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RC-08-1025Miami Shores Village 10050 NE 2 Ave, Miami Shores FI, 33138 Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department This certificate issued pursuant to the requirements of the Florida Building Code 106.1.2 certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: Certificate of Occupancy Not Transferable POST IN A CONSPICUOUS PLACE wha Permit Type Owner Subdivision/Project Construction Type Certificate of Occupancy Miami Shores Village 10050 NE 2 Ave, Miami Shores FI, 33138 Tel: 305- 795 -2204 Fax: 305- 756 -8972 Building Inspection Department This certificate issued pursuant to the requirements of the Florida Building Code 106.1.2 certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: Residential Construction EDWARD & JACQUELINE O'DONNELL <NONE> NEW HOUSE CONSTRUCTION 3414 A/C. 529 / GARAGE / 1134 PORCH c r 0 s 4/". /0-&- Not Transferable POST IN A CONSPICUOUS PLACE Bldg. Permit No. RC-6 -08 -1025 Contractor WR DERRER CONSTRUCTION, INC Date Issued 11/20/2009 Occupancy Single Family Building Officials Approval Norman Bruhn, CBO NEW 2 STORY FAMILY RESIDENCE. "SEE TASKS" 1/15/09 MLDV 04c 'l f1 /3/ 0 Passed / /. j h ^' ''7 Inspector Comments AS REINSPECTION FOR INSP- 126087. The square inches of vents must equal or exceed the square footage of the garage floor. 9 Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 I nspection Number: INSP- 126778 Permit Number: RC -6 -08 -1025 1 Inspection Date: November 10, 2009 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Project: <NONE> Miami Shores, FL 33138 -0000 Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments November 10, 2009 For Inspections please call: (305)762 -4949 Permit Type: Residential Construction Inspection Type: F. Elevation Certificate Work Classification: New Phone Number Parcel Number 11- 3205 - 010 -0025 Phone: (305)586 -1856 Page 1 of 1 B1. NFIP Community Name & Community Number Miami Shores 120652 B2. County Name Miami -Dade B3. State Florida B4. Map/Panel Number 12025C0093 B5. Suffix J B6. FIRM Index Date 7 -17 -95 B7. FIRM Panel Effective/Revised Date 3 -2 -94 B8. Flood Zone(s) AE B9. Base Flood Elevation(s) (Zone AO, use base flood depth) 8' U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program Al. Building Owner's Name O'Donnell, Edward A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1215 NE 94 Street City Miami Shores State FL ZIP Code 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 3, MIAMI SHORES BAY VIEW (40/16) Miami -Dade Folio No: 11- 3205 - 010 -0025 A4. Building Use (e.g., Residential, Non - Residential, Addition, Accessory, etc.) A5. Latitude/Longitude: Lat. 25 °51.748' Long. 80 °10.425' A6. Attach at least 2 photographs of the building if the Certificate is being used A7. Building Diagram Number 1A A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or enclosure(s) N/A sq ft b) No. of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A8.b NIA sq in d) Engineered flood openings? ❑ Yes CI No B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE in Item B9: e NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes Designation Date ❑ CBRS ❑ OPA C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* e Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones A1-A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a -h below according to the building diagram specified in Item A7. Use the same datum as the BFE. Benchmark Utilized see commentsVertical Datum 1929 Conversion/Comments N/A a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 9.39 b) Top of the next higher floor 21.09 c) Bottom of the lowest horizontal structural member (V Zones only) N/A. d) Attached garage (top of slab) 7.14 e) Lowest elevation of machinery or equipment servicing the building 10.11 (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) 7.1 g) Highest adjacent (finished) grade next to building (HAG) 8.85 h) Lowest adjacent grade at lowest elevation of deck or stairs, including N/A. structural support Certifier's Name Roger J. Dietz Title Professional Surveyor and Signature FEMA Form 8'( -31, Mar 09 ELEVATION CERTIFICATE Important: Read the instructions on pages 1 -9. Address 1002 NE in Str - <' City Oakland Park SECTION A - PROPERTY INFORMATION Residential Horizontal Datum: ❑ NAD 1927 gl NAD 1983 to obtain flood insurance. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION A9. For a building with an attached garage: a) Square footage of attached garage 479 sq ft b) No. of permanent flood openings in the attached garage within 1.0 foot above adjacent grade 4 c) Total net area of flood openings in A9.b 513 sq in d) Engineered flood openings? ❑ Yes ® No SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) feet feet feet Igi feet feet feet feet ® feet License Number 4611 Company Name Dietz & Dietz Land Surveyors, Inc. Date 10 -20-09 Telephone 954-327 -0988 Check the measurement used. • ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a licensed land surveyor? Yes ❑ No State FL ZIP Code 33334 OMB No. 1660 -0008 Expires March 31, 2012 IXI No See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1215 NE 94 Street City Miami Shores State FL ZIP Code 33138 Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments 1) Miami -Dade Survey Section Benchmark No. 8-62; elevation +8.65' National Geodetic Vertical Datum 1929 2) Not valid without seal and original signature in blue ink. 3) e lowest elevation of machinery indicates the air conditioner unit. 4) The highest crown of road is +7.27, lowest +6.23'. Signature SECTIONjE - B ILDING ATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO d A ( and C. For Items El -E4, El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA- issued or community- issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address Signature Comments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8 and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA - issued or community- issued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been Issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum G10. Community's design flood elevation ❑ feet ❑ meters (PR) Datum Local Official's Name Community Name Signature Comments FEMA Form 81 -31, Mar 09 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) City Date 10-20-09 out BFE), co plete Items E1 -E5. If the Certificate is intended to support a LOMA or LOMR -F request, complete Sections A, B, natura rade, If available. Check the measurement used. In Puerto Rico only, enter meters. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION Date Telephone Title Telephone Date State ZIP Code ® Check here if attachments n Check here if attachments n Check here if attachments Replaces all previous editions Front View 9 -16 -09 Rear View 9 -16 -09 Building Photographs See Instructions for Item A6. Building Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. 1215 NE 94 Street City Miami Shores State FL ZIP Code 33138 For Insurance Company Use: Policy Number Company NAIC Number' If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." If submitting more photographs than will fit on this page, use the Continuation Page on the reverse. Inspection Number: INSP -94421 Permit Number: PL -9 -08 -1649 Scheduled Inspection Date: October 28, 2009 Inspector: Levrock, James Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Project: <NONE> Contractor: A LEAGUE CONTRACTORS, INC. Building Department Comments SEPTIC TANK& DRAINFIELD FOR NEW SINGLE FAMILY HOME Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. s sp c 4 Co October 27, 2009 Miami Shores, FL 33138 -0000 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 For Inspections please call: (305)762 -4949 Permit Type: Plumbing - Residential Inspection Type: Final Work Classification: Septic Phone Number 12C - - (A9 -08 --lozs Parcel Number 11- 3205 - 010 -0025 Phone: 305 - 256 -0306 Page 8 of 8 Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Inspection Number: INSP -86300 Permit Number: PL -6 -08 -1029 Scheduled Inspection Date: October 28, 2009 Inspector: Levrock, James Project: <NONE> Miami Shores, FL 33138 -0000 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Contractor: JOHN JONES PLUMBING SPECIALIST INC Building Department Comments October 27, 2009 For Inspections please call: (305)762 -4949 R C - C 9-0 B - loz 5 Permit Type: Plumbing - Residential Inspection Type: Final Work Classification: New Phone Number Parcel Number 11- 3205 -010 -0025 Phone: (954)966 -6834 PLUMBING FOR NEW 2 STORY RESIDENCE Passed \1 Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. tor 6omments Page 7 of 8 BUILDING PERMIT APPLICATI FBC20 Permit Type: i LDINO ROOFING Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 Owner's Name (Fee Simple Titleholder) qt-Urdatimb Q ttifiviphone # Owner's Address c , , � / le 94 r Permit No. ter Permit No. og-1.01-5 Cit 5*tIt ' State /f Zip be 3% Tenant/Lessee Name Phone # Email Job Address (where the work is being done) I Z/C /.f4( 94 S / City Miami Shores Village County Miam - Zip FOLIO / PARCEL # Is Building Historically Designated YES NO lX Flood Zone Contractor's Company Name ..Dget,60 carting/40m /,u[ Phone # 7 # 696,--,36°‘ Contractor's Address `3 s� T 5'j City e: • d e OQ'ber • f i Stagg/ Zip ? j "S3I j Qualifier Name C (,(, l/yi,. a 061e4 ?t_ , Phone # State Certificate or Registration No. ( /. a 7 11 Certificate of Competency No. 'Contact Phone -/e ,c G E -mail Architect/Engineer's Name (if applicable) Phone # Value of Work For this Permit $ Square / Linear Footage Of Work: Type of Work: DAddition DAlteration ❑New ❑ Repair/Replace ❑ Demolition Describe Work: 2 At. ot, / i4 4 '5 f / , O P��', Submittal Fee $ Permit Fee $ 7-1---'.-' CCF $ Notary $ Training/Education Fee $ Technology Fee $ Scanning $ Radon $ DPBR $ Bond $ Double Fee $ Violation date: Structural Review. $ Total Fee Now Due $ Ct I.00 • See Reverse side -+ Bonding Company's Name (if applicable) Bonding Company's Address City Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that. all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged.. APPROVED BY Owner or Agent The foregoing instrument was ac .i ,wledged be day of pers�� known to me or w (Revised 07 /10 /07)(Revised 06/10/2009) State Zip . Sign: Sign: Print:. �� �ss fo ? ib ��ra . ., rt �. Print: 0 My Commission Expires�o �' d �, d "z My Comm, r l 6 1 a5 2 j 2 9 * * * * * * * * * *x **** * *** ** * * ** 14** *ar*** ** * *** ** **** ** * * *** ******* *•x, ,u* ***,ter*** *t***•x ******* *• ** **•x ********** ** Signature 'ore ne this The foregoing instrument was acknowledged before me this 3. h dayof(�ePt ,20" a 1 ,b Y.% a who is p known to me tlr who has pr r wv L e an oath. 0 1 ' 51° as identifica NOTARY PUBLI Contractor vho did take an oath. • Plans Examiner Zoning Engineer Clerk checked Front View 9 -16 -09 Rear View 9 -16 -09 Building Photographs See Instructions for Item A6. Building Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. 1215 NE 94 Street City Miami Shores State FL ZIP Code 33138 For Insurance Company Use: Policy Number Company NAIC Number If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "Front View" and "Rear View "; and, if required, "Right Side View" and "Left Side View." If submitting more photographs than will fit on this page, use the Continuation Page on the reverse. IMPORTANT: In these spaces, copy the corresponding Information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1215 NE 94 Street City Miami Shores State FL ZIP Code 33138 Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments 1) Mlami -Dade Survey Section Benchmark No. 8 -62; elevation +8.65 National Geodetic Vertical Datum 1929 2) Not valid without seal and original signature in blue ink. 3) The lowest elevation of machinery indicates the air conditioner unit. 4) The highest crown of road is +7.27', lowest +6.23'. Signature 1 f Date 9 -16-09 s ❑ Check here if attachments SECTIO E B IICDIN E EVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without complete Items E1 -E5. If the Certificate is intended to support a LOMA or LOMR -F request, complete Sections A, B, and C. For Items E1 -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El . Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8 -9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is !.14 feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information In Section G. Address Signature Comments Local Official's Name Community Name Signature Comments FEMA Form 81 -31, Mar 09 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA - issued or community- issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name City Date Telephone SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8 and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located In Zone A (without a FEMA- issued or community- issued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance /Occupancy Issued G7. This permit has been issued for ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum G10. Community's design flood elevation ❑ feet ❑ meters (PR) Datum Title Telephone Date State ZIP Code n Check here if attachments n Check here if attachments Replaces all previous editions B4. Map/Panel Number 12025C0093 B5. Suffix J B6. FIRM Index Date 7 -17 -95 B7. FIRM Panel Effective/Revised Date 3-2 -94 B8. Flood Zone(s) AE B9. Base Flood Elevation(s) (Zone AO, use base flood depth) 8' U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program Al. Building Owner's Name. O'Donnell, Edward A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1215 NE 94 Street A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 3, MIAMI SHORES BAY VIEW (40/16) Miami -Dade Folio No: 11- 3205 - 010 -0025 A4. Building Use (e.g., Residential, Non - Residential, Addition, Accessory, etc.) A5. Latitude/Longitude: Lat. 25 °51.748' Long. 80 °10.425' A6. Attach at least 2 photographs of the building if the Certificate is being used A7. Building Diagram Number 1A A8. For a building with a crawispace or enclosure(s): a) Square footage of crawispace or enclosure(s) N/A sq if b) No. of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade N/A c) Total net area of flood openings In A8.b WA sq in d) Engineered flood openings? ❑ Yes i4 No B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe) ❑ NAVD 1988 ❑ Other (Describe) B11. Indicate elevation datum used for BFE In Item B9: ® NGVD 1929 B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes e No Designation Date ❑ CBRS ❑ OPA a) b) c) d) e) f) 9) h) City Miami Shores State FL ZIP Code 33138 Top of bottom floor (including basement, crawlspace, or enclosure floor) 9.39 Top of the next higher floor 21.09 Bottom of the lowest horizontal structural member (V Zones only) N/A. Attached garage (top of slab) 7.14 Lowest elevation of machinery or equipment servicing the building 10.11 (Describe type of equipment and Nation in Comments) Lowest adjacent (finished) grade next to building (LAG) 7.1 Highest adjacent (finished) grade next to building (HAG) 8.85 Lowest adjacent grade at lowest elevation of deck or stairs, including N/A. structural support Certifier's Name Roger J. Dietz ELEVATION CERTIFICATE Important: Read the instructions on pages 1 -9. SECTION A - PROPERTY INFORMATION SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. / certify that the Information on this Certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. • Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a licensed land surveyor? e Yes ❑ No License Number 4611 Title Professional Surveyor and Mapper Company Name Dietz & Dietz Land Surveyors, Inc. Address 1002 NE 35'" Street Signature i l� I FEMA Form 8 -31 ar 09 City Oakland Park Date 9 -16-09 Telephone 954327 -0988 See reverse side for continuation. Residential Horizontal Datum: to obtain flood insurance. Check the measurement used. feet ❑ meters (Puerto Rico only) feet ❑ meters (Puerto Rico only) feet ❑ meters (Puerto Rico only) ® feet ❑ meters (Puerto Rico only) ® feet ❑ meters (Puerto Rico only) feet ❑ meters (Puerto Rico only) feet ❑ meters (Puerto Rico only) feet ❑ meters (Puerto Rico only) State FL ZIP Code 33334 OMB No. 1660 -0008 Expires March 31, 2012 ❑ NAD 1927 e NAD 1983 A9. For a building with an attached garage: a) Square footage of attached garage 479 sq ft b) No. of permanent flood openings in the attached garage within 1.0 foot above adjacent grade 8 c) Total net area of flood openings in A9.b 184 sq in d) Engineered flood openings? ❑ Yes No B1. NFIP Community Name & Community Number Miami Shores 120652 B2. County Name Miami -Dade B3. State Florida C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* ® Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones A1-A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a -h below according to the building diagram specified In Item A7. Use the same datum as the BFE. Benchmark Utilized see commentsVertical Datum 1929 Conversion/Comments WA Replaces al previous editions NEW 2 STORY FAMILY RESIDENCE. "SEE TASKS" 1/15/09 MLDV Passed Inspector Comments © 'The 44.-4.444,c,„„„... s e..*4.f.. < < ,1,e.-L o 1 Are .t....4 /fl c. r Ale- 7'L SLR !,G w..e. 4e, .=.1 droo, - � Failed /0 ?T Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 nspection Number: INSP- 126087 Permit Number: RC -6 -08 -1025 1 Inspection Date: October 02, 2009 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments October 02, 2009 For Inspections please call: (305)762 -4949 Permit Type: Residential Construction Inspection Type: F. Elevation Certificate Work Classification: New Phone Number Parcel Number 11- 3205 - 010 -0025 Phone: (305)586 -1856 Page 1 of 1 B4. Map/Panel Number 12025C0093 B5. Suffix J B6. FIRM Index Date 7 -17 -95 B7. FIRM Panel Effective/Revised Date 3-2 -94 88. Flood Zone(s) AE B9. Base Flood Elevation(s) (Zone AO, use base flood depth) 8' U.S. DEI ARTMEI1T OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program Al. Building Owner's Name O'Donnell, Edward A4. Building Use (e.g., Residential, Non - Residential, Addition, Accessory, A5. Latitude/Longitude: Lat. 25 °51.748' Long. 80 °10.425' A6. Attach at least 2 photographs of the building if the Certificate is being A7. Building Diagram Number 16 A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or enclosure(s) N/A sq ft b) No. of permanent flood openings In the crawlspace or enclosure(s) within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A8.b N/A sq In d) Engineered flood openings? ❑ Yes No City Miami Shores State FL ZIP Code 33138 Certifier's Name Roger J. Dietz ELEVATION CERTIFICATE Important: Read the instructions on pages 1 -9. Address 1002 NE 35"' Street City Oakland Park Signature Date 9 -16-09 FEMA Form 811,31, ar \ SECTION A - PROPERTY INFORMATION A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1215 NE 94 Street A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 3, MIAMI SHORES BAY VIEW (40/16) Miami -Dade Folio No: 11- 3205 - 010 -0025 etc.) Residential Horizontal Datum: used to obtain flood insurance. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION A9. For a building with an attached garage: a) Square footage of attached garage 479 sq ft b) No. of permanent flood openings in the attached garage within 1.0 foot above adjacent grade 8 c) Total net area of flood openings in A9.b 184 sq in d) Engineered flood openings? ❑ Yes IN No B1. NFIP Community Name & Community Number Miami Shores 120652 T B2. County Name Miami -Dade B3. State Florida B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE In Item B9: NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes e No Designation Date ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* e Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones A1-A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1 -A30, AR/AH, AR/AO. Complete Items C2.a -h below according to the building diagram specified in Item A7. Use the same datum as the BFE. Benchmark Utilized see commentsVertical Datum 1929 Conversion/Comments WA a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 8.39 b) Top of the next higher floor 21.09 c) Bottom of the lowest horizontal structural member (V Zones only) N/A. d) Attached garage (top of slab) 7.14 e) Lowest elevation of machinery or equipment servicing the building 10.11 (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) 7.1 g) Highest adjacent (finished) grade next to building (HAG) 8.85 h) Lowest adjacent grade at lowest elevation of deck or stairs, including N/A. structural support ® feet feet ® feet feet ® feet ® feet feet ® feet License Number 4611 Title Professional Surveyor and Mapper Company Name Dietz & Dietz Land Surveyors, Inc. Telephone 954-327 -0988 Check the measurement used. ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the Information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. • Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a licensed land surveyor? IS Yes ❑ No State FL ZIP Code 33334 OMB No. 1660 -0008 Expires March 31, 2012 ❑ NAD 1927 ® NAD 1983 See reverse side for continuation. Replaces al previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1215 NE 94 Street City Miami Shores State FL ZIP Code 33138 Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments 1) Miami -Dade Survey Section Benchmark No. 8 -62; elevation +8.65' National Geodetic Vertical Datum 1929 2) Not valid without seal and original signature in blue ink. 3) The lowest elevation of machinery indicates the air conditioner unit. 4) The highest crown of road is +7.27, lowest +6.23'. Signature IIII SECTIOII4 E - For Zones AO and A ( lout BFE), y/omplete Items E1 -E5. If the Certificate is intended to support a LOMA or LOMR -F request, complete Sections A, B, and C. For Items E1 -E4, u = • al grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El . Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8 -9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is C! feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of plattorm of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. Address Signature Comments Local Official's Name Community Name Signature Comments FEMA Form 81 -31, Mar 09 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) ❑ Check here if attachments ATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) Date 9 - 16 - 09 SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION Property Owner's or Owner's Authorized Representative's Name City Date Telephone SECTION G - COMMUNITY INFORMATION (OPTIONAL) G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: • ❑ feet ❑ meters (PR) Datum G10. Community's design flood elevation ❑ feet ❑ meters (PR) Datum Title Telephone Date The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA - issued or community- issued BFE) or Zone AO must sign here. The statements In Sections A, 8, and Eare correct to the best of my knowledge. State ZIP Code 11 Check here If attachments The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8 and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data In the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA - issued or community- issued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance /Occupancy Issued fl Check here if attachments Replaces all previous editions Building Photographs See Instructions for Item A6. Building Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. 1215 NE 94 Street City Miami Shores State FL ZIP Code 33138 For Insurance Company Use: Policy Number Company NAIC Number If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "Front View" and "Rear View "; and, if required, "Right Side View" and "Left Side View." If submitting more photographs than will fit on this page, use the Continuation Page on the reverse. Front View 9 -16 -09 Rear View 9 -16 -09 NEW 2 STORY FAMILY RESIDENCE. "SEE TASKS" 1/15/09 MLDV Passed / 4 /6 Inspector Comments �� E 7 Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until nspection Number: INSP - 126374 Permit Number: RC -6 -08 -1025 J Inspection Date: October 06, 2009 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments October 06, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 For Inspections please call: (305)762 -4949 Permit Type: Residential Construction Inspection Type: Final PE Certification Work Classification: New Phone Number Parcel Number 11- 3205 -010 -0025 Phone: (305)586 -1856 Page 1 of 1 TRC Worldwide Engineering, Inc, 3590 NW 58 Street Fort Lauderdale, FL 33309 -2240 Phone: (954) 484 -7777 F: (954) 4847834 www.trcww.com CA No. 27322 January 27, 2009 Mr. Norman Bruhn Building Department Miami Shores Village 10050 NE 3nd Ave Miami Shores, FL 33138 RE: Special Inspections — Building Permit No. RC -06-08 -1025 O'Donnell Residence 1215 NE 94th St., Miami Shores Dear Mr. Bruhn: Please be advised that, based on our Special Inspections of the construction of the above referenced project. We have inspected the entire reinforced unit masonry including but not limited to filled cells, columns, beams, reinforced concrete pour, mortar, trusses, etc. and it complies with the approved plans and the Florida Building Code. If we may be of further assistance, please feel free to contact this office at your convenience. Very truly yours, TRC Worldwide Engineering, Inc. US TERINEGER Marcus 't.m Engineering Mena er r, P.E., S.I., LEED AP S E R V I C E I N N O V A T I O N J &C # 08FTL611 - 1ZC WORLDWIDE ENGINEERING QUALITY OCT 0 6 2001 j. B o >oomaoeo°o NEW 2 STORY FAMILY RESIDENCE. "SEE TASKS" 1/15/09 MLDV Passed n1 ✓ � 0' Inspector Comments (�l /. �c-1 Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: October 06, 2009 Inspector: Levrock, James Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments October 06, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 I nspection Number: INSP - 126372 Permit Number: RC -6 -08 -1025 J For Inspections please call: (305)762 -4949 Permit Type: Residential Construction Inspection Type: HRS Approval Work Classification: New Phone Number Parcel Number 11- 3205 - 010 -0025 Phone: (305)586 -1856 Page 1 of 1 NEW 2 STORY FAMILY RESIDENCE. "SEE TASKS" 1/15/09 MLDV Inspector Comments ` ,y � `� Passed 4/d' Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspection Date: October 06, 2009 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Miami Shores, FL 33138 -0000 Building Department Comments October 06, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 nspection Number: I NSP- 126375 Permit Number: RC -6 -08 -1025 1 For Inspections please call: (305)762 -4949 Permit Type: Residential Construction Inspection Type: F. Termite Letter Work Classification: New Phone Number Parcel Number 11- 3205 - 010 -0025 Phone: (305)586 -1856 Page 1 of 1 C (\E _U_ ®y Date Prodhct used ( OZ"-- G , Address of Treatment •�J '1U OCT kJ 0 5 2909 KEANE SOIL PRETREAT & COMPACTION, (954) 462 -0607 Notice of Preventative Treatments for Termites (As required by Florida Building Code (FBC) 109.22) Address of Treatment Time (I CJ Chemical used Area treated If this notice is for the final exterior treatment, initial and date t line ra Certificate of Co `, p1iance foTermite Protection (As required by Florida Building Code (F BC) 04J,, SA tikgs Applicator Gallons applied linear feet treated Percent concentration Stage of treatment As per 1092.2 — If soil chemical method for termite prevention is used, final exterior treatment shall be completed prior to final building approval s Method of Treatment This building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department of Agriculture and Consumer Services. NEW 2 STORY FAMILY RESIDENCE. "SEE TASKS" 1/15/09 MLDV Passed 40,v /69e Inspector Comments f j r ° ii Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: October 06, 2009 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments October 06, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 nspection Number: I NSP- 126371 Permit Number: RC -6 -08 -1025 J For Inspections please call: (305)762-4949 Permit Type: Residential Construction Inspection Type: F. Insulation Certificate Work Classification: New Phone Number Parcel Number 11- 3205 - 010 -0025 Phone: (305)586 -1856 Page 1 of 1 AREA TYPE THICKNESS R -VALUE MANUFACTURER CEILING AREA ULTRATHERM BLOW 11.75" R -30 CERTAINTEED EXTERIOR MASONRY WALLS REFLECTIVE FOIL .75" R-4.1 Fl FOIL GARAGE COMMON WALL & GARAGE CEILING AREA BATT 3.5" R -11 KNAUF GALE INSULATION SO# 78719 CERTIFICATE OF INSULATION — INSTALLATION BUILDING PERMIT # o8 • t col. 5 JOB ADDRESS: 1215 NE 94TH ST MIAMI SHORES, FL 33138 STATEMENT OF COMPLIANCE: We, the undersigned, hereby certify that the thermal insulation has been installed in the referenced building in compliance with the South Florida Building Code, Chapter 52, and the approved plans and specifications, and in accordance with good construction practice. The insulation furnished is of the type, thickness and R -value as set forth below: MULTIFAMILY RESIDENTIAL CONSTRUCTION: The COMMON (PARTY) walls separating different tenants shall be insulated as follows: Frame/Metal Stud Walls R -11 (min); CBS or Concrete Walls R -3 (min) by Energy Code requirements. See Energy Code, Rev. 1/87, paragraph 903.2(b), on page 0 -17, latest edition. These "minimum levels of insulation" are not included in the Energy Calculations, but shall be installed in the field. INSULATION CGC1512179 INSULATION CONTRACTOR'S SIGNATURE: c / 61 101 BUILDER: W.R. DERER CONST.: BULDER'S SIGNATURE: I PERSONALLY KNOW THE AFFIANT, PAUL W HASH. Sworn to and subscribed before me this I S+ day of ( � J Ckobe e Notary Public, State of Florida CERTIFICATION DATE: 01 OCT. 2009 , 2009 Lill O T 0 6 2009 I li B Y: .... ......... kk CASEY BINKLEY =` `= MY COMMISSION # DD705789 --1 moo' EXPIRES August 16, 2011 (407) 398 -0153 FlorldaNOtaryServ;ce.com NEW 2 STORY FAMILY RESIDENCE. "SEE TASKS" 1/15/09 MLDV 6Z 671// Passed In 1pector Comments fs ' Cie Ce ' — �; Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: October 02, 2009 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments October 01, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 nspection Number: INSP - 125958 Permit Number: RC -6 -08 -1025 I For Inspections please call: (305)762 -4949 Permit Type: Residential Construction Inspection Type: Survey Final Work Classification: New Phone Number Parcel Number 11- 3205 - 010 -0025 Phone: (305)586 -1856 Page 1 of 1 ' FOR: O' DONNELL A DATE: 9-15-08 ORDER NO.: 0809015 FIELD BOOK: 249 - 15, 16 & FILE DATE REVISION ORDER NO. 10 -21 -08 SPOT SURVEY 0810030 9-16 -09 FINAL SURVEY 0909010 9 -23 -09 LOCATE MODIFIED FENCE 0909010 • oars F I I F: MS11-3 AP r SKETCH OF BOUNDARY SURVEY DESCRIPTION: Lot 3, MIAMI SHORES BAY VIEW, according to the plat thereof, as recorded in Plat Book 40, Page 16, of the Public Records of Miami -Dade County, Florida. SURVEYORS REPORT /NOTES: (1) property address: 1215 NE 94th Street, Miami Shores (2) Flood Zone AE; base elevation 8'; per Flood Insurance Rate Map 120652 0093 J, map index dated 7/17/95. (3) Benchmark: Miami -Dade County Engineering Benchmark #B -62; elevation +8.65' National Geodetic Vertical Datum 1929. (4) Angles are based on the record plat. (5) Unless stated otherwise hereon, this survey was prepared without the benefit of an abstract of title. No liability is assumed by the undersigned for loss relating to any matter that might be discovered by an abstract of title of the property. (6) No underground foundations, buried utilities, setbacks, uses or visible easements are located hereon. No liability is assumed by the undersigned for any loss that may be associated with the existence of any of the above stated. (7) Miami -Dade Folio Number: 11- 3205 -010 -0025 LEGEND: centerline + elevation A/C air conditioner ARF aluminum rail fence CLF chain Zink fence COL column FIP found 1/2" iron pipe FND found nail & disk FNT found nail & tin M measured P plat PP power pole SIR set 5/8" iron rod & cap # 4545 SNT set nail & tin WM water meter CD Lj FIP WI i i FND 204.61' 204. 51'N SIR 1'S PP O , LCI cJ ari `L 5' CLF 0.5'S • 0.3'E • SLAB W/ • ELEVATED A/C UNITS 11.0' u- • a CLF_' COL 0.2'E FIP C0 SNT +7.27' 0 11. 0' 19. 3' 22. 7' BRICK PAVERS BRICK PAVER DRIVE N 75 2 STORY RESIDENCE MAIN FLOOR +9.39' 2ND FLOOR +21.09' GARAGE +7.14' LOCATION MAP NOT TO SCALE 5.0 20' PAVEMENT 33. 1' 15.0' m STONE TILE DECK 25.3' POOL — "r<COLUMNS COVERED STONE TILE 14.8' STONE TILE PORCH COLUMNS n n STEPS BRICK PAVER WALK NE 94TH STREET Rog: J. D1 etz P. S. . N . 46 Sta - of FIo for #LB4545 not valid without the signature and the original raised seal of a Florida licensed surveyor and mapper DIETZ & DIETZ LAND SURVEYORS, INC. 1002 NE 35th Street, Oakland Park, Florida 33334 (954) 327 -0988 1 5' CLF 0.4'S 0.3'W WM 0 11.6' X o COL 11.6' 11.6' 9 00 FIP O LL7 cv 5' CLF 0.6'W FIP 0.2'S P ER M IT 9 1L_,I..---- -- / C)4 • 2 S Miami Shores Village APPROVED BY DATE ZONING DEPT a BLDG DEPT SUBJECT TO COMPUANCE WITH ALL FEDERAL STATE AND COUNTY RULES AND REGULATIONS ENERGY PERFORMANCE �.EVE DISPLAY CARD :, • ESTIMATED ENERGY PERFORMANCE SCOFte 7117P. !: • • • The higher the score, the more efficient the p ► : .. • • • • Mr. & Mrs. O'Donnell, 1215 N.E. 94th. Street, Miami Shores, Fl, New Single family 1. New construction or existing 2. Single family or multi -family 3. Number of units, if multi- family 4. Number of Bedrooms 4 5. Is this a worst case? No 6. Conditioned floor area (ft 3414 ft 7. Glass typel and area (Label read. by 13- 104.4.5 if not default) a. U- factor: Description Area (or Single or Double DEFAULT) 7a(Sngle Default) 816.0 ill _ b. SHGC: or Clear or Tint DEFAULT) 7b. (SHGO=0.5) 816.0 ft 8. Floor types a. Slab -On -Grade Edge Insulation b. Raised Concrete c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. Frame, Steel, Adjacent c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Garage ' b. Sup: Unc. Ret: Unc. AH(Sealed):Interior 1 R =30.0,1821.0 ft _ 12. Cooling systems a. Central Unit b. Central Unit c. N/A R=0.0, 207.0(p) ft R =11.0, 220.0ft R=4.1, 4241.5 11 _ R=11.0, 196.0 ft - Sup. R 6.0,175.0 ft _ Sup. R.6.0, 147.0 ft _ 13. Heating systems a. Electric Strip b. Electric Strip c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR -Heat recovery, Solar DHP Dedicated heat pump) 15. HVAC credits (CF- Ceiling fan, CV -Cross ventilation, HF -Whole house fan, PT- Programmable Thermostat, MZ- C- Multizone cooling, MZ- R-Multizzone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card be completed based on installed Code c liant fe; tors. Builder Signature: "- Date: ? ® •.. • • • . •• • . '•• • • •• • • •• Cap: 39.9 kBtu/hr SEER: 15.25 Cap: 39.9 kBtu/hr SFRR:15.25 _ Cap: 34.4 kBtu/hr COP: 1.00 _ Cap: 34.4 kBtu/hr COP: 1.00 Address of New Home: /2' 7 I- 1 / 1 ' S City/FL Zip: / Sig 'i l ??/3f, *NOTE: The home's estimated energyperformance score is only available through the FLA/RES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStar designation), your home may quay for energy diciened mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638 -1492 or see the Energy Gauge web site at www, fsec ucf. edu for information and a list of certified Raters. For reformation about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 850/487 -1824. 1 Predominant glass type. For actual glass type and cress, see Summer It Winter Glass ouu on pages 2&4. EnergyGauge® (Version: F .CP v4.5.2) Cap: 80.0 gallons _. EF:0.93 PT, CF, .._._ ftg1 curing that work Is performed in a safe and satisfactory manner. � TRC WORLDWIDE c j GIN;, R - G INC. Date sued un a e rul Ii .*ii tit n M1AM1•DADE Review is limited to verifying general conformance with the desimmeglAD COUNTY, FLORIDA presented by the Structural Contract Documents. Notations dOBIROnfitiliSE BUILDING PRODUCT CONTRO 1R � TREET, SUITE 1107 i� b Worn compliance with Contract Documents, governing coddiM, FLORIDA 33130 -1563 regulations. No detailed check of quantities or dimensions 405)11019r2802 FAX (305) 372 -6339 NOTICE OF ltrfr iCAR anager is solely respon quan 'I :s, .imensions, ail � ° '��' l `'` , l'• ov/buildin code COUNTY E. S. Windows, LL 10653 N.E. Quayb Miami, Fl. 33138 SCOPE: This NOA is being i 14, ., m ! m ■ . . it Construction materials. The documentation submitted has been revs , d by Miami -D . • e County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be - . in Miami —Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami —Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "3000" 8'0" Outswing Aluminum French Doors w/ wo Sidelites — L.M.I. APPROVAL DOCUMENT: Drawing No. W04 -51, titled "Series -3000 Alum Outswing French Doors (LMI) ", sheets 1 through 7 of 7, prepared by Al Farooq Corporation, dated 06/10/04 and last revised on 08/14/09, prepared by A1— Farooq Corporation, signed and sealed by Arshad Vigar, P. E., bearing the Miami—Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami Dade County Product Control Division. .MISSILE IMPACT RATING: Large and all Missile Impact Resistant LABELING: Each unit shall bear a perm*nt l bel with the manufacturer's name or logo, city, state and following statement: "Miami Dade County Product Control Approved ", unless otherwise noted herein. REVISION of this NOA shall bensi red after a'ren'ewal application has been filed and there has been no change in the applicable b ilt ing code negatively affecting the performance of this product. TERMINATION of this NOA will cur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture product or'prrocess. Misuse of this NOA as an endorsement'. 8 or- au any product, for sales, advertisin ( of t he oth purposes shall automatically terminate Cis 9.A. FaiGe an y to comply with any section of this ` O.4 shill\beecause for termination and removal of NQA ADVERTISEMENT: The NOA • `• • • • • .. • •' followed by the expiration preceded by the words Miami—Dade Coin • Florida, and y xpiration date may b layed in advertising literature. If any porUeB•d the 113.4 iS,, displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufac its • • • • distributors and shall be available for inspection at the job site at the •�• well as approval document mentioned above. ' • • • • • This NOA renews NOA No. 07 0828.09 and consists of this page 1 and request evidence B � g� ia— p�1 • �2, as"' The submitted documentation was reviewed by Jaime D. Gasco P. E. • • • • • • • CONFORMS TO DESIGN CONCEPT .ACCEPTED AS SUBMITTED 0 SUBSTANTIALLY CONFORMS TO DESIGN CONCEPT ACCEPTED AS NOTED 0 DOES NOT CONFORM TO DESIGN CONCEP7:..REVISE AS NOTED AND RESUBMIT 0 UNRESPONSIVE SUBMITTAL AS NOTED REJECTED ❑ NOT REVIEWED BY JC/TRC .ACCEPTED FOR RECORD ONLY NOA No. 09-0825.04 Expiration Date: September 16, 2014 Approval Date: September 16, 2009 Page 1 • • • • • • E. S. Windows, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMI1°1ED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No W04 -51, titled "Series -3000 Alum Outswing French Doors (LM1)" sheets 1 through 7 of 7, prepared by Al Farooq Corporation, dated 06/10/04 and last revised on 08/14/09, prepared by Al Farooq Corporation, signed and sealed by Arshad Viqar, P. E. B. TESTS 1. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201 -94 2) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked up drawings and installation diagram of aluminum outswing French door, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -5164, dated 08/01/07, signed & sealed by Carlos S. Rionda, P. E. (Submitted under previous NOA No. 07- 0828.09) 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 202 -94 along with marked up drawings and installation diagram of aluminum outswing French door, prepared by Fenestration Testing Laboratory, Inc., Test Report No.'s FTL -3947 and 1kTL -3955, and dated 02/04/04, both signed and sealed by Edmundo J. Largaespada, P. E. (Submitted under previous NOA No. 04- 0712.02) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC -2007, prepared by AI-Farooq Corporation, dated 08/14/09, signed and sealed by Arshad Viqar, P. E. Complies with ASTM E1300-02 • .. • . . •••• • • .. • • ••• • D. QUALITY ASSURANCE 1. Miami-Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 09- 0312.03 issued to E.I. DuPont DeNedibebts & Cd., IM. for their "DuPont Sentry Glass® Interlayer" dated 05/13/09, ex m on 01F4 /1' ..11111 r ' E -1 • • • oae�. GascoIC t E Chief, Proddct Control;Djdl4lgn NOA No. 09- 0125.04 Expiration Date: September 16, 2014 Approval Date: September 16, 2009 • • • • • • • • • E. S. Windows, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS (CONTINUED) 2. Notice of Acceptance No. 09- 0312.02 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Butacite® PVB, Interlayer" dated 05/13/09, expiring on 12/11/10. 3. TREMCO Part No. TR- 14271E EPDM exterior glazing gasket complying with ASTM C864 Option II exceptions, ASTM D412 1600 PSI, D395B 22 HRS 158 °F. E. STATEMENTS 1. Statement letter of conformance and no financial interest, dated December 30, 1997, signed and sealed by Humayoun Farooq, P.E. 2. Laboratory compliance Letter for Test Report No. }'114-5164, issued by Fenestration Testing Laboratory, Inc., dated July 31, 2007, signed and sealed by Carlos S. Rionda, P. E. (Submitted under previous NOA No. 07- 0828.09) 3. Proposal No. 06 -0411 issued by BCCO, dated February 06, 2006 and July 31, 2007, signed by Jaime D. Gascon, P. E. (Submitted under previous NOA No. 07-0828.09) 4. Laboratory compliance letter for Test Report No.'s FT L-3947 and FTL -3955, issued by Fenestration Testing Laboratory, Inc., dated March 22, 2004, signed and sealed by Edmund() J. Largaespada, P. E. (Submitted under previous NOA No. 04- 0712.02) G. OTHERS 1. Notice of Acceptance No. 07 -0828.09, issued to E. S. Windows, LLC for their Series "3000 Aluminum Outswing French Doors w / wo Sidelites ", approved on 10/25/07 and expiring on 09/16/09. E -2 ... • • • • •.•• • • • • •• • • •• • • • • • • •••• • • • •••• • • • • • • • • • •• • • • • •• •. •• • • • • • .. • • • • • • • Jitime B Gascon, P. Chief, Prodaet Centro' pipiof NOA No. 09-052594 Expiration Date: September 16, 2014 Approval Date: September 16, 2009 • • ADDL ANCHORS REOD. OR THRU WOOD BUCK INSTALLATIONS ONLY 6' MAX. TIP. FRAME WIDTH 34 5/8' 68 3/4' 34 s /8' SURF,CE S MAY HEAD & SILL FRAME HEAD & SILL 12" FR. HEAD & SILL HD /SILL CORNERS -- (� _. pa MAX. .4/1 rs 1HOGH 319V8! /I / I LEAF HEIGHT 85 1 /18' D.L.O. (STD. BOTT. RA L) 81 5/18' D.L.O. (HI- PROFILE BOTT. RAIL) 1T1 I_ ii II --= •1r --- II 11 0---- 0---- 4 y 11 11 11 1 11 H --- "Ir - -- u II II 11 ON / \ / ii / II / -- =r -- /n O - n / n , II 11 \ II \ 11 \1 i II n\ IL u 11 \ \\ O \ \ \ it \ II -- ��r - -- T n \ n. � II - -= it - II n n II r 11 II II II 11 11 -> .LI 1 ) i II II / II / 11/ 1Y r --- u 11 - I / i / n -1r - -- n II II ti 30 1/4" 26 1/16" I 12" a 30 1/4 _dAL 19A1 .9 D.L. OPG. - 34 1/4" D.L. OPG. 34 11/16' D.L. OPG. - 34 1/4" INTO SERIES -3000 ALUM OUTSWING FRENCH DOOR THESE PRODUCTS GLAZED WITH LAMINATED GLASS RATED FOR MISSILE LARGE IMPACT AND REQUIRE NO SHUTTERS. APPROVAL APPLES TO SINGLE (X) AND DOUBLE (XX) LEAF DOORS WITH OR WITHOUT SIDEUTES. SIDE LITES CAN BE ON ONE OR BOTH SIDES OF DOOR. SEE SHEET 2 FOR DESIGN LOAD CAPACITIES. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA I BUILDING CODE 2007 EDRION INCLUDING MN VELOCITY HU C NE•ZNE4rinZ)•• •• • • • • • WOOD BUCKS BY LOADS TO THE STRU 1 E � • • • ' • 0 • R i t0IIA�� •.. T: TRANSFER • ANCHORS SHALL BE EMBEDMENT TO BASE lAL 1S • fED- Sf�CC tl tTUN D D DRE D SS(✓VC 00 ANCHORING OR LOADING CONDRIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL A LOAD DURATION VERSE �U 6V & HORS wit .r. CONTACT WITH °THO TO SIEELIM REWS. I 0 OF 2007 FLORIDA CONTACT WITH D HH 7 , �. + . b 5 .8 H .4 L TH • UIi�'EM TS C�O� • • • • ••• • • • • • • • • • • • • • •• •• ••• • • • • ••• • • • ••• • • • • • • • • •• • • • • • • • • • •• •• 144' 0XX0 EA APPLIED MUNTINS BE USED a ADDL. ANCHORS RECD. INTO OR THRU WOOD BUCK INSTALLATIONS ONLY 07 6" MAX. TIP. HEAD /SILL CORNERS 44 TYPICAL FI EVATION$ TESTED UNITS 26 1/16' D.L OPG. G 11 NOTE: FLUSH DOLTS ARE CONCEALED ON INACTIVE LEAF AND EXPOSED ON ACTIVE LEAF SEE DETAIL G ON SHEET 5. AUG 1 4 2009 71 3/4' FRAME WIDTH 68 3/4' FRAME HEAD & SILL 12' (XX ) / MAX. 1 2 " PRODUCT READ as d the A Io - ' r der - D _ c a L;. S aS8 u � L5 g 8 o <m 0 0 0 6 8 e drawing no. W04 -51 (sheet l of 7 ) DESIGN LOAD CAPACITY - PSF SINGLE OR DOUBLE LEAF DOORS WITH SIDEUTES span wing 1NCHE5 FRAME HEIGHT FT./IN. GLASS TYPE 'A'. '8'. 'C' OR 'D' UNREINFORCED MULLION REINFORCED MULLION DM ( +) 0IT. ( -) EXT. (4.) INT. ( -) N N rQ R n n r 6/8 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 N N r4i Mi n n 7/0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80A 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 70.0 80.0 ?-',;741:1$32X 8/0 70.0 78.9 70.0 80.0 70.0 74.8 700 80.0 70.0 71.1 70.0 80.0 67.9 87.9 70.0 80.0 83.0 83.0 70.0 80.0 82.4 62.4 70.0 78.9 60.1 60.1 70.0 78.0 MOW • MY • • STATIONARY PANEL (0) FRAME TOOTH FRAME FRIGHT GLASS TYPE 'A', '8', 'C' OR '0' S1DEUTE WIDTH 0008 WIDTH OVERALL UNIT WIDTH (OUW) MOW • MY • • STATIONARY PANEL (0) FRAME TOOTH FRAME FRIGHT GLASS TYPE 'A', '8', 'C' OR '0' NINES FT./IN. EXT. S ( +� RNr. ( - ) 38 • - 8 0 / 7.1 .0 • • - !60.0 • 39 • • 7/0 • 7o • e • 80.0 • 4 • 42 • • • • .• �/ • • � •0 • • 80• • -_ . � . �� DAYLITE OPO. / 'a /% T \ /1 . 0 28- 11/16' 20 -1/18' 3/0 (X) 0 \ 34- 11/16' 28 -1 /I13' 3/0 (XX) 59 -3/4' 28- 11/16' r l :I L. 4'"° / / O I c? .... ./ . \s MINIM . DAYLITE OPO. / 'a /% T \ N0M0VAL WIDTH 4_ I DAYLITE OPO. / 'a /% T \ 31 -1/2' 28- 11/16' 20 -1/18' 3/0 (X) N0M0VAL WIDTH FRAME WIDTH LEAF WIDTH DAYLITE OPO. 2/6 (X) 31 -1/2' 28- 11/16' 20 -1/18' 3/0 (X) 37 -1/2' 34- 11/16' 28 -1 /I13' 3/0 (XX) 59 -3/4' 28- 11/16' 20 -1/18 8/0 (XX) 71 -3/4' 34- 11/18' 28 -1/18' HEIGHTS: DAYUTE OPO, NOMINAL HEIGHT FRAME HEIGHT LEAF HEIGHT STANDARD BOTTOM RAIL HI- PROFILE BOTTOM RA1, 8/8 79 -3/4' 77 -1/4 89 -1/18 85 -5 /16 8/0 95 -3/4' 93 -1/4 85 -1 /18' 81 -5/16' DESIGN LOAD CAPACITY - PSF SINGLE OR DOUBLE LEAF DOORS WITHOUT SIOEUTES GLASS TYPE 'A'. ' 8 ' , 'C' OR 'D' MAXIMUM DESIGN LOAD RATING = + 70.0 PSF (FOR SIZES SHOWN BELOW OR SMAU.ER) - 80.0 PSF FRAME WIDTH WIDTHS: ( X) • • • • • • • •• • • • • • • • • • • • • NOTE: FOR DOORS WITH SIDELITES USE SIDELRE RATING TO QUALIFY DOOR & SIDELITES. SIDELITE WIDTH = OUW - DOOR WIDTH SEE SHEET 4 FOR GLASS TYPES DESCRIPTION. ( UNREINFORCED (AULUOR g X0 ) OX) REINFORCED MULLION Cowl AR8HA0 VICAR CIVIL FLA RE 38863 CAN. 3638 AUG 1 4 2009 ( 0X0 ) ( 0220 ) NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300 -02/04 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT OCA05 -DEC -219 'ADDUCT REN IVED as complying wi&C+e Florida 3UQ 'd.nd Coto Aseeptaae No C1 08 z g 3 El I m 81 i O 0 i Q 040 j 0i • ;A c ge si S P a , m u 0 6 drawing no. W04 -51 • (sheet 2 of 7 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• • • ••• • • • ••• • • TYPICAL ANCHORS SEE ELEV. FOR SPACING _ L fly' ED Maud o 0 j IBY • a, WOOD BUCK • • •• • • • •ef• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • •• • • WEEP SLOT 3/113' X 1 -1/20 • • ° 711 MIRRORS • • 2/ • SILL AT X% DOORS WEEP SL • • !EE ELEVI FOR SPA•ING • 1Z S81 AT X DOORS • • • • • • • 1 /SILL AT SIDE • • • • • • • • • • • • • • • STA?IONARl• UNPCS • • METAL STRUCTURE ,OPERABLE UNITS TYPICAL ANCHORS SEE ELEV. FOR SPACING c L e TY ANCHORS ELEV. FOR SPACING 3 HI- PROFILE BOTTOM RAH. APPLICABLE B LE STATIONARY Emir. ARSKAO VIQAR FLA. PE B .8887 CAN. 3538 AUG 1 4 2009 PRO011GTILf«'NEWEO as rmrlying with dm Mod& DuCdirrA Ccd. Amman: mu No Division Product 16 4. E V � � 0 et g 5 i � 3� OHIO 1 i U s L g NM � 8 P M s V1 Fri e n D 0 c g 4 ;LI P 9 6 2 drawing no. W04 -51 (sheet 3of 7 J 3/18" H.S. GLASS .090" INTERLAYER 'DUPONT SENTRYGLAS PLUS' 3/18" H.S. GLASS • • • 3/16" H.S. GLASS .090" INTER[AYER 'DUPONT BUTACITE P19' SILICONE sow6 IN 79! • NE •1 • • • • • • • j 60W CORNING 795 • •• • • •• • • • • • • •• •• ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • • •• • • I /8" HS. GLASS .090" M1TERIAYER ' DUPONT BUTACITE PVB' 3/16" H.S. GLASS 1/8" H.S. GLASS • ••• • • • • • •—• • • • :••.^� •• • • GLASS 1Y4 • • • • CUSS INYP :.t • : GLASS TYPE 'C' •GTAZ1AG OPTIONS MIAMI —DADE COUNTY APPROVED MUWON & MUWON ANCHORS SEE SEPARATE NOA TYPICAL ANCHORS SEE ELEV. FOR SPACWG 1/8" 14.5. GLASS .090" INTERLAYER 'DUPONT BUTACITE P19' 5/32" H.S. GLASS SILICONE SIUCONE DOW CORNING 795 OOW CORNING 795 GLASS TYPE WOOD BUCKS AND METAL STRUCTURE NOT BY E.S. WINDOWS MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. TYPICAL ANCHORS; SEE ELEV. FOR SPACING 1/4" DIA. ULTRACON BY 'ELCO' (Fu.177 1151. Fy.185 KSI) INTO 2BY WOOD BUCKS OR W000 STRUCTURES 1 -3/8" MIN. PENETRATION INTO WOOD THRU 1BY BUCKS INTO CONC. OR MASONRY 1 -1/4" MIN. EMBED INTO CONC. OR MASONRY DIRECTLY INTO CONC. OR MASONRY 1 -1/4" MIN. EMBED INTO CONC. OR MASONRY 414 SMSi OR SFI F DRILLING SCREW$ (GRADE 2 cRs) INTO METAL STRUCTURES STEEL : 12 GA. MIN. (Fy = 36 KS; MIN.) ALUMINUM : 1/8" THK. MIN. (6063 —T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) 114 SMS OR SELF DRILLING SCREWS (GRADE 2 CRS) INTO MIAMI —DADE COUNTY APPROVED MULLIONS (MIN. THK. _ .090 (NO SHIM SPACE) TYPICAL EDGE DISTANCE INTO CONCRETE AND MASONRY = 2 -1/2" MIN. INTO WOOD STRUCTURE = 1" MIN. INTO METAL STRUCTURE = 3/4" MIN. CONCRETE re 3000 PSI MIN. C -90 HOLLOW /FILLED BLOCK Pm • 2000 PSI MIN. SEALANTS: ALL JOINTS AND FRAME CONNECTIONS SEALED WITH WHITE /ALUMINUM COLORED SILICONE. Erten AHSHAD HOAR GM RA. PE L.MR163 CAN. 3333 AUG 1 4 2009 PRODUCTRENEWED es comet na with t Fonda Building Coda Aacpteron No By �. /iw.. �eA._ �►_. Division r 0 T g Y a 0 0 < m $ i g 1! S S 8 9 drawing no. W04 -51 (sheet 4of 7 G 1/4 MAX. TYPICAL ANCHORS SEE ELEV. FOR SPACING TYPICAL ANCHORS SEE ELEV. FOR SPACING STRUCTURE #10 X 3/4 SINS • 8' FROM ENDS & 14' O.C. MAX. •• ••• •• • • • • • • •V • •• • • • • • • •• ••• • tar TYPICAL ANCHORS SEE ELEV. FOR SPACING WOOD BUCK •• • ••• • • • • • •• • • • • • • • 0 • • • • • 98• x 2'X .98' x 18• FULL LENGTH STL. (STEEL TO BE PAINTED OR PLATED) • • • 1/4' MAX •• • • • • • • • • ••• • • • • • •• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • O REINFORCED MULUO SEE CHART ON SHTN2 EXTERIOR (x) EXTERIOR ( OXXO ) TYPICAL ANCHORS SEE ELEV. FOR SPACING OPTIONAL TRIM INTERIOR EXPOSED FLUSH BOLTS AT 10' FROM EACH END CONCEALED FLUSH 801_7S AT 10' FROM EACH END MILLION RVNFORCWG CHANNEL .98' X 2' X .98' X 1/8' RILL LENGTH (STEEL TO BE PAINTED OR PLATED) AUG 1 4 2009 (FLUSH BOLTS AT ACTIVE AND INACTIVE LEAFS MUST BE ENGAGED DURING PERIODS OF HURRICANE WARNING) 0 UNREINFORCED MULLION H SEE CHART ON SHT. 2 Division O REINFORCED MULLION SEE CHART ON SHT. 2 (sheet I -- 2.016 -- ® ® FRAME HEAD /JAMB 1.608 .060 1.500.1 0 WEATHERSTRIP ADAPTER 4.000 .- 1.750 -1 .590 ® TOP /BOTTOM RAIL 3.500 FRAME SILL 1a 1.145 r .475 .927 SILL COVER • • • • • 1 .225 .105 31 WEDGE GASKET (SCALE 1:1) 3.390 0�� 3 '1 99 2.874 ® SHEAR PLATE 13 JAMB TRIM (OPTIONAL) 1.112 250 1.531 PANEL CLAMP SIDE LITE STILE • • • • • C EO —• • • • • • • • • • C6 ® LOCK STILE7KEEPER STILE 2.125 0.375 .688 + 0.312 sae 1 2.125 4 2.000 2.000 17 3 PIECE HINGE 3.375 .960 r- 125 7 MULLION 27 REINF. CHANNEL ® SIDELITE ADAPTER ITEM 2 3 4 5 84 7 8 • 10 12 13 14 15 18 17 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 PART / 053001 -1 053001 -2 053002 - 053003 -1 63004 ES3008 -1 ES3024 053008 -1 053007 -1 053007 -2 053008 -1 M- 1202 -914 M -1202 -914 63011 053012 63013 053014 -1 053003 -3 W22321N0 053020 64014 054019 054013 053022 0 /LON QUANTITY 2 AS MD. AS REOD. 2/ LEAF 2/ LEAF 1/ LEAF 1/ LEAF 1/ LEAF AS REOD. 2/ LEAF 2/ LEAF AS 9000. 2/ LEAF 4/ PANEL 3/ OPER. LEAF AS REOD. AS REM). 1/ HINGE AS REDD. 2/ LEAF AS REOD. AS REGD. AS 9000. AS RECD. AS REOD. AS RECD. 2/ STILE 2/ 6KT. AS RE00. DESCRIPTION FRAME HEAD DOOR FRAME JAMB DOOR FRAME SILL SIDELITE ADAPTER SHEAR PLATE • ANCHOR LOCATIONS TOP AND BOTTOM RAIL HI- PROFILE BOTTOM RAIL DOOR LEAF JAMB - HINGE 510E DOOR LEAF - LOCK SIDE DOOR LEAF - KEEPER SIDE Minn STILE EXPOSED FLUSH BOLT CO FLUSH BOLT JAMB TROD SILL COVER WEATHERSTRIP ADAPTER PANEL CLAMP HINGE ASSEMBLY DOOR LOCK (SAVANNAH 20101) DEAD BOLT LOCK (PREMIER) FIN -SEAL PILE W'STRIPPOIG BULB WEATHERSTRIPPING HINGE REINFORCING BAR HINGE REINFORCING BAR 3/6' Ds. THREADED ROD W/ NUTS FRAME ASSY. SCREWS MULLION REINFORCING CHANNEL BOTTOM RAIL GLASS STOP PANEL SILICONE STOP 3/8' DUI, X 1/8' HT. BUMPER WEDGE GASKET FLUSH BOLT BRACKET BRACKET INSTALLATION SCREWS DOOR PANEL WSTRIPPING MATERIAL 8063 -78 6063 -T8 8083 -15 8063 -76 8083 -18 6083 -75 8063 -75 8083 -T5 8063 -76 8083 -T8 6083 -15 STEEL STEEL 6083 -75 6083 -78 6083 -75 8063 -76 6083 -78 VINYL ALUMINUM ALUMINUM STEEL A36 STEEL NEOPRENE NEOPRENE SILICONE 6083 -T9 MANF. /SUPPLIER /REMARKS 3' LONG SULLIVAN & ASSOCIATES SULUVAN & ASSOCIATES OPTIONAL YALE YALE ULTRAFAB AT SIDEUTE PANELS 1- 1 /4'XI /8'X4 -I /4 10N0 1/8 THK. X 7 -7/8' LONG #l0 PAN HEAD SM5 FRANK LOWE RUBBER CO. #10 X 1• FH 5M5 SCHLEGEL - 1,750-1 ® HI PROFILE BOTTOM RAIL Engn MS14A0 VIOAR CIVIL F CA . 39338 AUG 1 4 2009 P RODUCT E BDD 40 $ Building ° ° ,�,� � . .154 4 Divisi 4 g 0 U V 0 2 8 drawing no. W04 -51 ••• • • • • ••• • • • • • • • • • •• •• • • • • • • ••• • • • • • ••• • • • • ••• • • • • • • • • • •• •0 8 • • • • • • • • •• ••• FRAME TOP CORNER • • •• • • • • • • • ••• • • • FRAME BOTTOM CORNER •• • ••• ••• •• • • • • • • • • • •• • • • • • • •• • • • • • • • • • • • • • • • • • • • • DOOR LEAF CORNER CAgn aasrwn VICAR OWL FLA. PE 38863 CAN. 3538 AUG 1 4 2009 iRtOnuCFRF wno oscootPtYn avfitt cFtorido BoB A� C � No a w M Dada Division Cootto z 2 cc O 0 o 4 ILL z a ENE g c w O o 2 e droving no. W04 -51 (sheet 7 of 7 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 000 • • • 004 • • •••••• • • • • • •••• • •••• • • • • • • •••• • •• • • • •• • • • • • • • • •• • • • • •• • ••• d ~' • • • • • 00000 •• • • • • •• •• •••••• • • • • • • •••• • • • • • • •••• �•. • • • •• • • •• • •••• l . P " =D BY DAIS Pi DO Dr-PT SUBJECT TO COMPLIANCE WITH ALL FEDERAL STATE AND COUNTY RULES AND REGULATIONS •••••• • • • • • •••• • •••• • • • • • • •••• • •• • • • •• • • • • • • • • •• • • • • •• • ••• d ~' • • • • • 00000 •• • • • • •• •• •••••• • • • • • • •••• • • • • • • •••• �•. • • • •• • • •• • •••• BUILDING CODE CO PRODUCT CONTROL NOTICE OF A CONFORMS TO DESIGN CONCEPT .ACCEPTED AS SUBMr1TED o SUBSTANTIALLY CONFORMS TO DESIGN CONCEPT ACCEPTED AS NOTED DOES NOT CONFORM TO DESIGN CONCEPT....REVISE AS NOTED AND RESUBMIT [] UNRESPONSIVE SUBMITTAL AS NOTED REJECTED ❑ NOT REVIEWED BY JCITRC ACCEPTED FOR RECORD ONLY Review is limited to verifying general conformance with the desMibilitlettlialt presented by the Structural Contract Documents. Notations 1 i gazahrt@rF A'0rot relieve the General Ohl / inS fftswpf from compliance with Contract Documents, governing co4(Ud regulations. No detailed check of quantities or dimensions l ?% b n Manager is solely responsible f g�tl Moo, o I, imcn3l n3, ,a r ativi i t .I1, Iquub, �uurdii lali,iy work UTh , i ■ ES Windows LLC 10653 NE Quaybrid Miami, FL 33138 SCOPE: This NOA is being iss materials. The documentation submitted has been reviewed by ' iami -Dade and accepted by the Board of Rules and Appeals (BORA) to be used in Mi where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series 1000 Aluminum Single Hung Window — L.M.I. APPROVAL DOCUMENT: Drawing No. W03 - 56, titled "Series -1000 Alum. Single Hung Window (L.M.I.) ", sheets 1 through 6 of 6, dated 07/31/03 with revision F dated 04 /23/08, prepared by Al- Farooq Corporation, signed and sealed by Humayoun Farooq, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved" or the Product Control Seal, unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. •••••• TERMINATION of this NOA will occur after the expiration date or if there has beck', revision ofelfahge in the materials, use, and/or manufacture of the product or process. Misuse of this NO.4 j s endoridlat of any product, for sales, advertising or any other purposes shall automatically terminattthi$ HOA. Failuie to comply with any section of this NOA shall be cause for termination and removal of N ®11•. .. • ADVERTISEMENT: The NOA number preceded by the words Miami -Dade Count�,•Flbrida, a nd %fl n . by the expiration date may be displayed in advertising literature. If any portion of the is disitayetl then .. . • •• it shall be done in its entirety. trades and assuring that work is performed in a safe and satisfactory Manner. Ct. TRC WORLDIMDE IR By G INC. COUNTY, FLORIDA AGLER BUILDING T REET, SUITE 1603 ' L ORIDA 33130 -1563 FAX (305) 375 -2908 Yacodeonline.com nstruction ounty Product Control Division i Dade County and other areas INSPECTION: A copy of this entire NOA shall be provided to the user by the manifac1uaer or its. •• distributors and shall be available for inspection at the job site at the request of the Baild2ttg Official... • This NOA revises and renews NOA # 07 0928.14 and consists of this page 1 and evince page: k,-; t E -2, as well as approval document mentioned above. •••• The submitted documentation was reviewed by Manuel Perez, P.E. NOA No. 08- 0527.12 Expiration Date: November 6, 2013 Approval Date: July 10, 2008 Page 1 • ' • • • • • • • • • • • ES Windows LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No W03 -56, Sheets 1 through 6 of 6, titled "Series -1000 Alum. Single Hung Window (L.M.I.) ", dated 07/31/03 with revision F dated 04/23/08, prepared by Al- Farooq Corporation, signed and sealed by Humayoun Farooq, P.E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 202 -94 along with marked -up drawings and installation diagram of series 1000 aluminum single hung window, prepared by Fenestration Testing Laboratory, Test Report No. FTL -5337, dated 01/25/08, signed and sealed by Michael Wenzel, P. E. (Submitted under previous NOA #07- 0928.14) 2. Test reports on: 1) Large Missile Impact Test, per FBC, TAS 201 -94 2) Cyclic Wind Pressure Loading, per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of an aluminum single hung window, prepared by Hurricane Engineering & Testing, Inc., Test Report No. HET1-05 -1953, dated 04/25/05, signed and sealed by Ivonne Ghia, P.E. (Submitted under previous NOA #05- 0720.01) 3. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Forced Entry Test, per FBC 2411 3.2.1, TAS 202 -94 5) Large Missile Impact Test, per FBC, TAS 201 -94 6) Cyclic Wind Pressure Loading, per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of an aluminum single hung window, prepared by Hurricane Engineering & Testing, Inc., Test Report No. HETI -05 -1448, dated 04/22/05, signed and sealed by Ivonne Ghia, P.E. (Submitted under previous NOA #05- 0720.01) .... • 4. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 -94 • • • • • • 2) Uniform Static Air Pressure Test, Loading per'PBp,•TAS 9:2.9$ 3) Water Resistance Test, per FBC, TAS 202 -94 • 4) Forced Entry Test, per FBC 2411 3.2.1, TAS x02-94 :• • •. 5) Large Missile Impact Test, per FBC, TAS 201-9 6) Cyclic Wind Pressure Loading, per FBC, TAS'' b *=94 • along with marked -up drawings and installation diagram of an alwAimgn single dun windows, prepared by Fenestration Testing Laboratory, Inc., Test Rcprrt No. . • • FTL -3820 dated 06/09/03, signed and sealed by Joseph Chan, P.E . ` • • • (Submitted under previous NOA #03- 0910.03) E -1 4.1e4 • Manuel Pe .E. Product Control xam er NOA No. 1: ! 7.12 Expiration Date: November 6, 2013 Approval Date: July 10, 2008 ES Windows LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Forced Entry Test, per FBC 2411 3.2.1, TAS 202 -94 5) Large Missile Impact Test, per FBC, TAS 201 -94 6) Cyclic Wind Pressure Loading, per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of an aluminum single hung windows, prepared by Fenestration Testing Laboratory, Inc., Test Report No. F I L -3806 dated 06/09/03, signed and sealed by Joseph Chan, P.E. (Submitted under previous NOA #03-0910.03) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC -2004 and 2007, prepared by Al- Farooq Corporation, dated 04/21/08, signed and sealed by Humayoun Farooq, P.E. Complies with ASTM E1300 -02/04 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 07- 1116.04 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont SentryGlas ® Plus" dated 01/03/08, expiring on 01/14/12. 2. Notice of Acceptance No. 05- 1208.02 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Butacite PVB Interlayer" dated 01 /05/06, expiring on 12/11/10. F. STATEMENTS 1. Statement letter of conformance, dated April 18, 2008, signed and sealed by Humayoun Farooq, P.E. 2. Statement letter of no financial interest, dated April 18, 2008, signed and sealed by Humayoun Farooq, P.E. 3. Laboratory compliance letter for Test Report No. FTL -5337, issued by Feneclion Testing Laboratory, Inc., dated February 13, 2008, signed and sralecl py Micll• • Wenzel, P.E. • • •. 4. Proposal #07 -3815 issued to ES Windows LLC — "" - " • dated 12/18/07 signed by Manuel Perez, P.E. G. OTHER ••••• • •••• 1. Notice of Acceptance No. 07- 0928.14, issued to ES Windows LL'CIbr • theit•Sefits 1000 Aluminum Single Hung Window — L.M.I., approved on OSfi108 and miring •. on 11/06/08. . p.. • . •• • • • • E -2 Manuel Per Product Control Ex NOA No. 08-0 2 Expiration Date: November 6, 2013 Approval Date: July 10, 2008 • • GLASS TYPE 'B' GLASS TYPE 'D' GLASS TYPE 'A' I/8' HEAT STREN'D. GLASS .090' INTERLAYER 'DUPONT SENTRYOtAS PLUS' 1/8' HEAT STREN'D. GLASS SILICONE DOW CORNING 795 th 8 /S2' HEAT STREN'D. GLASS .080' INTERUWER 'DUPONT BUTACITE PVB' 1/8' HEAT SIREN'D. GLASS SILICONE • • DOW CORNS* 793 • • •• • •• • • • • •• • • • • • • • • Gam l/8' HEAT SIREN'D. GLASS .090' INTERLAYER DUPONT BUTACiTE PVB' 1/8 HEAT STREN'D. GLASS GLASS TYPE 'C' 3/32' HEAT STREND. GLASS SUCONE DOW CORNING 793 .090' INTERLAYER 'DUPONT SENTRYQIAS PLUS' 1/8' HEAT STREN'D. GLASS • SIWCOME • • DOW 08RNWG 793 • • • ••• • • • • •• .• • •• • • %Am •TYPE 'E' • • • ••• • • • • •• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• • • • • • • •• 000 • • • •• • • • • • • • • • • • • TYPICAI ELFVATION (sm. sILL) SERIES -1000 ALUM SINGLE _HONG WINDOW DESIGN LOAD RATINGS FOR THESE WINDOWS TO BE AS PER CHARTS SHOWN ON SHEET 2. APPROVAL APPLES TO SINGLE UNITS OR SIDE BY SIDE COMBINATIONS OF S.H. /S.H. OR SINGLE HUNG WITH OTHER WINDOW TYPES IN MODULES OF TWO OR MORE WINDOWS USING MIAMI —DADE COUNTY APPROVED MULLIONS IN BETWEEN. LOWER DESIGN PRESSURE FROM WINDOWS OR MULLION APPROVAL WILL APPLY TO ENTIRE SYSTEM. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE 2004 /2007 EDITION INCLUDING HIGH VELOCITY HURRICANE ZONE (HVH2). WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL A LOAD DURATION INCREASE IN ALLOWABLE STRESS IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. MATERIALS INCLUDING RUT NOT LIMITED TO STEEL/METAL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF 2004 /2007 FLORIDA BLDG. CODE SECTION 2003.8.4. JUN 0 3 2008 10' MAX. HEAD /SILL Eno: 011. HUMAYOUN FARO=C SiRucTURES FIA PE 1 18987 CAN. X918 TYPICAL ELEVATION (HI —RISE SILL) Product 6' MAX HEAD /SILL CORNERS THESE WINDOWS ARE RATED FOR LARGE MISSILE IMPACT. SHUTTERS ARE NOT REQUIRED. PRODUCT REVISED as comp(Yingwith Ike Florida A r mNo OB -05 ecru! • 12 1 3 0 8 6 A drawing no. W03 -56 (sheet 1 of 6 UNEQUAL LITER (ORIEL. TYPES) WINDOWS DESIGN LOAD CAPACITY - PSF (111 -8188 SILL) WINDOW DIMS. STANDARD TOP RAIL REAVY DUTY TOP RAIL GLASS TYPE 'A' GLASS TYPES '8', 'C', 'D' & 'E' GLASS TYPES '9', 'C, 'D' & 'E' WIDTH HEIGHT EXT.(+) 1NT.( -) EXT.( +) 1NT.( -) OR.( +) 1NL( -) 19 -1/8' 28 -1/2' 3r 42' 49' 53 -1/8' 50 -5/8' (5) 70.0 80.0 80.0 90.0 80.0 90.0 70.0 80.0 80.0 90.0 80.0 90.0 70.0 80.0 80.0 90.0 80.0 90.0 70.0 80.0 80.0 90.0 80.0 90.0 70.0 80.0 80.0 90.0 80.0 90.0 70.0 74.0 80.0 90.0 80.0 90.0 19 -1/8' 28 -1/2' 37' 42' 49' SBA (5) 70.0 80.0 80.0 90.0 80.0 90.0 70.0 80.0 80.0 90.0 80.0 90.0 70.0 80.0 80.0 90.0 80.0 90.0 70.0 80.0 80.0 90.0 80.0 90.0 - - - - 80.0 90.0 19 -1/8" 28 -1/2' 3r 42' 83 (8) 70.0 80.0 80.0 90.0 80.0 90.0 70.0 80.0 80.0 90.0 80.0 90.0 70.0 80.0 80.0 90.0 80.0 90.0 - - - - 80.0 90.0 19 -1/8' 28 -1/2' 37' 88' (8) 70.0 80.0 80.0 90.0 80.0 90.0 70.0 80.0 80.0 90.0 80.0 90.0 - - - - 80.0 80.0 19 -1/8' 28 -1/2' 74 -1/4' (7) 70.0 80.0 90.0 90.0 80.0 90.0 70.0 80.0 80.0 90.0 80.0 90.0 EQUAL LUTES WINDOWS DESIGN LOAD CAPACITY - PSF (M-RISE MIL) WINDOW DIMS. WIDTH 19 -1/8' 28 -1/2' 37' 42' 49' 53 -1/8' 19 -1/8' 28 -1/2' 37' 42' 49' 53 -1/8' 18 -1/8' 20 -1/2' 3r 42' 49' 83 -1/8' 19 -1/8' 28 -1/2' 37" 42' 49' 53 -1 /8' 19 -1/8' 28 -1/2' 37" 42' 48' 83 -1/8' 19 -1/8' 28 -1/2' 37' 42' 49' 53 -1 /8' 19 -1/8' 29 -1/2' 37' 42' 49' 53 -1/8' 19 -1/8' 28 -1/2' 37 42' 49' HEIGHT 28' (3) 38 -3/8' ( 50 -5/8' ( 58' (5) 83' (8) 88' (8) 74 -1/4' ( 80 ( STANDARD TOP RAIL GLASS TYPE 'A' Dlr.( +) 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 1 NT.( - ) 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80,0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 GLASS TYPES '9'. 'C'. D' & '8' Dtr.( +) 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 -• • •'• -• • r• - • • • e . • 1 NT.( -) 90.0 90.0 90.0 80.0 90.0 90.0 90.0 90.0 90.0 90.0 90.0 90.0 90.0 90.0 90.0 80.0 90,0 90.0 90.0 90.0 90.0 90.0 90,0 90.0 90.0 90.0 90.0 90.0 90.0 80.0 90,0 90.0 90.0 90.0 90.0 90.0 90.0 90.0 90.0 HEAVY DUTY TOP RAIL GLASS TYPES & DR.( +) 1N T.(-) 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80,0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80,0 90.0 80,0 90.0 80.0 90.0 80.0 80.0 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 80.0 90.0 • 9 90. • 8010 • 1130.0 • OM • 90.06 80T0 • P 1 1 •- • •• • : ' IT' • • �• a 0 • •_ • •• • 80.0 90.0 80.0 90.0 • NO. IN PARENTHESIS INDICA$ NO • QF 4hICHORS PED Jsw; • • • • • • LIMIT EXTERIOR( +) LOADS 7S r0.( PST FOR SM. SILT. • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • •• • • • •• •• ••• • • • •• • • x w STD. TOP RAU, " NO. IN PARENTHESIS INDICATE NO. OF ANCHORS PER JAMS. LIMIT EXTERIOR( +) LOADS TO 70.0 PSF FOR STD. SILL. ITEM DUTY TOP RAIL NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300 -02/04 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCAO5- DEC -219 Engr: 07.E N I'AR000 FLA. i 18557 PSODUCT REYISF.D to coop:066 who dw Florid* DWWigs Cock Acc^' No E*Plru0o6 03 16 U 3 1 u 1 bgsgg c 8 s 1 8 8 0 drawing no. W03 -56 1 (sheet 2 o 6 J TYPICAL ANCHORS SEE ELEV. FOR SPACING a °a ►_n fi♦n� g J C • in m J P 4P • E T • 0 • • • • • • . 4t• R 1� :i �' • ▪ • • tg • © • . • • • `wJ�� d 4 • • • • •• _ .s- • 1BY WOOD BUCK g • . • • • • • • 7Y� • • S • • • TYPI ,WHDRS EIEV. OR SPACING • SEE 4LEV. FOR CAL SP . • • • • . .. • • • • • • • • • • • • • .•. • • • • • • • • • • • • • • • .. • • • • .. .. ... • • • .. • • 0 lo n ¢ WOOD BUCKS AND METAL STRUCTURE NOT BY E.S. WINDOWS MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. TYPICAL ANCHORS; sEE ELEV. FOR SPACING 1/4" TAPCONS MUJAI —DADE COUNTY APPROVED MUWON & MUWON ANCHORS SEE SEPARATE NOA TYPICAL ANCHORS SEE ELEVS. FOR SPACING INTO 2BY WOOD BUCKS OR WOOD STRUCTURES 1 -3/8" MIN. PENETRATION INTO WOOD THRU 1BY BUCKS INTO CONC. OR MASONRY 1 -1/4" MIN. EMBED INTO CONC. OR MASONRY DIRECTLY INTO CONC. OR MASONRY 1 -1/4" MIN. EMBED INTO CONC. OR MASONRY $14 SM15 OR SELF ORIWNG SCREWS INTO DADE COUNTY APPROVED MUWONS (MIN. THK. = .090") INTO METAL STRUCTURES STEEL : 12 GA. MIN. (Fy = 36 KSI MIN.) ALUMINUM : 1/8° THK. MIN. (6063 —T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED TYPICAL EDGE DISTANCE INTO CONCRETE AND MASONRY = 2 -1/2' MIN. INTO WOOD STRUCTURE = 3/4 MIN. INTO METAL STRUCTURE = 3/4" MIN. SEALANT: ALL JOINTS AND FRAME CONNECTIONS SEALED WITH SCHNEE MOREHEAD SEAM SEALER SM5504. WEEPHOLES: Wt = 1 - 1/2' X 3/18" WEEPHOLES AT 4 FROM EACH END W2 = 1 -5/16' NOTCH AT EACH END Engr: DR. HUVAYOUN FAROOQ STRUCTURES P E CAM 11857 PRODUCT REVISED as complying whB the Ptasids &Mktg Onto Acespiwase Date asdePrattnst JUN 0 3 2008 pl a. ot Q468 8 rg tail Q5 fd z 3 1 8 � o 1 hl 0 1 8 k E drawing no. W03 -56 (sheet 3 o 6 ) ALT. .•• ummorill 11 8 •• • • •1 • • .. • 4A • • • .• 9KV • • • Sr' • • ••• •• • .... P 6010, .••• • • 1•PICR ANCHORS • • • SEE REV. FORISPADINT6 • • • • • •• • • • • •• • • • . • • • • •• • • • • •• • • • • • • • • • • • • • •.• • • • • • • • • • • • • • • • •• • • • •• •• •• • • • ••• • • MIAMI—DADE COUNTY APPROVED MUWON & MULLION ANCHORS SEE SEPARATE NOA ITEM # 1 2 2A 3 4 5 SA 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 PART # ES1001 -1 61002 -1 ES1101 ES1003 61005 -1 61004 -1 62004 651006 -1 61007 -1 61008 -1 61009 -1 61012 ES1010 1/8 X 1' 61011 43820 -187 43828 -187 61013 -1 61505 READ. 1 1 1 2 1 1 2 AS 1100. 2/VENT 1 /LATCH AS REOD. 20 2/VENT AS REGD. AS REOD. 2/ VENT 2/ VENT 2 1 DESCR1PI10N FRAME HEAD FRAME SILL (STD.) FRAME S81 (HI —RISE) FRAME JAMB FOXED MTG, RAIL STD. VENT TOP RAIL HEAVY DUTY VENT TOP RAIL VENT' BOTTOM RAIL VENT SIDE RAIL GLAZING BEAD VENT LATCH . Cr FROM ENDS LATCH SPRING GLAZING WEDGE FRAME & VENT ASSEMBLY SCREWS SASH CAM PILE W'STRIPPING WITH PLASTIC FIN PIE W'STRIPPING WITH PLASTIC FIN BLOCK & TACKLE BALANCE SPIRAL BALANCE SASH STOP FLUSH FRAME ADAPTER 9/16' 80X SCREEN MATERIAL 8083 —T5 8083 -15 6063 —T5 8083 —T5 6083 —T6 8063 —T8 6083 -56 8083 —T8 6083 —T5 8083 —T8 6083 —T5 ST. STEEL SOFT PVC CRS CELCON 8083-15 MANF. /SUPPLUER/REMAR%5 PH WS AMESBURY OR EOUIV. AMESBURY OR EQUIV. SERIES 120 BY 851 OPTIONAL OPTIONAL Dar DR. HUMAYOUN 1 STRUCTURES FAA PE 11657 _8657 CAN. JUN 032008 z C 0t3 a og -J — J 0 431 2 1 1 1 drawing no. W03 -56 (wheat 40f 6 20Y OR TYPICAL atom; FOR PAWit MICAL ANCHORS SEE ELLV. FOR SPACD16 1/4• max. t /4• WAX. 0 SHIM ICID 11 _116E.,, :4111/111111 D STRUCTURE 9 - 0 , Boas__ EXTERIOR D.L OPG. WINDOW W IDTH MAX.., OPTIONAL • • • • • • • VENT WIDTH •• • • •• • • • ••• ••• • • • • • • • • • • • •• • • • • •• • • • • • • • • • • • • • • • • • it • • s • • • • • ••• • • • • • • • • • • • • • •• •• ••• • • • • • • ••• • • • • • •• • • • • • • • • • • • • • • •• •• 1/4' SHP! TYPICAL ANCHORS SEE ELEV. FOR SPACING • IBY .. WOOD SUCKS Env: DRS FAR= C.A.N. FLA. PE 18359 JUN 0 3 2008 u l Z v z R th • • gm drawing no. W03 -56 1 • 8 Cahoot 5 of 6) ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • �+ ----- 2.188 913 - 1.130 1' .930 12 / `� MS38s- s0/A1NV -d11o3 J .989 .719 909 7 1.344 CnUrd .082 2.083 1 50 i 2.083 0 r P QQ ° C 1 g. Q n G7 AL- FAROOQ CORPORATION ENGINEERS & PRODUCT DEVELOPMENT 1235 SW. 57 AVE MIAMI, FLORIDA 33174 TEL (308) 284 -8100 FAX (3087 2•28978 1 .93 913 813 d 1142 .052 1.41I00 d .082 - - = Q FRAME HEAD 9,0 ® STD. VENT TOP RAIL X992 ® H.D. VENT TOP RAIL ' I 11.344 - d O FRAME JAMB II 992 / 1 \ �� 1.875 2.11 1.122 ' 1.290 1.421 1.7.10 j �� ���/ �, ` $�ia I[SERIES -1000 ALOM SINGLE HUNG WINDOW (ULI.8 E.S. WINDOWS 5220 N.W. 72 AVE. BAY #4 MIAMI, FL. 33166 7EI. (305) 840 -8857 FAX (305) 593 -2074 Q MEETING 1.212 - RAIL .780 0 VENT LATCH A 328 1 1 --.147 © GLAZING BEAD .zso 11 GLAZING WEDGE p - .949 - .715 913 1.250 2.188 - .082 .857 .930 - 1 �� �/ �* le 4336 SOU 38N913 Ot41 03N5 SILL 35X90 ON nay ML$a9 lf_ NOISVdy'Ntl3N3O 0300V N314NOV 3VYy4 Q7 VENT 1.434 SIDE .81 RAIL 488 EN C) VT 1.149 BOTTOM RAIL ! I 1g„1„ 951 • • 2.457 •• • .off• • FRAME • • 311111176 • • • • • • • • .082 - 2902 Li2___11 1 1 • • CORNERS DETAIL • PCICC ©© • f� • `` 1 CO-12-LO mop MANN ati 14 '9�P • ..j3 • • •J • • • • • • • • • e Emir: 0R. NUYAYOUN moan STRUMRE9 rlA PE + 18957 CA"• 3538 JUN 0 9 2008 PRODUCT •J D pemnldghtgw8l� 6 p��� noJ2 i 2 Drte /� /" ANN nc • • • 2.190 .082 VENT CORNER DETAIL 974 ,• 2331 974• • • • 0 loo: • • • • . • i • 1 - .¢.1111 •� • • • • • • FRAME SILL (HI -RISE) Ling no. W03 -56 I _ _ • Q FRAME SILL (STD.) 2.288_1 ,9 FLUSH FRAME ADAPTER sheet 6 of 6 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • TRC Worldwide Engineering, Inc. 3`590 NW 56 Street Fort Lauderdale, FL 33309 -2240 Phone: (954) 484-7777 F: (954) 484 -7834 www.trcww.com CA No. 27322 October 5, 2009 Project # 06FTL054 Mr. Norman Bruhn Building Department Miami Shores Village 10050 NE 3rd Ave Miami Shores, FL 33138 RE: O'Donnell Residence Component and Cladding Pressures Building Permit No. RC -06 -08 -1025 1215 NE 94th St., Miami Shores Dear Mr. Bruhn, The intent of this letter is to confirm that the installed main entrance door meets our design intent and design criteria. The design suction pressure of the installed door deviates less than 1% (51/50.5= 1.0099) from the calculated components and cladding pressure. It is our professional opinion that the installed main entrance door submittal shall be accepted and approved. Very truly yours, TRC Wg rldwide Engineering, Inc. I tojr look Marcus lJnterweger, P.E., S.I., LEED AP Engineering Manager J:\Projects\Projects- 2006 \06FTL054 -. Rick Derrers Daughters Residence\ Correspondence \06F L054- 20091005 - Ieeter -wind- pressures.doc S E R V I C E I N N O V A T I O N Q U A L I T Y -- 1RC WORLDWIDE ENGINEERING Florida Building Code Online 1 of 4 BCZ►bme 1 Wait 1 UserRegistratbn ! ratTocis ; SubraltSurdsarge 1 statS &Faits 1 moors 1 FBC Stair 1 eas Sae uat► Product Approval • PubliC War Product Approval Menu > Product or AopEcatron Search • AppRc$tion Lrt > nosol ipe D 1t4 Application Type Code Version [cation Status Clements Archival Product Manufacturer Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Con /Hance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Methwd Date Submitted Date Validated Date Pending FRC Approval htlp://floridabuilding.org/pripr_app_ aspX1 rain=wGEVXQwtDq... I Revision 2007 Approved Masonite Intematlonal One North fie Mabnr Suite 950 Tampa, FL 33609 (615) 441 -47 sschrelbertilmmonite.corn Steve Schreiber sschrelberernasonite.com Exterior Doors Swinging Exterior Door Assemblies Certification Mark or Listing National Accreditation & Management Institute, National Accreditation & Management Institute, litlilitelial TAS 201 TAS 202 TAS 203 Method 1 Option A 12/23/2008 12/29/2008 01/05/2009 YAM 1994 1994 1994 9/29/200911:20 AM Florida Building Code Online 2 of4 Date Approved smn mary of Products FL 4334.1 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant Yes Design +70.0 /-70.0 Other: Evaluated for use in locations adhering to the Florida Building Code Including the High Velocity Huricane Zone, and where presume requirements as determined by ASCE 7, Minimum Design Loads for Buildings and Other Strictures, does not exceed the design pressures listed. 3' -0° x 6'-8 max nominal size. Hurricane protective system is NOT required. See anchor detail DWG -MA- FLO120 -05 for additional information. 4334.2 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Yes Design Pressures +70.0 /-70.0 Other: Evaluated for use in loeatlans adhering to the Florida Building Code including the High Velodty Hurricane Zone, and where pressure requirements as deterndned by ASCE 7, Minimum Design Loads for Buildings and Other Structures, does not exceed the design pressures listed 3' -0° x 8 max nominal size. Hurricane protective system Is NOT required. See anchor detail DWG -MA- F10121 -05 for additional information. 43343 Omits afUsa 'Approved forese#rifIRM Yes Approvedleausetoutside Ht/HZ; YIN aripactitedstanik Yes Oesign Pressure:. +55-0/-50 .5 u-r Evaluated for use In iocattonsedhering;tothe pride Building C.odeindudingthe High VetocIty Hurrricane e, and where pressure: requirements -as. determinedly/ T; MHn mDe g i=oadsfor'Buildings and Other Istructui s, does-not exceed the design pressures listed. 12' -0g x 8' -0° max nominal size. Hurricane protective system is NOT required. See anchor detail DWG -MA- DI21-05 for additional information. 4334.4 4334.5 Model, Number or Name Ittp://iloridabuilding.org/pr/pr app dtl.aspltl ci1VXQWtDL1... 02/03/2009 Description Fiberglass Side- hinged Door Units 6' -8° Opaque I/S and O/S Single Door - Impact Rated CertiRwtion Agency OeeWicaba FL4334 R4 C CAC NI005930 R7.PDF Quality Assurance Contact Expiration Date 12/31/2010 Installation Inetructions FL4334 R4 II FL4334 6 $ Opaciue Anchor.pdf Verified By: National Accreditation & Management Institute, Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Fibergiass Side - hinged Door Units 8'-0 Opaque 1/S and 0/S Single Door - Impact Rated Cron Agency Certificate FL.4334 R4 C CAC_NI005930 R7.PDF Quality Assurance Contract Expiration Date 12/31/2010 Installation Instructions FL4334 R4 H FL4334 8 0 Opa©ue Anchor.pdf Verified By: National Aareditation & Management Institute, Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Fiterglass 'Fm iagpd =Diortlnits_ WAY' CiI Q e iaCarwnSidel , - Iinpaet Certititation Agency . fie : FL4334 R4 C CAC NI005930- R7.PDF Quaifty Assurance Contract Expiration Date 12/31/2410 InstallatiortMsturcifons FL4334 R4 II FL4334 8 0 °E mile Anclwr.odf Verified By: National Accreditation & Management Institute, Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Fiberglass Side -hinged Door Units 8' -0° Opaque 1/S Door w/ or w/o Sidelites - Impact Rated Limits of Use Approved for use in HVHZ: Yes Approved for use onside HVHZ: Yes Impact Resistant Yes Design Praumuns +50.5/-50.5 Odin: Evaluated for use In locations adhering to the Florida Building Code including the High Velocity Hurricane Zone, and where pressure requirements as determined by ASCE 7, Minimum Deign Loads for Buildings and Other Strud3ures, does not exceed the design pressures listed. x 8'-0° max nominal size. Hurricane protective system is NOT required See anchor Mall DWG -MA- FL0121 -05 for additional information. Certification Agency Certificate FL4334 R4 C CAC NI005930 R7.PDF Quality Assurance Contest Expiration Date 12/31/2010 Installation Instructioius FL4334 R4 II FL4334 8 0 Opaque Anchor.pdf Verified By: National Acaecittation & Management Institute, Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Fiberglass Side -hinged Door Units 6' -8° Opaque 0/5 Door w/ or w/o Sideiites - Impact Rated 9/29/200911;20 AM CERTIFICATION ONFORMS TO DESIGN CONCEPT IntU 1111 C SUBSTANTIALLY CONFORMS TO DESIGN o DOES NOT CONFORM TO DESIGN CONCEOK1 1a e e O UNRESPONSIVE SUBMITTAL AS NOTED....aluminumer.butyl.gpleatED D NOT REVIEWED BY JC/TRC 1 DOlRA t ti w r •B13p�lI YY Thick reinforced fiber Review is limited to verifying general conftentruattfaingtwaT presented by the Structural Contract Documents. Notations do not constitute a Change Oce and do not relieve the General Contractor /Construction Manager fror*, compliance with Contract Docum governing codes and regulations INC -- detailed cheoK of quantities or aSILWORs General Contractor /Construction Manager is stitrika all quantities, dimensions, fabrication techniques, coordin traces and assuring that work is performed in a safe and satisfactory manner. TRC WORLDWIDE ENGINEERING INC Date C By NAIVII NOTICE OF PRODUCT LINE Certification No.: Date: Revision Date: Certifleation Program: Company: Code: NI005930 -R7 -Poe 1 02/17/2005 12117/2008 Structural Masonite International M -703 -1 The `Notice of Product Line Certification"' is valid only when Administrator's Seal is applied to the upper left hand portion of this form and a certification label is applied to the product. This certification seal rem product conformity to the applicable specification and that all certification criteria has been satisfied. The products and systems listed below are approved for listing in the Directory of Certified Products at www NAhMLC.ectificat c orn. Please review, and advise NAME immediately if data, as shown requires correction& Company: Masonite International Corporation 1955 Powis Road West Chicago, IL 60185 Product Line: Masonite Fl Side -Hmaed Door Units Test Report: NCTL- 210 - 3102 -1/210 -3105- 11210- 3107 -11210 -3108-1 Seen 1: General Description of the Products and Systems under this Certification 1.1 Frame: The frame jambs consist of finger jointal pine with all corners coped, butted, and sealed using three 2" long wire staples (.043751. 1.2 Mullion Construction: Where used, each mullion constructed of laminated hmmber and attached to the header and threshold with three #10 x 3" Philip Flat Head Wood Screws. 13 Glazing: Where used, the overall impact rated laminated frame. Consisted of 0.129"Annealed- • • Insert - 0.124" TreifGlassl o6 • • • ce rye 124 "Anneale d -O.l24 "Tempered Mass with • • • • Each door deaf was amstructie trap 0.075" • composite material. Top !! • id sties • • or without composite edge badd. • • • Management Institute, Inc. 202 Newport News, VA 23606 FAX(757)5448659 toissr! • •••• • •• • • • • • • • •• • • • • • • • •••• •••••• • • • • • OOOOOO • • • • ••••• •••••• • • • OOOOOO • • OOOOOO • • Section 2: Registered Suppliers 2.1 Door Lites: ODL or Specialty 2.2 Astragal: Eudora Ultimate Certification No.: N1005930 -Page 2 Revision Date: 12/17/2008 Section 3: Additional Supportive Test or Acceptance Data Provided with Certification Documentation included: 3.1 Fiberglass Reinforced Composite (Including raw composite, painted composite and stained and top coated composite- Tested for Tensile & Elongation Properties per ASTM D638, both before and after weathering for 4500 hours per ASTM G26 Xenon Arc Method 1. Test performed by Universal Laboratory, Inc. Test Report 27009/27009- A/27009 -B. 3.2 Skin material tested to ASTM D635, ASTM D2843 and ASTM D1929 And conditioned for not less than 40 hours per ASTM D618. "Rate of Burn, Self Ignition Temperature and Smoke Density Tests" to Fiberglass Skin conducted by ETC Laboratories, Test Report ETC - 98 -417- 7139.0. 3.3 Miami -Dade Building Code Compliance Notice of Acceptance for Solutia Interlayers, NOA No.: 08- 0206.01. 3A Surface Burning Characteristics for Foam Filled Door performed by Omega Point Laboratories to ASTM E84 -98, "Standard Test Method for Surface Burning Characteristics of Building Materials -Report No. 15977- 104313. 3.5 ASTM E1300 Glass Load Resistance Report provided by National Certified Testing Laboratories, NCTL -110- 9624-1. 3.6 Anchor Calculations for: (Revised Section 04/26/05) Anchor Performance Calculation Report-Performed by Harold E. Rupp, P.E. (Florida No. 15935.) 3.7 National Accreditation & Management Institute W-1362/W-1416 • • • • • •• • ...... • 000000 •••• • • •••• • •• • •••• • • ... ... • • 0 • . See additional Pages of Certification for Certified Product Line Matrix(s) and Instaliati ' • • If y ou • • •••••• have any questions regarding this certification, please contact NAME at (757)5.94 -US'$ • • • •• • •. • • •• National Accreditation & Management Institute, • • Inc. "" • • • •. 11870 Merchants Walk Suite 202-Newport News, VA 23606 • • • . TEL(757) 594.8658 FAX(757)594 -8659 •••• •••••• • • • • • ...... • • Configuration Inswing or Outswing Glazed or Opaque Maximum Size Design Pressure Pos/Neg Missile Impact Rated Test Report Number Drawing Number & Comments X Single 1/S Opaque 3'0" x 6'8" +70 /-70 Yes NCTL- 21O-31O2 -1 Maximum Panel Size: 3'0" x 6'8" Installation Detail- MA- FLO120 -05 X Single O/S Opaque 3'0" x 6'8" +70/ -70 Yes NCTL.210- 3102 -1 Maximum Panel Size: 3'0" x 6'8" Installation Detail -MA FLO120-05 XX Double IS Opaque 6'0" x 6'8" +50.5/ -50.5 Yes NCFL-210- 3102 -1 Maximum Panel Size: 3'0" x 6'8" Installation Detail- MA- FLO12O-05 XX Double O/S Opaque 6'0" x 6'8" +55/ -50.5 Yes NCTL-210- 3102 -1 Maximum Panel Size: 3'0" x 61" Installation Detail- MA- FLO120-05 XO /OX Single w /Sidelite I/S Opaque Door Glazed Sidelite 6'0" x 6'8" +50.5/ -50.5 Door -Yes Sidelite -Yes NCTL -210- 3102 -I Maximum Panel Installation Deta15MA XO /OX Single w /Sidelites O/S Opaque Door Glazed Sidelite 6'0" x 6'8" +55/ -50.5 Door -Yes Sidelite -Yes NCI7r2I0- 3102 -1 Maximum Panel Size: 3'0" x 6'8" installation DetaO- MA- FL0120 -05 OXO e wetes Single g 1/S Opaque Door Gld Sidlit Glazed 9'0" x 6'8" + 50.5 / -50.5 Door -Yes SidlitY Sidelites-Yes NC L-210- 3102 -1 Maximum Panel Size: 3 x 6 Installation Detail- MA- FL4120-05 -05 OXO • • ' °' Single w /Side ites • : • • O/1 ° • ; • . . Opaque Door � Gla Sidelites • 9'0" x 6 +55/ -50.5 Door -Yes Sidelites -Yes NCTL•210- 3102 -1 Maximum Panel Size: 3'0" x 61" lastatlation Detail- MA- FLO120 -05 OXXO . •' . •: Double w /Sidelites •.: «• • •. • Opaque Doors G Sidelites 12'4" x 6'8" +50.5/ -50.5 Doors -Yes Sidelites -Yes NCTL -210- 3102 -1 • •� Maximum Pane) size: 3 x 6 8 Installation Detail-MA-FLAl20.OS OXXp • .. • • .. ca. Double w/ lipt . .. • • • • Opaque Doors ; ilazad Sidelites 12'4" x 6'8" +55/ -50.5 Doors -Yes Sidelites -Yes Maximum - 2 10 03 313 - • x 6 Installation I T. - Ike►- FLO120-05 Company: Masonite International Corporation 1955 Powis Road West Chicago, IL 60185 NOTICE OF PRODUCT CERTIFICATION Product: Fiberglass Impact Rated Opaque Inswing or Outswing Door w/ and w/o Impact Rated Sidelites (w/Wood Frame unless noted) Specifications Tested To: TAS 201/202/203- 94 /ASTM E330 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within NAMI's Certified Product Listing at www,N certiflcation.com. NAMI's Certification Program is accredited by The American National Standards Institute (ANSI). • • • Natiollel'Atgredita Management Institute, Inc/11870 Merchants Walk Suite 207/Newport Te1- 757.594.8658/Fax 757.594.8659 .•• • • • • ••• • • • • • • • • • • • • • • •. ' ' • 00 0 0 •• • • •: •• . • • NAMI AUTHORIZED SIGNATURE: Certification No.: Certification Date: Expiration Date: Revision Date: NI005930 -R7 -Page 3 02/17/2005 12/31/2010 12/17/2008 Configuration Inswing or Outswing Glazed or Opaque Maximum Size Design Pressure Pos/Neg Missile Impact Rated Test Report Number Drawing Number & Comments X Single I/S Opaque 3'0" x 8'0" +70/ -70 Yes NCfL -210- 3102 -1 Maxinwm Panel Size: 3'0" x 8'0" Anchor Detail -MA FLO121 -05 X Single O/S Opaque 3'0" x 8'0" +70/ -70 Yes NC L.210- 3102 -1 Maximum Panel Size: 3'0" x 8'0" Anchor Detail- MA- FL0121-05 XX Double I/S Opaque 6'0" x 8'0" +50.5/ -50.5 Yes NC L-210- 3102 -1 Maximum Panel Sizes 3'0" x 8'0" Anchor Detail- MA- FL0121 -05 XX Double O/S Opaque 6'0" x 8'0" +55/ -50.5 Yes NC L -210- 3102 -1 Maximum Panel Size: 3'0" x 8'0" Anchor Detail- MA- FIAl21 -05 XO /OX Single w /Sidelite US Opaque Door Glazed Sidelite 6'0" x 8'0" +50.5/ -50.5 Door -Yes Sidelite -Yes NCTL -210- 3102-1 Maximum Panel Size: 3'0" x 8'0" Anchor Detail- MA- F1Al21 -05 XO /OX Single w /Sidelites O/S Opaque Door Glazed Sidelite 6'0" x 8'0" +55/ -50.5 Door -Yes Sidelite -Yes NCTL.210- 3102 -1 Maximum Panel Size: 3'0" x 8'0" Anchor Detail-MA-FLO121-05 OXO Single w /Sidelites I/S Opaque Door Glazed Sidelites 9'0" x 8'0" +50.5 / -50.5 Door -Yes Sidelites -Yes NCTL -210- 3102 -1 Maximum Panel Size: 3'0" x 8'0" Anchor Detail- MA- FLO121-05 OXO Single w/Sida tes - • ON . ; • • • Opaque Door • • (.?a�Zecl Sidelites 9'0" x 8'0" +55/ -50S Door -Yes Sidelites Yes NCfl.r210- 31024 MA.�121 -05" OXXO. • • .. ; Double w /Sidelites • • ; 9S : • : Opaque Doors Glazed Sidelites 12'4" x 8'0" +50.5/ -50.5 Doors -Yes Sidelites -Yes NCTLr210- 3102 -1 Maximum Panel Size: 3'0" x 8'0" Anchor Mail- MA- FLO121.05 OXXO. • Double w/ i 1ltes �e • . • • • QIS . • . • • • • • Opaque Doors • Wed Sidelites 12'4" x 8'0" +551 -50.5 Doors -Yes Sidelites -Yes NCTL -210- 3102 -1 Maximum Panel Size: 3'0" x 8'0" Anchor_ FiAl21 -05 • • • .1QatioIud Atceredifat1od & Manaaement Institute. Inc./11870 Merchants Walk Suite 202/Newntrt Na vs. Val 6 Company: Masonite International Corporation 1955 Powis Road West Chicago, IL 60185 Product: Fiberglass Impact Rated Opaque Inswing or Outswing Door w/ and w/o Impact Rated Sidelites (w/Wood Frame unless noted) Specifications Tested To: TAS 201/202/203- 94/ASTM E330 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within NAMI's Certified Product Listing at www.Namicertlfication.com. NAMI's Certification Program is accredited by The American National Standards Institute (ANSI). • • ••• • • • • • • • • • • • • ••• • • • • • • • • • • • • .:. • • •• • • • • ••'•• • • • • • NOTICE OF PRODUCT CERTIFICATION Te1- 757.594.8658/Fax- 757.594.8659 NAMI AUTHORIZED SIGNATURE: Certification No.: Certification Date: Expiration Date: Revision Date: NI005930 -R7 -Page 4 02/17/2005 12/31/2010 12/17/2008 Configuration Inswing or Outswing Glazed or Opaque Maximum Size Design Pressure Pos/Neg Missile Impact Rated Test Report Number Drawing Number & Comments X US Glazed 3'0" x 6'8" +601-60 Yes NCTL -2t0- 3108 -1 Single Maxinmmn Panel Size: 3'0" x 6'8" Anchor Dail- MA- FLO122 -05 X O/S Glazed 3'0" x 6'8" +60/ -60 Yes NCTL-210 -3108-1 Single Maximum Panel Size: 3'0" x 6'8" Anchor loll- MA- F10122-05 XX US Glazed 6'0" x 6'8" +601-60 Yes NCTl.210 -3108-1 Double Maximum Panel Size: 3'0" x 61" Anchor Detail- MA- FLAl22 -05 XX O/S Glazed 6'0" x 6'8" +60 /-60 Yes NCFL-210- 3108 -t Double Maximum Panel Size: 3'0" x 61" Anchor Details- MA- FLAl22-05 XO /OX I/S Glazed Door 6'0" x 6'8" +60/ -60 Door -Yes NCTL210- 3108 -1 Single w /Sidelite Glazed Sidelite Sidelite -Yes Maxim Panel Size: 3'0" x 6'8" Anchor Detail -MA FLO122-05 XO /OX O/S Glazed Door 6'0" x 6'8" +601-60 Door -Yes NCTL210- 3108 -1 Single w /Sidelites Glazed Sidelite Sidelite -Yes Maximum Panel Size: 3'0" x 6'8" Anchor Mail- MA- FL0122-05 OXO US Glazed Door 9'0" x 6'8" +60 /-60 Door -Yes NCTL-210-3108-1 Single w /Sidelites Glazed Sidelites Sidelites -Yes Maximum Panel Size: 3'0" x 6'8" Anchor Detail- MA- FL0122 -0S OXO •• ••• Glazed Door 9'0" x 6'8" +60/ -60 Door -Yes NCTL210- 3108.1 Single w /Sidentes • • • O/S • • • • • .: Gamed Sidelites Sidelites -Yes Maximum Panel Size: 3'0" x 6'8" • .: • • • • • • • Anchor Detail- MA- FL0122 -05 OXXO • .' ..: • •: i>TS : :': amazed Doors 12'6" x 6'8" +60/ -60 Doors -Yes NCTL-210- 3108 -1 Double w /Sidelites • ' Glazed Sidelites Sidelites -Yes Maxims Panel Size: 3'0" x 61" Anchor Detail- MA- FLAl22 -05 OXXO . • • . co co Glazed Doors 12'6" x 6'8" +60/ -60 Doors-Yes NCTL-210- 3108 -1 Double w /iidelifes: • • • . . • .' • _ " Gla3�d Sidelites • • • Sidelites -Yes Maximum Panel : 3'0" x 6 Anchor 0- MA- FLOl22 -05 Company: Masonite International Corporation 1955 Powis Road West Chicago, IL 60185 NOTICE OF PRODUCT CERTIFICATION Product: Fiberglass Impact Rated Glazed Inswing or Outswing Door w/ and w/o Impact Rated Sidelites (w/Wood Frame unless noted) Spedflcations Tested To: TAS 201/202/203 -94 /ASTM E330 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certlitcatlon label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within NAMI's Certified Product Listing at www.Nannicertiflcation.comi. NAMI's Certification Program is accredited by The American National Standards Institute (ANSI). • 1 atioil a? A'�te & Management Institute, Inc./11870 Merchants Walk Suite 202/Newpo Te1- 757.594.8658/Fax 757.594.8659 ••• • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • . • • • • • •• • ••' • • • • • ••• • NAMI AUTHORIZED SIGNATURE: Certification No.: Certification Date: Expiration Date: Revision Date: A 23606 NI005930 -R7 -Page 5 02/17/2005 12/31/2010 12/17/2008 Configuration Inswing or Outswing Glazed or Opaque Maximum Size Design Pressure PodNeg Missile Impact Rated Test Report Number Drawing Number & Comments X Single US Glazed 3'0" x 8'0" +50 / -50 Yes NC11-210 -3107-1 Maximum Panel Size: 3'0" x 8'0" Anchor Detail-MA FL0123 -05 X Single O/S Glazed 3'0" x 8'0" +50/ -50 Yes NCTL -210- 3107 -1 Maximum Panel Size: 3'0" x 8'0" Anchor Detail- MA- FLO123 -05 XX Double I/S Glazed 6'0" x 8'0" +50/ -50 Yes NCTL -210- 3107 -1 Maximum Panel Size: 3'0" x 8'0" Anchor Detail-MA FL0123-O5 XX Double O/S Glaze, 6'0" x 8'0" +501 - -50 Yes NCTL -210. 3107 -1 Maximum Panel Size: 3'0" x 8'0" Anchor Detail-MA- FL0123 -05 XO/OX Single w /Sidelite I/S Glazed Door Glazed Sidelite 6'0" x 8'0" +50/ -50 Door -Yes Sidelite -Yes NCTL210- 3107 -1 Maximum Panel Size: 3'0" x 8'0" Anchor Detail- MA- FL0123 -05 XO/OX Single w /Sidelites 0/S Glazed Door Glazed Sidelite 6'0" x 8'0" +50/ -50 Door -Yes Sidelite -Yes NCTL -210- 3107 -1 Maximum Panel Size: 3'0" x 8'0" Anchor Detail- MA- FLAl23 -05 OXO Single w /Sidelites .. 000 I/S . - Glazed Door Glazed Sidelites 9'0" x 8'0" +50/ -50 Door-Yes Sidelites -Yes NCTL -210- 3107 -1 Maximum Panel Size: 3'0" x 8'0" Anchor De ail- MA- FLO123-05 OXO : • Single w /Sideh •: • • • • • • • • : • • • • : : : ; • • • • • tamed Door aid Sidelites • 9'0" x 8'0" +501-50 Door -Yes Sidelites-Yes NC['L.- 210 - 3107.1 Maximum Panel Size 3'0" x 8'0" Anchor peril -MA Detail-O5 OXXO Double w /Sidelites .. . U� - ... `blaze Doors Glazed Sidelites 12'6" x 8'0" +50/-50 Doors -Yes Sidelites -Yes NCP L -210- 3107 -1 Maximum Panel size: 3'0" x 8'0" Anchor Detail -MA -FL 0123 -0S Ox • • Double w/S c! • : • lelit � • e. •-• . • o • . . . - • • • • • Grazed Doors • . r Gand S idelites • • • 12'6" x 8'0" +50/ -50 Doors -Yes Sidelites -Yes NCTL-210- 3107 -1 Maximum Panel S '0" x 8'0" Anchor Detail -FLA 123-05 Company: Masonite International Corporation 1955 Powis Road West Chicago, IL 60185 NOTICE OF PRODUCT CERTIFICATION Certification No.: Certification Date: Expiration Date: Revision Date: Product: Fiberglass Impact Rated Glazed Inswing or Outswing Door w/ and w/o Impact Rated Sidelites (w/Wood Frame unless noted) Specifications Tested To: TAS 201/202/203 -94 /ASTM E330 NI005930 -R7 -Page 6 02/17 /2005 12/31/2010 12/17/2008 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within NAMI's Certified Product Listing at www.Namicertification.com. NAMI's Certification Program is accredited by The American National Standards Institute (ANSI). National Accreditation ' & Management Institute, Inc./11870 Merchants Walk Suite 202/Newport Te1- 757.594.8658/Fax- 757.594.8659 • • • • • • • • • • • • • • • • • • • • ••• • • • • • • .•. : • .• ••• • •• • • NAMI AUTHORIZED SIGNATURE: TABLE OF CONTENTS ASTM D1929 803 'F > 650 'F SHEET # aESdtIPlley, • • • • • • • 1 TYPICAL ELEVATIONS GE NOTES • TENSILE STRENGTH* • 2 ANCHORING LOCATIO!S 4 13c SETAILS• • • • 3 ANCHORING LOCATIONS CETIIILS • • ~- SELF IGNRION TEMP ASTM D1929 803 'F > 650 'F RATE OF BURNING ASTM 0835 0.79 IN /MIN (C -1) SMOKE DENSITY ASTM D2843 48.9% TENSILE STRENGTH* ASTM 0638 -7.3% DIFF • DESIGN PRESSURE RATING 20.5" MAX D.L.O. 14r MAX. OVERALL 36.375" MAX. PANEL WIDTH - `V /4sr� -I FRAME WIDTH 37.5" MAX - I' FRAME WIDTH OUTSWING INSWING OUTSWING OUTSWING* X n D a +70.0 / -70.0 n 0 c +19.0 / -19.0 .o n ® .o n 0 +50.5 / -50.5 +55.0 / -50.5 +19.0 / -19.0 +40.0 / -40.0 +55.0 / -50.5 • 'O=( or XO 75" 'XVPV ,SL943L ,SLB161H,I3H 3AVai 7M1 +55.0 -50.5 +19.0 / -19.0 +40.0 / -40.0 +55.0 / -50.5 • DESIGN PRESSURE RATING WHERE WATER INFILTRATION PERFORMANCE IS REQUIRED TO BE 15X OF DESIGN PRESSURE CONIIG MAX WIDTH INSWING OUTSWING INSWING OUTSWING OUTSWING* X 37.5" +70.0 / -70.0 +70.0 / -70.0 +19.0 / -19.0 +70.0 / -70.0 +70.0 / -70.0 XX 74" +50.5 / -50.5 +55.0 / -50.5 +19.0 / -19.0 +40.0 / -40.0 +55.0 / -50.5 • 'O=( or XO 75" +50.5 / -50.5 +55.0 -50.5 +19.0 / -19.0 +40.0 / -40.0 +55.0 / -50.5 • OXQ 112.5" +50.5 / -5Q.5 +55.0 / -50.5 +19.0 / - 19.0 +40.0 / -40.0 +55.0 / -50.5 ip •OXXO 149 +50.5 / -50.5 +55.0 / -50.5 + 9.0 / -19.0 +40.0 / -40.0 +55.0 / -50.5 ••• • • • • • • • •• • • • • • • • • •• • • • • • •• • • • • • • • • •• • ••• • • I . O 0 I HURRICANE BELLEVILLE FIBERGLASS DOOR UNIT 8' -O" DOUBLE DOOR WITH / WITHOUT SIDELITES GENERAL NOTES 1. EVALUATED FOR USE IN LOCATIONS ADHERING TO THE FLORIDA BUILDING CODE AND WHERE PRESSURE REQUIREMENTS AS DETERMINED BY ASCE 7, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, DOES NOT EXCEED THE DESIGN PRESSURES LISTED. 2. THIS PRODUCT DOES NOT REQUIRE THE USE OF A HURRICANE PROTECTIVE DEVICE (SHUTTERS). 3. POLYURETHANE CORE FLAME SPREAD INDEX OF 50 AND SMOKE DEVELOPED INDEX OF 60 PER ASTM E84. 4. PLASTICS TESTING OF FIBERGLASS FACING: TEST DESCRIPTION DESIGNATION RESULT * COMPARATIVE TENSILE STRENGTH AFTER WEATHERING 4500 HOURS XENON ARC METHOD 1 13 CO ▪ v O 0 an •• • SINGLE DOOR • • • v 0 G v Bp p • 0101 AU NT S • • • •OOIP • bNIT •'SINGLE DOOR UNIT • • • • i • i • • WITH SIDEUTE • • • • • • • • • • • • • • • • • • • 4 D [il •• • •• • • • • • • DOUBLE DOOR UNIT' W /SIDELTTES LI 13 v SINGLE DOOR UNIT SINGLE DOOR UNIT W /SIOEL.ITES WITH SIDELITE Pa dotoN B CerSzlimtla: N 11e s 30 -' RTt e i 2 i v. /na q v v v DOUBLE DOOR UNIT VL/SIOFLJTFS ' High Dam Threshold D eaign 0. 1 1 ce U a 1n 0 W p O co 0 h tL 3 0 3 In If) o N O N 0 U 0 LL U DATE: 2/11/05 sfALe N.T.S. MVO. BY: SWS CHIC. BY DRAWING NO.: DWG- MA- FL0121 -05 SHEET 1 OF 3 I1 • th •II 3 3" 6" #10 x 2" #10 x 5/8" — SEE DETAIL - "E" 3" --I /F�-1 — 3" 3" 3 " — SE DETAIL "F" #8 x 2 -1/2" #10 x 2" #•8 5 • • • • : N _ Ir •. • • . • •• ••• •• •• • • • •• • #10 x 1 -3/4" #10 x 3/4" — 6" 3" — 3 — °6" DETAIL "117.. { • • 0482" • • • • • • ••• •• `75" 1047 1.375" • • • • • �� • • • • ••• • •• • INSWING THRESHOLD O UTSWINC THRESHOL • • RIGA DAM 0/S THRESHOLD 3 ", 3" 10 O EQUAL 0.124' ANNEALED 0.090 SCALE)( N0 0.124 ANNEALED ALUMINUM OR BUM SPACER #8 x 2 -1/2" DETAIL "E" ASTRAGAL ATTACH ASTRAGAL RETAINER BOLT STRIKE PLATE TO FRAME AS SHOWN. iiArE MOM =MB TYPICAL GLAZING DETAIL IMPACT RATED GLASS ASTRAGAL RETAINER BOLT HOLE MUST BE DRILLED THROUGH THE THRESHOLD & INTO THE STRUCTURE DEEP ENOUGH FOR A 1.375" THROW DETAIL "F" ASTRAGAL DECORATIVE INSERT (OPTIONAL) .0124 TEMP. 18 X 1 -1/2' PNS DOW 832 OR EQUAL • I MftrambWAII Cat9mth: 30 -1Z1, Redeye PF J1 DOR611ew3 / Z/ 1v- n8 ci cc O 0 CO O L LLI o O QQ U 4 1 I E a. CO N d' r PA o � 0] 0 N U 0 0 U O Z N O N DATE 2/ 1/05 SCALE: N. T. S. DWG. Bv: SWS CHIC. 8Y: ORAWNO NO.: DWG- MA- FL0121 -05 SHOOT 2 o' 3 ••• • • • • • • • • • •• • • • • • • • • • • • • •• • • • •• • • • • • ••• • • •• • • 1 --0 I1 � L —I 6 "1 1 All it l al - 6" .__ - III 1 Y n.,./ n< C.W,,.1a..1 arn.w --- 6" 6 1 -III II I1 • th •II 3 3" 6" #10 x 2" #10 x 5/8" — SEE DETAIL - "E" 3" --I /F�-1 — 3" 3" 3 " — SE DETAIL "F" #8 x 2 -1/2" #10 x 2" #•8 5 • • • • : N _ Ir •. • • . • •• ••• •• •• • • • •• • #10 x 1 -3/4" #10 x 3/4" — 6" 3" — 3 — °6" DETAIL "117.. { • • 0482" • • • • • • ••• •• `75" 1047 1.375" • • • • • �� • • • • ••• • •• • INSWING THRESHOLD O UTSWINC THRESHOL • • RIGA DAM 0/S THRESHOLD 3 ", 3" 10 O EQUAL 0.124' ANNEALED 0.090 SCALE)( N0 0.124 ANNEALED ALUMINUM OR BUM SPACER #8 x 2 -1/2" DETAIL "E" ASTRAGAL ATTACH ASTRAGAL RETAINER BOLT STRIKE PLATE TO FRAME AS SHOWN. iiArE MOM =MB TYPICAL GLAZING DETAIL IMPACT RATED GLASS ASTRAGAL RETAINER BOLT HOLE MUST BE DRILLED THROUGH THE THRESHOLD & INTO THE STRUCTURE DEEP ENOUGH FOR A 1.375" THROW DETAIL "F" ASTRAGAL DECORATIVE INSERT (OPTIONAL) .0124 TEMP. 18 X 1 -1/2' PNS DOW 832 OR EQUAL • I MftrambWAII Cat9mth: 30 -1Z1, Redeye PF J1 DOR611ew3 / Z/ 1v- n8 ci cc O 0 CO O L LLI o O QQ U 4 1 I E a. CO N d' r PA o � 0] 0 N U 0 0 U O Z N O N DATE 2/ 1/05 SCALE: N. T. S. DWG. Bv: SWS CHIC. 8Y: ORAWNO NO.: DWG- MA- FL0121 -05 SHOOT 2 o' 3 ••• • • • • • • • • • •• • • • • • • • • • • • • •• • • • •• • • • • • ••• • • •• • • 0 ,_ KWIKSET MAXIMUM SECURITY SERIES GRADE 2 CYUNDRICAL AND DEADLOCK HARDWARE TO BE INSTALLED AT 10 -1/2" CENTERLINE. 1a. 1 1 -- 11 3... .. --1 r - 1 1 4" X 4" FULL MORTISE BUTT HINGES. il 0 _... u 1. KWIKSET MAXIMUM SECURITY SERIES GRADE 2 CYUNDRICAL AND DEADLOCK HARDWARE TO BE INSTALLED AT 10 -1/2" CENTERLINE. 1a. KWIKSET MAXIMUM SECURITY SERIES GRADE 2 CYLINDRICAL AND DEADLOCK HARDWARE TO BE INSTALLED AT 5 -1/2" CENTERLINE MINIMUM WITH 8" GRADE 1 (ANSI /BHMA A156.16) SURFACE BOLTS INSTALLED ON LATCH SIDE OF ACTIVE DOOR PANEL — (1) AT TOP AND (1) AT BOTTOM. 2. 4" X 4" FULL MORTISE BUTT HINGES. SEE DETAIL "C" SHT. 2 0 SEE DETAIL "E" SHT. 2 6" 3" 3" — 6" SEE DETAIL "F" SHT. 2 ATTACHMENT DETAIL 1. ANCHOR ANALYSIS FOR LOADING CONDITIONS PREPARED, SIGNED AND SEALED BY HAROLD E. RUPP, PE (FLORIDA #15935) WITH THE LOWEST (LEAST) FASTENER RATING FROM THE DIFFERENT FASTENERS BEING CONSIDERED FOR USE. JAMB, HEAD, AND THRESHOLD FASTENERS ANALYZED FOR THIS UNIT INCLUDE #10 WOOD SCREWS OR 3/16 " M T • SPAC TAPCONS. EACH PHYSICAL CAHOR SHIM MUST BE PLAG,E/0 y�.Sl�( LOCATION. • •• • gg • .. •• • • • • . • 2 ANSI /AF &PA NDA�FOR G sdUrHE PIN &UWBF.a • AND ACHE VEMENT OF 1-1/2" MINIMUM EMBEDMENT. THE TAPCON MUST ACHIEVE MINIMUM EMBEDMENT OF 1 -1/4 ". 3. WOOD BUCKS ®1G OTriE�S MU5F BE ANCHQ D ,P4;OPERLY TO TRANSFER LOAQS Sp1 C E..' ••• • • 4. MINIMUM DESIGN' VALUE STREMGTh' ANC10R9.471 LBS. lapin toNIM CallimIlm tJp, N 1 isn 30-72 MM ¢./17 - /6s7 7 MIN SEE DETAIL "D" SHT. 2 TYP CAL ANCHOR INSTALLATION 4- 9/16" MIN JAMB P' 3 "—� 6" — 3" 3 " - HARDWARE SCHEDULE 6" 3" — 6" 1— 3 3 » I I- 3" ogL � N CN O g �z z 0O 0 No co 1 Q U g 0 EE N oo 0 M 0 N 0 z z 0 N Dare: 2/11/05 SCALE: N.T.S. DWG. BY: SWS WK. BY: 0R&WI$G ND.: DWG- MA- FL0727 -06 sHEEr .3 OF 3 ••• • • • • • • • • 0 • ••• • • • • • •• • •i• •' •• • •• • • ' • • • • • ••• • • .ti Inspection Number: INSP - 105087 Scheduled Inspection Date: August 25, 2009 Inspector: Devaney, Michael Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: LONGMAN ELECTRIC INC. Building Department Comments low voltage phone and cable Passed Failed Correction Needed Re- Inspection Fee August 24, 2009 No Additional Inspections can be scheduled until re- inspection fee is paid. InSp tiQn Worksheet Miami Shores Village 10050 N.F 2nd Avenue Miami Shores, FL Phone: (30:W95-2204 Fax: (305)756 -8972 Inspector Comments Permit Type: Electrical - Residential Inspection Type: Final Work Classification: Addition /Alteration For Inspections pleas: call? (305)762-4949 Phone Number Permit Number: EL -1 -09 -124 Parcel Number 11- 3205 - 010 -0025 Page 1 of 35 Scheduled Inspection Date: May 01, 2009 Inspector: Rodriguez, Jorge Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: RELIANT ROOFING SYSTEMS INC Building Department Comments I ETD Passed Failed Correction Needed Re- Inspection Fee April 30, 2009 No Additional Inspections can be scheduled until re- inspection fee is paid. Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, Phone: (305)795 -2204 Fax: (305)756 -897 NO LADDER/ NO PERMIT. ROOF FINISHED Phone Number Lam.- c l�5�s Permit Type: Roof Inspection Type: Roof in Progress Work Classification: Metal Parcel Number 11- 3205 -010 -0025 Phone: (954)630 -2818 Inspector Comments CREATED AS REINSPECTION FOR INSP-110154. CREATED AS REINSPECTION FOR INSP- 108818. CREATED AS REINSPECTION FOR INSP- 107900. METAL ROOF IN PROGRESS ROOF COMPLETED 100% NO PROPER LADDER SUPPLIED. SUPPLY LETTER FROM ENGI. SIGNED AND SEALED FOR IN PROGGRESS Page 4 of 15 r Scheduled Inspection Date: May 01, 2009 Inspector: Rodriguez, Jorge Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project <NONE> Contractor: RELIANT ROOFING SYSTEMS INC Building Department Comments A.- :1 .fA AAAA Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Phone Number inspection Number INSP- 110978 Permit Number RF -6 -08 -1030 Permit Type: Roof Inspection Type: Tin Cap Work Classification: Metal Parcel Number 114205 - 010 -0025 Phone: (954)630 -2818 Infraction Passed Comments TIN CAP SPACEING 1 False Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments CREATED AS REINSPECTION FOR INSP- 110151. CREATED AS REINSPECTION FOR INSP- 105631. CREATED AS REINSPECTION FOR INSP- 86301. cc no permit package on site ROOF COMPLETED 100 %. NO LADDER SUPPLIED TO INSPECT. LADDER MUST EXTEND 36" ABOVE ROOF LINE ABTECH ENGINEERING INC. Consulting Engineers April 23, 2009 Miami Shores Village Hall Building Department 10050 NE 2n Avenue Miami Shores, FL 33138 Re: The O'Donnell Residence 1215 NE 94 Street, Miami Shores, FL 33138 Permit No.: RF -6 -08 -1030 Metal Roof Installation on new construction Sirs: A tin tag and metal roof in progress inspection was performed on April 13 and April 15 2009. A portion of the metal roof system was not installed to inspect the Grace Ice & Water Shield installation and verify tin tag placement. Our inspection shows that the tin tag placement is in compliance per the NOA 07- 0524.03. Also inspected was Detail Roofing Metal Panel System. Our inspection shows that the metal panel installation is in compliane per the NOA 07- 0109.05. In our professional opinion, based on our inspection, the installation of the tin tags and the metal roof in- progress inspection were in compliance with the Florida Building Code and the manufacturer's recommendation. The roof is currently ready for a final inspection. As a routine matter, in order to avoid possible misunderstanding, nothing in this report should be construed directly or indirectly as a guarantee for any portion of the structure. To the best of my knowledge and ability, this report represents an accurate appraisal of the present condition of the building based upon careful evaluation of observed conditions, to the extent reasonably possible. If you have any questions, please feel free to call the undersigned at 954- 472 -6050. Very truly yours, Abtech Engineering Inc. Babu Varghese, P.E. Florida Reg. No. 38860 April 23, 2009 1133 South University Drive, Suite 210 • Fort Lauderdale, FL 33324 • Tel: (954) 472 -6050 • Fax: (954) 475-0007 May 06, 2009 Scheduled Inspection Date: May 07, 2009 Inspector: Rodriguez, Jorge Project: <NONE> Building Department Comments Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Contractor: RELIANT ROOFING SYSTEMS INC NMI Permit Type: Roof Inspection Type: Final Roof Work Classification: Metal Phone Number Parcel Number 11- 3205 -010 -0025 Phone: (954)630 -2818 Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments Page 22 of 25 Inspection Date: May 14, 2009 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments May 14, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, F Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Driveways /Sidewalks/Slabs Inspection Type: Foundation Work Classification: New Phone Number Parcel Number 11- 3205 -010 -0025 Phone: (305)586 -1856 Page 1 of 1 Passed g Inspector Comments Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: May 14, 2009 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments May 14, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, F Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Driveways /Sidewalks/Slabs Inspection Type: Foundation Work Classification: New Phone Number Parcel Number 11- 3205 -010 -0025 Phone: (305)586 -1856 Page 1 of 1 • Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shor Phone: (305)795 -2204 Fax: (305)756- 'Inspection Number: INSP- 110770 Permit Number: E L -4 -09 -566 1 Scheduled Inspection Date: May 29, 2009 Inspector: Devaney, Michael Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: ■1... "e1 /1111101 LONGMAN ELECTRIC INC Building Department Comments Permit Type: Electrical - Residential Inspection Type: Final Work Classification: Temp for Test Phone Number Parcel Number 11- 3205 - 010 -0025 Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments A. —. _ • _l A A Project Address Owner Information Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795 -2204 1215 NE 94 Street Miami Shores, FL 33138 -0000 11- 3205 -010 -0025 Block: Lot: Parcel Number Address EDWARD & JACQUELINE O'DONNELL 1700 NE 105 Street MIAMI SHORES FL 33138- Contractor(s) Phone CeII Phone WR DERRER CONSTRUCTION, INC (305)586 -1856 Approved: Comments: Date Approved: : Date Denied: Type of Construction: Wire Fence Classification: Residential Additional Info: NEW CHAINLINK FENCE FOR Fees Due CCF Education Surcharge Permit Fee - Wire & Wood Scanning Fee Technology Fee Total: Amount $2.40 $0.80 $250.00 $8.00 $8.25 $265.45 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above -named contractor to do the work stated. Authorized Signature: Owner / Applicant / Contractor / Agent Building Department Copy Expiration: 03/08/2009 Phone Total $ 0.00 $ 0.00 Payment Type: Amt Paid I Amt Due $ 0.00 n"142C3 MIAMI SHORES VIr1._.AGF Applicant EDWARD & JACQUELINE September 09, 2008 Available Inspections : Date CeII Inspection Type: Final Foundation 1 Tuesday, September 9, 2008 1 • Miami Shores Village BUILDING PERMIT APPLICATION FBC 2004 Permit Type (circle): Owner's Address 1,900 elof to 5 co -t /12 City i "(Aftv l SIlltE( State Pt Architect/Engineer's Name (if applicable) Value of Work For this Permit $ Type of Work: Describe Work: Building Building Department 1 0050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Owner's Name (Fee Simple Titleholder)tt k OWA/ib6C Phone # .S" 9 7.5 7 " Tenant/Lessee Name Phone # Job Address (where the work is being done) 12,15 4-46 ei/k ST City Miami Shores Village County Miami -Dade Zip FOLIO / PARCEL # I/" 3205 0/O ° fjo "LS Is Building Historically Designated YES NO r Contractor's Company Name w • e. pg E}3ff2 CcW f ita/crv, Phone # > S 5 86 Contractor's Address 0(6 s °M 51 City FT-' ulupormai,tr state I'I Zip 3 3 (o 3/ Qualifier Name 411t,ClAr ( O &2?rt YN Phone # 765- ca ao - /$,3r°' State Certificate or Registration No. Certificate of Competency No. C &C 1 5e 76, / °l ['Addition ❑Alteration piaw h r C ru d &ge t REC i Permit No. nM 0 8 t AZ JUL 2008 Master Permit No. C o 6 - / 0 '.5 :oo ing ► fi Cale C 124 CAc'i �a MIAMI SHORES VILLAGE Zip 33 13 g Square / Linear Footage Of Work: Phone # 3 ' 751 / 1 y ❑ Repair/Replace ❑ Demolition * * * ** x* e******* ************** * * * *** **F F * * * * ***** ** * *** *** * * ****** * *** Submittal Fee $ Permit Fee $ 4` TO G "� • CCF $ CO /CC Notary $ Training/Education Fee $ Technology Fee $ Scanning $ Radon $ DPBR $ Zoning $ Bond $ Code Enforceme '® a Fee $ Structural Review. $ �' � ` Fee Now Due $ See Reverse side - Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building perm -is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be char Signature Sign: Print: K r My Commission Expires: APPLICATION APPROVED BY: (Revised 07 /10/07) Signature Owner or Agent Contractor The foregoing instrument was acknowledged before me this 11 The foregoin instrument was acknowled ed before me this I' day of 3 , 2OOg, by _ 0' 11)(1 - , day of --j , 20C , by Wll � AY who i personally known • me or who has produced who i ersonally known me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY P t LIC: NOTA ' PUBLIC: Sign: MY COMMISSION # DD 415894 Print: EXPIRES: April 6, 2009 �9rFOF��`9 Bonded This Budget Notary Swims 74 773/0e My Commission Expires: ******************************** ******+ xa: ****** ******** * ***:><*****+x******** ***** * ** : ***** **** ***:x******* *: *** Plans Examiner Engineer Zoning KAREN MKSE / u. Inspection Number: INSP -90264 Permit Number: FW -7 -08 -1342 Scheduled Inspection Date: October 29, 2009 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments NEW CHAIN LINK FENCE FOR NEW PROPERTY Failed Correction Needed Re- Inspection Fee October 28, 2009 No Additional Inspections can be scheduled until re- inspection fee is paid. Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspector Comments ci6- For Inspections please call: (305)762 -4949 A raiL (25 c 5 Permit Type: Fence/Wall Inspection Type: Final Work Classification: Wire Fence Phone Number Parcel Number 11- 3205 - 010 -0025 Phone: (305)586 -1856 Page 36 of 36 Scheduled Inspection Date: October 29, 2009 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments October 28, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP -90263 Permit Number: DS -7 -08 -1341 For Inspections please call: (305)762 -4949 Permit Type: Driveways /Sidewalks /Slabs Inspection Type: Final Work Classification: New Phone Number Parcel Number 11- 3205 - 010 -0025 Phone: (305)586 -1856 NEW DRIVEWAY FOR NEW HOUSE. Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments ec, Page 35 of 36 R. CHAIN LINK FENCE DESIGN DET IL. N.T.S. (ACCORDING TO THE F.B.C. SECTION 2224) Notice to Properties with Pools: If the fence is to meet the criteria as a pool barrier, the fence shall not be climbable and all rails must be placed facing the inside of the property. Pedestrian gates shall have self - closing _ and latching devices installed at a minimum of 54" above ground. For further details see Section 424 of FBC. • • • • • • • • . • • • • .• • •• • .• •• • • • • .•• • • • • • • • • • • • General ! W a s : • •. 1. Ths Lteble is appagpplp only lb with unrestricted a g • 2. Fabric: 12 -112 gage minimum. 3. Tension Bands: Use one less than the height of the fence in feet evenly spaced. 4. Fabric 'ties: Must be minimum the same gage of the fabric. 5. Fabric Tie Sparing on the Top Rail: Five ties between posts, evenly spaced. . 6. Fabric Tie Sparing on Une • Posts: One less than height of the fence in feet, evenly spaced. 7. Either top rail or top tension wire shall be used. 8. Braces must be used at Terminal Post if top tension wire is used instead of Top Rail. 9. In order to follow the contour of the land, the bottom of the fence may dear the contour of the grd)und by up to 5 inch without increasing 'table values to the n xhi.hrlimit ChatnLinkFenccFBC • • • • y•••• ` . ���111 • :ss --- • gr•••• • m N ••••• • y•• • See Table Below ( > X 10'- 0" o.c. Max. See Table Below ( > Fence Height Upto4' Over 4' to 5' Over 5' to 6' Over 6' to 8' Over 8' to 10' Over 10' to 12' Over 12' Terminal Post Size & Thick 2 -3/8" x 0.042 2-3/8" x 0.042 2 -318" x 0.110 2 -7/8" x 0.110 2 -7/8" x 0.160 Line Post Size & Thick Terminal Post Footing 10 x 24" 10" x 24" 10" x 24" 12" x 40" 12" x 42" 1 -5/8" x 0.047 1 -7/8" x 0.055 1 x '. 2 -3/8" x 0.095 2 -3/8" x 0.130 2 -7/8" x 0.120 Line Post • Footing 8" x 24" 8 x24' 8" x24" 10" x 36" 10" x 40" 12" x 42" Section 2224.1 FBC: Fences over 12' height shall be designed according to the Toads specified in Chapter 16 (HVHZ). « 'i:R 1 41 • ... • ... • • • • • • ... • ... • • • ... ; ek10 tT..s2e'C '. a:R I Si 1 - Res: w¢? MAP OF BOUND SURVEY FOR: LEGAL DESCRIPTION= LOT .1_, SUBDIVISION " MIAMI SHORES BAY VIEW 99 . ACCORDING TO THE PLAT THEREOF AS RECORDED PLAT BOOK Ao AT PAGE 16 •OF THE PUBLIC RECORDS OF MIAMI -DADE COUNTY, FLORIDA. • . • .. • • • AC • • •• CY: THE EXPECTED USE OF THE LAND: AS CLASSIFIED IN THE MINIMUM TECHNICAL STANDARDS (61G17 -6 FACE IS "SINGLE FAMILY RESIDENTIAL ". THE MINIMUM RELATIVE DISTANCE ACCURACY FOR THIS TYPE OF SURVEY IS 1 FOOT IN 7500 FEET. THE ACCURACY OBTAINED BY MEASUREMENT WITH A SOKKIA THEODILITE AND A SOKKIA FOUND T OOT S E L TAPE R AND CALCULATION U OF A CLOSED GEOMETRIC FIGURE WAS DATA SOURCES: THIS IS A RECERTIFICATION SURVEY OF THE JULY 15 2003 BOUNDARY SURVEY. EASEMENTS: THE RECORD PLAT DOES NOT INDICATE ANY EASEMENTS ON SUBJECT PROPERTY. SIGNED: REPORT OF BOUNDARY SURVEY LANDS DESCRIBED IN PLAT BOOK 40 AT PAGE 16 7ia'=i ° :__ -- COUNTY, FLORIDA JU 1 2008 SEE THE MAP OF BOUNDARY SURVEY, LANDS DESCRIBED IN PLAT BOOK 40 AT PAGE 16 , MIAMI -DADE COUNTY, FLORIDA. THIS SURVEY REPORT AND MAP IS NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF THE FLORIDA LICENSED SURVEYOR AND MAPPER. THE SIGNATURE AND SEAL CAN BE FOUND AT THE END OF THIS REPORT. THE MAP AND REPORT ARE NOT COMPLETE WITHOUT THE OTHER. SURVEYOR AND MAPPER IN RESPONSIBLE CHARGE: CHARLES W. CARR, LICENSE NUMBER LS 1060. STATE OF FLORIDA. SHEET 1 OF 2 SURVEY NUMBER:03- 07 -315A SURVEY NOTES 1, THE SURVEY HEREON REPRESENTS A PERJ MIETER BOUNDARY SURVEY WITH EXISTING ABOVE GROUND IMPROVEMENTS LOCATED. NO UNDERGROUND FOOTINGS WERE LOCATED UNLESS OTHERWISE SHOWN. 3. ANY NOTORIOUS EVIDENCE OF OCCUPATION AND /OR USE OF THE DESCRIBED PARCEL FOR' RIGHTS -OF -WAY, INGRESS OR EGRESS IS SHOWN ON THIS SURVEY DRAWING. HOWEVER THIS SURVEY DOES NOT PURPORT TO REFLECT ANY RECORDED .INSTRUMtNTS OR RIGHTS -OF WAY OTHER THAN SHOWN ON THE RECORDED PLAT OR STATED IN THE LEGAL DESCRIPTION AS IT APPEARS ON THIS DRAWING. THIS SURVEY DOES NOT CERTIFY THAT SUCH INSTRUMENTS DO EXIST AND LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENTS AND /OR RIOHTS OF WAY OF RECORD. 4. THIS SURVEYOR DID NOT RESEARCH THE PARTICULAR SETBACKS AS REQUIRED BY THE ZONING OF THE DESCRIBED PARCEL, NOR. DOES THIS SURVEY CERTIFY THAT ANY OF THE IMPROVEMENTS SHOWN ARE IN COMPLIANCE WITH THESE ZONING REGULATIONS. 5. THE NORTH ARROW AND BEARINGS AS SHOWN ARE DERIVED FROM THE ASSUMED MERIDIAN ON THE RECORDED PLAT; THE LEGAL DESCRIPTION THEREON IF SAID DESCRIPTION IS A METES AND BOUNDS AND /OR A FRACTIONAL DESCRIPTION THE BEARINGS ARE DERIVED FROM COUNTY SECTION MAPS AND THE BASE LINES ARE SHOWN ON THE LOCATION SKETCH. 6. THE FLORIDA INSURANCE RATE MAP PANEL 0093 i DATED 7 -17 -95 , INDEX DATE 3- 2-94COMMUNITY No. 120552 NATIONAL FLOOD INSURANCE PROGRAM DELINEATES THE HEREIN DESCRIBED LAND TO BE WITHIN ZONE AE , ELEVATION 8 FEET. THIS IS A FLOOD HAZARD ZONE. 7. ELEVATIONS ARE BASED UPON NATIONAL GEODETIC VERTICAL DATUM AND BENCH MARKS ARE CITY, COUNTY, STATE OR GEODETIC VERTICAL REFERENCE MONUMENTS. 8. THIS IS A LAND SURVEY AND WAS PREPARED IN ACCORDANCE WITH FLORIDA STATUTE 472 AND THIS SURVEY COMPLIES WITH THE MINIMUM TECHNICAL STANDARDS ADOPTED BY THE FLORIDA STATE BOARD OF PROFESSIONAL LAND SURVEYORS PURSUANT TO CHAPTER61G17 -6 FLORIDA ADMINISTRATIVE CODE AND MEETS THE REQUIREMENTS OF THE FLORIDA LAND TITLE ASSOCIATION. PERMIT #: SUBJECT TO COMP iv '25. ZZ N 1 ti 3.7x1 ( 7 c e 7 f/y 3 7 / .7 / ,I 4 I/ I/ 5 ll II 4 ID 7 5 7 75" r .-� • • • CHARLES W. CARR PROPESSZ® ' IN LAND SURVEYORS & SZAPPERS MAIL TO: PH 5) 221 -3416 9245 S.W. 44 St. FAX (30 5) 553 -9903 MIAML FLORIDA 33165 • • • i • • • •. • • •r,•• • •••• • • •• • • • • .• • • •• • • - .ARC LE,ei?.• • • R -- RADIUS •••• -- TANGENT C -- CHORD DELTA(CENTRAL ANGLE MEAS - MEASURE: CAL; CALCULATED PCT - PERMANENT CONTROL POINT PAM -- PERMANENT T REFEREX: MON11\IE1. T PC - POINT OF CURVE RAY -- RIGHT OF WAY BM -- BENCH MARK FND f? -- FOU::D IRON PIPE /MR - CLEAR F -- CHAIN LINK FENCE TVP -- TYPICAL (FOR SEVERAL. N A -- NOT APPLICABLE P.O.B -- POINT OF BEGINNING F O.: - -POINT OF COMMENCEMF..tT C M - CONCRETE MONUMENT SAN SWR - SANITARY SEWER WfNi -• RATER \LAIN Wr - WOOD FENCE :4k • • • • • • • • • • • •• •• • • • • • • LIGB0:11 s•SYNIBOLS • • BM - BENCH MARX FIVE TRAM - PMVER TRANSFORMER • WATER VALVE WM -- WATER METER • POWER L: TELEPHONE LINES MI: - MANHOLE LID CE - CATCH BASIN Ct. - CLEAN•OlT COVER '"L - CENTERLINE CB: -- CONCRETE BLOCK STRUCTURF • CONCRETE LITE POLE CONC - CONCRETE FPL -- FLORIDA PO\VER b LIT EL -- ELEVATION BASED ON 192 ':G \T. FND IR. - FOUND IRON ROE' ENCRO - ENCROACHMENT \Vhf' -• WIRE MESH FENCE DF i - DRILL HOLE - NAIL 6: DISC CTS• MON - COUNTY MONUMENT' PRG SP - PARKING SPACE HIT) -- FIRE HYDRANT H C PKG - HANDICAP PARKIN.: r - ;.T1L!TV EASEMENT LOCATED IN: VILLAGE OF MIAMI SHORE . MIAMI -DADE COUNTS'. FLORIDA . LOCATION SKETCH SCALE: 1 INCH = 100 FEET 94 r 7-, w T N LOT DETAILS SCALE: 1 INCH = 20 FEET E ti SEE TI-E REPORT OF BOUNDARY SURVEY- LANDS DESCRIBED IN PLAT BOOK -N! AT PAGE 16 . MIAMI -DADE COUNTY FLORIDA. THIS SURVEY MAI' IS NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL. OF THE FLORIDA LICENSED SURVEYOR AND MAPPER. THE SIGNATURE AND SEAL CAN BE FOUND AT THE END OF REPORT. THE MAP AND REPORT ARE NOT COMPLETE WITHOUT THE OTHER. W4 T& Pa WEO Pock" ?P FA/2 1/2 _ 11 /D. G 1 Nip QN p / & . � 7A/d o DD v i V /11;4 6 k 4 ki , t/ l 0 p1A-A-.3 ry 61 / 75.46 iefiii - %z SHEET 2 OF 2 Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795 -2204 Project Address 1215 NE 94 Street Miami Shores, FL 33138 -0000 11- 3205 -010 -0025 Block: Lot EDWARD & JACQUELINE Owner Information Valuation: Total Sq Feet: $ 5,000.00 850 EDWARD & JACQUELINE O'DONNELL 1700 NE 105 Street MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone WR DERRER CONSTRUCTION, INC (305)586 -1856 Approved: In Review Comments: Date Approved: : In Review Date Denied: Type of Work: DRIVEWAY Bond Retum : Additional Info: PAVERS Classification: Residential Fees Due CCF Education Surcharge Permit Fee Scanning Fee Technology Fee Total: Amount $3.00 $1.00 $125.00 $6.00 $3.12 $138.12 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above -named contractor to do the work stated. Authorized Signature: Owner / Applicant / Contractor / Agent Building Department Copy Address Expiration: 03/08/2009 Parcel Number MAY 1 1 ; nO9 C MIAMI SHORES VILLAGE Phone Applicant Available Inspections: Inspection Type: Sidewalk Foundation Final Landscaping September 09, 2008 Date CeII Tuesday, September 9, 2008 1 • Miami Shores Village BUILDING PERMIT APPLICATION FBC 2004 Permit Type (circle): Owner's Address City N6 g Are 1 SLOW State F r City Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Roofing Owner's Name (Fee Simple Titleholder) ED d• i j dopy -vote Phone # 17 °9 '/6 /o5 sr 11-7- FOLIO / PARCEL # I I , 3 2 - ©/P> — Co Z 5 Zip 73131r8 Tenant/Lessee Name Phone # Job Address (where the work is tieing done) (21 l4: 1L/1 Is Building Historically Designated YES NO MIAMI SHORES VILLAGE Permit No. 1>S08- r541 er Permit No. P aS - 1 o2 5 sr County Miami -Dade Zip 305 89S-- ,f29 Contractor's Company Name l ifl. R • DM 1 6 Q CvNffjal�H. Phone # 3°S' S &Go -- /9 5 G, Contractor's Address e, 49 S6 4' 57 City Fr Ge' State FL Zip 73 Qualifier Name i 1 .4t g-- j0.6 171/ 7 6 Phone # -58' /9. State Certificate or Registration No. Certificate of Competency No. C ac- /s0 7 y/ , Architect/Engineer's Name (if applicable) "The Ge re qsrpf / L" Phone # let) 15Y- / e l'/ A/ goo g 5 s• F • Value of Work For this Permit $ / Square / Linear Footage Of Work: Type of Work: ['Addition ['Alteration ew ❑ Repair/Replace ❑ Demolition Describe Work: ' tae ✓ t et Dtw94.a.y ******** * * * **.x********* **: x* ************ F ******************* ******* ***:x***** Submittal Fee $ Permit Fee $ ' 7/ rc' CCF $ CO /CC Notary $ , Training/Education Fee $ Technology Fee $ Scanning $ Radon $ ' Zoning $ Bond $ Code Enfo uble Fee $ Structural Review. $ ! t otal Fee Now Due $ See Reverse side -4 Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AI'NIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved a a reinspection fee will be charged. Sign: Print: Signature Owner or Agent The foregoing instrument was acknowledged before me this day of JLty ,20 r8, by Vil..c. t0v" R . DCft&t !ti , who is personally known to me or who has produced As identification and who did take an oath. JUDY WONG • ms 4 Notary Public - State of Florida e My Commission Expires Jun 2, 2009 Commission # DD 392736 ry Assn. NOTARY PUBLIC: My Commission Expires: APPLICATION APPROVED BY: (Revised 07 /10/07) a l o q Signature Sign: Print: My Commission Expires: Contractor The foregoing instrument was acknowledged before me this day of Jr"- y , 200_11, by V1114,14.-1 lt, Deee.e.4 t who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: .' , „ -- JUDY WONG =o�� A Notary Public - State of Florida • My Commission Expires Jun 2, 2. , 09 Commission # DD 39273r Zile ********** ****** ****** *** **************************** *** ******* *****x* ********** ** ********** ******a: ******* ** Plans Examiner Engineer Zoning ,n. RgcEliVED JUL X008 'STATE OF FL S' uA) j OT COUNTY OF attached survey, performed by performed on Affiant i The undersigned Affiant, , does hereby attest that the (property owner) 6fh 12LE CA " (name of surveyor's co pan y) AFFIDAVIT Witness(sign and print) 4111+01 tliteitea..11 personally known to me, . produced is an accurate representation of the existing conditions and locations of all structures on the property as of this date. The purpose of this Affidavit is to induce Miami Shores Village to issue a building permit for the property without first providing a survey less than six (6) months old. The Affiant, as property owner, further agrees to remove or obtain permits for any structures which now may exist on the property which are not permitted -or which may violate zoning or building code regulations. The Affiant further understands that the existence of any such structures may affect final inspections as applicable to this or other permits.. Further, Affiant sayeth naught. Affiant/Property owner SWORN TO AND SUBSCRIBED before me this I 1 day of Ol as identification. tP Pp KAREN MEKSE MY COMMISSION # DD 415894 EXPIRES: Apra 6, 2009 FpF f�JQ`oe Banded Thu Budget Notary WWI e$ WHEREAS, .„„ Rig fi & 0 R1 (owner) within the public road right of way of SIGNED, SEALED AND DELIVERED in the presence of: Lf/Lcuni �� oNe� � Wiage 10050 N.E. SECOND AVE. MIAMI SHORES. FLORIDA 33138,2382 .Telephone: (305) 795 -2207 .P3076 4341 • .Fax, 13051756- 8972. 2.001 COVENANT OF CONSTRUCTION WITHIN RIGHT OF WAY C4/14 , hereinafter referred to as the Owner of the following described property: Legal description /folio #: 7' L3 ! ,f o Lot Block r Subdivision *Of / QES �A VIEgv 2 1 Tax Folio: 320 s 0/0 0 02 5 requests permission to install: )(Asphalt, concrete, brick pavers ( 1 Landscaping (]Other /z ®5 WE /y rr (address) t IN CONSIDERATION of the approval of this permit by the Village, the Owner agrees as follows: I • To maintain and repair, when necessary, the above - mentioned item(s) installed within the dedicated right of way. flit becomes necessary for Miami Shores Village or Dade County to make repairs or maintain said items within public right of way including restoration of street by reason of the Owner's failure to do so, such expense shall be paid by the Owner or shall constitute a lien against the above described property until paid. 2 . The owner does hereby agree to indemnify and hold Miami Shores. Village or dade County harmless from any and all liability, which may rise by virtue of permitting the installation of these items within the public right of way. 3. The Owner does hereby agree to remove or relocate their facilities at their own expense, within 60 days notice by the Village to do so. Failure to comply with this notice will result in the Village causing the item(s) to be removed and a lien being placed on the property and/or assessed against the Owner for all costs incurred in the removal and disposal of the item(s). 4. The undersigned further agrees that these conditions shall be deemed a covenant running with•the land and shall remain in full force and effect and be binding on the undersigned, their heirs and assigns, until such time as this obligation has been canceled by an affidavit filed in the Public records of Dade County, Florida by the Village Manager of Miami Shores Village (or his fully aut'iorized representative). SIGNED, SEALED, EXECUTED AND ACKNOWLEDGE on thisi l i +" day of Jcdt( 0k �o .►�; ;ue KAREN MEKSE MY COMMISSION II D0415884 * ' �'' * EXPIRES: April 6, 2009 4, to R °P\ BandedThro Budget NoterYBef Scheduled Inspection Date: April 15, 2009 Inspector: Devaney, Michael Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Project: <NONE> Contractor: LONGMAN ELECTRIC INC Miami Shores, FL 33138 -0000 Building Department Comments Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. April 14, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, F Phone: (305)795 -2204 Fax: (305)756 -8972 co .............:...............::::....:......:........::::: ::.:::: ..::.:.:::... : ... : ...::. Phone Number inspector Comments Permit Type: Electrical - Residential Inspection Type: W. W. Work Classification: Temp for Test Parcel Number 11- 3205 -010 -0025 Page 22 of 27 Scheduled Inspection Date: April 02, 2009 Inspector: Rodriguez, Jorge Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: RELIANT ROOFING SYSTEMS INC Building Department Comments April 01, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Roof Inspection Type: Tin Cap Work Classification: Metal Phone Number Parcel Number 11- 3205 -010 -0025 Phone: (954)630 -2818 Infraction Passed Comments TIN CAP SPACEING True Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. nspector Comments CREATED AS REINSPECTION FOR INSP 105631. CREATED AS REINSPECTION FOR INSP- 86301. cc no permit package on site l ap c . � A 4* � /Op /V0 1 )ee S�2 .0 7 " - Z ) 3,6 /. ,e,oj) //`30- Page 6 of 11 Scheduled Inspection Date: April 02, 2009 Inspector: Rodriguez, Jorge Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: RELIANT ROOFING SYSTEMS INC Building Department Comments Passed Failed Correction Needed Re- Inspection Fee April 01, 2009 No Additional Inspections can be scheduled until re- inspection fee is paid. Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 9/J015°003 NO LADDER/ NO PERMIT. ROOF FINISHED Permit Type: Roof Inspection Type: Roof in Progress Work Classification: Metal Phone Number Parcel Number 11- 3205 - 010 -0025 Phone: (954)630 -2818 PR Inspector Comments CREATED AS REINSPECTION FOR INSP- 108818. CREATED AS REINSPECTION FOR INSP- 107900. METAL ROOF IN PROGRESS cti.t P • (DE� urD, IP D D L L4 Sit)ile)J oP�l, t J 1 L `tr PI . ew s5 Page 7 of 11 Project Address Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795 -2204 1215 94 Street Miami Shores, FL 33138 -0000 Owner Information Address Parcel Number 11- 3205 -010 -0025 Block: Lot: Valuation: Total Sq Feet: $ 1,000.00 EDWARD & JACQUELINE O'DONNELL 1700 105 Street MIAMI SHORES FL 33138- Contractor(s) LONGMAN ELECTRIC INC Phone Cell Phone Expiration: 10/0612009 Phone Type of Work: ELECTRICAL Additional Info: TEMP FOR TEST Classification: Residential Fees Due CCF Education Surcharge Notary Fee Permit Fee - Additions/Alterations Scanning Fee Technology Fee Total: Amount $0.60 $0.20 $5.00 $100.00 $3.00 $2.50 $111.30 Invoice # Total Amt Paid Amt Due EL -4-09 -34504 $ 111.30 $ 111.30 $ 0.00 Applicant EDWARD & JACQUELINE O'DOI CeII Available Inspections: Inspection Type: Final 1 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining-thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting- this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for 'ELECTRICAL, PLUMBING, MECHANICAL WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above -named contractor to do the work stated. Authorized Signature: Owner / Applicant / Contractor / Agent Building Department Copy April 14, 2009 April 14, 2009 Date 1 4N01 Permit Type: ELECTRICAL Owner's Name (Fee Simple Titleholder) t D ® CY t944, -/f Phone # Owner's Address 1 7 ) S 4 9' Z1 City /x 1 LM/ Jheked • . State Zip • 3 3 23.8 Tenant/Lessee Name Phone # Email BUILDING PERMIT APPLICATION FBC 20 Job Address (where the work is being done) City • Miami Shores Village County Miami -Dade Zip FOLIO / PARCEL # • Is Building Historically Designated YES NO Flood Zone Contractor's Company Name • -p„ q ,,,, /ed)'c Phone # 3 '$-.- 9-.5 s- 2 a) J Contractor's Address $ 1 f LI 4, qg y i ,, City . .41/41 ) ,: l 540 )".G../ State II—. .Zip 3 . 3 32 - Qualifier Name ,,,,a l p...,5 A ei.,, Phone # 3 ®.r-• 9 5 df. 1 il j State Certificate or Registration No. , G J 3 ' 3 ?/ 3 Certificate of Competency No. Contact Phone E -mail Arcbitect/Engineer's Name (if applicable) . . Phone # Value of Work For this Permit $ Ty :i _` of Work: ❑Addition ['Alteration ❑New ❑ Repair/Replace ❑ Demolition escrih;« Work: 1 7y Submittal Fee $ Permit Fee $ • /4 • CCF $ 0.‘ 0 coicc • Notary $ O. Training/Education Fee $ 04 Technology Fee $ 2-45t) Scanning $ 3 W Radon $ DPBR $ Zoning $ Bond.$. Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 **********: *** *** ** ** ***:* ** **** * *** *****F ************* * *** *** * ** ***** * * ****** ** ** * *** • Code Enforcement $ Double Fee $ lagME APR 0 7 2009 ID Permit No. Master Permit No.0 06- 025 • Square / Linear Footage Of Work: Structural Review. $ Total Fee Now Due $ Jl ` ) b See Reverse side -+ Bonding Company's .Name (if applicable) Bonding. Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person -whose property is subject to attachment. • Also, a certified copy of the' recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a einspection fee will be charged. Signature g Signature Owner or Agent • The foregoing instrument was acknowledged before me this Ma.tell day of o2 3' , 20 a9 , by Edward ytiL12 .Q , who ispersonally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: ♦ , %.GCA , A , !ii '; Print CG0. ` `- lcr.- r.+� -+ �,-- . 's §__ 02, �� : y . %. #DD S. ? -*, .tei h 1s s1�a�; O�O� ao, i My Commission Expires: (Revised 07 /.10/07) Engineer Sign: Print: Contractor The foregoing instrument was acknowledged before me this' day of ROXfk who is Elsonally kno as i MONICA LISSETH DIAZ F�(p S Ct ber 0, 20 04th NOTARY PUB My Commission Expires: *** * * * * * * ** * *** * * * * * * * * * * * * * * * * * ** ************************************* *** *** *** **** * * * * *** * ** * * ** ** ** • APPLICATION APPROVED B/i !� Tans Examiner Zoning Clerk checked at address: for owners: Page 1 of 2 l l ShoteLt/a BUILDING AND ZONING DEPARTMENT 10050 N.E. SECOND AVENUE MIAMI SHORES. FLORIDA 33135-2382 TELEPHONE (305) 795-2204 FAX (3051 758 -8972 AFFIDAVIT FOR 30 DAY TEMPORARY -ELECTRIC SERVICE (To be asecnted by Owner and/or Tenant, BuUntg & Electrical Contractor) NOTE: ELECTRIC SERVICE WILL BE DISCONNECTED "WITHOUT NOTICE" UPON 30 DAY TERMINATION UNLESS APPLICATION IS RENEWED It is understood that the temporary- electrical approval by the Miami Shores Village, Building it Zoning Department given in connection with the building being constructed under. Building Permit No. Electrical Permit No. 5 q,st 1-- al 0 D 0/v4' e , i/ is being given only for construction purposes or for testing the following installations being made in said structure: Sub - paragraph 4501.3 (d) (3) of the South Florida Building Code provides for a 30 day maximum approval only in an URGENT NECESSITY for electric current exists. Necessity shall include the use of current for irrigation, security, humidity control, emergency power and lighting, such as for testing or construction purposes, provided the Electrical Contractor and owner do hereby agree to assume the responsibility of maintaining the installation in such a manner that there is no hazard to life and property. Such approval is in no event to be considered a release of said structure for purposes of use and occupancy, and no occupancy shall be granted or permitted until final inspections have been called for and approved by the inspection divisions concerned, and an occupancy permit obtained. The undersigned also understand that the temporary- electric approval is subject to rescission and cancellation, and electric power can be cut off at the discretion of the Building and Zoning Department and will be disconnected if the budding concerned is occupied before final inspections are approved and occupancy permit obtained. I, Iva d 069,4,,,,e-! / , being first duly sworn, depose and say that I am the owner of the above described property, and that I agree that the structure covered in this agreement shall not be occupied until the budding contractor has obtain row final ll Sworn and subscribed before me this I®0 9luuun►Nio >i • .®® /.0C'P M 494.1% day ofC e , 69 - 02 a , 20 9 • . Notary Public, State of Florida at Large ®� ; oo'� / o ° My Commission Expires: = o ®®® = e 251 o� 1. • i #11D6o1 i e Numilitoo SIGNATURE OF OWNER SIGNATURE OF NOTARY PUBLIC £cCR- 30 DAY TEMPORARY-ELECTRIC SERVICE (continue) I, /v! / (j?c/, f / 49 Q .' , being first duly sworn, depose an say that 1 am the Electri Contractor for the above described property and that the electrical installations as uow existing will not create a safety hazard if temporary- service is connected. Sworn and subscribed before me this - 1 day of J eee Notary Pu lic, State of Florida at Large My commission expires: day of I, li LL 10�t►� C. Q 3�, , being first duly sworn, depose and said that I am the building Contractor of the above described property and that I will not permit occupancy of this budding until final division obtained and that I have the authority insofar as the owner of said property is concerned to prohibit occupancy until such final inspections are obtained. Sworn and subscribed before me this 1 Notary Public, State of Florida at Large My Commission Expires: NOTARY PUBLIC-STATE OF FLORIDA ,,.. Brittany S. McDonald fi Commission #DD836893 Expires: NOV: 11, 2012 sosnm nrau ATLM rtc soNDING co,= SIGNATURE OF ELECTRICAL INSPECTOR Date: F , Page 2 of 2 NOTARY PUBLIC -STATE OF FLORIDA °• Claudia V. Cubillos j'",Coniasion #*0D717923 ° Expires: Sl 23 2011 SIGNATURE OF ELECTRICAL CONTRACTOR by: ( name) Date: OF BUILDING CONTRACTOR Release to FLORIDA POWER & LIGHT CO. To: (name) I CONSTRUCTION PERMIT FOR: OSTDS New APPLICANT: PROPERTY ADDRESS: 12xx NE 94 St MIAMI, FL 33138 LOT: 3 PROPERTY ID #: 11- 3205 - 010 -0025 STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM Edward O'donnel SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF SECTION 381.0065, F.S., AND CHAPTER 64E -6, F.A.C. DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD OF TIME. ANY CHANGE IN MATERIAL FACTS, WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE, OR LOCAL PERMITTING REQUIRED FOR DEVELOPMENT OF THIS PROPERTY. SYSTEM DESIGN AND SPECIFICATIONS T [ A [ N [ K [ 0 T H E BLOCK: n/a SUBDIVISION: Miami Shores Bay View 1,200 ] GALLONS / GPD Seotic ] GALLONS / GPD N/A ] GALLONS GREASE INTERCEPTOR CAPACITY ] GALLONS DOSING TANK CAPACITY [ D [ 625 ] SQUARE FEET R [ ] SQUARE FEET A TYPE SYSTEM: [ ] STANDARD I CONFIGURATION: [x] TRENCH SYSTEM N/A SYSTEM [ ] FILLED [ ] BED [ N F LOCATION OF BENCHMARK: 6.84 ' NGVD C/L NE 94 ST I ELEVATION OF PROPOSED SYSTEM SITE E BOTTOM OF DRAINFIELD TO BE L D FILL REQUIRED: R SPECIFICATIONS BY: APPROVED BY: [ 0.00] INCHES V Edwards Astrid V Edwards DATE ISSurv: 02/07/2008 TITLE: Engineer Specialist II DH 4016, 10/97 (Previous Editions May Be Used) v 1.1.4 AP843955 [ ] MOUND EXCAVATION REQUIRED: [ 26.40] INCHES TITLE: Engineer Specialist II 8E721739 PERMIT #: 13-SG- 901236 APPLICATION #: AP843955 DATE PAID: 1/1/1899 FEE PAID: $55.00 RECEIPT #: 13- PID- 987034 DOCUMENT #: PR704425 [SECTION, TOWNSHIP, RANGE, PARCEL NUMBER] [OR TAX ID NUMBER] CAPACITY CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 GALLONS] ]GALLONS @[ ]DOSES PER 24 HRS #Pumps [ ] [ 4.32 ] [I INCHES Y FT ] [I ABOVE P BELOW 1 BENCHMARK /REFERENCE POINT [ 22.0814 INCHES I' FT ] [ABOVE/) BELOW h BENCHMARK /REFERENCE POINT 1.- Install a 1200 gal min. category-3 septic tank with an approved filter. 2. -The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance with s. 64E- 6.013(3)(f), FAC. 3.-Install 625 sf of drainfield in trench configuration. 4.-Invert elevation of drainfield to be no less than 5.5' NGVD. 5.-Bottom of drainfield elevation to be no less than 5.0' NGVD. Dade EXPIRATION DATE: 08/07/2009 Page 1 of 3 CHD NOTICE OF RIGHTS A party whose substantial interest is affected by this order may petition for an administrative hearing pursuant to sections 120.569 and 120.57, Florida Statues. Such proceedings are governed by Rule 28 -106, Florida Administrative Code. A petition for administrative hearing must be in writing and must be received by the Agency Clerk for the Department, within twenty -one (21) days from the receipt of this order. The address of the Agency Clerk is 4052 Bald Cypress Way, BIN # A02, Tallahassee, Florida 32399 -1703. The Agency Clerk's facsimile number is 850 -410 -1448. Mediation is not available as an alternative remedy. Your failure to submit a petition for hearing within 21 days from receipt of this order will constitute a waiver of your right to an administrative hearing, and this order shall become a 'final order'. Should this order become a final order, a party who is adversely affected by it is entitled to judicial review pursuant to Section 120.68, Florida Statutes. Review proceedings are govemed by the Florida Rules of Appellate Procedure. Such proceedings may be commenced by filing one copy of a Notice of Appeal with the Agency Clerk of the Department of Health and a second copy, accompanied by the filing fees required by law, with the Court of Appeal in the appropriate District Court. The notice must be filed within 30 days of rendition of the final order. USDA SOIL SERIES: Munsell # /Color Udorthenta,limeatone,subetatum, Texture Depth 10YR 3/3 Fine Sand 0 To 6 10YR 5/2 Sand 6 To 72 USDA SOIL SERIES: Munsell # /Color Udorthents,limeatone,substatum, Texture Depth 10YR 3/3 Fine Sand 0 To 6 10YR 5/2 Sand 6 To 72 APPLICANT: Edward O'donnel CONTRACTOR / AGENT: A Leagua LOT: 3 SUBDIVISION: TO BE COMPLETED BY ENGINEER, HEALTH DEPARTMENT EMPLOYEE, OR OTHER QUALIFIED PERSON. REGISTRATION NUMBER AND SIGN AND SEAL EACH PAGE OF SUBMITTAL. COMPLETE ALL ITEMS. PROPERTY SIZE CONFORMS TO SITE PLAN: TOTAL ESTIMATED SEWAGE FLOW: AUTHORIZED SEWAGE FLOW: UNOBSTRUCTED AREA AVAILABLE: BENCHMARK /REFERENCE POINT LOCATION: ELEVATION OF PROPOSED SYSTEM SITE STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM SITE EVALUATION AND SYSTEM SPECIFICATION THE MINIMUM SETBACK WHICH CAN BE MAINTAINED FROM THE PROPOSED SYSTEM TO THE SURFACE WATER: N/A FT WELLS: PUBLIC: N/A FT BUILDING FOUNDATIONS: 5 SITE SUBJECT TO FREQUENT FLOODING? 10 YEAR FLOOD ELEVATION FOR SITE: SOIL PROFILE INFORMATION SITE 1 Miami Shores Bay View ID #: 11- 3205 - 010 -0025 OBSERVED WATER TABLE: 50.40 INCHES [ABOVE / [X]YES [ ]N0 500 GALLONS PER DAY 525.02 GALLONS PER DAY 1250.00 SQFT DITCHES /SWALES: LIMITED USE: N/A FT FT PROPERTY LINES: ESTIMATED WET SEASON WATER TABLE ELEVATION: 50 HIGH WATER TABLE VEGETATION: [ ]YES [X]NO SOIL TEXTURE /LOADING RATE FOR SYSTEM SIZING: DRAINFIELD CONFIGURATION: [X ] REMARKS /ADDITIONAL CRITERIA SITE EVALUATED BY: BLOCK: n/a 6.84' NGVD C/L NE 94 ST 4.32 [ ' INCHES / FT ] [ [ ] YES [X]NO FT [ MSL / BELOWI AP843955 I NGVD UNOBSTRUCTED AREA REQUIRED: 1000.00 SQFT N/A FT PRIVATE: Suarez, Guillermo (Title: - Legacy) (A- LEAGUE) DE 4015, 09/2006 (Previous Editions May Be Used) NET USABLE AREA AVAILABLE: 0.21 ACRES RESIDENCES- TABLE1 / OTHER -TABLE 2 ] 1500 GPD /ACRE OR 2500 GPD /ACRE ] ABOVE I / BELOW ] BENCHMARK /REFERENCE POINT FOLLOWING FEATURES NORMALLY WET: [ ]YES [X]NO N/A FT NON- POTABLE: N/A FT 5 FT POTABLE WATER LINES: 10 FT 10 YEAR FLOODING? [ ]YES [X]NOi ] SITE ELEVATION: 7.20 FT [ MSL /INGVD PROFILE INFORMATION SITE 2 ] EXISTING GRADE TYPE: 'BELOW INCHES [ABOVE / TRENCH [ ] BED [ ] OTHER (SPECIFY) APPLICATION # AP843955 PERMIT # 13 901236 DOCUMENT # SE721739 ENGINEERS MUST PROVIDE IPERCHED I MOTTLING: [ ]YES [X]NO DEPTH: ] EXISTING / APPARENT ] GRADE INCHES Fine Sand DEPTH OF EXCAVATION: 26.4 INCHES DATE: 01/30/2008 Page 3 of 4 EID901236 v 1.0.2 J 1N < : AF , • Project Address Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores , FL 33138 -0000 Phone: (305)795 -2204 Parcel Number 1215 NE 94 Street 11- 3205 -010 -0025 Miami Shores, FL 33138 -0000 Block: Lot: omit sareAtoa '< <: Expiration: 03/1412009 ....Qwngr Address Phone CeII EDWARD & JACQUELINE O'DONNELL 1700 NE 105 Street MIAMI SHORES FL 33138- Contractor(s) Phone A LEAGUE CONTRACTORS, INC. 305 - 256 -0306 CeII Phone Type of Work: PLUMBING Type of Piping: SEPTIC & DRAINFIELD Additional Info: Bond Return : Classification: Residential Fees Due CCF Education Surcharge Permit Fee - Additions/Alterations Permit Fee - Additions/Alterations Scanning Fee Technology Fee Total: Amount $3.60 $1.20 $175.00 $175.00 $3.00 $8.74 $366.54 Building Department Copy Total $ 0.00 $ 0.00 Payment Type : Authorized Signature: Owner / Applicant / Contractor / Agent Amt Paid I Amt Due $ 0.00 Applicant Valuation: Total Sq Feet: EDWARD & JACQUELINE Available Inspections: Abandonment Inspection Type : Rough HRS Approval Landscaping Final In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants , or employes . I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work . OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning . Futhermore , I authorize the above -named contractor to do the work stated . September 15, 2008 Date $ 2,300.00 0 FAY SA Monday, September 15, 2008 1 BUILDING PERMIT APPLICATION FBC 2004 Permit Type: Plumbing Owner's Name (Fee Simple Titleholder) Owner's Address (Too p . City ihtitv 4 4te( S State Tenant/Lessee Name Submittal Fee $ Notary $ Scanning $ Bond $ Structural Review. $ p)(a 4' rife .a4 [Z.e ti1("Ge Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 . ; Istrialtv,4 ocetitteu ® 4 �t z. � 1 r' E- MAIL: cope ott0m*ctIri GdN Job Address (where the work is being done) City Miami Shores Village FOLIO / PARCEL # q.. 1205 p(o 007.4 V Is Building Historically Designated YES NO X Contractor's Company NameLP.lt�91,2 C�'Jf�Gf� /ZS Phone # — �2 �-- Contractor's Address 7 7/ 9 /0/ �� /B s City nit State / Z Qualifier Name UsZ(C�/ Jc56af i v Type of Work: ❑Addition ❑Alteration Describe Work: County Miami -Dade Zip 3,138 State Certifica a or Registration Noz_5/0—,e9,0467 Certificate of Competency No. E -MAIL: ° CL_fle 9 c, & n., Architect/Engineer's Name (if applicable) Phone # Value of Work For this Permit $ 2‘"e.) Square / Linear Footage Of p{«.tartri4 ro r tom 5tV ( r»t *** drat******** ****** ****** **************F * *xaex****** *****....*ww. xx .*xxxxx ..* .x Permit Fee $ f2 1 = 36 CCF $ 3 CO /CC Training /Education Fee $ " (441b Technology Fee $. X74 Radon $ Code Enforcement $ MIAMI 6 )(New CF. 5 2 Zip 151;8 Phone # Double Fee al Fee Permit No. Master Permit No. Phone # VILLAGE zip ,...35-/6 3 t':-o- Phone # �,7a J"'" • 0 Repair /Replace ' ❑ Demolition Zoning $ ow Due $ 4.51 See Reverse side -a Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating . construction in this jurisdiction. I understand that a separite permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANK gnilAJRICONDIT.IGNERS, ETC OWNER'S AFFIDAVIT: [ certify that all the foregoing f wt atipn is aecairat id that al(4 Will be done in compliance with all applicable laws regulating construction and zoning. h comp, "WARNING TO QWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMFAsICEMENT MAY RESULT IN YOUR PAYING TWICE• FbR IMPROVEMENTS TO YOUR PROPERTY . yy ®� I CONSULT WITH YOUR LENDER OR AN ATTORNil? ' BEF& t IiE r�D[ G Y FINANCING, NOTICE OF COMMENCEMENT." Notice to Applicant: aaisca condition to the issuance of a building permit with an estimated valug $2500, the applicant must promise in good faith that'a copy of the notice of commencem nt anti construction t eR brochure will be delivered to the person whose property is subject to attachment. Also, a certified c ©py of the recorded notice o commence for the first inspection which occurs seven f osto at the job site (7) days after the b 'Ming permit is issued In th< �� <'of su h posted notice, the inspection will noe approved and a reinspec ion fee will charged. Signature Owner or Agent The foregoing instrument was acknowledged before me this day of 20( , b EctuulAI2A obonnveLL , who is per known to me or who has produced As identification and who did take ` iiiittttii/ as ide NOTARY PUBLIC: .�`�� �G jA 4.44? ' NOTARY PURL o G 02, 2po�. Sign: Print: My Commission Expires: • x xxi:�Y****a **, ,axn xto tt u exx ;roY aY�.Yai47ytx p�x kkxxx APPLICATION APPROVED (Revised 02/08/06) 1 k Jln•' 1 4zT .M' Comm i ssio xpires: 1 xxxxxdtx xs°x iex a:' xx iexxk.x d°...xx... z &xx.x.a....x.x...x %.z %.x..xv:. ontractor The foregoing instrument was acknowledged before m day of who is ?"f"- "/__, Plans Examiner Engineer Zoning CONSTRUCTION PERMIT FOR: OSTDS New APPLICANT: Edward O'donnel PROPERTY ADDRESS: 12ec NE 94 St MIAMI, FL 33138 LOT: 3 PROPERTY ID 8: 11- 3205 - 010-0025 SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF SECTION 381.0065, F.S., AND CHAPTER 64E -6, T.A.C. DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD OF TIME. ANY CHANGE IN MATERIAL FACTS, WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE, OR LOCAL PERMITTING REQUIRED FOR DEVELOPMENT OF THIS PROPERTY. SYSTEM DESIGN AND SPECIFICATIONS T [ A [ N [ K [ D R A I N F I L D O T H E R APPROVED BY: DATE ISSUED: STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM BLOCK: N8 SUBDIVISION: Miami Shores Bay View 1,200 ] GALLONS / GPD Seotic ] GALLONS / GPD N/A ] GALLONS GREASE INTERCEPTOR CAPACITY ] GALLONS DOSING TANK CAPACITY [ 625 ] SQUARE FEET [ ] SQUARE FEET TYPE SYSTEM: [ 3 STANDARD CONFIGURATION: [E] TRENCH LOCATION OF BENCHMARK: ELEVATION OF PROPOSED SYSTEM SITE BOTTOM OF DRAINFIELD TO BE FILL REQUIRED: [ 0.00 ] INCHES 6.84 " NGVD C /LNE94ST PERMIT #: 13-SG- 901236 APPLICATION #: Al DATE PAID: 1/1/1899 FEE PAID: $55.00 RECEIPT #: 13 -PID- 987034 DOCUMENT #: PR704425 [SECTION, TOWNSHIP, RANGE, PARCEL NUMBER] [OR TAX ID NUMBER] CAPACITY CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 GALLONS] ] GALLONS @[ ]DOSES PER 24 HRS #Pumps [ ] SYSTEM N/A SYSTEM [ ] FILLED [ ] MOUND ( ] [ ] BED [ ] [ 4.32 ] [( INCHES Y FT ] [) ABOVE ' BELOW ]BENCHMARK/REFERENCE POINT [ 22.08 l [1 INCHES 1 FT l [ ABOVE 4 BELOW b BENCHMARK /REFERENCE POINT EXCAVATION REQUIRED: [ 26.40] INCHES 1.-Install a 1200 gal min. category-3 septic tank with an approved filter. 2.-The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance with s. 64E- 6.013(3)(f), FAC. 3.-Install 625 sf of drainfield in trench configuration. 4.-Invert elevation of drainfield to be no Tess than 5.5' NGVD. 5.- Bottom of drainfield elevation to be no less than 5.0' NGVD. Specialist II TITLE: Engin t - TITLE: Engineer Specialist II Astrid V Edwards 02/07 /2008 EXPIRATION DATE: 08/07/2009 SPECIFICATIONS BY V Edwards DH 4016, 10/97 (Previous Editions May Be Used) v 1.1.4 AP843955 SE721739 Dade Page 1 of 3 CHD Ei April 23, 2009 Miami Shores Village Hall Building Department 10050 NE 2n Avenue Miami Shores, FL 33138 Re: The O'Donnell Residence 1215 NE 94 Street, Miami Shores, FL 33138 Permit No.: RF -6 -08 -1030 Metal Roof Installation on new construction Sirs: A tin tag and metal roof in progress inspection was performed on April 13 and April 15 2009. A portion of the metal roof system was not installed to inspect the Grace Ice & Water Shield installation and verify tin tag placement. Our inspection shows that the tin tag placement is in compliance per the NOA 07- 0524.03. Also inspected was Detail Roofing Metal Panel System. Our inspection shows that the metal panel installation is in compliane per the NOA 07- 0109.05. In our professional opinion, based on our inspection, the installation of the tin tags and the metal roof in- progress inspection were in compliance with the Florida Building Code and the manufacturer's recommendation. The roof is currently ready for a final inspection. As a routine matter, in order to avoid possible misunderstanding, nothing in this report should be construed directly or indirectly as a guarantee for any portion of the structure. To the best of my knowledge and ability, this report represents an accurate appraisal of the present condition of the building based upon careful evaluation of observed conditions, to the extent reasonably possible. If you have any questions, please feel free to call the undersigned at 954- 472 -6050. Very truly yours, _ Abtech Engineering Inc. Babu Vargbese, P.E. Florida Reg. No. 38860 April 23, 2009 ABTECH ENGINEERING INC. Consulting Engineers 1133 South University Drive, Suite 210 • Fort Lauderdale, FL 33324 • Tel: (954) 472 -6050 • Fax: (954) 475 -0007 it) ©MgWM1111 APR, 2 8 2009 BY:.... o _ f 0�J 10&) 0, 1 1 ENT® Passed Inspector Comments METAL ROOF IN PROGRESS Aid LA-M) ,72 / PeL�ta 1494 ®,ti: -5/ > Failed `'1 /I Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until . 1472 . Ate:4 \;:. I IYlb )t ti b rys -:;y:v Inspection Date: March 06, 2009 Inspector: Rodriguez, Jorge Project: <NONE> Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Contractor: RELIANT ROOFING SYSTEMS INC Building Department Comments March 12, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, F Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Roof Inspection Type: Roof in Progress Work Classification: Metal Phone Number Parcel Number 11- 3205 -010 -0025 Phone: (954)630 -2818 Page 1 of 1 Inspection Date: February 17, 2009 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments February 12, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Residential Construction Inspection Type: Drywall Screw Work Classification: New Phone Number Parcel Number 11- 3205 - 010 -0025 Phone: (305)586 -1856 Page 1 of 1 Passed Inspector Comments CC /70 J Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: February 17, 2009 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments February 12, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Residential Construction Inspection Type: Drywall Screw Work Classification: New Phone Number Parcel Number 11- 3205 - 010 -0025 Phone: (305)586 -1856 Page 1 of 1 Inspection Date: January 30, 2009 Inspector: Rodriguez, Jorge Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Project: <NONE> Miami Shores, FL 33138 -0000 Contractor: RELIANT ROOFING SYSTEMS INC Building Department Comments January 29, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Roof Inspection Type: Tin Cap Work Classification: Metal Phone Number Parcel Number 11- 3205 - 010 -0025 Phone: (954)630 -2818 Page 1 of 1 Infractto Passed Comments TIN CAP SPACEING False ,� ESN 0 4 Ell Passed Inspector Comments cc 0- Failed 4.-Bif ' c ' - -a Correction Needed El Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: January 30, 2009 Inspector: Rodriguez, Jorge Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Project: <NONE> Miami Shores, FL 33138 -0000 Contractor: RELIANT ROOFING SYSTEMS INC Building Department Comments January 29, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Roof Inspection Type: Tin Cap Work Classification: Metal Phone Number Parcel Number 11- 3205 - 010 -0025 Phone: (954)630 -2818 Page 1 of 1 Inspection Date: January 23, 2009 Inspector: Levrock, James Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL f Phone: (305)795 -2204 Fax: (305)756 -8972 Contractor: JOHN JONES PLUMBING SPECIALIST INC Building Department Comments January 22, 2009 Permit Type: Plumbing - Residential Inspection Type: Plumbing Work Classification: New Phone Number clew Parcel Number 11- 3205 -010 -0025 Phone: (954)966 -6834 Page 1 of 1 I JAN 2 6 ENT'D ctor C • ments s ( I ER E CONNECTION Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspection Date: January 23, 2009 Inspector: Levrock, James Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL f Phone: (305)795 -2204 Fax: (305)756 -8972 Contractor: JOHN JONES PLUMBING SPECIALIST INC Building Department Comments January 22, 2009 Permit Type: Plumbing - Residential Inspection Type: Plumbing Work Classification: New Phone Number clew Parcel Number 11- 3205 -010 -0025 Phone: (954)966 -6834 Page 1 of 1 Inspection Date: January 23, 2009 Inspector: Levrock, James Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street NE Miami Shores, FL 33138-0000 Project: <NONE> Contractor: JOHN JONES PLUMBING SPECIALIST INC Building Department Comments January 22, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, F Phone: (305)795-2204 Fax: (305)756-8972 •••••-••••••••••••••••••••••••••••••••••••••• .............................................. .......................................... Phone Number Permit Type: Plumbing - Residential Inspection Type: Rough Work Classification: New Parcel Number 11-3205-010-0025 Phone: (954)966-6834 Page 1 of 1 e On \ APA p or Comments Passed Failed Correction Needed Re-Inspection Fee No Additional Inspections can be scheduled until re-inspection fee is paid. Inspection Date: January 23, 2009 Inspector: Levrock, James Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street NE Miami Shores, FL 33138-0000 Project: <NONE> Contractor: JOHN JONES PLUMBING SPECIALIST INC Building Department Comments January 22, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, F Phone: (305)795-2204 Fax: (305)756-8972 •••••-••••••••••••••••••••••••••••••••••••••• .............................................. .......................................... Phone Number Permit Type: Plumbing - Residential Inspection Type: Rough Work Classification: New Parcel Number 11-3205-010-0025 Phone: (954)966-6834 Page 1 of 1 January 21, 2009 Inspection Date: January 22, 2009 Inspector: Devaney, Michael Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: LONGMAN ELECTRIC INC Building Department Comments Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 !025 Permit Type: Electrical - Residential Inspection Type: Underground Rough Work Classification: New Phone Number Parcel Number 11- 3205 - 010 -0025 , • — d s 3 A& e- L- 6 6 s6 a --- 2- 1) . /-10, Page 1 of 1 JAN 2 6 A NT'® Passed Inspector Comments Q , ' %4/i e- X B-)- e_ P te/ °es / Al PAL)—le -7 1 0 i/ i -1-2- .� I, > � '�/ ��-- 9 6 / � &, &A r — Z Y i-5 Al 7 ® /Le v Ai 19 $ Failed Elf Correction Needed Re -Ins ection No Additional Inspections can be scheduled re-inspection fee is paid. until January 21, 2009 Inspection Date: January 22, 2009 Inspector: Devaney, Michael Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: LONGMAN ELECTRIC INC Building Department Comments Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 !025 Permit Type: Electrical - Residential Inspection Type: Underground Rough Work Classification: New Phone Number Parcel Number 11- 3205 - 010 -0025 , • — d s 3 A& e- L- 6 6 s6 a --- 2- 1) . /-10, Page 1 of 1 Inspection Date: January 29, 2009 Inspector: Devaney, Michael Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: LONGMAN ELECTRIC INC Building Department Comments January 28, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 ft a-vis Permit Type: Electrical - Residential Inspection Type: Underground Rough Work Classification: New Phone Number Parcel Number 11- 3205 -010 -0025 Page 1 of 1 Passed Inspector Comments CREATED AS REINSPECTION PATITION WALL IS NOT AS PER ON OUTSIDE WIREWAY. COMPLEATLY. WERE LOW VOLTAGE PERMIT. FOR INSP 86278. FIRE RATE BOXES IN BETWEEN GARAGE AND LIVEING STACE. SERVICE PLAN. NEEDS REVISED PLANS. USE METERS HUBS LOCK NUTS NOT SEALING HOLES ARE THE SHEETS WITH THE NOTES. NEEDS MD 01/22/09 / Failed Correction Needed ` //` CA , 9-7 ,L-' 97 Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: January 29, 2009 Inspector: Devaney, Michael Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: LONGMAN ELECTRIC INC Building Department Comments January 28, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 ft a-vis Permit Type: Electrical - Residential Inspection Type: Underground Rough Work Classification: New Phone Number Parcel Number 11- 3205 -010 -0025 Page 1 of 1 ' 1 111/4 t \ 0 t ) Passed Inspector Comments CC Fp Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: January 26, 2009 Inspector: Perez, JanPierre Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: ADDITION AIR CONDITIONING Building Department Comments January 22, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Mechanical - Residential Inspection Type: Rough Work Classification: New Phone Number Parcel Number 11- 3205 - 010 -0025 Phone: (305)291 -2782 Page 1 of 1 Inspection Date: February 02, 2009 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments January 30, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Residential Construction Inspection Type: Roof Trusses Work Classification: New Phone Number Parcel Number 114205 -010 -0025 Phone: (305)586 -1856 Page 1 of 1 Passed Inspector Comments 23 Tess - /9e.` 'AA_ T — / As Ad f 7:7 -,14u, T.- To n j 1°%'l Failed Correction Needed - r•icissk-s 1C Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: February 02, 2009 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments January 30, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Residential Construction Inspection Type: Roof Trusses Work Classification: New Phone Number Parcel Number 114205 -010 -0025 Phone: (305)586 -1856 Page 1 of 1 Inspection Date: February 02, 2009 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments January 30, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Residential Construction Inspection Type: Floor Trusses Work Classification: New Phone Number Parcel Number 11 -3205- 010 -0025 Phone: (305)586 -1856 Page 1 of 1 Passed Inspector Comments . ce.f See tikcirS' A c Failed 12 Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: February 02, 2009 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments January 30, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Residential Construction Inspection Type: Floor Trusses Work Classification: New Phone Number Parcel Number 11 -3205- 010 -0025 Phone: (305)586 -1856 Page 1 of 1 Inspection Date: February 02, 2009 Inspector: Rodriguez, Jorge Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: RELIANT ROOFING SYSTEMS INC Building Department Comments January 30, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Phone Number Permit Type: Roof Inspection Type: Tin Cap Work Classification: Metal Parcel Number 11- 3205 -010 -0025 Phone: (954)630 -2818 Page 1 of 1 Infraction Passed Comments TIN CAP SPACEING False IS" Passed Inspector Comments CC AtO A&Ae-A4 ; 7 4104--i940 0-,t1 g Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: February 02, 2009 Inspector: Rodriguez, Jorge Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: RELIANT ROOFING SYSTEMS INC Building Department Comments January 30, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Phone Number Permit Type: Roof Inspection Type: Tin Cap Work Classification: Metal Parcel Number 11- 3205 -010 -0025 Phone: (954)630 -2818 Page 1 of 1 Scheduled Inspection Date: February 09, 2009 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments Passed Failed 441 ay99 Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments C 1 AcArfitA. February 06, 2009 Miami Shores, FL 33138 -0000 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Residential Construction Inspection Type: Window Door Attachment Work Classification: New Phone Number Parcel Number 11- 3205 - 010 -0025 Phone: (305)586 -1856 Page 22 of 30 s tf C Scheduled Inspection Date: February 09, 2009 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments February 06, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Residential Construction Inspection Type: Framing Work Classification: New Phone Number Parcel Number 11 -3205- 010 -0025 Phone: (305)586 -1856 Ne Passed ag -- ?O Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments Page 23 of 30 Scheduled Inspection Date: February 09, 2009 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments February 06, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Miami Shores, FL 33138 -0000 Permit Type: Residential Construction Inspection Type: Insulation Work Classification: New Phone Number Parcel Number 11- 3205 -010 -0025 Phone: (305)586 -1856 Passed 44 ;, ,__ 9, 1 7 Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments Page 24 of 30 • Scheduled Inspection Date: February 09, 2009 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Project: <NONE> Miami Shores, FL 33138 -0000 Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments Passed Failed Correction Needed Re- Inspection Fee February 06, 2009 019 No Additional Inspections can be scheduled until re- inspection fee is paid. Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Residential Construction Inspection Type: Floor Trusses Work Classification: New Phone Number Parcel Number 11- 3205 -010 -0025 Phone: (305)586 -1856 Inspector Comments CREATED AS REINSPECTION FOR INSP- 86263. See Truss ticket NB Page 8 of 30 Scheduled Inspection Date: February 09, 2009 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments February 06, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Phone Number Permit Type: Residential Construction Inspection Type: Roof Trusses Work Classification: New Parcel Number 11- 3205 -010 -0025 Phone: (305)586 -1856 Passed "Li c))...9 Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments CREATED AS REINSPECTION FOR INSP - 86264. Truss T -11 and T -3 thru T -10 are not attached per plan. NB Page 9 of 30 w& v'd i3ii� .c Scheduled Inspection Date: February 09, 2009 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments February 06, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Residential Construction Inspection Type: Tie Beam Work Classification: New Phone Number Parcel Number 11- 3205- 010 -0025 Phone: (305)586 -1856 C0 Passed o w 19 (5)_ce Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments CREATED AS REINSPECTION FOR INSP- 99275. CREATED AS REINSPECTION FOR INSP- 86259. ccSpecial Inspector certification required NB Page 10 of 30 [l 4FRZ� :i+:{1R�:li�ll.•ii:Yl.:,'f•: e Scheduled Inspection Date: February 09, 2009 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Project: <NONE> Miami Shores, FL 33138 -0000 Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments :Si Passed a je f al?..v Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. February 06, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Residential Construction Inspection Type: Columns Work Classification: New Phone Number Parcel Number 11- 3205 -010 -0025 Phone: (305)586 -1856 Inspector Comments CREATED AS REINSPECTION FOR INSP 99277. CREATED AS REINSPECTION FOR INSP - 86261. ccSpecial inspector certification required NB Page 11 of 30 TRC Worldwide Engineering, Inc. 3590 NW 56 Street Fort Lauderdale, FL 33309 -2240 Phone: (954) 484 -7777 F: (954) 484 -7834 www.trcww.com CA No. 27322 February 4, 2009 Mr. Norman Bruhn Building Department Miami Shores Village 10050 NE 3nd Ave Miami Shores, FL 33138 RE: O'Donnell Residence Misplaced roof truss connections Building Permit No. RC -06 -08 -1025 1215 NE 94th St., Miami Shores Dear Mr. Bruhn, As per conversation with Mr. Chip Derrer dated 02- 02 -09, we understand that several connections of the roof trusses to the tie beams were misplaced. Please refer to figure #1 for locations. The following connections need to be added: 1) For locations were connection #1 was placed instead of connection #3; one Simpson strap HTSM16 shall be added per truss. The strap shall be connected with (8) 10d nails to the truss and with (4)'/" diameter tapcons to the concrete tie beam. 2) For the location where (2) connections #5 where placed instead of connection #4, one connection LGT2 shall be added. The LGT2 shall be fastened with (16) 16d nails to the girder and (7) diameter tapcons with 2'/4" embedment to the wall. Very truly yours, TRC Worldwide Engineering, Inc. 2/9/o7 S E R V I C E TRC Worldwide Engineering, Inc. Marcus Unterwege P.E., S.I., LEED AP Ricardo adriz, P.E. Engineering Manag r Project Engineer I N N O V A T I O N Q U A L I T Y 1�C WORLDWIDE ENGINEERING Project # 06FTL054 J: \Projects\Projects- 2006 \06FTL054 - Rick Derrers Daughters Residence \Correspondence \06FTL054 - letter for additional simpson connectors.doc February 4, 2009 Mr. Bruhn Page 2of2 Figure #1 — Misplaced roof truss connections nu MINI MIMI •II I Irir° .0 IN LW ■11 ■:1 1111 Connection #1 ME �1 ill MI 1111 was installed II�II�II • ....�� P I Ilr instead of I11� 13I connection #3 I NM _ + I , Ell MOPE MI SUE IMMO 111 �! MIS Connection #4 was replaced with (2) connections #5 1RC WORLDWIDE ENGINEERING Model No. L Fasteners2 DF /SP Allowable Uplift Loads' SPF/HF Allowable Uplift Loads' Allowable Lateral Loads (DF/SP /SPF/HF): Code lief. Truss CMU Concrete 10d 10411/2 s, 10d 10dx1 Fi t`2 (160) (160) (160) (160) (160) (160) MTSM16 16 7 -10d 4 - /ax2' /aTiten 4- '/ax1%Titen 860 860 750 750 285 385 F27 MTSM20 20 7 -10d 4 - /ax2% Titen 4 - /4x1 <Titen 860 860 750 750 IITSM 16 8 -10d 4 -%x2 Titen 4- %4x134 Tden 1175 1175 1020 1020 20 20 10 -10d 4- 1/4x2Y4Titen 4- 14x13/4 Titen 1175 1175 1020 1020 Model No.' O.C. Dim Between Anchors Fasteners ;DF /SP •. Allowable- Uplltt Loads •(160) . ' SPF/HF Allowable Uplift (160) Code ,Ref.,, Concrete/ CMU Girder MGT 3 — 1 -% 22 -10d 3965 3330 F26 HGT -2 3s /,e 5 2 - 16 -10d 10980 6485 120 F19 HGT-3 ;' `4 7%e 2 -% 16 -10d > 1 0530. -' 903 .. HGT-4 6 /e 9 2 -% 1610d _ 1250 ,. ,. 9,250 146 MTSM /HTSM T wist Straps The MTSM and HTSM offer high strength truss to masonry connections. MATERIAL: MTSM -16 gauge; HTSM -14 gauge FINISH: Galvanized. See Corrosion Information, page 10 -11. INSTALLATION: • Use all specified fasteners. See General Notes. • Installs with hex head Titen screws. • Attach to either side of grouted concrete block with a minimum one #5 rebar horizontal. CODES: See page 12 for Code Reference Key Chart. Typical MTSM20 Installation 1. Loads have been increased 60% for wind or earthquake loading with no further increase allowed; reduce where other loads govem. 2. Twist straps do not have to be wrapped over the truss to achieve the allowable load. 3. Minimum edge distance for Then screw is 1W. 4. See page 139 for Titen screw information. 5. Table allowable loads were determined using test ultimate/3 or fastener calculation values. 6. Products shall be installed such that the Titen screws are not exposed to the weather. 7. Minimum fm = 1500 psi and fn = 2500 psi. 8. Lateral loads apply when on the wall side Titen screws are installed into the first four hexagonal holes from the bend line and on the truss/rafter the first seven nail holes near the bend line are filled. Any other fasteners required can be installed in any open hole. 9. NAILS: 10d = 0.148' dia. -x 3' long,10dx1 = 0.148° dia. x 1 long. See page 16 -17 for other nail sizes and information. The MGT and HGT series are girder tie downs for moderate to high Toad applications that are typically installed prior to roof sheathing. The MGT wraps over the heel and is anchored on one side of the truss. The HGT straddles the heel and anchors on both sides of the truss. The HGT is field adjustable, making it suitable for trusses with top chord slopes up to 8:12. The HGT is available in sizes for 2 -, 3- and 4 -ply widths. MATERIAL: MGT -12 gauge; HGT -7 gauge FINISH: MGT— Galvanized; HGT — Simpson Strong -Tie® gray paint INSTALLATION: • Use all specified fasteners. See General Notes. • When the HGT -3 is used with a 2 -ply girder or beam, shimming is required and must be fastened to act as one unit. • Attach to grouted concrete block with a minimum one #5 rebar horizontal in the top lintel block. • See page 160 for wood applications. CODES: See page 12 for Code Reference Key Chart. 1. Attached members must be designed to resist applied loads. 2. Minimum fm =1500 psi and Co = 2500 psi. 3. To achieve the loads listed for the MGT and HGT, anchorage into a 8° wide concrete fie -beam or grouted and reinforced CMU tie -beam can be made using Simpson Strong -Tie® SET Epoxy -Tle® adhesive with a minimum embedment depth of 12°. Vertical reinforcement may be required to transfer the loads per Designer. 4. Allowable loads have been increased 60% for wind or earthquake loading with no further increase allowed; reduce where other loads govern. 5. The MGT can be installed with straps vertical for full table load provided all specified nails are installed to either a solid header or minimum double 2x6 web. 6. Table allowable loads were determined using tested lowest ultimate/3 or fastener calculation values. 7. NAILS: 10d = 0.148° dia. x 3° long. See page 16-17 for other nail sizes and Information. Crescent washer supplied and required Va dia. washers required (not supplied) HGT-2 (HGT -3 and HGT -4 similar) 3s%e° 3/4° dia. washers required (washers not supplied) Pilot Hole (rya) Fasteners not required SIMPSON Typical MGT Installation MTSM20 MTSM16 MGT /HGT Girder Tiedowns Moisture barrier not shown d5 Reb\WO Min. Typical HGT -2 Installation into Concrete Model No. Qty. No. of Piles Fasteners Allowable Uplift Load (160) Code Ref. To Girder To Wall DP /SP SPF/HF ° LGT2 1 2 ply 16 -16d Sinker 7- 1 4x21/4 Titen" 2150 1850 F26 LGT3- SDS2.5 1 3 ply 12 -SDS Wx2W 4 -%x5 Titen HD 3285 2365 LGT4- SDS2.5 1 4 ply 16 -SDS Y4°x21/2° 4 -%x5 Titen HD 3285 2365 VGT 1 2 ply min. 16- SOS ✓4°x3° 1 -% 4946 3555 2 2 ply min. 32 -SOS 1/4" °x3° 2-842 2185 5175 3 ply min. 32 -SDS Wx3° 2 -% 8890. 6400 V.GTL/R 1 2 ply min. 16-SOS 12x3° 1 -%2 2230 1605 2 32-SDS 1 /4"x3° 2-% 55,45 3990 FGTR 1 2 ply min. 18- SDS' /4°x3° 2 -1/2x5 Titen HD 5000 3600 F27 36 -SDS Wx3" 4-1/2x5 Titen HD 9400 6770 FGTRHUR 1 2 ply min. 18 -SDS 1/4° °x3° 2 -1/2x5 Titen HD 3850 2770 ii 2 16' Min. from end of wall • „ .. 0Pcf0 rs :�i� 1.•Allowable loads have been increased 60% for wind or earthquake loading with no further increase allowed; reduce where other loads govem. 2. To achieve the loads listed for the VGT single and double connector options, anchorage into a 8° wide concrete tie -beam or grouted and reinforced CMU tie -beam can be made using Simpson Strong -Tie® SET Epoxy -Tie® adhesive with a minimum embedment depth 0112°, a minimum end distance of 12° and centered in the 8° member. Vertical reinforcement may be required to transfer the loads per Designer. 3. Minimum concrete strength Pc shall be 2500 psi. CMU shall have a minimum grout strength of 2500 psi with standard ASTM C90 units and type N or S mortar. 4. FGTR— Minimum edge distance for Then HD anchor is 4 °. Shaded cells grouted and reinforced per Designer (min.) Typical FGTR Single Installation 16° Min. from w all l d Install Tden HD's in every other hole on the part 16° Min. from end of wall FGTR/LGT /VGT Retrofit Girder Tiedowns The LGT, VGT and FGTR products are moderate to high load capacity girder tie -downs for new or retrofit applications. LGT connectors provide a low profile connection to the wall for easy installation of drywall. Simple to install and can be installed on the inside or outside of the wall. The Variable Girder Tiedown is a higher capacity alternative to the LGT and MGT for girder trusses. It attaches with Simpson Strong-Tie® Strong - Drive® screws (SDS) to the side of truss and features a predeflected crescent washer that allows it to accommodate top chord pitches up to 8:12. The VGT is also available with one flange concealed for attachment to trusses with no tail. The Face Mount Girder Tie -Down (FGTR) is a non -pitch specific girder tiedown that offers the highest uplift capacity for retrofit applications. The FGTRHUR is designed for corner hip applications. MATERIAL: VGT -7 gauge; LGT2 -14 gauge; LGT3/LGT4 -12 gauge; FGTR — Straps: 7 gauge, Plate: 3 gauge FINISH: VGT, LGT — Galvanized; FGTR — Powder Coated INSTALLATION: • Use all specified fasteners. See General Notes. • Connectors attached using Titen® screws shall have hex heads. • To achieve the Toads listed in the table below, the product shall be attached to a grouted and reinforced block wall or a reinforced concrete wall designed by others to transfer the high concentrated uplift loads to the foundation. • SDS screws included with LGT3, VGT Series and FGTR Series. VGT /FGTR: • Screw holes are configured to allow for double installation on a two -ply (minimum) truss. • The product can be installed in a single application or in pairs to achieve a higher uplift capacity. • Can be installed on roof pitches up to 8:12 or on a bottom chord designed to transfer the loads. • FGTR —Only 2 of the 4 holes provided on each strap are required to be filled to achieve the catalog loads. The first Titen HD® anchor Wx5° (THD) shall be installed a minimum of 4° from the top of the wall. Fasteners shall not be installed in adjacent holes. • VGT —When installed on trusses with no overhangs, specify VGTR /L. • VGT — Install washer component (provided) so that top of washer is horizontal as well as parallel with top of wall. OPTIONS: LGT3 is available with reds ced widths of W = 4 4e — order as LGT3N- SDS2.5. CODES: See page 12 for Code Reference Key Chart. 5. FGTR Then HD anchors should be spaced in every other hole on the part. 6. FGTR The Then HD anchors and SDS screws are provided with the part. 7. LGT2 —F1 Toad = 700, F2 load = 170. 8. See page 139 for Then screw information. 9. Table allowable loads were determined using tested lowest ultimate/3 or fastener calculation values. 10. Products shall be installed such that the Titen screws and Titen HD anchors are not exposed to the weather. 11. For concrete wall applications use Y4x13 Titen screws. 12. NAILS: 16d Sinker = 0.148° dia. x 3Y4° long. See page 16-17 for other nail sizes and information. Shaded cells grouted and reinforced per Designer (min.) Typical FGTR Double Installation Typical VGT Installation 16' Min. from end of wall Install Tien HD's in every other hole on the part S 1 V GT U.S. Patent Pending Typical LGT2 Installation into Masonry (LGT3 similar) Moisture barrier not shown (TYP•) Install Titan HD's in every other hole on the part SIMPSON ron let; LGT3 =10" LGT4 =123,2' — ► LGT3 = 1413Ac LGT4 =153h FGTRHL Installation (FGTRHR similar) a 0' LGT4 61/4 LGT3- SDS2.5 (LGT4 -8D83 similar) Ti FGTR Patent Pending Shaded cells grouted and reinforced per Designer (min) LGT3 =5' LGT4 = 6 (See Options) LGT3 = 414r LGT4 = 4%' 26' 147 TRC Worldwide Engineering, Inc. 3590 NW 56 Street Fort Lauderdale, FL 33309 -2240 Phone: (954) 484 -7777 F: (954) 4847834 www.trcww.com CA No. 27322 January 27, 2009 Mr. Norman Bruhn Building Department Miami Shores Village 10050 NE and Ave Miami Shores, FL 33138 RE: Special Inspections — Building Permit No. RC -06-08 -1025 O'Donnell Residence 1215 NE 94th St., Miami Shores Dear Mr. Bruhn: Please be advised that, based on our Special Inspections of the construction of the above referenced project. We have inspected the entire reinforced unit masonry including but not limited to filled cells, columns, beams, reinforced concrete pour, mortar, trusses, etc. and it complies with the approved plans and the Florida Building Code. If we may be of further assistance, please feel free to contact this office at your convenience. Very truly yours, TR C yy_orldwid Inc. Marcus Unterweg' r, P.E., S.I., LEED AP Engineering Mana er S E R V I C E J &C # 08FTL611 I N N O V A T I O N Q U A L I T Y 1RC WORLDWIDE ENGINEERING Scheduled Inspection Date: February 09, 2009 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments Passed ` , Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments February 06, 2009 Miami Shores, FL 33138 -0000 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Residential Construction Inspection Type: Wire Lathe Work Classification: New Phone Number Parcel Number 11- 3205 -010 -0025 Phone: (305)586 -1856 Page 21 of 30 , / *#, Alirov 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING PERMIT APPLICATION I FBC 2004 Permit Type (circle): Building Roofmg Owner's Name (Fee Simple Titleholder)) J&t aui. i N Lr (�V itop e( Phone # Owner's Address (7, ( i�� / yr City /�( l S ik2CJ state P( zip ?E) /3 6 Tenant/Lessee Name Phone # Job Address (where the work is being done) City Miami Shores Village County Miami -Dade Zip FOLIO / PARCEL # Is Building Historically Designated YES NO Contractor's Company Name \A• ?-. c/+✓5t( C p /NC_ Phone �oS - - MSG Zip 3 3.31 Contractor's Address S'16 5 ' ' Cr CityY CA0/06 k State P1 Miami Shores Village Building Department rais 6 1:44 LE 1 2 6 P BY: Permit No. ?CDC 4 Master Permit No. Q u a l i f i e r Name' -l1 C I (2- Q eQ2 _ Jt State Certificate or Registration No. Certificate of Competency No. 6 f 7‘4/5? Phone # Architect/Engineer's Name (if applicable) Phone # Value of Work For this Permit $ Type of Work: Describe Wor Bond $ Structural Review. $ t O •' I ' n ❑'� A ['Alteration 14 6 - 5 Square / Linear Footage Of Work: ❑New Code Enforcement $ ❑ Repair/Replace ❑ Demolition ***** **** ** ********* ** ** x******* F ******* ***** ********** ***** **** ****** Permit Fee $ J CCF $ Training/Education ining/Education Fee $ Technology Fee $ 1 11) Radon $ DPBR $ Zoning $ Double Fee $ � �� * (90 Total Fee Now Due $ See Reverse side -, Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose properly is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the b . ?ding permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will - c rged. Signature The fore • day of ' " who i. personally known to me or who has produced r „ is 1 1 gelas identification and who did take an oath. NO ARYaPUBLIC: (Revised 07/10/07) Owner or Agent ment was acknow edged be ore by Aux APPLICATION APPROVED BY: Sign: Print: My Commission Expires: ** ****+N*** **************** **** Signature The fore day of oing in . trument wau�cknowl f.ed before = in 2°06 , by 1 , E i , /L . to me or who has produced ►� / d-ntification and who did 1 *is& OT ' Y PUBLIC: c �, 6 , K' , 4 i , 4 �`� � ti ti� Sign: .1 / J 11: ;1� .4 c cO A * 5 '\ ' 1a �° ` Print: dt..° 0,...., s45)...„*.. G® �� G ti , � S , y , 5 �� My Commission Expires: ,, �► ?/135 1 2116 jrd Contractor Plans Examiner Engineer Zoning Miami Shores Village Building Department STRUCTURAL CRITIQUE SHEET 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. OE-- /c S Job Name Date /0L f rc Return to: Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 'Bill To EDWARD & JACQUELINE O'DONNELL 1700 106 Street #112 MIAMI SHORES, FL 33138- Date 01/30/2009 01/30/2009 12/17/2008 Friday, January 30, 2009 Fee Name Scanning Fee Revision Fee Plan Review Fee (Engineer) Invoice Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Pat G Invoice Number: Invoice Date: Permit Number: Bond Number: RC -12 -08 -33493 December 17, 2008 RC-6 -08 -1025 1759 Comments: ew Fee Type Calculated Calculated Calculated Total Fees Due: Fee Amount $18.00 $35.00 $60.00 $113.00 Payments Date 01/30/2009 Pay Type Credit Card Check Number Amount Paid $113.00 Change $0.00 Total Paid: $113.00 Total Due: $0.00 Project Address Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795 -2204 1215 NE 94 Street Miami Shores, FL 33138 -0000 Owner information Address Expiration: 07/11/2009 Parcel Number 11- 3205 -010 -0025 Block: Lot: Applicant Phone EDWARD & JACQUELINE O'DON Cell Valuation: Total Sq Feet: $ 50,000.00 EDWARD & JACQUELINE O'DONNELL 1700 NE 105 Street MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone RELIANT ROOFING SYSTEMS INC (954)630 -2818 (954)630 -2817 Type of Work: Re Roof Additional Info: METAL Classification: Residential Fees Due CCF Education Surcharge Permit Fee - New Roof Scanning Fee Technology Fee Total: Amount $30.00 $10.00 $325.00 $9.00 $8.13 $382.13 Building Department Copy Authorized Signature: Owner / Applicant / Contractor / Agent Available Inspections: Inspection Type: Up Lift Report Tin Cap Final Roof Hot Mop Tile In Progress Nailing Affidavit Date it410,4. Om& In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above -named contractor to do the work stated. January 12, 2009 Monday, January 12, 2009 1 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIVED PERMIT APPLICATION ,UgIni n08 FBC 2004 Cu►A4 1 1141 Permit No. RE 1' aster Permit No. EG Permit Type (circle): Building Electrical Plumbing Mechanical Owner's Name (Fee Simple Titleholder) Lcg-GtJ c .-ot D Oct 1 / ewe K Phone # Owner's Address ( 00 M G 105 S4" //Z City /1•1 F re5 State Zip 3 ? / 3 Tenant/Lessee Name Phone # Job Address (where the work is being done) /2-1 5 NE qt-{ S q City Miami Shores Village County Miami -Dade Zip 3 /3, FOLIO /PARCEL# (I — 3 -5- ®/O ® ® Z 5 Is Building Historically Designated YES NO Contractor's Company Name 'Re I i 2 « . f f1� , �g7 one # ,954/6 3 0 ___ � Contractor's Address 2'/ / N T 32 C Cit 7„4,.. State --�� Zip 333 3 Qualifier Name Zi C t 04" ` , Phone # 95.VAgd' -S2 9 State Certificate or Registration No. Certificate of Competency No. CCC ®SO 4i 5 d Architect/Engineer's Name (if applicable) Phone # Value of Work For this Permit $ gy ea c Type of Work: ❑Addition ['Alteration Describe Work: fL - 0 2--e 007 Submittal Fee $ Bond $ Permit Fee $ Code Enforcement $ Square / Linear Footage Of Work: - S� e Double Fee $ 1 ❑ Repair/Replace ❑ Demolition Structural Review. $ Total Fee Now Due $ 3 r ********* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *F * * * * * * * * *, * * * * * * * * * * * * * * * * * * * ** ) Notary $ Training/Education Fee $ in °00 Scanning $ C i'00 Radon $ DPBR $ CCF $ CO /CC Technology Fee $ k Zoning $ See Reverse side ---> Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that.no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all -work will, be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature " . - Signature Owner or Agent The foregoing instrument was acknowledged before me this 1 ti day o£r� , 2008 by 1'' ► flM 1! @ ✓YeJ'� , (Revised 02/08/06) , 20 , by me or who has produced who is personally known to me or who has produced ®e-..- as identification and who did take an oath. As identification and who did take an oath. day of The foregoing instrument was acknowledged before me this NOTARY PUBLIC: Contractor My Commission Expires: My Commissiop. vices: STEVEN SHARP s4,,NY • , * * * * * * *9e**aYeY**** * ******** � *** �Y�Y�Y& aYoYie�Y�FaYok�Y9e�Y�k &9raY�Y�Y�Y**** . s \ �� ".+.a.t1t�.Ti.�Lps4IEMIATE .FI�GRD 1**** * COMMISSION #DD587 '... Sl'NlElfSE MY COMMISSION # DD 415894 \V •'" ' o' EXPIRES 9115/2010 g!; EXPIRES: April 6, 2009 :', �•• APPLICATION APPROVED B' ''eFF`- " ro e So � Budget NoterySuvices 97 ( /„ / /�. ` ':l.?J.t ' BONDED7HRU e NOExY !"�G1 /o� Try pions Engineer Zoning • • High Velocity Hurrica, e•Zarne �lniif=n �2crofng Permit Application Form • • • • • • • • • • 1 .. - - - • ••• Section A (General Inform ation • ••• • • • • • • 1 •• ! P.t1ce•s • ° • • .-• • • • • • • • • • • • • • • • qtr._ • • • • • • Contractor's Name: .�� S iciP.44,,S ob Add Ad dres 1 7., f5 /de 99 •• • • • •• ••• •• Master,Pefmit No. iptive BUR•RAS 150 • • ••.• • • •• • • • • p�,,,�.," i i VQ�f� wy • •• • • • • • ••• •• . ., M Fastened Tile —Metal Panel /Shingles .-,Other: , Roof Type .,-_. Re- Roofing .,..,Recovering ,_ Repair Maintenance , Moriar/Adhesive Set Tile =Wood Shingles /Shakes Are there Gas. Vent Stacks located on the roof? Yes No If yes, what type? ..,;. Natural _LPGX Roof System Information Low slope roof area (fl. Steep Sloped area (Ft.') 60 Total (11') 5 6 0� Section B (Roof Plan). Sketch Roof Plan: Illustrate all levels and sections, roof drains, scuppers, overflow scuppers and overflow drains. Include dimensions of sections and levels, clearly Identify dimensions of elevated pressure zones and location of parapets. Perimeter Width (aai , Corner Size (a' >< a'): ZONING DEPT BLDG DEPT SUBJECT TO COMPLIANCE WITH ALL FEDERAL STATE AND COUNTY RULES AND REGULATIONS 7F o ' -( f ECT176 1 k4492. 3 HIGH VELOCITY HURRICANE ZONES -REQUIRED OWNERS NOTIFICATION FOR ROOFING CONSIDERkTIONS .. • • • . • . • • • . • • R440213.1 Scope. As it pertains to t he serion�it LItheVeronstbiiit o t* f roofing contractor to- provide the owner with the required roofing pennit, and t) explain to'the (Miler the Content of the section. The provisions of Section R4402 govern the minimum requirements and standards of the industry for roofing system installations. Additionally, the following items should.he wddressed aspart.of the agreement between the owner ant the contractor. The owner's initial in the de %ignaiasitad ildica that•he item has been explained. • • • ... • • • .. . • .. . • • • • • • • • • • • • • • • • .. • • • • • ••• . . • �/: Aesthetics- Workmanship: the workmanship provisions of Section R4402 are f the purpose of providing that the roof system meets the wind resistance and water instruction performance standards. Aesthetics (appearance) are not a consideration with respect to workmanship provisions. Aesthetic issues such as color or architectural appearance, that are not part of a zoning code, should be addressed as part of the agreement between the owner and the contractor. . � Renailing wood decks: When replacing roofing, the existing wood roof deck may have to be renailed in accordance with the current provisions of Section R4403. (The roof deck is usually concealed prior to removing the existing roof system). 3. Common roofs: Common roofs are those which have no visible delineation between neighboring units (i.e., townhouses, condominiums, etc.) In buildings with common roofs, the roofing contractor and/or owner should notify the occupants of adjacent units of roofing to be performed. 4. Exposed Ceiling: Exposed, open beam ceilings are where the underside of the roof decking can be viewed from below. The owner may wish to maintain the architectural appearance; therefore, roofing nail penetration of the underside of the decking may not be acceptable. The provides the option of maintaining the appearance. Ponding water: The current roof system and/or deck of the building may not n well and may cause water to pond (accumulate) in low -lying areas of the roof. Ponding can be an indication of structural distress and may require the review of a professional structural engineer. Ponding may shorten the life expectancy and performance of the new roofing system. Ponding conditions may not be evident until the original roofing system is removed. Ponding conditions should be corrected. Overflow scuppers (wall outlets): It is required that rainwater flow off so that e roof is not overloaded from a buildup of water. Perimeter /edge wall or other roof extension may block this discharge if overflow scuppers (wall outlets) are not provided. It may be necessary to install overflow scuppers in accordance with the requirements of Sections R4402, R4403 and R4413. Ventilation: Most roof structures should have some ability to vent natural airflow through the interior of the structure assembly (the building itself). The existing amount of attic ventilation shall not be reduced. It may be beneficial to consider additional venting whi ;> can result ' ext nding the service life of the roof. <4 ds ent's Signature Date Contractor Signature Date Jibe Systotn-Nianufabturer: DeA-4( t .../ rwi Product Number: 0* - 0 I Oc4 . 0 5 Nlintmum Design Viiind:Proeguras, if .Applicatite (piom...RAS:127 p1: . „Pt p4". maximum Dtasign Pitssufe — 6 9 . .z-5 Ps c Product Approval Specific System: Melba' a attanntrumt /1/ 2000-06-11 1239 W.L. CATE (306)754-1974» 954763 3920 P719 HIGH-VELOCITY HURRICANE 2ONES 'Merida Building Code Jason 204 tileti_staftp tiiiifermimulApelkalisAffris. Solo • 0 Stjn_L Rent Slope; 5 :12 \ten !Anon? L Steapligekawiftgern De ....___LKutnAn Dakis ype Underlayment: .insulation: •._ P A,- ite Barrier: Mean Roof Height: t ta, `-lk O usasfeC ..gaie A. r m . 02.26 Fastener Type &*.SioasinA:1... , I 741) /c 11 4)4J s ■■•■•■•■•■,■ dhesive Type: ype Cap Sheet 1■ ■■••••••.1.... Fi e Tr)a.42A Roof Covering: Type & Size Drip dge: [ z i ( " X 2-" 1.1 MIA M IDADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Detail Roofing, Inc. 1167 NE 24 St Wilton Manors, FL. 33305 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code and the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Englert Series 1300 Metal Panel (2" Clips) LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of pages 1 through 5. The submitted documentation was reviewed by Alex Tigera. A*eiff'" MIAMI-DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 NOA No.: 07- 0109.05 Expiration Date: 01/22/12 Approval Date: 01/22/07 Page 1 of 5 ROOFING ASSEMBLY APPROVAL Category: Sub - Category: Materials: Deck Tyne: Maximum Design Pressure TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: • Product Series 1300 Clip Trim Pieces EVIDENCE SUBMITTED: Test Agency Morton International Morton International Architectural Testing Inc. Architectural Testing Inc. Hurricane Test Laboratory, LLC. Dimensions Length: various Width: 16" Thickness 0.024 (24ga) Length: 2" Width: 1" Height:1- 9/16" Thickness 0.020 Length: varies Width: varies Thickness 0.0276. Roofing Metal, Panels(Non- Structural) Steel Wood — 106.75 psf Test Identifier AS- 0286 -91L AS- 0286 -91T 01- 32797.01 01- 32797.03 0155 - 0615 -05 Test Specifications TAS 125 TAS 125 Product Description Corrosion resistant, galvalume, preformed, standing seam. Coated, pre - finished, metal panels. Corrosion resistant, galvalume, preformed, coated, pre - finished, metal clips. N/A Corrosion resistant, galvalume, preformed, coated, pre - finished, trim pieces. Test Name/Report Salt Spray ASTM B 117 Accelerated Weathering ASTM G 23 TAS 100 ASTM E 8 TAS 125 Date Feb. 1986 Feb. 1986 Nov. 1998 Nov. 1998 Feb. 2006 NOA No.: 07 0109.05 Expiration Date: 01/22/12 Approval Date: 01/22/07 Page 2 of 5 APPROVED ASSEMBLIES: SYSTEM A -1: Deck Type: Deck Description: Slope Range: Maximum Uplift Deck Attachment: Underlayment: Valleys: Fire Barrier Board: Metal Panels and Accessories: TABLE A MAXIMUM DESIGN PRESSURES Roof Areas Maximum Design Pressures Maximum Clip Spacing Field —69.25 psf 24" o.c. Perimeter and Corner — 106.75 psf 12" o.c. 1. Extrapolation shall not be allowed Series 1300 Panel Panel 16" Wide Wood, Non - insulated 19 62" or greater plywood or wood plank 2 ":12" or greater See Table A Below In accordance with applicable building code, but in no case shall it be less than # 8d annular ring shank nails spaced 6" o.c. In reroofing, where the deck is less than 19 /32" thick (Minimum 5 /32 ") the above attachment method must be in addition to existing attachment. Minimum underlayment shall be an ASTM D 226 Type II installed with a minimum 4" .side -lap and 6" end -laps. Underlayment shall be fastened with corrosion resistant tin -caps and 12 gauge 1 'A" annular ring -shank nails, spaced 6" o.c. at all laps and two staggered rows 12" o.c. in the field of the roll. Or, any approved underlayment having a current NOA. Valley construction shall be in compliance witll .00fing Application Standard RAS 133 and with Englert's current published installation instructions. Any approved fire barrier having a current NOA. Or for class A or B fire rating, install minimum 1 /4" thick Georgia Pacific "Dens Deck" (with current NOA) or minimum 4mm thick of Tritex, RockRoof (with current NOA) or 5 /8" water resistant type X gypsum sheathing with treated core and facer. Install the "Series 1300 Panel" and accessories in compliance with the current published installation instructions and details in Englert Metal Roofing Installation Manual. Flashings, penetrations, valley construction and other details shall be constructed in compliance with Roofing Application Standard RAS 133. 1. Panels shall be installed with approved Panel Clips located at each panel rib side lap spaced at a maximum, listed in Table A below, parallel to roof slope, fastened with a minimum of two(2) #10 wafer head spoiler tip corrosion resistant screws of sufficient length to penetrate through the sheathing a minimum 3 /16 of an inch. 2. Standing seams shall be mechanically seamed to a 90° degree seam, (single lock). 3. Roof panel ends shall be attached to the plywood substrate using #10 wafer head spoiler tip corrosion resistant screws of sufficient length to penetrate through the sheathing a minimum 3 /16 of an inch at 4" o.c. NOA No.: 07- 0109.05 Expiration Date: 01/22/12 Approval Date: 01/22/07 Page 3 of 5 SYSTEM LIMITATIONS 1. The maximum designed pressure listed herein shall be applicable to all roof pressure zones (i.e. field, perimeters, and corners). Neither rational analysis, nor extrapolation shall be permitted for enhanced fastening at enhanced pressure zones (Le. perimeters, extended corners and corners). 2. Panels shall be roll formed in continuous lengths from eave to ridge. Maximum lengths shall be as described in Miami -Dade County Roofing Application Protocol RAS 133. 3. All panels shall be permanently labeled with the manufacturer's name and/or logo, and the following statement: "Miami -Dade County Product Control Approved. All clips shall be permanently labeled Englert, and/or logo, and/or model. 4. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9B -72 of the Florida Administrative Code. 5. Panels may be jobsite roll formed with machine model #030606 from Englert Inc. NOA No.: 07- 0109.05 Expiration Date: 01/22/12 Approval Date: 01/22/07 Page 4 of 5 fr PROFILE DRAWINGS 16° CLIP DETAIL Before Seaming 90 degree Seam SERIES 1300 PANEL SYSTEM END OF THIS ACCEPTANCE NOA No.: 07- 0109.05 Expiration Date: 01/22/12 Approval Date: 01/22/07 Page 5 of 5 M I A M IDADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Elk Corporation of Dallas 202 Cedar Road Ennis, TX 75219 MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130-1563 (305) 375 -2901 FAX (305) 375 -2908 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has- been -reviewed-.by -the BCCO- and - accepted -by the Building - Code and Product Review Committee to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code and the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: VersaShieldTM Underlayment LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA No. 02- 0327.03 and consists of pages 1 through 3. The submitted documentation was reviewed by Jorge L. Acebo. NOA No.: 07- 0103.08 Expiration Date: 02/07/12 Approval Date: 03/01/07 Page 1 of 3 ROOFING ASSEMBLY APPROVAL Category: Roofing Sub - Category: Underlayment Material: Fiberglass SCOPE: This acceptance is for VersaShieldTM Underlayment as manufactured by Elk Corporation of Dallas, as described in this Notice of Acceptance, for use with approved prepared roof assemblies. Designed to comply with the Florida Building Code and the High Velocity Hurricane Zone of the Florida Building Code. PRODUCT DESCRIPTION: Product Dimensions VersaShieldTM 42" x 100' rolls Test Product Specification Description ASTM D 226 Type lI Non - Asphaltic fiberglass -based underlayment and/or fire barrier. EVIDENCE SUBMITTED: Test Agency Test Identifier Test Name/Report Date PRI Asphalt Technologies, Inc. ELK - 063 -02 -01 TAS 100 09/27/01 Underwriters Laboratories Inc. 99NK45831 ASTM E -108 03/21/00 Underwriters Laboratories Inc. R19254 ASTM D -226 09/13/01 PRI Asphalt Technologies, Inc. ELK -069 -02 -01 TAS 100 03/04/02 BRY -003 -02 -01 TAS 117(B) 03/19/02 BRY - 003 -02 -01 TAS 114 (H) INSTALLATION: 1. VersaShieldTM shall be installed in strict compliance with applicable Building Code. 2. VersaShieldTM shall be installed with a minimum 4 -inch head lap in a single layer fashion. 3. VersaShield T M is a component used in roof assemblies. Roof assemblies are approved under specific assembly Notice of Acceptance. 4. VersaShield TM may be used with any approved roof covering Notice of Acceptance listing VersaShield TM as a component part of an assembly in the Notice of Acceptance. If Versashield T M is not listed, a request may be made to the Authority Having Jurisdiction (AHJ) or the Miami -Dade County Product Control Department for approval provided that appropriate documentation is provided to detail compatibility of the products, wind uplift resistance, and fire testing results. 5. VersaShield TM is a non - asphaltic underlayment that may be used as a fire barrier for prepared roof assemblies. For fire classification of specific roof assemblies using VersaShieldTM refer to a current Approved Roofing Materials Directory for fire ratings of this product. NOA No.: 07- 0103.08 Expiration Date: 02/07/12 Approval Date: 03/01/07 Page 2 of 3 LIMITATIONS: 1. Fire classification is not part of this acceptance, refer to a current Approved Roofmg Materials Directory for fire ratings of this product 2. This acceptance is for prepared roofing applications. Minimum deck requirements shall be in compliance with applicable building code. LABELING: All packaging shall bear the imprint or identifiable marking of the manufacturer's name or logo and yellow line to identify the ASTM Standard designation. BUILDING PERMIT REQUIREMENTS: Application for building permit shall be accompanied by copies of the following: 1. This Notice of Acceptance. 2. Any other documents required by the Building Official or applicable building code in order to properly evaluate the installation of this material. END OF THIS ACCEPTANCE NOA No.: 07- 0103.08 Expiration Date: 02/07/12 Approval Date: 03/01/07 Page 3 of 3 Miami Shores Village Building Department BUILDING CRITIQUE SHEET 014/1 //4Il . rem.� 2 !3 6:L / 9id�iz 7 /woos- - 3 lack) A u dl A hce`di ' ,e-c / ;s e /2-/zecT o vs ?v c42. 1 e1.e z/ P'.- t/ 3 - NO A sub,* r?T.0 Q kt moat o4- Csfer., 43-014 t S /4m- m1'JA - /201/ - r / vd - fi?.er{eiraS a7 7 Ldp, /AI r / � be ; ` ' /SS /.0 �ri6' 2� is :.i agie-Sx1 SA tak,1 ( ite usecaAt �. ,e44n4 /441d rooey @v .c.rr /7Q lilt sh® if , s -r 41-rici /4)& vcr, ciaS ,44'Q e 7.a[ `S A S /20 /rtncO - tdte /06)4 . /�ir4 ci4 ego. Cgo k A. SA A. ya L? / pose /xe 7 4-e- Off. /' 'i&e - 46 /Z. % S o-w,.� toto m -r e e / Reviewer: Claudio Grande C.B.O 305 - 795 -2204 Ext 1430 10050 N.E.2n1 Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. Job Name Date q, ' 2oti,,0 y i' 64 lCQ fl dZ2ci cMJs 57;w C2t) 0-4 4-( chAti, J c J k2uiea3S 0 hL(2cJ2e 4U cart. s c pole � O iz- i,, p obar) . 14 e fel rat) . /14 hti az posed . � ,t1 zoos . it . Q4c44 ',CZ '2 e ) 2 boy 5. ie-5, to) A.Tricnos ti BUILDING CRITIQUE SHEET Miami Shores Village Building Department Permit No. Job Name Date 1+O05`0 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 08- /024 0 �Qb.v�u2 /• 651z%/A . 40U t • , , L X1,2 ' i5 A , ud w4--z2 2 � 1147r f iiMotf tJ� 6YI '0(1 . 'N' w ( 1 i ' I k 7__ ‘!"' 1 ' ,r ) D2ty -eG 1 CA /V L e a. f.-e !v 4A4e o ' ,a S Ait - ji-CIzm! r. (bcr / 'iv- (771 26utaQP 4-.Q iV0.4s J2 /lo ose ,tzerA4 .6(( 71;(6fd Reviewer. / U c) 1 s l tJ Gb /f't LP -re U•t) ? Claudio Grande C.B.O 6•� , 2` /- 305- 795 -2204 Ext 1430 A-hoa-t re x g 4,4,tie 6.ea,3 GD 7Z e Miami Shores Village Building Department G Af t> aegY f STRUCTURAL CRITIQUE SHEET 1.? (9,1‹. are, a pi 2,wd r-/opt- are //he ezi 4 ? 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. ei- id 2 Job Name ,0 1?e»7b e ?! Date 7f z.a /n ff A r WPM* W reMPANIS, of r g 2 Pear pido,• r�.r�� -►�r i t� r P/ ?ii f /FJ/ offe nil' s- v e/ Sufl erl h d1 z7 ' /e r /Lie pool- job fii-o,f 0- Miami Shores Village Building Department Permit No. 0-fe 2 I Job Name e au - tole/1 Date STRUCTURAL CRITIQUE SHEET 1)4 fool-la/417;11 5c.4% e t4 1-e 1104 / 4 (24. j 7 3 #5 czykli-; w 4 73tActisci 1tolo.c. a SJJw 1.44 fr iator oc-44-110 et.1)/4 PPor (5x/7, a pi"). Pr A Pre co/. 4 e md /hese be es 141 ( v ` Af -- MA . 5-0-z „) /-9) a aleiv calevileot h/' -13e lee Y4 115 el geoc tkir-414i/i/1 //oh a3L_sariporl-.5 I 6a/ fl i -r(,) s -P- 1 C4) 5h0q/ CCAlc-Uteil 4, — pre 5 51A fr /1 d co 1-5 mat win duw5 7I7 hctilalim, elevations, Jee 7107: A 4 1 Ati A -4.1 s-)074 1/7/06 rievahon siun.„ 'Pre. - a si i4c. 5; 8 (TV) (4/h f ill a / 1 D pie Iry 11 .5"..5, a Show Phe b'r5 exi Me beam. (IT - Pc) .- "G;1 7: i // aitj r jjA. iT 0- A I t 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 )45 � ermit No:.� r— ID Reviewer: T-9 Contractor: t J/ Job Address: Comment Sheet Mechanical Only the items preceded by an (x) must be corrected. ( ) I Need HVAC design schedule Miami Dade County Chapter 8. ( ) 2 No combustible in plenums. FBC -M 602.2.1. ( ) 3 Auxiliary and secondary drain systems required. FBC -M 307.2.3. ( ) 4 Air handler shall be mechanically attached to air system. FBC -M 603.7. ( ) 5 Equipment on roof over 16' require permanent access. FBC -M 603.5 ( ) 6 Need balanced return air. FBC -M 601.4. ( ) 7 Provide return air in bedroom and I" undercut door. FBC -M 601.4. ( ) 8 Bathroom shall have window (3 square feet) or be mechanically ventilated. FBC -M 402.3.1. ( ) 9 Condensate drain need to be 3/4 "in diameter larger. FBC -M 307.2.2. ( ) 10 Air handling units in attics must meet all the requirements of (show Notice to Homeowner) FBC -M 306.3. ( ) I I Dryer vent shall not be longer than 25'. FBC -M 504.6. if not provide manufacturer's spec of dryer. ( ) 12 Outside air intake shall not be located closer than 10' from any hazardous or noxious contaminant. FBC -M 401.5. ( ) 13 Outside air required. FBC -M 403.2 ( ) 14 Smoke detector required in system greater than 2000 C.F.M. FBC -M 606. ( ) 15 Fire damper required. FBC -M 607.1.2. ( ) 16 Mechanical equipment shall be designed and installed to resist wind pressures. FBC -M 301.13. ( ) 17 Appliance must be protected from damage. FBC -M 303.4. ( ) 20 Guards shall be provided to equipment located within 10' of edge of roof. FBC -M 304.10 ( ) 21 Miami Dade Fire approval for kitchen hoods and fire system required. Miami Dade Fire ( ) 22 Heat Load calculations required Miami Dade County Chapter 8 & FBC -M 312.1 23 Energy calculations Miami Dade County Chapter 8 & FBC -M 312.1( 24 Other BUILDING DEPARTMENT . 10050 N.E. SECOND AVENUE MIAMI SHORES, FLORIDA 33138 - 2382 TELEPHONE: (305) 795 -2204 FAX: (305) 756-897a Review Comments for Mechanical Processor Phone No: Page of Date: Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. DF- /(505 Job Name Date 1Z •/ 69Z STRUCTURAL CRITIQUE SHEET Tic's's' fhir 4/c/s" tde 46v/row/eel -e s neI 5 ,3001,0a0," fze dect9/4/. PERMIT #; /0 23 I, G./ 14-6 44 L 0 &lea zf£ontractor ❑ Owner ❑ Architect Picked up 2 sets of plans and (other) `A/ fs >VG 66? C Address: t2 / � v, / i1 %% 4 From the building department on this date in order to have corrections done to plans And/or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to continue permitting process. Acknowledged by: PERMIT CLEARK INITIAL: RESUBMITTED DATE: PERMIT CLEARK INITIAL: Miami Shores Village Building •Department 10050. NE 2 Ave, Miami Shores, Fl 33138 Tel: (305)795 -2204 • Fax; (305)756 -8972 RECEIPT DATE: NEW 2 STORY FAMILY RESIDENCE. PLANS RELEASED ON 8/1/08 TO KAREN CATE IN BEHALF OF WILLIAM DARREN. Passed Inspector Comments cc ��ecrl °��� Failed 976 / /-v- Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 11/04/2008 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 94 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Building Department Comments Monday, November 3, 2008 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Contractor: WR DERRER CONSTRUCTION, INC 9© Permit Type: Residential Construction Inspection Type: Tie Beam Bond Beam Work Classification: New Block: Phone Number Parcel Number 11- 3205 -010 -0025 Lot: Phone: (305)586 -1856 Page 1 of 2 NEW 2 STORY FAMILY RESIDENCE. PLANS RELEASED ON 8/1/08 TO KAREN CATE IN BEHALF OF WILLIAM DARREN. Passed Inspector Comments cc Jloeca / _LA s°, /e/e, /-t Failed iQi / Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 11/04/2008 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 94 Street NE Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments Monday, November 3, 2008 Miami Shores, FL 33138 -0000 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Of 5 Block: Permit Type: Residential Construction Inspection Type: Columns Work Classification: New Phone Number Parcel Number 11- 3205 -010 -0025 Lot: Phone: (305)586 -1856 Page 1 of 2 NEW 2 STORY FAMILY RESIDENCE. PLANS RELEASED ON 8/1/08 TO KAREN CATE IN BEHALF OF WILLIAM DARREN. Ok ry k r 3 � G Passed d ��/' Inspector Comments cc Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- ins fee is paid. until Inspection Date: 10/30/2008 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 94 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Residential Construction Inspection Type: Spot Survey Work Classification: New Phone Number Parcel Number 11 -3205- 010 -0025 Lot: Phone: (305)586 -1856 Wednesday, October 29, 2008 Page 2 of 2 FOR: O' DONNELL DATE: 9-15_08 ORDER NO.: 0809015 FIELD BOOK: 249 -15, 16 & FILE DATE REVISION ORDER NO. 10 -21 -08 SPOT SURVEY 0810030 neTe F I I F: MSR —a SKETCH OF BOUNDARY SURVEY DESCRIPTION: Lot 3, MIAMI SHORES BAY VIEW, according to the plat thereof, as recorded in Plat Book 40, Page 16, of the Public Records of Miami -Dade County, Florida. SURVEYORS REPORT /NOTES: (1) property address: 1215 NE 94th Street, Miami Shores (2) Flood Zone AE; base elevation 8'; per Flood•Insurance Rate Map 120552 0093 J, map index dated 3/2/94. (3) Benchmark: Miami -Dade County Engineering Benchmark •B -62; elevation +8.65' National Geodetic Vertical Datum 1929. (4) Angles are based on the record plat. (5) Unless stated otherwise hereon, this survey was prepared without the benefit of an abstract of title. No liability is assumed by the undersigned for Toss relating to any matter that might be discovered by an abstract of title of the property. (6) No underground foundations, buried utilities, setbacks, uses or visible easements are located hereon. No liability is assumed by the undersigned for any loss that may be associated with the existence of any of the above stated. (7) Miami -Dade Folio Number: 11- 3205 - 010 -0025 LEGEND: centerline + elevation FBD found bolt & disk FIP found 1/2" iron pipe FND found nail & disk FNT found nail & tin M measured P plat PP power pole SNT set nail & tin ` 11.0' 11.0' • N 19.3' N BUILDING UNDER CONSTRUCTION um 22.7' MAIN FLOOR +9.26' GARAGE +7.14' • L 33. 1' 0 15.0' 0 D 14.8' CONCRETE PATIO c COLUMNS � n I L STEPS 11.6' 11.6' 11.6' ` • FIP 204.6!' P 204.51' M PP FIP 0.1'N FIP 4- + 7 27' at 1 2 4 5 6 7 Q 26 27 25 LOCATION MAP NOT TO SCALE 75. 00' 75. 00' 20'PAVEMENT Di =- z 4611 F orida Rog e r J. P.S M. o Sta e o for •LB454 not valid without the signature and the original raised seal of a Florida Iicensed surveyor and mapper DIETZ & DIETZ LAND SURVEYORS, INC. 1002 NE 35th Street, Oakland Park, Florida 33334 (954) 327 -0988 24 NE 94 STREET NE 94TH STREET 23 22 21 20 FIP FNT • +6.23' FIP 0.2'S CV N PERMIT #: Miami Shores Village BY DATE APPROVED ZONING DEPT Q s BLDG DEPT D ?� WITH ALL FEDERAL RULES AND REGULATIONS SUBJECT TO COMPLIANCE STATE AND COUNTY OCT laumz7)31 ra 2 8 3308 ilsD B Y: y 4 • U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program Al. Building Owner's Name Edward and Jacqueline O'Donnell A2. Building Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. 1215 NE 94 Street City Miami Shores State FL ZIP Code 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 3, MIAMI SHORES BAY VIEW (40/16) Miami - DadeTax Folio No.: 11-3205-010-0025 A4. Building Use (e.g., Residential, Non - Residential, Addition, Accessory, etc.) Residential A5. Latitude/Longitude: tat 25 °51.756' Long. 80 °10.425' Horizontal Datum: A6. Attach at least 2 photographs of the building if the Certificate Is being used to obtain flood Insurance. A7. Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide a) Square footage of crawl space or enclosures) b) No. of permanent flood openings in the crawl space or enclosures) walls within 1.0 foot above adjacent grade c) Total net area of flood openings in A8.b B1. NFIP Community Name & Community Number Village of Miami Shores 120652 810 Indica the source of the Ba se Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile . FIRM ❑ Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE In Item B9: I4 NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) • B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ['Yes e No Designation Date . ❑ CBRS ❑ OPA C1. Building elevations are based on: ❑ Construction Drawings• ® Building Under Construction• ❑ Finished Construction °A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones A1-A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1 -A30, AR/AH, AR/AO. Complete Items C2.a -g below according to the building diagram specified in Item A7. Benchmark Utilized see back Vertical Datum 1929 Conversion/Comments N/A a) Top of bottom floor (including basement, crawl space, or enclosure floor) - b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment in Comments) f) Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Certifier's Name Roger J. Dietz Address 1002 NE 35'" Street Signature FEMA Form 81 -31, February 2006 ELEVATION CERTIFICATE Important: Read the instructions on pages 1-8. " SECTION A - PROPERTY INFORMATION NIA sq ft N/A WA sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B2. County Name Miami -Dade A9. For a building with an attached garage, provide: a) Square footage of attached garage .1_48 sq ft b) No. of permanent flood openings in the attached garage walls within 1.0 foot above adjacent grade WA c) Total net area of flood openings in A9.b SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) 9.26 e feet ❑ meters (Puerto Rico only) NJA. i I feet ❑ meters (Puerto Rico only) WA. ® feet ❑ meters (Puerto Rico only) 7.14 e feet ❑ meters (Puerto Rico only) WA feet ❑ meters (Puerto Rico only) License Number 4611 Title Professional Surveyor and Mapper Company Name Dietz & Dietz Land Surveyors, Inc. City Oakland Park State FL ZIP Code 33334 Date 10 -21 -08 Telephone 954-327 -0988 See reverse side for continuation. B3. State Check the measurement used. 8.7 feet ❑ meters (Puerto Rico only) 6.5 ® feet ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the Information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement maybe punishable by fine or Imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. OMB No. 1660 -0008 Expires February 28.2009 NAD 1927 ❑ NAD 1983 sq in Replaces all previous editions B4. Map/Panel Number 12025C0093 B5. Suffix - '' J B6. FIRM Index Date 3/2/94 B7. FIRM Panel Effective/Revised Date 7/17/95 B8. Flood Zone(s) AE B9. Base Flood Elevation(s) (Zone AO, use base flood depth) 8' U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program Al. Building Owner's Name Edward and Jacqueline O'Donnell A2. Building Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. 1215 NE 94 Street City Miami Shores State FL ZIP Code 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 3, MIAMI SHORES BAY VIEW (40/16) Miami - DadeTax Folio No.: 11-3205-010-0025 A4. Building Use (e.g., Residential, Non - Residential, Addition, Accessory, etc.) Residential A5. Latitude/Longitude: tat 25 °51.756' Long. 80 °10.425' Horizontal Datum: A6. Attach at least 2 photographs of the building if the Certificate Is being used to obtain flood Insurance. A7. Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide a) Square footage of crawl space or enclosures) b) No. of permanent flood openings in the crawl space or enclosures) walls within 1.0 foot above adjacent grade c) Total net area of flood openings in A8.b B1. NFIP Community Name & Community Number Village of Miami Shores 120652 810 Indica the source of the Ba se Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile . FIRM ❑ Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE In Item B9: I4 NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) • B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ['Yes e No Designation Date . ❑ CBRS ❑ OPA C1. Building elevations are based on: ❑ Construction Drawings• ® Building Under Construction• ❑ Finished Construction °A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones A1-A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1 -A30, AR/AH, AR/AO. Complete Items C2.a -g below according to the building diagram specified in Item A7. Benchmark Utilized see back Vertical Datum 1929 Conversion/Comments N/A a) Top of bottom floor (including basement, crawl space, or enclosure floor) - b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment in Comments) f) Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Certifier's Name Roger J. Dietz Address 1002 NE 35'" Street Signature FEMA Form 81 -31, February 2006 ELEVATION CERTIFICATE Important: Read the instructions on pages 1-8. " SECTION A - PROPERTY INFORMATION NIA sq ft N/A WA sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B2. County Name Miami -Dade A9. For a building with an attached garage, provide: a) Square footage of attached garage .1_48 sq ft b) No. of permanent flood openings in the attached garage walls within 1.0 foot above adjacent grade WA c) Total net area of flood openings in A9.b SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) 9.26 e feet ❑ meters (Puerto Rico only) NJA. i I feet ❑ meters (Puerto Rico only) WA. ® feet ❑ meters (Puerto Rico only) 7.14 e feet ❑ meters (Puerto Rico only) WA feet ❑ meters (Puerto Rico only) License Number 4611 Title Professional Surveyor and Mapper Company Name Dietz & Dietz Land Surveyors, Inc. City Oakland Park State FL ZIP Code 33334 Date 10 -21 -08 Telephone 954-327 -0988 See reverse side for continuation. B3. State Check the measurement used. 8.7 feet ❑ meters (Puerto Rico only) 6.5 ® feet ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the Information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement maybe punishable by fine or Imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. OMB No. 1660 -0008 Expires February 28.2009 NAD 1927 ❑ NAD 1983 sq in Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1215 NE 94 Street City Miami Shores State FL ZIP Code 33138 Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments 1) Benchmark: Miami -Dade County Survey Section #N-62; elevation +8.65' National Geodetic Vertical Datum 1929. 2) Not valid without seal and original signature in blue ink. Signature SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1 -E5. If the Certificate is intended to support a LOMA or LOMR -F request, complete Sections A, B, and C. For Items E1 -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b In the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building Is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-Issued or community- issued BFE) or Zone AO must sign here. The statements In Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address Signature Comments ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA- issued or community- issued BFE) or Zone AO. G3. ❑ The following information (Items G4.-G9.) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance /Occupancy Issued G7. This permit has been issued for ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Offic'aI's Name Community Name SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Date 10 - 21 - 08 SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION City Tide Telephone Signs, re Com ,..n FEMA Form 81 -31, February 2006 Date Telephone Date State ZIP Code S{� sotef COXJLS Check here if attachments fl Check Mere if attachments Ikept all j revidus editions F THIS INSTRUMENT PREPARED BY: Merrill Lynch Credit Corporation 5201 Gate Parkway Jacksonville, FL 32256 RECORD AND RETURN TO: Mortgage Services 3000 Leadenhall Road Mt. Laurel, NJ 08054 Mail Stop - DC 7102436073 Permit No Tax Folio No. 11- 3205 -010 -0025 STATE OF FLORIDA COUNTY OF MIAMI-DADE THE UNDERSIGNED hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of real property: See attached Exhibit A for a legal description. Street Address: 1215 NORTHEAST 94TH STREET MIAMI SHORES, FL 33138 2. General description of improvements: Construction of a single family residence. 3. Owner information: a. Name and address: NOTICE OF COMMENCEMENT Notice of Commencement - FL -1•- 07010201 (08.08.08)sh 11111111111111111 1111111111111111111111111111 Edward J O'Donnell IV 1215 NORTHEAST 94TH STREET MIAMI SHORES, FL 33138 :FN 2008R0720129 OR 8k 26551 Pss 3579 - 3582; (4ass) RECORDED 09/04/2008 10 :51 :51 HARVEY RUVIN CLERK OF COURT MIAMI-DADE COUNTY? FLORIDA b. Owner's interest in property: Fee Simple c. Name and address of fee simple title holder (if other than Owner): 4. Contractor: a. Name and Address: W R Darer Construction Inc 816 SE 9th St FORT LAUDERDALE, FL 33316 b. Telephone Number. 5. Surety on any payment bond: a. Name and address: b. Amount of bond: c. Telephone Number. 6. Lender: Merrill Lynch Credit Corporation 5201 Gate Parkway Jacksonville, FL 32256 3055861856 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes: a. Name and Address: b. Telephone Number. 8. In addition to himself, Owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes: a. Name and Address: b. Telephone Number 9. Expiration date of notice of commencement (the expiration date is one (1) year from the date of recording unless a different date is specified): 09/01/2009 Notice of Commencement - FL -2- 07010202 (08.08.08) sh (OWNER'S NAME AND SIGNATURE) Edward J O 'Donnell IV deKL 4tAre • cqueline O'Donnell Notice of Commencement - FL -3- 07010203 (08.08.08)sh 04.t::a40 THOMAS G. LEE MY COMMSSION # DD 692382 m . EXPIRES: July 49, 2011 $oR a��44 DM Btdget Notary 8®rvh�s and Jacqueline O'Donnell Sworn to and subscribed before me by Edward J. O'Donnell IV who is/are personally known to me or produced drivers licence identification, this 29th day of August 2008 , ame Notary Public, State of Florida Commission No My Commission Expires- Lot 3, MIAMI SHORES BAY VIEW, according to the Plat thereof, recorded in Plat Book 40, Page 16, of the Public Records of Miami -Dade County, Florida. Parcel Identification Number: 11- 3205- 010 -0025 File Number. 08 -6899 STATE OF FLORIDA, COumy OF DADE I HEREBY CERTIFY the this tom copy of Me ,,, final 7 this , ee on WIVE m bend and A D ZO r y �1. HARVEY IN CLERK, of ChM' Courts Exhibit A D.0 OR Bk 26551 PG 3582 LAST PAGE DoubleTime® PRO) MAIL TO: 9245 S.W. 44 ST. MIAMI, FL 33165 J3 4r c MAP OF BOUNDARY SURVEY FOR: CER 1iF1ED TO: EDWARD AND JACQUELINE O'DONNELL PROPERTY ADDRESS: 12XX N.E. 94 STREET MIAMI SHORES, FLORIDA 33138 EASEMENTS: THE RECORD PLAT CNLARLBS W. CA JUN ® „ 43 J a, @s• DATE OF FIELD SURVEY: DECEMBER 1 2007 ACCURACY: THE EXPECTED USE OF THE LAND: AS CLASSIFIED IN THE MINIMUM TECHNICAL STANDARDS (61G17 -6 FAC). IS "SINGLE FAMILY RESIDENTIAL ". THE MINIMUM RELATIVE DISTANCE ACCURACY FOR. THIS TYPE OF SURVEY IS 1 FOOT IN 7500 FEET. THE ACCURACY OBTAINED BY MEASUREMENT WITH A SOKKIA THEODILI"1E AND A SOKKIA 200 FOOT STEEL TAPE AND CALCULATION OF A CLOSED GEOMETRIC FIGURE WAS FOUND TO EXCEED THIS REQUIREMENT. DATA SOURCES: THIS IS A RECERTIFICATION SURVEY OF THE JULY 15 2003 BOUNDARY SURVEY. APPROVED ZOP IN: - )EPT c 0 u NS PHONE (305) 221 -3416 FAX (305) 553 -9903 SEE THE MAP OF BOUNDARY SURVEY, LANDS DESCRIBED IN PLAT BOOK 40 AT PAGE 16 , MIAMI-DADE COUNTY, FLORIDA. THIS SURVEY REPORT AND MAP IS NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF THE FLORIDA LICENSF.T) SURVEYOR AND MAPPER. THE SIGNATURE AND SEAL CAN BE FOUND AT THE END OF THIS REPORT. THE MAP AND REPORT ARE NOT COMPLETE WITHOUT THE OTHER. LEGAL DESCRIPTION: LOT 3_, SUBDIVISION' MIAMI SHORES BAY VIEW '", ACCORDING TO THE PLAT THEREOF AS RECORDED PLAT BOOK Ao AT PAGE 16 •OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. SURVEYOR AND MAPPER IN RESPONSIBLE CHARGE: CHARLES W. CARR, LICENSE NUMBER LS 1060. STATE OF FLORIDA. SIGNED: SHEET 1 OF 2 SURVEY NUMBER:03- 07 -315A SURVEY NOTES 1. THE SURVEY HEREON REPRESENTS A PERIMETER BOUNDARY SURVEY WITH EXISTING ABOVE GROUND IMPROVEMENTS LOCATED. NO UNDERGROUND FOOTINGS WERE LOCATED UNLESS OTHERWISE SHOWN. REPORT OF BOUNDARY SURVEY LANDS DESCRIBED IN PLAT BOOK 40 AT PAGE 16 MIAMI—DADE COUNTY, FLORIDA ff 2. NO ENCROACHMENTS WERE NOTED BY THIS SURVEY UNLESS SHOWN. 3. ANY NOTORIOUS EVIDENCE OF OCCUPATION AND /OR USE OF THE DESCRIBED PARCEL FOR' RIGHTS -OF -WAY, INGRESS OR EGRESS IS SHOWN ON THIS SURVEY DRAWING. HOWEVER THIS SURVEY DOES NOT PURPORT TO REFLECT ANY RECORDED .INSTRUMENTS OR RIGHTS -OF WAY OTHER THAN SHOWN ON THE RECORDED PLAT OR STATED IN THE LEGAL DESCRIPTION AS IT APPEARS ON THIS DRAWING. THIS SUU.VEa DOES NOT CERTIFY THAT SUCH INSTRUMENTS DO EXIST AND LANDS SLIOWN 1!11 FQl�F WERE NOT ABSTRACTED FOR EASEMENTS AND /OR RIU'`HTS OF WAX OF; RECO1W • • • • •• • 4. THIS SURVEYOR DID NOT RESEARCH THE PARTICULAR SETBACIMA 11EQUIRE15 BY THE ZONING OF THE DESCRIBED PARCEL, NOR DOES THIS SURVEY t 'i1 'Y THAT M ANY OF THE IMPROVEMENTS SHOWN ARE IN COMPLIANCE WITH THESE Zdf4MG REGU MIONS. •••• 5. THE NORTH ARROW AND BEARINGS AS SHOWN ARE DERIVED PROMIHE AS'3[?1?1ED MERIDIAN ON THE RECORDED PLAT; THE LEGAL DESCRIPTION THEIpeT IF SAID • D E S C R I P T I O N IS A METES A N D BOUNDS A N D / O R A F R A C T I O N A L D E S C R I P T I O N I•• • BEARINGS ARE DERIVED FROM COUNTY SECTION MAPS AND THE BASE ES ARE) • • • SHOWN ON THE LOCATION SKETCH. •• • •• • • • • •• • 6. THE FLORIDA INSURANCE RATE MAP PANEL 0093 i DATED 7 -17 -95 . INDEX DATE 3- 2- 94COMMUNITY No. 120552 NATIONAL FLOOD INSURANCE PROGRAM DELINEATES THE HEREIN DESCRIBED LAND TO BE WITHIN ZONE AE , F.LF.VATION 8 FEET. THIS IS A FLOOD HAZARD ZONE. 7. ELEVATIONS ARE BASED UPON NATIONAL GEODETIC VERTICAL DATUM AND BENCH MARKS ARE CITY, COUNTY, STATE OR GEODETIC VERTICAL REFERENCE MONUMENTS. 8. THIS IS A LAND SURVEY AND WAS PREPARED IN ACCORDANCE WITH FLORIDA STATUTE 472 AND THIS SURVEY COMPLIES WITH THE MINIMUM TECHNICAL STANDARDS ADOPTED BY THE FLORIDA STATE BOARD OF PROFESSIONAL LAND SURVEYORS PURSUANT TO CHAPTER61G17 -6 FLORIDA ADMINISTRATIVE CODE AND MEETS THE REQUIREMENTS OF THE FLORIDA LAND TITLE ASSOCIATION. • • • • • • • • • • •• • • .9: zz 1 ti /// .7 ' 5 z 7 ., 3 .. ., 5 4 75 7 r t O - 1 .Sa, -- .ARC LENGT R - RADIUS -- T.ANGEN. C •- CHORE - DELTA(CEN'TR•iL ANGLE MLA' - MEASURED CAL: - CALCULATED FCF -- PERMANENT CONTROL POG� ;; PRi1 -• PER\LANENT REFERENT \IO': UMENi PC - POINT OF CURVE R ii' -- RIGHT OF iiA: BM -- BENCH MARK END 1t- -- FOUND IRON PIFE CLR - CLEAR C L F -- CHAIN LINK FENCE TYP - TYPICAL (FOR SEVERAL. ' A •• NOT APPLICABLE P.O.B -• POINT OF BEGINNING F O C - -POINT OF COMMENCEMENT C 1i - CONCRETE MONUMENT SAN SWR - SANITARY SEWER ti'11 .• WATER WT -• WOOD FENCE LEGEND ti SYMBOLS BM - BE`:C-'r. MART: PWR TRAM - Pn\IERTRANSFORMER R'`• - WATEP, VALVE - _ iiATER METER P .'. -- POWER S TELEPHONE LINES >II: - MANHOLE LID CI - CATCH BASIN CC - CLEAN-Oil: COVER CETF.LINE CE - CONCRETE BLOCK STRUCTURE' CLP - CONCRETE LITE POLE CONC -- CONCRETE FPL -- FLORIDA POWER & LIGHT EL - ELEVATION BASED ON 1F ?o NG\T• END IF. -• FOUND IRON ROD ENCRO - ENCROACHMEN. WMI -- WIRE MESH FENCE Df i - DRILL HOLE - NAIL & DISC CTS MON - COUNTY MONUMEN1 PKG SP - PARKING SPACE HYD - FIRE HYDRANT H C PKG - HANDICAP PARKING F - ',MUTE EASEMENT CHARLES W CA P RO SSZON , 1 LAND SURVE' ®RS & INEAPPERS MAIL TO: PHONE (305) 221-3416 9245 S.W. 44 St. FAX ( 305) 553 -9903 MIAMI. FLORIDA 33165 N LOCATED IN: VILLAGE OF MIAMI SHORE. MIAMI -DADE COUNTY. FLORIDA . w - .57'" N LOCATION SKETCH LOT DETAILS SCALE: 1 INCH = 100 FEET SCALE: 1 INCH = 20 FEET E ti SEE THE REPORT OF BOUNDARY SURVEY. LANDS DESCRIBED IN PLAT BOOK 1! AT PAGE 16 . MIAMI-DADE COUNTY. FLORIDA. THIS SURVEY MAP IS NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF THE FLORIDA LICENSED SURVEYOR AND MAPPER. THE SIGNATURE AND SEAL CAN BE FOUND AT THE END OF REPORT. THE MAP AND REPORT ARE NOT COMPLt.1 t. WITHOUT THE OTHER. W4 Tex MG7N /2 ,c I. V¢ Ty • s�- _ .5. EL ^ ' , 2a .9f/WAZ7 A • SHEET 2 OF 2 • • • • • •• • • •••• • • •••• • • .. • .. • • • • • . . •• • • • • • • . •• • • • •••• • • .... •••• •••• • •••• •• • ... •• • •• • •• .. • • • ■ . • • •• • ... • • ••• • • • • ••• • FORM 600A -2004R FLORIDA ENERGY EFFICiENC' CODE Project Name: Address: City, State: Owner: Climate Zone: 2. 3. 4. 5. 6. 7. a. b. c. 9. a. b. c . d. e. 10. a. b. New construction or existing Single family or multi - family Number of units, if multi - family Number of Bedrooms Is this a worst case? (or Clear or Tint DEFAULT) Floor types Slab -On -Grade Edge Insulation Raised Concrete N/A Wall types Concrete, Int lnsul, Exterior Frame, Steel, Adjacent N/A N/A N/A Ceiling types Under Attic N/A FOR BUIL? Flor Residential O "Donnell Residence 1215 N.E. 94th. Str Miami Shores, Fl Mr. & Mrs. O'Donnell South c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Garage b. Sup: Unc. Ret: Unc. AH(Sealed):Interior New Single family 1 4 No Conditioned floor area (ft 3414 ft Glass type' and area: (Label read. by 13- 104.4.5 if not default) a. U- factor. Description Area (or Single or Double DEFAULT) 7a(Sngle Default) 846.0 ft b. SHGC: 7b. (SHGC 846.0 ft R).0, 207.0(p) ft R =11.0, 220.Of1 R=4.1, 2926.2 ft R =11.0, 196.0 ft _ R=30.0, 1821.0 ft Sup. R '6 .0,175.0 ft Sup. R= 6.0,147.0 ft Glass /Floor Area: 0.25 Total as -built points: 40081 Total base points: 40829 I hereby certify that the plans and specifications covered by this calculation are in complia with the Fl • • a nergy Code. PREPARED BY: DATE: I hereby certify that this building, as desi with the Florida Energy Code. OWNER/AGENT: DATE: ed, is in compliance • • ••• • 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2 &4. EnergyGauge® (Version: FLRCPB v4.5.2) • • • : ; •• F�lergYGauge® 4.5.2 • NsT R1 c �►�rr. . nt •Tl omm la f alri : :. • : • US N Performance Mithod A •' ':' u 4 2008 Builder: . Perjni tk g bffic @: ; ; • Mien Shores Roll quilt:ad . ; ': Jurisdiction Number" 232500 01 SO - - aQ ft , 12. Cooling systems a. Central Unit b. Central Unit c. N/A 13. Heating systems a. Electric Strip Cap: 34.4 kBtu/hr _ COP: 1.00 b. Electric Strip Cap: 34.4 kBtu/hr _ COP: 1.00 c. N/A 14. Hot water systems a. Electric Resistance Cap: 80.0 gallons _ EF: 0.93 b. N/A c. Conservation credits (HR -Heat recovery, Solar DHP- Dedicated heat pump) 15. HVAC credits (CF- Ceiling fan, BF-Whole house PT- Programmab MZ- C- Multizond MZ- H- Multizon Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIA DATE: Cap: 39.9 kBtu/hr SEER 15.25 _ Cap: 39.9 kBtu/hr _ SEER: 15.25 suali � .wNcE VAINice. IFEDERAL STATE AND COUNTY RULES AND REGUIATIONS BASE •' A BU g:1'••• ••' GLASS TYPES .18 X Conditioned X BSPM = Points Floor Area Overhang Type /SC Ornt Len Hgt Area X SPM X SOF = Points .18 3414.0 30.53 18761.0 1.Single, SHGC =0.5 N 8.0 5.0 8.0 20.27 0.66 106.0 2.Single, SHGC =0.5 N 2.0 6.0 30.0 20.27 0.90 549.0 3.Single, SHGC =0.5 N 8.0 2.0 20.0 20.27 0.61 245.0 4.Single, SHGC =0.5 N 8.0 9.5 150.0 20.27 0.74 2264.0 5.Single, SHGC =0.5 N 0.0 0.0 30.0 20.27 1.00 608.0 6.Single, SHGC =0.5 E 33.0 2.0 5.0 48.50 0.36 87.0 7.Single, SHGC =0.5 E 33.0 9.5 37.5 48.50 0.36 657.0 8.Single, SHGC =0.5 E 0.0 0.0 5.0 48.50 1.00 242.0 9.Single, SHGC =0.5 E 0.0 0.0 37.5 48.50 1.00 1818.0 10.Single, SHGC =0.5 E 16.0 6.0 15.0 48.50 0.37 265.0 11.Single, SHGC =0.5 E 0.0 0.0 3.0 48.50 1.00 145.0 12.Single, SHGC =0.5 E 0.0 0.0 22.5 48.50 1.00 1091.0 13.Single, SHGC =0.5 E 0.0 0.0 45.0 48.50 1.00 2182.0 14.Single, SHGC =0.5 E 2.0 6.0 30.0 48.50 0.86 1246.0 15.Single, SHGC =0.5 E 33.0 9.5 37.5 48.50 0.36 657.0 16.Single, SHGC =0.5 S 8.0 8.0 14.0 40.62 0.52 296.0 17.Single, SHGC =0.5 S 8.0 9.5 22.5 40.62 0.55 499.0 18.Single, SHGC =0.5 S 16.0 2.0 10.0 40.62 0.43 173.0 19.Single, SHGC =0.5 S 16.0 9.5 75.0 40.62 0.46 1395.0 20.Single, SHGC =0.5 S 18.0 9.5 75.0 40.62 0.45 1372.0 21.Single, SHGC =0.5 S 2.0 6.0 30.0 40.62 0.79 968.0 22.Single, SHGC =0.5 W 0.0 0.0 30.0 42.98 1.00 1289.0 23.Single, SHGC =0.5 W 0.0 0.0 30.0 42.98 1.00 1289.0 24.Single, SHGC =0.5 W 2.0 4.0 6.0 42.98 0.75 193.0 25.Single, SHGC =0.5 W 2.0 6.0 40.0 42.98 0.86 1476.0 26.Single, SHGC =0.5 N 10.0 9.5 37.5 20.27 0.71 541.0 As -Built Total: 846.0 21653.0 WALL TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Adjacent 196.0 1.00 196.0 1. Concrete, Int Instil, Exterior 4.1 2926.2 2.32 6774.2 Exterior 2926.2 2.70 7900.7 2. Frame, Steel, Adjacent 11.0 196.0 1.60 313.6 Base Total: 3122.2 8096.7 As -Built Total: 3122.2 7087.8 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 24.0 2.60 62.4 1.Adjacent Wood 24.0 3.80 91.2 Exterior 0.0 0.00 0.0 Base Total: 24.0 62.4 As -Built Total: 24.0 91.2 FORM 600A -2004R • ••• • • • Gauge® 4.5.2 • SUMMER CALCULATIONS • ' ' "' Residential Whole Building Performarice:M,e • Igd A :Details • • • • • • • • • • • • • ▪ • ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, EnergyGauge® DCA Form 600A -2004R EnergyGauge®/FIaRES'2004R FLRCPB v4.5.2 PERMIT #: • :•: • • :•• :•• •. • • • • • • • • •• • FORM 600A -2004R Residential Whole Building Performac'ee :Methood A ; •petails ••• • I ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, • • ... V.% : :. et tGauge® 4.5.2 ▪ • •.. . i f SUMMER CALCULAION'S • • T ' .. • • • .l. PERMIT #: • • • • •.: • •• • • l. .. •.. • EnergyGaugeTm DCA Form 600A -2004R EnergyGauge®/FIaRES'2004R FLRCPB v4.5.2 BASE ••'as iL=c :....: CEILING TYPES Area X BSPM = Points Type R -Value Area X SPM X SCM = Points Under Attic Base Total: 1821.0 1821.0 2.80 5098.8 5098.8 1. Under Attic 30.0 1821.0 2.77 X 1.00 As - Built Total: 1821.0 5044.2 5044.2 FLOOR TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Slab Raised Base Total: 207.0(p) 220.0 -20.0 - 4140.0 -2.16 -475.2 - 4615.2 1. Slab -On -Grade Edge Insulation 0.0 207.0(p -20.00 2. Raised Concrete 11.0 220.0 -0.50 As -Built Total: 427.0 - 4140.0 -110.0 - 4250.0 INFILTRATION Area X BSPM = Points Area X SPM = Points 3414.0 18.79 64149.1 3414.0 18.79 64149.1 Summer Base Points: 91552.8 Summer As -Built Points: 93775.2 Total Summer X System Points Multiplier = Cooling Points Total X Cap X Duct X System X Credit = Component Ratio Multiplier Multiplier Multiplier (System - Points) (DM x DSM x AHU) Cooling Points 91552.8 0.3250 29754.7 (sys 1: Central Unit 39900btuh ,SEER/EFF(15.3) Ducts: Unc(S),Unc(R),Gar(AH),R6.0(INS) 93775 0.50 (1.07 x 1.165 x 1.00) 0.224 0.902 (sys 2: Central Unit 39900btuh ,SEER/EFF(15.3) Ducts: Unc(S),Unc(R),Int(AH),R6.0(INS) 93775 0.50 (1.07 x 1.165 x 0.85) 0.224 0.902 93775.2 1.00 1.167 0.224 0.902 11828.1 10113.0 22090.3 FORM 600A -2004R Residential Whole Building Performac'ee :Methood A ; •petails ••• • I ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, • • ... V.% : :. et tGauge® 4.5.2 ▪ • •.. . i f SUMMER CALCULAION'S • • T ' .. • • • .l. PERMIT #: • • • • •.: • •• • • l. .. •.. • EnergyGaugeTm DCA Form 600A -2004R EnergyGauge®/FIaRES'2004R FLRCPB v4.5.2 BASE • ASzgIJI I 1 L. • GLASS TYPES .18 X Conditioned X BWPM = Points Floor Area Overhang Type /SC Omt Len Hgt Area X WPM X WOF = Point .18 3414.0 3.60 2212.0 1.Single, SHGC =0.5 N 8.0 5.0 8.0 6.21 0.96 47.0 2.Single, SHGC =0.5 N 2.0 6.0 30.0 6.21 0.99 184.0 3.Single, SHGC =0.5 N 8.0 2.0 20.0 6.21 0.95 117.0 4.Single, SHGC =0.5 N 8.0 9.5 150.0 6.21 0.97 903.0 5.Single, SHGC =0.5 N 0.0 0.0 30.0 6.21 1.00 186.0 6.Single, SHGC =0.5 E 33.0 2.0 5.0 5.42 1.29 34.0 7.Single, SHGC =0.5 E 33.0 9.5 37.5 5.42 1.29 262.0 8.Single, SHGC =0.5 E 0.0 0.0 5.0 5.42 1.00 27.0 9.Single, SHGC =0.5 E 0.0 0.0 37.5 5.42 1.00 203.0 10.Single, SHGC =0.5 E 16.0 6.0 15.0 5.42 1.28 104.0 11.Single, SHGC =0.5 E 0.0 0.0 3.0 5.42 1.00 16.0 12.Single, SHGC =0.5 E 0.0 0.0 22.5 5.42 1.00 121.0 13.Single, SHGC =0.5 E 0.0 0.0 45.0 5.42 1.00 243.0 14.Single, SHGC =0.5 E 2.0 6.0 30.0 5.42 1.03 167.0 15.Single, SHGC =0.5 E 33.0 9.5 37.5 5.42 1.29 262.0 16.Single, SHGC =0.5 S 8.0 8.0 14.0 5.17 1.33 96.0 17.Single, SHGC =0.5 S 8.0 9.5 22.5 5.17 1.29 150.0 18.Single, SHGC =0.5 S 16.0 2.0 10.0 5.17 1.44 74.0 19.Single, SHGC =0.5 S 16.0 9.5 75.0 5.17 1.42 551.0 20.Single, SHGC =0.5 S 18.0 9.5 75.0 5.17 1.43 554.0 21.Single, SHGC =0.5 S 2.0 6.0 30.0 5.17 1.05 162.0 22.Single, SHGC =0.5 W 0.0 0.0 30.0 5.84 1.00 175.0 23.Single, SHGC =0.5 W 0.0 0.0 30.0 5.84 1.00 175.0 24.Single, SHGC =0.5 W 2.0 4.0 6.0 5.84 1.01 35.0 25.Single, SHGC =0.5 W 2.0 6.0 40.0 5.84 1.00 233.0 26.Single, SHGC =0.5 N 10.0 9.5 37.5 6.21 0.97 224.0 As -Built Total: 846.0 5305.0 WALL TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Adjacent 196.0 0.50 98.0 1. Concrete, Int Insul, Exterior 4.1 2926.2 1.03 3028.6 Exterior 2926.2 0.60 1755.7 2. Frame, Steel, Adjacent 11.0 196.0 0.80 156.8 Base Total: 3122.2 1853.7 As -Built Total: 3122.2 3185.4 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 24.0 1.30 31.2 1.Adjacent Wood 24.0 1.90 45.6 Exterior 0.0 0.00 0.0 Base Total: 24.0 31.2 As -Built Total: 24.0 45.6+ • • ..• • : : :•EleirlIGauge ®4.5.2 WINTER CALCULATIONS' ' ' ' Residential Whole Building Performance J pthod A 42etails • . • • • • •• • • • • . ••: • • • . • • • • • • • FORM 600A -2004R I ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, EnergyGauge® DCA Form 600A -2004R EnergyGauge® /FIaRES'2004R FLRCPB v4.5.2 PERMIT #: • • • •. .• • .0061 • • • •• • • • • • FORM 600A -2004R I ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, • • • • • • • ; •Eart yGau ®4.5.2 • • • WINTER CALCULATIONS' ' ' ' •:. Residential Whole Building Performan4e•I 1pthod A ; 429/ails • •• • • • • • • • • • • • • • • . • • • • • • EnergyGaugeTM' DCA Form 600A -2004R EnergyGauge®/FIaRES'2004R FLRCPB v4.5.2 PERMIT #: • •• : : ••• :•• • • •• • •• i BASE • " A E rJI�T :.... • CEILING TYPES Area X BWPM = Points Type R -Value Area X WPM X WCM = Points Under Attic Base Total: 1821.0 0.10 1821.0 182.1 182.1 1. Under Attic 30.0 1821.0 0.10 X 1.00 As - Built Total: 1821.0 182.1 182.1 FLOOR TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Slab Raised Base Total: 207.0(p) -2.1 220.0 -0.28 -434.7 -61.6 -496.3 1. Slab -On -Grade Edge Insulation 0.0 207.0(p -2.10 2. Raised Concrete 11.0 220.0 0.00 As -Built Total: 427.0 -434.7 0.0 -434.7 INFILTRATION Area X BWPM = Points Area X WPM = Points 3414.0 -0.06 - 204.8 3414.0 -0.06 -204.8 Winter Base Points: 3577.9 Winter As -Built Points: 8078.6 Total Winter X Points System = Heating Multiplier Points Total X Cap X Duct X System X Credit = Component Ratio Multiplier Multiplier Multiplier (System - Points) (DM x DSM x AHU) Heating Points 3577.9 0.5540 1982.1 (sys 1: Electric Strip 34400 btuh ,EFF(1.0) Ducts :Unc(S),Unc(R),Gar(AH),R6.0 8078.6 0.500 (1.099 x 1.137 x 1.00)1.000 0.950 4795.0 (sys 2: Electric Strip 34400 btuh ,EFF(1.0) Ducts :Unc(S),Unc(R),Int(AH),R6.0 8078.6 0.500 (1.099 x 1.137 x 0.86)1.000 0.950 4145.3 8078.6 1.00 1.172 1.000 0.950 8996.7 FORM 600A -2004R I ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, • • • • • • • ; •Eart yGau ®4.5.2 • • • WINTER CALCULATIONS' ' ' ' •:. Residential Whole Building Performan4e•I 1pthod A ; 429/ails • •• • • • • • • • • • • • • • • . • • • • • • EnergyGaugeTM' DCA Form 600A -2004R EnergyGauge®/FIaRES'2004R FLRCPB v4.5.2 PERMIT #: • •• : : ••• :•• • • •• • •• i BASE • CODE COMPLIANCE STATUS ••AWIEWII : ,. ,,: WATER HEATING Number of X M Multiplier = = T BASE Tank EF N Number of X Tank X Multiplier X Credit = Total 4 2 2273.00 9 AS -BUILT 80.0 0.93 4 4 1.00 2248.56 1.00 8994.2 Cooling Points + Heating + Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water Points Points = Total Points 29755 1982 9092 40829' 22090 8997 8994 40081 BASE • ••AWIEWII : ,. ,,: WATER HEATING Number of X M Multiplier = = T Total T Tank EF N Number of X Tank X Multiplier X Credit = Total 4 2 2273.00 9 9092.0 8 80.0 0.93 4 4 1.00 2248.56 1.00 8994.2 • ••• :•.*: • • • • . :.Emu/Gauge® 4.5.2 .... WATER HEATING & CODE COMPLEA I 'ag STATUS Residential Whole Building Performar e•Metrtod A ; De ±ails .. . •. • FORM 600A -2004R I ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, PASS EnergyGaugem DCA Form 600A -2004R EnergyGauge®/FIaRES'2004R FLRCPB v4.5.2 PERMIT •.• • • . • •• ••• .. •• • COMPONENTS SECTION - • - •• ; REQUIREMENTS FOR EACH PRACTICE. • : : • • • CH Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/sq.ft. window area; .5 cfm/sq.ft. door area • '' • • • • Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows /doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. / ri Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor, around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated With < 2.0 cfm from conditioned space, tested. Z Multi -story Houses 606.1 ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Ceilings -Min. R -19. Common walls -Frame R -11 or CBS R -3 both sides. Common ceiling & floors R -11. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. ✓ COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1 ABC.3.2. Switch or clearly marked cir breaker (electric) or cutoff (gas) must be provided. External or built-in heat trap required. ✓ Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non - commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78 %. �� / Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. ,/ Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. ✓ Insulation 604.1, 602.1 Ceilings -Min. R -19. Common walls -Frame R -11 or CBS R -3 both sides. Common ceiling & floors R -11. FORM 600A -2004R •.•: •• • . • :•.•: • • . •Era4rg Gauge®4.5.2 • :•:: • • • Code Compliance Check�'�t •�• Residential Whole Building Performardp,•IyletM A - Details : _ • • • • • :•• • • • '•• • • I ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, 6A -21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST EnergyGaugei• DCA Form 600A -2004R EnergyGauge®/FIaRES'2004R FLRCPB v4.5.2 PERMIT • •• • • ,•, .• ••• •• •_ ••• • • . • • 6A -22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) • Mr. & Mrs. O'Donnell 1215 N.E. 94th. Street Miami Shores, Fl • • ••• • • • ••• : • : • • Summary Energy Code Resu : ••• rY JY Residential Whole Building Perfor atZe Mod A• ••• • •• • ; • • ••• • • : ••• • • : •• •• Project Title: C duly O "Donnell Residence •• • • Professional Version •• ••: • • • :•• :•Cli e. South • • • 1 • • • • • • •• • ••••• ::4451E008 PASS e- Ratio: 0.98 EnergyGauge®(Version: FLRCPB v4.5) Building Loads Base As -Built Summer: Winter: Hot Water: Total: 91553 points 3578 points 8365 points 103495 points Summer: Winter: Hot Water: Total: 93775 points 8079 points 8365 points 110218 points Mr. & Mrs. O'Donnell 1215 N.E. 94th. Street Miami Shores, Fl • • ••• • • • ••• : • : • • Summary Energy Code Resu : ••• rY JY Residential Whole Building Perfor atZe Mod A• ••• • •• • ; • • ••• • • : ••• • • : •• •• Project Title: C duly O "Donnell Residence •• • • Professional Version •• ••: • • • :•• :•Cli e. South • • • 1 • • • • • • •• • ••••• ::4451E008 PASS e- Ratio: 0.98 EnergyGauge®(Version: FLRCPB v4.5) Energy Use Base As -Built Cooling: Heating: Hot Water: Total: 29755 points 1982 points 9092 points 40829 points Cooling: Heating: Hot Water: Total: 22090 points 8997 points 8994 points 40081 points Mr. & Mrs. O'Donnell 1215 N.E. 94th. Street Miami Shores, Fl • • ••• • • • ••• : • : • • Summary Energy Code Resu : ••• rY JY Residential Whole Building Perfor atZe Mod A• ••• • •• • ; • • ••• • • : ••• • • : •• •• Project Title: C duly O "Donnell Residence •• • • Professional Version •• ••: • • • :•• :•Cli e. South • • • 1 • • • • • • •• • ••••• ::4451E008 PASS e- Ratio: 0.98 EnergyGauge®(Version: FLRCPB v4.5) ENERGY PERFORMANCE LE'�t� (EPL) DISPLAY CAS:; . ESTIMATED ENERGY PERFORMANCE SC ®RE ; = $7.7 The higher the score, the more efficient theJlgliti : : • • • • •• • Mr. & Mrs. O'Donnell, 1215 N.E. 94th. Street, Miami Shores, FI, I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed- based on installed Code compliant features. Builder Signature: Date: •• • • • •• 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi- family Single family _ a. Central Unit Cap: 39.9 kBtu/hr _ 3. Number of units, if multi - family 1 _ SEER 15.25 _ 4. Number of Bedrooms 4 _ b. Central Unit Cap: 39.9 kBtu/hr _ 5. Is this a worst case? No _ SEER 15.25 _ 6. Conditioned floor area (ft 3414 ft _ c. N/A _ 7. Glass type' and area: (Label regd. by 13- 104.4.5 if not default) _ a. U- factor. Description Area 13. Heating systems (or Single or Double DEFAULT) 7a(Sngle Default) 846.0 ft _ a. Electric Strip Cap: 34.4 kBtu/hr _ b. SHGC: COP: 1.00 _ (or Clear or Tint DEFAULT) 7b. (SHGC =0.5) 846.0 ft _ b. Electric Strip Cap: 34.4 kBtu/hr _ 8. Floor types COP: 1.00 a. Slab -On -Grade Edge Insulation R=0.0, 207.0(p) ft _ c. N/A _ b. Raised Concrete R =11.0, 220.011 c. N/A _ 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 80.0 gallons _ a. Concrete, Int Insul, Exterior R.1, 2926.2 ft _ b. Frame, Steel, Adjacent R=11.0, 196.0 ft _' b. N/A c. N/A _ d. N/A _ c. Conservation credits e. N/A _ (HR -Heat recovery, Solar 10. Ceiling types DHP- Dedicated heat pump) a. Under Attic R=30.0, 1821.0 11 _ 15. HVAC credits PT, CF, _ b. N/A (CF- Ceiling fan, CV -Cross ventilation, c. N/A _ BF-Whole house fan, 11. Ducts PT- Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH(Sealed):Garage Sup. R=6.0, 175.0 ft _ MZ- C- Multizone cooling, b. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 147.0 ft _ MZ- H- Multizone heating) Address of New Home: City/FL Zip: *NOTE: The home's estimated energy performance score is only available through the FLA/RES computer.program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStar''designation), your home may qualm for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638 -1492 or see the Energy Gauge web site at www.fsec. ucf. edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 850/487 -1824. 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass o ut on ages 2&4. EnergyGauge® (Version: F v4.5.2) EF: 0.93 ( Residers a l -h � a e nm e • • • :W. CommLlr n i s... • • • ••} JIr � If Z JJ'e Perfo rm A ance Methdd A. •., / r , Project Name: O "Donnell Res�iden 1 Address: 1215 N.E. 94th. Street City, State: Miami Shores, F4, I Owner: Mr. & Mrs. O'Dofliiiejl ` Climate Zone: South , BLljlder. Po rr>'�itivccbifio VAN Shores PePettit Nt$rlpe� •, • y Juristliction'Nufiber•.2381100 1. New construction or existing New - 2. Single family or multi - family Single family - 3. Number of units, if multi - family 1 - 4. Number of Bedrooms 4 - 5. Is this a worst case? No _ 6. Conditioned floor area (ft 3414 ft - 7. Glass type' and area: (Label reqd. by 13- 104.4.5 if not default) a. U- factor. Description Area (or Single or Double DEFAULT) 7a(Sngle Default) 846.0 ft - b. SHGC: (or Clear or Tint DEFAULT) 7b. (SHGC�.5) 846.0 ft - 8. Floor types a. Slab -On -Grade Edge Insulation R�.0, 207.0(p) ft - b. Raised Concrete R =11.0, 220.0ft - c. N/A - 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 2926.2 ft - b. Frame, Steel, Adjacent R=11.0, 196.0 ft - c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic c R=30.0, 1821.0 ft - b. N /A c. N/A _ 11. Ducts - a. Sup: Unc. Re Unc. AH(Sealed):Garage Sup. R=6.0, 175.0 ft b. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R=6.0, 147.0 ft - - 12. Cooling systems a. Central Unit Cap: 39.9 kBtu/hr - SEER: 15.25 - b. Central Unit Cap: 39.9 kBtu/hr - SEER: 15.25 _ c. N/A - - 13. Heating systems a. Electric Strip Cap: 34.4 kBtu/hr - COP: 1.00 _ b. Electric Strip Cap: 34.4 kBtu/hr - COP: 1.00 - c. N/A - - 14. Hot water systems a. Electric Resistance Cap: 80.0 gallons - EF: 0.93 _ b. N/A - - . _.._ .,, .__ _ c. Conservation credi . (HR -Heat recov- 1 ;. a l i • ' ^+ DHP- Dedicated hi -. .um. Miami Shores Village PT, �:F, 15. HVAC fan, credits C � •s.v� n,�;:Fo. t ._, BY - DAIS HF -Whole house ' PT- Programmable +• ::tea OM MZ- C- Multizone . I ,_ MZ- H- Multizone 1 f DEPT I SUBJECT TO COMPLIANCE WITH ALL FEDERAL FORM 600A -2004R •' • • • . Wr rgyGauge® 4.5.2 FLORIDA ENERGY EFFIdIEI CY CO FOR BUILDING CON ' l ( .• • .�l • e• Glass /Floor Area: 0.25 Total as -built points: 40081 Total base points: 40829 I hereby certify that the plans and specifications covered by this calculation are in compile with the FI • • a nergy PREPARED BY: Code. . DATE: O I hereby certify that this building, as desi with the Florida Energy Code. OWNER/AGENT: DATE: ed, is in compliance 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2 &4. EnergyGauge® (Version: FLRCPB v4.5.2) IAIt#NUUOU PASS Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: FORM 600A -2004R : • •: •: • • •.:.. ErrgrgyGauge® 4.5.2 • • SUMMER CALCULATN0N& : : •:• Residential Whole Building Performanc e•M hod A •: Qetails • • . . . • • • • . . . • . • ...•• • • • • ••_ • • .. •• I ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, EnergyGauge® DCA Form 600A -2004R EnergyGauge® /FIaRES'2004R FLRCPB v4.5.2 PERMIT #: • • • •• • •• •• • • - - - -- _ BASE • . ' AS-131114T: ••• „: GLASS TYPES .18 X Conditioned X BSPM = Points Floor Area Overhang Type /SC Ornt Len Hgt Area X SPM X SOF = Points .18 3414.0 30.53 18761.0 1.Single, SHGC =0.5 N 8.0 5.0 8.0 20.27 0.66 106.0 2.Single, SHGC =0.5 N 2.0 6.0 30.0 20.27 0.90 549.0 3.Single, SHGC =0.5 N 8.0 2.0 20.0 20.27 0.61 245.0 4.Single, SHGC =0.5 N 8.0 9.5 150.0 20.27 0.74 2264.0 5.Single, SHGC =0.5 N 0.0 0.0 30.0 20.27 1.00 608.0 6.Single, SHGC =0.5 E 33.0 2.0 5.0 48.50 0.36 87.0 7.Single, SHGC =0.5 E 33.0 9.5 37.5 48.50 0.36 657.0 8.Single, SHGC =0.5 E 0.0 0.0 5.0 48.50 1.00 242.0 9.Single, SHGC =0.5 E 0.0 0.0 37.5 48.50 1.00 1818.0 10.Single, SHGC =0.5 E 16.0 6.0 15.0 48.50 0.37 265.0 11.Single, SHGC =0.5 E 0.0 0.0 3.0 48.50 1.00 145.0 12.Single, SHGC =0.5 E 0.0 0.0 22.5 48.50 1.00 1091.0 13.Single, SHGC =0.5 E 0.0 0.0 45.0 48.50 1.00 2182.0 14.Single, SHGC =0.5 E 2.0 6.0 30.0 48.50 0.86 1246.0 15.Single, SHGC =0.5 E 33.0 9.5 37.5 48.50 0.36 657.0 16.Single, SHGC =0.5 S 8.0 8.0 14.0 40.62 0.52 296.0 17.Single, SHGC =0.5 S 8.0 9.5 22.5 40.62 0.55 499.0 18.Single, SHGC =0.5 S 16.0 2.0 10.0 40.62 0.43 173.0 19.Single, SHGC =0.5 S 16.0 9.5 75.0 40.62 0.46 1395.0 20.Single, SHGC =0.5 S 18.0 9.5 75.0 40.62 0.45 1372.0 21.Single, SHGC =0.5 S 2.0 6.0 30.0 40.62 0.79 968.0 22.Single, SHGC =0.5 W 0.0 0.0 30.0 42.98 1.00 1289.0 23.Single, SHGC =0.5 W 0.0 0.0 30.0 42.98 1.00 1289.0 24.Single, SHGC =0.5 W 2.0 4.0 6.0 42.98 0.75 193.0 25.Single, SHGC =0.5 W 2.0 6.0 40.0 42.98 0.86 1476.0 26.Single, SHGC =0.5 N 10.0 9.5 37.5 20.27 0.71 541.0 As -Built Total: 846.0 21653.0 WALL TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Adjacent 196.0 1.00 196.0 1. Concrete, Int Insul, Exterior 4.1 2926.2 2.32 6774.2 Exterior 2926.2 2.70 7900.7 2. Frame, Steel, Adjacent 11.0 196.0 1.60 313.6 Base Total: 3122.2 8096.7 As - Built Total: 3122.2 7087.8 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 24.0 2.60 62.4 1.Adjacent Wood 24.0 3.80 91.2 Exterior 0.0 0.00 0.0 ' Base Total: 24.0 62.4 As -Built Total: 24.0 91.2 FORM 600A -2004R : • •: •: • • •.:.. ErrgrgyGauge® 4.5.2 • • SUMMER CALCULATN0N& : : •:• Residential Whole Building Performanc e•M hod A •: Qetails • • . . . • • • • . . . • . • ...•• • • • • ••_ • • .. •• I ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, EnergyGauge® DCA Form 600A -2004R EnergyGauge® /FIaRES'2004R FLRCPB v4.5.2 PERMIT #: • • • •• • •• •• • • - - - -- _ FORM 600A -2004R SUMMER CALCULATIMS : :. •E• Residential Whole Building Performance•Ma A.- Details I ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, EnergyGauge'TM DCA Form 600A -2004R EnergyGauge® /FIaRES'2004R FLRCPB v4.5.2 :. •: •: • ••, :. •Fnq gyGauge® 4.5.2 • • • • • • • • • • • • ••• • • • . ••; :.. PERMIt #: • • • • • •• ••• •• i BASE •.• At 431J14T; CEILING TYPES Area X BSPM = Points Type R -Value Area X SPM X SCM = Points Under Attic Base Total: 1821.0 1821.0 2.80 5098.8 5098.8 1. Under Attic 30.0 1821.0 2.77 X 1.00 As -Built Total: 1821.0 5044.2 5044.2 FLOOR TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Slab Raised Base Total: 207.0(p) 220.0 -20.0 - 4140.0 -2.16 -475.2 - 4615.2 1. Slab -On -Grade Edge Insulation 0.0 207.0(p -20.00 2. Raised Concrete 11.0 220.0 -0.50 As -Built Total: 427.0 - 4140.0 -110.0 -4250.0 INFILTRATION Area X BSPM = Points Area X SPM = Points 3414.0 18.79 64149.1 3414.0 18.79 64149.1 Summer Base Points: 91552.8 Summer As -Built Points: 93775.2 Total Summer X System Points Multiplier = Cooling Points Total X Cap X Duct X System X Credit = Component Ratio Multiplier Multiplier Multiplier (System - Points) (DM x DSM x AHU) Cooling Points 91552.8 0.3250 29754.7 (sys 1: Central Unit 39900btuh ,SEER/EFF(15.3) Ducts: Unc(S),Unc(R),Gar(AH),R6.0(INS) 93775 0.50 (1.07 x 1.165 x 1.00) 0.224 0.902 11828.1 (sys 2: Central Unit 39900btuh ,SEER/EFF(15.3) Ducts: Unc(S),Unc(R),Int(AH),R6.0(INS) 93775 0.50 (1.07 x 1.165 x 0.85) 0.224 0.902 10113.0 93775.2 1.00 1.167 0.224 0.902 22090.3 FORM 600A -2004R SUMMER CALCULATIMS : :. •E• Residential Whole Building Performance•Ma A.- Details I ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, EnergyGauge'TM DCA Form 600A -2004R EnergyGauge® /FIaRES'2004R FLRCPB v4.5.2 :. •: •: • ••, :. •Fnq gyGauge® 4.5.2 • • • • • • • • • • • • ••• • • • . ••; :.. PERMIt #: • • • • • •• ••• •• i :• • : ':' • • : • . . .�rt�l�gyGauge® 4.5.2 •. • ••. WINTER CALCULAtIMI •E• Residential Whole Building PerformanQe•Mthod A• Details FORM 600A -2004R I ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, EnergyGauge® DCA Form 600A -2004R EnergyGauge® /FIaRES'2004R FLRCPB v4.5.2 • . . ••••: ••• • • • •• PERMIT #: •• • • BASE .. � u��r ;• • . : • GLASS TYPES .18 X Conditioned X BWPM = Points Floor Area Overhang Type /SC Ornt Len Hgt Area X WPM X WOF = Point .18 3414.0 3.60 2212.0 1.Single, SHGC =0.5 N 8.0 5.0 8.0 6.21 0.96 47.0 2.Single, SHGC =0.5 N 2.0 6.0 30.0 6.21 0.99 184.0 3.Single, SHGC =0.5 N 8.0 2.0 20.0 6.21 0.95 117.0 4.Single, SHGC =0.5 N 8.0 9.5 150.0 6.21 0.97 903.0 5.Single, SHGC =0.5 N 0.0 0.0 30.0 6.21 1.00 186.0 6.Single, SHGC =0.5 E 33.0 2.0 5.0 5.42 1.29 34.0 7.Single, SHGC =0.5 E 33.0 9.5 37.5 5.42 1.29 262.0 8.Single, SHGC =0.5 E 0.0 0.0 5.0 5.42 1.00 27.0 9.Single, SHGC =0.5 E 0.0 0.0 37.5 5.42 1.00 203.0 10.Single, SHGC =0.5 E 16.0 6.0 15.0 5.42 1.28 104.0 11.Single, SHGC =0.5 E 0.0 0.0 3.0 5.42 1.00 16.0 12.Single, SHGC =0.5 E 0.0 0.0 22.5 5.42 1.00 121.0 13.Single, SHGC =0.5 E 0.0 0.0 45.0 5.42 1.00 243.0 14.Single, SHGC =0.5 E 2.0 6.0 30.0 5.42 1.03 167.0 15.Single, SHGC =0.5 E 33.0 9.5 37.5 5.42 1.29 262.0 16.Single, SHGC =0.5 S 8.0 8.0 14.0 5.17 1.33 96.0 17.Single, SHGC =0.5 S 8.0 9.5 22.5 5.17 1.29 150.0 18.Single, SHGC =0.5 S 16.0 2.0 10.0 5.17 1.44 74.0 19.Single, SHGC =0.5 S 16.0 9.5 75.0 5.17 1.42 551.0 20.Single, SHGC =0.5 S 18.0 9.5 75.0 5.17 1.43 554.0 21.Single, SHGC =0.5 S 2.0 6.0 30.0 5.17 1.05 162.0 22.Single, SHGC =0.5 W 0.0 0.0 30.0 5.84 1.00 175.0 23.Single, SHGC =0.5 W 0.0 0.0 30.0 5.84 1.00 175.0 24.Single, SHGC =0.5 W 2.0 4.0 6.0 5.84 1.01 35.0 25.Singie, SHGC =0.5 W 2.0 6.0 40.0 5.84 1.00 233.0 26.Single, SHGC =0.5 N 10.0 9.5 37.5 6.21 0.97 224.0 As - Built Total: 846.0 5305.0 WALL TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Adjacent 196.0 0.50 98.0 1. Concrete, Int Insul Exterior 4.1 2926.2 1.03 3028.6 Exterior 2926.2 0.60 1755.7 2. Frame, Steel, Adjacent 11.0 196.0 0.80 156.8 Base Total: 3122.2 1853.7 As -Built Total: 3122.2 3185.4 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 24.0 1.30 31.2 1.Adjacent Wood 24.0 1.90 45.6 Exterior 0.0 0.00 0.0 Base Total: 24.0 31.2 As - Built Total: 24.0 45.6 :• • : ':' • • : • . . .�rt�l�gyGauge® 4.5.2 •. • ••. WINTER CALCULAtIMI •E• Residential Whole Building PerformanQe•Mthod A• Details FORM 600A -2004R I ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, EnergyGauge® DCA Form 600A -2004R EnergyGauge® /FIaRES'2004R FLRCPB v4.5.2 • . . ••••: ••• • • • •• PERMIT #: •• • • • • •.•. .Frl • • . . • ..••. • WINTER CALCULA'TIblid • i •E• Residential Whole Building Performanq,e•Msthpd A. Details FORM 600A -2004R I ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, EnergyGaugeN DCA Form 600A -2004R EnergyGauge® /FIaRES'2004R FLRCPB v4.5.2 ••. • • • • • • • ••; • • • • PERM) f #: • ••• • • • •• ••. •• FgyGaugee 4.5.2 BASE .. • ht14T.... CEILING TYPES Area X BWPM = Points Type R -Value Area X WPM X WCM = Points Under Attic Base Total: 1821.0 0.10 1821.0 182.1 182.1 1. Under Attic 30.0 1821.0 0.10 X 1.00 As -Built Total: 1821.0 182.1 182.1 FLOOR TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Slab Raised Base Total: 207.0(p) -2.1 220.0 -0.28 -434.7 -61.6 -496.3 1. Slab -On -Grade Edge Insulation 0.0 207.0(p -2.10 2. Raised Concrete 11.0 220.0 0.00 As -Built Total: 427.0 -434.7 0.0 -434.7 INFILTRATION Area X BWPM = Points Area X WPM = Points 3414.0 -0.06 - 204.8 3414.0 -0.06 -204.8 Winter Base Points: 3577.9 Winter As -Built Points: 8078.6 Total Winter X Points System = Heating Multiplier Points Total X Cap X Duct X System X Credit = Component Ratio Multiplier Multiplier Multiplier (System - Points) (DM x DSM x AHU) Heating Points 3577.9 0.5540 1982.1 (sys 1: Electric Strip 34400 btuh ,EFF(1.0) Ducts :Unc(S),Unc(R),Gar(AH),R6.0 8078.6 0.500 (1.099 x 1.137 x 1.00)1.000 0.950 4795.0 (sys 2: Electric Strip 34400 btuh ,EFF(1.0) Ducts :Unc(S),Unc(R),Int(AH),R6.0 8078.6 0.500 (1.099 x 1.137 x 0.86)1.000 0.950 4145.3 8078.6 1.00 1.172 1.000 0.950 8996.7 • • •.•. .Frl • • . . • ..••. • WINTER CALCULA'TIblid • i •E• Residential Whole Building Performanq,e•Msthpd A. Details FORM 600A -2004R I ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, EnergyGaugeN DCA Form 600A -2004R EnergyGauge® /FIaRES'2004R FLRCPB v4.5.2 ••. • • • • • • • ••; • • • • PERM) f #: • ••• • • • •• ••. •• FgyGaugee 4.5.2 BASE CODE COMPLIANCE STATUS • ..• AW L4T: . •• WATER HEATING Number of X Bedrooms Multiplier = BASE Tank EF Volume Number of X Tank X Multiplier X Credit = Total Bedrooms Ratio Multiplier 4 2273.00 AS -BUILT 80.0 0.93 As -Built Total: 4 1.00 2248.56 1.00 8994.2 8994.2 Cooling Points + Heating + Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water Points Points = Total Points 29755 1982 9092 40829 22090 8997 8994 40081 BASE • ..• AW L4T: . •• WATER HEATING Number of X Bedrooms Multiplier = Total Tank EF Volume Number of X Tank X Multiplier X Credit = Total Bedrooms Ratio Multiplier 4 2273.00 9092.0 80.0 0.93 As -Built Total: 4 1.00 2248.56 1.00 8994.2 8994.2 • ••• rseFgyGauge® 4.5.2 WATER HEATING & CODE COIVMPLii► Residential Whole Building PerformaoQe•M•thod A.- Details :•:•••••:•.:. • • • ••• :.. • FORM 600A -2004R I ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, PASS EnergyGauge DCA Form 600A -2004R EnergyGauge® /FIaRES'2004R FLRCPB v4.5.2 • E PERMIT #: • •• • • • .• •• . • COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTIc : • • • • • • : • • CHEC Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm /sq.ft. window area; .5 cfm/ q.!t. ddor area! tool.' • • • / ,/ Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows /doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. ✓ Floors 606.1.ABC.1.2.2 Penetrations /openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. / Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. ✓/ Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked cir breaker (electric) or cutoff (gas) must be provided. External or built -in heat trap required. / ,/ Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non - commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78 %. A/4 / Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. �/ Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. ✓/ Insulation 604.1, 602.1 Ceilings -Min. R -19. Common walls -Frame R -11 or CBS R -3 both sides. Common ceiling & floors R -11. FORM 600A -2004R •• .• • ••• • .•.:..En gyGauge® 4.5.2 • • • • • • • • • • • • • • • • • • • ••• • • Code Compliance CheckkIist: i •i• Residential Whole Building PerformaceMthcd A.- D. etails • n • •• • • e • • • • • • I ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, 6A -21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST EnergyGaugeTm DCA Form 600A -2004R EnergyGauge®/FIaRES'2004R FLRCPB v4.5.2 • 6A -22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) PtRMIt #: • • • •. ••• • • Mr. & Mrs. O'Donnell 1215 N.E. 94th. Street Miami Shores, Fl • • ••• • • ••• •• •• • • • • • •• •• • • • • • • • • • • • • ••• • • • • • Summary Energy Code : F a ' Its •�• Residential Whole Building PerfQY 0rce•th ofi.� • • • • • • M�e ••• • • • • • • • • • • • • Project Title: 'Code Only O "Donnell Residence Professional Version ••• ; ••• ;•,� :•• Climate: South • • • • •' • • 31Z6/2008 04,* • • • • • • ••• •• PASS e- Ratio: 0.98 EnergyGauge®(Version: FLRCPB v4.5) Energy Use Base As -Built Cooling: Heating: Hot Water: Total: 29755 points 1982 points 9092 points 40829 points Cooling: Heating: Hot Water: Total: 22090 points 8997 points 8994 points 40081 points Mr. & Mrs. O'Donnell 1215 N.E. 94th. Street Miami Shores, Fl • • ••• • • ••• •• •• • • • • • •• •• • • • • • • • • • • • • ••• • • • • • Summary Energy Code : F a ' Its •�• Residential Whole Building PerfQY 0rce•th ofi.� • • • • • • M�e ••• • • • • • • • • • • • • Project Title: 'Code Only O "Donnell Residence Professional Version ••• ; ••• ;•,� :•• Climate: South • • • • •' • • 31Z6/2008 04,* • • • • • • ••• •• PASS e- Ratio: 0.98 EnergyGauge®(Version: FLRCPB v4.5) Building Loads Base As -Built Summer: Winter: Hot Water: Total: 91553 points 3578 points 8365 points 103495 points Summer: Winter: Hot Water: Total: 93775 points 8079 points 8365 points 110218 points Mr. & Mrs. O'Donnell 1215 N.E. 94th. Street Miami Shores, Fl • • ••• • • ••• •• •• • • • • • •• •• • • • • • • • • • • • • ••• • • • • • Summary Energy Code : F a ' Its •�• Residential Whole Building PerfQY 0rce•th ofi.� • • • • • • M�e ••• • • • • • • • • • • • • Project Title: 'Code Only O "Donnell Residence Professional Version ••• ; ••• ;•,� :•• Climate: South • • • • •' • • 31Z6/2008 04,* • • • • • • ••• •• PASS e- Ratio: 0.98 EnergyGauge®(Version: FLRCPB v4.5) • • • •• • • • • ••• • • ENERGY PERFORMANCE LLEPL) ESTIMATED ENERGY PERFORMANCE SCORE* = 87.7 t alb►!• • • ••. •• The higher the score, the more efficie dt.he • • • • • • • • Mr. & Mrs. O'Donnell, 1215 N.E. 94th. Street, Miami Shores, FI, 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi - family Single family _ a. Central Unit Cap: 39.9 kBtu/hr 3. Number of units, if multi- family 1 SEER: 15.25 _ 4. Number of Bedrooms 4 _ b. Central Unit Cap: 39.9 kBtu/hr _ 5. Is this a worst case? No SEER: 15.25 _ 6. Conditioned floor area (ft 3414 ft c. N/A 7. Glass type and area: (Label reqd. by 13- 104.4.5 if not default) a. U- factor: Description Area 13. Heating systems (or Single or Double DEFAULT) 7a(Sngle Default) 846.0 ft _ a. Electric Strip Cap: 34.4 kBtu/hr _ b. SHGC: COP: 1.00 _ (or Clear or Tint DEFAULT) 7b. (SHGC41.5) 846.0 ft b. Electric Strip Cap: 34.4 kBtu/hr 8. Floor types COP: 1.00 _ a. Slab -On -Grade Edge Insulation R4.0, 207.0(p) ft _ c. N/A b. Raised Concrete R =11.0, 220.0ft c. N/A _ 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 80.0 gallons _ a. Concrete, Int Instil, Exterior R=4.1, 2926.2 ft _ EF: 0.93 b. Frame, Steel, Adjacent R =11.0, 196.0 ft _ b. N/A _ c. N/A d. N/A c. Conservation credits e. N/A (HR -Heat recovery, Solar 10. Ceiling types DHP- Dedicated heat pump) a. Under Attic R =30.0, 1821.0 ft _ 15. HVAC credits PT, CF, b. N/A _ (CF- Ceiling fan, CV -Cross ventilation, c. N/A HF -Whole house fan, 11. Ducts PT- Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH(Sealed):Garage Sup. R =6.0, 175.0 ft MZ- C- Multizone cooling, b. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R =6.0, 147.0 ft MZ- H- Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: DISPLAY CA• D , •, ; • • • • • • • • • • ••• • • • • • • • • • • • • • • • Address of New Home: City/FL Zip: • • • • • • ••• • *NOTE: The home's estimated energy performance score is only available through the FLA/RES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStar your home may qual i& for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638 -1492 or see the Energy Gauge web site at www.fsec. ucf. edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 850/487 -1824. 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2 &4. EnergyGauge® (Version: FLRCP v4.5.2) Project Name: O "Donnell Residence ..Buller. Address: 1215 N.E. 94th. Street '. Pkpliitirly ®tfct• • . *Miami Shores City, State: Miami Shores, FI : Perglir Iivrilser.. •• Owner: Mr. & Mrs. O'Donnell Junsdidtior? Nurllber...232600 Climate Zone: South ..j...., 1. New construction or existing New _ 2. Single family or multi- family Single family _ 3. Number of units, if multi - family 1 _ 4. Number of Bedrooms 4 _ 5. Is this a worst case? No _ 6. Conditioned floor area (ft 3414 ft _ 7. Glass type' and area: (Label read. by 13- 104.4.5 if not default) a. U- factor: Description Area (or Single or Double DEFAULT) 7 a(Sngle Default) 846.0 ft _ b. SHGC: (or Clear or Tint DEFAULT) 7b. (SHGC 846.0 ft _ 8 . Floor types a. Slab -On -Grade Edge Insulation RZI.0, 207.0(p) ft _ b. Raised Concrete R =11.0, 220.011 c. N/A _ 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 2926.2 ft _ b. Frame, Steel, Adjacent R= 11.0,196.0 ft _ c. N/A d. N/A _ e. N/A 10. Ceiling types _ a. Under Attic R=30.0, 1821.0 ft b. N/A _ c. N/A _ ' 11. Ducts _ a. Sup: Unc. Ret: Unc. AH(Sealed):Garage Sup. R=6.0, 175.0 ft b. Sup: Unc. Ret: Unc. AH(Sealed):Interior Sup. R =6.0, 147.0 11 _ 12. Cooling systems a. Central Unit b. Central Unit c. N/A 13. Heating systems a. Electric Strip b. Electric Strip c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR -Heat recovery, DHP- Dedicated h:f 15. HVAC credits Cap: 39.9 kBtu/hr _ SEER 15.25 _ Cap: 39.9 kBtu/hr _ SEER 15.25 _ _ _ . Cap: 34.4 kBtu/hr _ COP: 1.00 _ Cap: 34.4 kBtu/hr _ COP: 1.00 _ _ • Cap: 80.0 gallons _ EF: 0.93 _ _ _ ..o -� ;` T pp p ?U o - Miami Shores c a, i (CF- Ceiling fan, HF -Whole house .� p PT- Programmabl MZ- C- Multizone MZ- H- Multizone , . a ttANGDEFr g "' BLDG DEPT • j I a _ i t_, ,n �f _ • . 2' R REGULATIONS Total as -built points: 40081 Glass /Floor Area: 0.25 Total base points: 40829 srA TY RULES AND FORM 600A -2004R •. •• ' ; •: •&i ergyGauge® 4.5.2 FLORIDA ENERGY EFFICIENCY • C , DE FOR BUILDING CONSTRUCTION Florida Department of Con;nudltty Af!atrs • :: • • in Residential Whole Building Performance'Method.s�: N 4 MI I hereby certify that the plans and specifications covered by this calculation are in compile with the Fl • • a nergy Code. PREPARED BY: ' DATE: DATE: I hereby certify that this building, as desi with the Florida Energy Code. OWNER/AGENT: d, is in compliance 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2 &4: EnergyGauge® (Version: FLRCPB v4.5.2) Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: • • : • : :: • •: en ergyGauge® 4.5.2 • • • ••• • • • . . • SUMMER CALCULATIONS •�• Residential Whole Building PerforrTi �;de,l�lethod,A - .Details ... • • •.• • • . • ▪ •••• FORM 600A -2004R ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, PERMIT #: • _ : i . ;• ••. •• ' • • : ! • • • • • EnergyGauge® DCA Form 600A -2004R EnergyGauge® /FIaRES'2004R FLRCPB v4.5.2 BASE • • :ds =B (LILT .. : • GLASS TYPES .18 X Conditioned X BSPM = Points Floor Area Overhang Type /SC Ornt Len Hgt Area X SPM X SOF = Points .18 3414.0 30.53 18761.0 1.Single, SHGC =0.5 N 8.0 5.0 8.0 20.27 0.66 106.0 2.Single, SHGC =0.5 N 2.0 6.0 30.0 20.27 0.90 549.0 3.Single, SHGC =0.5 N 8.0 2.0 20.0 20.27 0.61 245.0 4.Single, SHGC =0.5 N 8.0 9.5 150.0 20.27 0.74 2264.0 5.Single, SHGC =0.5 N 0.0 0.0 30.0 20.27 1.00 608.0 6.Single, SHGC =0.5 E 33.0 2.0 5.0 48.50 0.36 87.0 7.Single, SHGC =0.5 E 33.0 9.5 37.5 48.50 0.36 657.0 8.Single, SHGC =0.5 E 0.0 0.0 5.0 48.50 1.00 242.0 9.Single, SHGC =0.5 E 0.0 0.0 37.5 48.50 1.00 1818.0 10.Single, SHGC =0.5 E 16.0 6.0 15.0 48.50 0.37 265.0 11.Single, SHGC =0.5 E 0.0 0.0 3.0 48.50 1.00 145.0 12.Single, SHGC =0.5 E 0.0 0.0 22.5 48.50 1.00 1091.0 13.Single, SHGC =0.5 E 0.0 0.0 45.0 48.50 1.00 2182.0 14.Single, SHGC =0.5 E 2.0 6.0 30.0 48.50 0.86 1246.0 15.Single, SHGC =0.5 E 33.0 9.5 37.5 48.50 0.36 657.0 16.Single, SHGC =0.5 S 8.0 8.0 14.0 40.62 0.52 296.0 17.Single, SHGC =0.5 S 8.0 9.5 22.5 40.62 0.55 499.0 18.Single, SHGC =0.5 S 16.0 2.0 10.0 40.62 0.43 173.0 19.Single, SHGC =0.5 S 16.0 9.5 75.0 40.62 0.46 1395.0 20.Single, SHGC =0.5 S 18.0 9.5 75.0 40.62 0.45 1372.0 21.Single, SHGC =0.5 S 2.0 6.0 30.0 40.62 0.79 968.0 22.Single, SHGC =0.5 W 0.0 0.0 30.0 42.98 1.00 1289.0 23.Single, SHGC =0.5 W 0.0 0.0 30.0 42.98 1.00 1289.0 24.Single, SHGC =0.5 W 2.0 4.0 6.0 42.98 0.75 193.0 25.Single, SHGC =0.5 W 2.0 6.0 40.0 42.98 0.86 1476.0 26.Single, SHGC =0.5 N 10.0 9.5 37.5 20.27 0.71 541.0 As -Built Total: 846.0 21653.0 WALL TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Adjacent 196.0 1.00 196.0 1. Concrete, Int Insul, Exterior 4.1 2926.2 2.32 6774.2 Exterior 2926.2 2.70 7900.7 2. Frame, Steel, Adjacent 11.0 196.0 1.60 313.6 Base Total: 3122.2 8096.7 As - Built Total: 3122.2 7087.8 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 24.0 2.60 62.4 1.Adjacent Wood 24.0 3.80 91.2 Exterior 0.0 0.00 0.0 Base Total: 24.0 62.4 As -Built Total: 24.0 91.2 • • : • : :: • •: en ergyGauge® 4.5.2 • • • ••• • • • . . • SUMMER CALCULATIONS •�• Residential Whole Building PerforrTi �;de,l�lethod,A - .Details ... • • •.• • • . • ▪ •••• FORM 600A -2004R ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, PERMIT #: • _ : i . ;• ••. •• ' • • : ! • • • • • EnergyGauge® DCA Form 600A -2004R EnergyGauge® /FIaRES'2004R FLRCPB v4.5.2 6. •: • ; • ••• :..: 1:nergyGaugee 4.5.2 • • • • • • • • • • . ••.• . • • • SUMMER CALCU.LAT1O7g. : 4 : Residential Whole Building Perforl$ia fCe Kehohod : Details ;; . . ;.• . _ . FORM 6 00A -2004R ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, EnergyGaugerm DCA Form 600A -2004R EnergyGauge®/FIaRES'2004R FLRCPB v4.5.2 PERMIT##: • • • .• •• ••. •• • i BASE " • • Ab- I BWI L T •.: CEILING TYPES Area X BSPM = Points Type R -Value Area X SPM X SCM = Points Under Attic Base Total: 1821.0 1821.0 2.80 5098.8 5098.8 1. Under Attic 30.0 1821.0 2.77 X 1.00 As - Built Total: 1821.0 5044.2 5044.2 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab Raised Base Total: 207.0(p) 220.0 -20.0 - 4140.0 -2.16 -475.2 - 4615.2 1. Slab -On -Grade Edge Insulation 0.0 207.0(p -20.00 2. Raised Concrete 11.0 220.0 -0.50 As -Built Total: 427.0 - 4140.0 -110.0 - 4250.0 INFILTRATION Area X BSPM = Points Area X SPM = Points 3414.0 18.79 64149.1 3414.0 18.79 64149.1 Summer Base Points: 91552.8 Summer As -Built Points: 93775.2 Total Summer X System Points Multiplier = Cooling Points Total X Cap X Duct X System X Credit = Component Ratio Multiplier Multiplier Multiplier (System - Points) (DM x DSM x AHU) Cooling Points 91552.8 0.3250 29754.7 (sys 1: Central Unit 39900btuh ,SEER/EFF(15.3) Ducts: Unc(S),Unc(R),Gar(AH),R6.0(INS) 93775 0.50 (1.07 x 1.165 x 1.00) 0.224 0.902 (sys 2: Central Unit 39900btuh ,SEER/EFF(15.3) Ducts: Unc(S),Unc(R),Int(AH),R6.0(INS) 93775 0.50 (1.07 x 1.165 x 0.85) 0.224 0.902 93775.2 1.00 1.167 0.224 0.902 11828.1 10113.0 22090.3 6. •: • ; • ••• :..: 1:nergyGaugee 4.5.2 • • • • • • • • • • . ••.• . • • • SUMMER CALCU.LAT1O7g. : 4 : Residential Whole Building Perforl$ia fCe Kehohod : Details ;; . . ;.• . _ . FORM 6 00A -2004R ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, EnergyGaugerm DCA Form 600A -2004R EnergyGauge®/FIaRES'2004R FLRCPB v4.5.2 PERMIT##: • • • .• •• ••. •• • i BASE •.' ::dS- �i�ILT ••� GLASS TYPES .18 X Conditioned X BWPM = Points Floor Area Overhang Type /SC Ornt Len Hgt Area X WPM X WOF = Point - .18 3414.0 3.60 2212.0 1.Single, SHGC =0.5 N 8.0 5.0 8.0 6.21 0.96 47.0 2.Single, SHGC =0.5 N 2.0 6.0 30.0 6.21 0.99 184.0 3.Single, SHGC =0.5 N 8.0 2.0 20.0 6.21 0.95 117.0 4.Single, SHGC =0.5 N 8.0 9.5 150.0 6.21 0.97 903.0 5.Single, SHGC =0.5 N 0.0 0.0 30.0 6.21 1.00 186.0 6.Single, SHGC =0.5 E 33.0 2.0 5.0 5.42 1.29 34.0 7.Single, SHGC =0.5 E 33.0 9.5 37.5 5.42 1.29 262.0 8.Single, SHGC =0.5 E 0.0 0.0 5.0 5.42 1.00 27.0 9.Single, SHGC =0.5 E 0.0 0.0 37.5 5.42 1.00 203.0 10.Single, SHGC =0.5 E 16.0 6.0 15.0 5.42 1.28 104.0 11.Single, SHGC =0.5 E 0.0 0.0 3.0 5.42 1.00 16.0 12.Single, SHGC =0.5 E 0.0 0.0 22.5 5.42 1.00 121.0 13.Single, SHGC =0.5 E 0.0 0.0 45.0 5.42 1.00 243.0 14.Single, SHGC =0.5 E 2.0 6.0 30.0 5.42 1.03 167.0 15.Single, SHGC =0.5 E 33.0 9.5 37.5 5.42 1.29 262.0 16.Single, SHGC =0.5 S 8.0 8.0 14.0 5.17 1.33 96.0 17.Single, SHGC =0.5 S 8.0 9.5 22.5 5.17 1.29 150.0 18.Single, SHGC =0.5 S 16.0 2.0 10.0 5.17 1.44 74.0 19.Single, SHGC =0.5 S 16.0 9.5 75.0 5.17 1.42 551.0 20.Single, SHGC =0.5 S 18.0 9.5 75.0 5.17 1.43 554.0 21.Single, SHGC =0.5 S 2.0 6.0 30.0 5.17 1.05 162.0 22.Single, SHGC =0.5 W 0.0 0.0 30.0 5.84 1.00 175.0 23.Single, SHGC =0.5 W 0.0 0.0 30.0 5.84 1.00 175.0 24.Single, SHGC =0.5 W 2.0 4.0 6.0 5.84 1.01 35.0 25.Single, SHGC =0.5 W 2.0 6.0 40.0 5.84 1.00 233.0 26.Single, SHGC =0.5 N 10.0 9.5 37.5 6.21 0.97 224.0 As -Built Total: 846.0 5305.0 WALL TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Adjacent 196.0 0.50 98.0 1. Concrete, Int Insul, Exterior 4.1 2926.2 1.03 3028.6 Exterior 2926.2 0.60 1755.7 2. Frame, Steel, Adjacent 11.0 196.0 0.80 156.8 Base Total: 3122.2 1853.7 As -Built Total: 3122.2 3185.4 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 24.0 1.30 31.2 1.Adjacent Wood 24.0 1.90 45.6 Exterior 0.0 0.00 0.0 Base Total: 24.0 31.2 As -Built Total: 24.0 45.6 FORM 600A -2004R Residential Whole Building Perfon is ce Me #hod A - ,Details I ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, ; ;nergyGauge(� 4.5.2 WINTER CALCULATI • • EnergyGauge® DCA Form 600A -2004R EnergyGauge®/FIaRES'2004R FLRCPB v4.5.2 • PERMIT ••• • • •• •• •• • ••• • • • • • • •• • • • ; • • ' 'fir er 4.5.2 • • • . • • • •.. . • • • WINTER CALCULATIONS' •h• Residential Whole Building Perforce 1VLe hod ,A Details . . • . . • • . : •. .. . FORM 600A -2004R ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, EnergyGaugeTm DCA Form 600A -2004R EnergyGauge® /FIaRES'2004R FLRCPB v4.5.2 PERMIT #: • BASE •• • • AA - WIL B T •• • CEILING TYPES Area X BWPM = Points Type R -Value Area X WPM X WCM = Points Under Attic Base Total: 1821.0 0.10 1821.0 182.1 182.1 1. Under Attic 30.0 1821.0 0.10 X 1.00 As -Built Total: 1821.0 182.1 182.1 FLOOR TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Slab Raised Base Total: 207.0(p) -2.1 220.0 -0.28 -434.7 -61.6 -496.3 1. Slab -On -Grade Edge Insulation 0.0 207.0(p -2.10 2. Raised Concrete 11.0 220.0 0.00 As -Built Total: 427.0 -434.7 0.0 -434.7 INFILTRATION Area X BWPM = Points Area X WPM = Points 3414.0 -0.06 - 204.8 3414.0 -0.06 -204.8 Winter Base Points: 3577.9 Winter As -Built Points: 8078.6 Total Winter X Points System = Heating Multiplier Points Total X Cap X Duct X System X Credit = Component Ratio Multiplier Multiplier Multiplier (System - Points) (DM x DSM x AHU) Heating Points 3577.9 0.5540 1982.1 (sys 1: Electric Strip 34400 btuh ,EFF(1.0) Ducts :Unc(S),Unc(R),Gar(AH),R6.0 8078.6 0.500 (1.099 x 1.137 x 1.00)1.000 0.950 4795.0 (sys 2: Electric Strip 3.4400 btuh ,EFF(1.0) Ducts :Unc(S),Unc(R),Int(AH),R6.0 8078.6 0.500 (1.099 x 1.137 x 0.86)1.000 0.950 4145.3 8078.6 1.00 1.172 1.000 0.950 8996.7 • • • ; • • ' 'fir er 4.5.2 • • • . • • • •.. . • • • WINTER CALCULATIONS' •h• Residential Whole Building Perforce 1VLe hod ,A Details . . • . . • • . : •. .. . FORM 600A -2004R ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, EnergyGaugeTm DCA Form 600A -2004R EnergyGauge® /FIaRES'2004R FLRCPB v4.5.2 PERMIT #: • BASE CODE COMPLIANCE STATUS ... i • /QS -EW ILT .. • WATER HEATING Number of X Bedrooms Multiplier = BASE Tank EF Volume Number of X Tank X Multiplier X Credit = Total Bedrooms Ratio Multiplier 4 2273.00 AS -BUILT 80.0 0.93 As -Built Total: 4 1.00 2248.56 1.00 8994.2 8994.2 Cooling Points + Heating + Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water Points Points = Total Points 29755 1982 9092 40829' 22090 8997 8994 40081 BASE ... i • /QS -EW ILT .. • WATER HEATING Number of X Bedrooms Multiplier = Total Tank EF Volume Number of X Tank X Multiplier X Credit = Total Bedrooms Ratio Multiplier 4 2273.00 9092.0 80.0 0.93 As -Built Total: 4 1.00 2248.56 1.00 8994.2 8994.2 • • ••• • • .riergyGauge® 4.5.2 WATER HEATING & CODE COMPt'I NCE•STATUS Residential Whole Building Perforr five M .eehod A .Details •.•. • ••s • • ••• • • - . • ••• FORM 600A -2004R I ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, PASS EnergyGaugeTm DCA Form 600A -2004R EnergyGauge®/FIaRES'2004R FLRCPB v4.5.2 - • PERMIT , P #: • • _ • COMPONENTS SECTION REQUIREMENTS FOR EACH PI eTI&E: • • •• • CHEC Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/sq.ft. window area; .5 cfm/sq.ft. door Ire's' • • •. ✓ Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows /doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. It/4 / Floors 606.1.ABC.1.2.2 Penetrations /openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. / Ceilings 606.1 ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor, around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. ✓ Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. y Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. ✓ COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked cir breaker (electric) or cutoff (gas) must be provided. External or built -in heat trap required. ✓ Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non - commercial pools have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78 %. It/4 / Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. �/ Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. ✓ HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. ✓/ Insulation 604.1, 602.1 Ceilings -Min. R -19. Common walls -Frame R -11 or CBS R -3 both sides. Common ceiling & floors R -11. • • • • • • `• • • • E IergyGauge® 4.5.2 • • • • • • • •• • • Code Compliance Che'C'kii t • Residential Whole Building Perforrytante Mpthod A -.Details • : • • • • • • ••• • • • • • ••• • • • • • • _ • • FORM 600A -2004R I ADDRESS: 1215 N.E. 94th. Street, Miami Shores, FI, PERMIT •• • • 6A -21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST ' • : :: •: •• • : • • ••• 6A -22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) EnergyGaugeTm DCA Form 600A -2004R EnergyGauge®/FIaRES'2004R FLRCPB v4.5.2 Mr. & Mrs. O'Donnell 1215 N.E. 94th. Street Miami Shores, Fl • • ••• • ••• • • • • • • ••• • • • •• • • ••• • • • • • • • • • • Summary Energy Code� Residential Whole Building PerP•brinar3O•eiNleth ct, • •,• • • • ; • ••• • • ; , . • • • • • • • Project Title: Code Only O"Donnell Residenc ®. • • Professional Version • • • • • ••• • • • Climate: South •• • • •••• •• • • ••• •• •3126/2008 PASS e- Ratio: 0.98 EnergyGauge®(Version: FLRCPB v4.5) Building Loads Base As -Built Summer: Winter: Hot Water: Total: 91553 points 3578 points 8365 points 103495 points Summer: Winter: Hot Water: Total: 93775 points 8079 points 8365 points 110218 points Mr. & Mrs. O'Donnell 1215 N.E. 94th. Street Miami Shores, Fl • • ••• • ••• • • • • • • ••• • • • •• • • ••• • • • • • • • • • • Summary Energy Code� Residential Whole Building PerP•brinar3O•eiNleth ct, • •,• • • • ; • ••• • • ; , . • • • • • • • Project Title: Code Only O"Donnell Residenc ®. • • Professional Version • • • • • ••• • • • Climate: South •• • • •••• •• • • ••• •• •3126/2008 PASS e- Ratio: 0.98 EnergyGauge®(Version: FLRCPB v4.5) Energy Use Base As -Built Cooling: Heating: Hot Water: Total: 29755 points 1982 points 9092 points 40829 points Cooling: Heating: Hot Water: Total: 22090 points 8997 points 8994 points 40081 points Mr. & Mrs. O'Donnell 1215 N.E. 94th. Street Miami Shores, Fl • • ••• • ••• • • • • • • ••• • • • •• • • ••• • • • • • • • • • • Summary Energy Code� Residential Whole Building PerP•brinar3O•eiNleth ct, • •,• • • • ; • ••• • • ; , . • • • • • • • Project Title: Code Only O"Donnell Residenc ®. • • Professional Version • • • • • ••• • • • Climate: South •• • • •••• •• • • ••• •• •3126/2008 PASS e- Ratio: 0.98 EnergyGauge®(Version: FLRCPB v4.5) ENERGY PERFORMANCE` �E�•(EPL) �;E 1. New construction or existing New 2. Single family or multi- family Single family 3. Number of units, if multi- family 1 4. Number of Bedrooms 4 5. Is this a worst case? No 6. Conditioned floor area (ft 3414 11 7. Glass type' and area: (Label read. by 13- 104.4.5 if not default) a. U- factor: Description Area (or Single or Double DEFAULT) 7a(Sngle Default) 846.0 ft b. SHGC: (or Clear or Tint DEFAULT) 8. Floor types a. Slab -On -Grade Edge Insulation b. Raised Concrete c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. Frame, Steel, Adjacent c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. b. Sup: Unc. Ret: Unc. DISPLAY C�]l,•. • • • • .. • • ESTIMATED ENERGY PERFORMAXCJ $CORE* = 87.7 The higher the score, the more effieignit a cote; ; Mr. & Mrs. O'Donnell, 1215 N.E. 94th. Street, Miami Shores, FI, �• (SHGC =0.5) 846.0 ft RA.0, 207.0(p) ft R =11.0, 220.011 R=4.1, 2926.2 ft R =11.0, 196.0 ft R=30.0, 1821.0 ft AH(Sealed):Garage Sup. R= 6.0,175.0 11 AH(Sealed):Interior Sup. R=6.0, 147.0 ft _ 12. Cooling systems a. Central Unit b. Central Unit c. N/A 13. Heating systems a. Electric Strip b. Electric Strip c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP- Dedicated heat pump) 15. HVAC credits (CF- Ceiling fan, CV -Cross ventilation, HF -Whole house fan, PT- Programmable Thermostat, MZ- C- Multizone cooling, MZ- H- Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed. based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: • . *NOTE: The home's estimated energy performance score is only available through the FLARES computer.program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStar'' your home may qual j for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638 -1492 or see the Energy Gauge web site at www.fsec. ucf. edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 850/487 -1824. 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on ages 2&4. EnergyGauge® (Version: FLRCPB v4.5.2) Cap: 39.9 kBtu/hr SEER: 15.25 _ Cap: 39.9 kBtu/hr _ SEER 15.25 Cap: 34.4 kBtu/hr _ COP: 1.00 Cap: 34.4 kBtu/hr COP: 1.00 Cap: 80.0 gallons _ EF: 0.93 PT, CF, MAIL TO: 9245 S.W. 44 ST. MIAMI, FL 33165 a v f' MAP OF BOUNDARY SURVEY FOR: SEE ME MAP OF BOUNDARY SURVEY, LANDS DESCRIBE OOK 0 AT PAGE 16 , MIAMI-DADA FLORIDA. THIS SURVEY REPORT AND MAP IS NOT VALID WITHOUT TFIE SIGNATURE AND ORIGIN RALSED SEAL OF THE FLORIDA LIC SED SURVEYOR AND MAPPER. THE SIGNATURE AND SEAL CAN BE FOUND AT THE END OF THIS REPORT. THE MAP AND REPORT ARE NOT COMPLETE WITHOUT THE OTHER. LEGAL DESCRIPTION: LOT SUBDIVISION " MIAMI SHORES BAY VIEW ". ACCORDING TO THE PLAT THEREOF AS RECORDED PLAT BOOK AT PAGE 16 •OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. • •• • • • .. • • •• • ..... C , D Tor: • • .... . EDW4RD•AND JAFAUEL]NE O'DONNELL • • • •• •• •• • • . PROPEWfY AbDItBSS: • 12XX N.E. 94 STR�iT• MTAIVQS'MRES, Iliad& 33138 • • • ••••7• • • • • • • • •• • DAT{ C • I LD SUR.Y.EY: DECEMBER 1', 200'7 • • • • 0 0000 • • 0000 CARR VIMPROSZONIAA BAND SURIFEITMIN PERMIT #: D5o8 - .,(4.$ Miami Shores Village PHONE (305) 221 -3416 FAX (305) 553 -9903 ACCURACY: THE EXPECTED USE OF THE LAND: AS CLASSIFIED IN THE MINIMUM TECHNICAL STANDARDS (61G17 -6 FAQ), IS "SINGLE FAMILY RESIDENTIAL ". THE MINIMUM RELATIVE DISTANCE ACCU FOR THLS TYPE OF SURVEY IS 1 FOOT IN 7500 FEET. THE ACCURACY OBTAINED BY MEASUREMENT WITH A SOKKIA THEODILLTE AND A SOKKIA OF U 00 FOOT &I LTTA TAPE CALCULATION OF A CLOSED GEOMETRIC FIGURE WAS DATA SOURCES: THIS IS A RECERTIFICATION SURVEY OF THE JULY 15 2003 BOUNDARY SURVEY. EASEMENTS: THE RECORD PLAT DOES NOT INDICATE ANY EASEMENTS ON SUBJECT PROPERTY. STATE AND COUNTY RULES AND REGULATIONS r } JL SIGNED: SURVEYOR AND MAPPER IN RESPONSIBLE CHARGE: CHARLES W. CARR, LICENSE NUMBER LS 1060. STATE OF FLORIDA. REPORT OF BOUNDARY SURVE LANDS DESCRIBED IN PLAT BOOK 40 AT PAGE 16 MIAMI -DADE COUNTY, FLORIDA 4 RECENED J 1.008 SHEET 1 OF 2 °°°_'tVEY NUMBER:03- 07 -315A SURVEY NOTES 1. THE SURVEY HEREON REPRESENTS A PERIMETER BOUNDARY SURVEY WITH EXISTING ABOVE GROUND IMPROVEMENTS LOCATED. NO UNDERGROUND FOOTINGS WERE LOCATED UNLESS OTHERWISE SHOWN. 2. NO ENCROACHMENTS WERE NOTED BY THIS SURVEY UNLESS SHOWN. 3. ANY NOTORIOUS EVIDENCE OF OCCUPATION AND /OR USE OF THE DESCRIBED PARCEL FOR' RIGHTS -OF -WAY, INGRESS OR EGRESS IS SHOWN ON THIS SURVEY DRAWING. HOWEVER THIS SURVEY DOES NOT PURPORT TO REFLECT ANY RECORDED .INSTRUM]NTS OR RIGHTS -OF WAY OTHER THAN SHOWN ON THE RECORDED PLAT OR STATED IN THE LEGAL DESCRIPTION AS IT APPEARS ON THIS DRAWING. THIS SURVEY DOES NOT CERTIFY Y THAT SUCH INSTRUMENTS DO EXIST AND LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENTS AND /OR RIGHTS OF WAY OF RECORD, 4. THIS SURVEYOR DID NOT RESEARCH THE PARTICULAR SETBACKS AS REQUIRED BY THE ZONING OF THE DESCRIBED PARCEL, NOR DOES THIS SURVEY CERTIFY THAT ANY OF THE IMPROVEMENTS SHOWN ARE IN COMPLIANCE WITH THESE ZONING REGULATIONS. 5. THE NORTH ARROW AND BEARINGS AS SHOWN ARE DERIVED FROM THE ASSUMED MERIDIAN ON THE RECORDED PLAT; THE LEGAL DESCRIPTION THEREON IF SAID DESCRIPTION IS A METES AND BOUNDS AND /OR A FRACTIONAL DESCRIPTION THE BEARINGS ARE DERIVED FROM COUNTY SECTION MAPS AND THE BASE LINES ARE SHOWN ON THE LOCATION SKETCH. 6. THE FLORIDA INSURANCE RATE MAP PANEL 0093 j DATED 7 -17 -95 , INDEX DATE 3- 2-94COMMUNITY No. 120552 NATIONAL FLOOD INSURANCE PROGRAM DELINEATES THE HEREIN DESCRIBED LAND TO BE WITHIN ZONE _� ELEVATION 8 FEET. THIS IS A FLOOD HAZARD ZONE, 7. ELEVATIONS ARE BASED UPON NATIONAL GEODETIC VERTICAL DATUM AND BENCH MARKS ARE CITY, COUNTY, STATE OR GEODETIC VERTICAL REFERENCE MONUMENTS. 8. THIS IS A LAND SURVEY AND WAS PREPARED IN ACCORDANCE WITH FLORIDA STATUTE 472 AND THIS SURVEY COMPLIES WITH THE MINIMUM TECHNICAL STANDARDS ADOPTED BY THE FLORIDA STATE BOARD OF PROFESSIONAL LAND SURVEYORS PURSUANT TO CHAPTER61G17 -6 FLORIDA ADMINISTRATIVE CODE AND MEETS THE REQUIREMENTS OF THE FLORIDA LAND TITLE ASSOCIATION. 1: 11 CO' 4. -- 2 1 1V7 -- 5- z 5 / ”/ 3 , / ee 4 IF „ 4, II 7 7 r • • • • • LEGEND -- ARC LEN •• R -- RADIUS -• TANGENT C -- CHORD - DELTA(CENTRAL ANGLE MEAS - MEASUREC CAI.: - CALCULATED PCF -- FERAL ANENT CONTROL POUT PRIM -• PERMANENT REFERENT': \MONU91EN T PC - PORT OF CURVE P.'W -- RIGHT OF WA BM -- BENCH MART: END IP -- FOND IRON PIF£ CLF. - CLEAR L F -- CHAIN LINK FENCE TV!' - TYPICAL (FOR SEVERAL NA -. NOT APPLIC.ABLE 9,0.3 -- POINT OF BEGINNINi P U C - -POINT OF COMMENCEMENT C M - CONCRETE MONUMENT SAN SWF. - SANITARY SERER WfAi -• RATER MAIN WF -- WOOD FENCE A SYMBOLS BM - BENCH CLARK PWF.TRAN - POWER TRANSFORMER t1�.' •• WATER VALVE W\; - -WATER METER P . "c T •- POWER S: TELEPHONE LINES MI: - MANHOLE LID CL - CATCH BASIN - CLEAN -OCT COVER CL CENTERLINE CBS - CONCRETE BLOCK STRUT :TURF CL'e• -• CONCRETE LITE POLE CONC -- CONCRETE FPL -- FLORIDA POWER & LIGHT EL -- ELEVATION BASED ON 1920 NG \T• END IR -- FOUND IRON ROD EFCRO - ENCROACHMENT WAIF -- WIRE MESH FENCE DH - DRILL HOLE NAIL & DISC CTY MON - COUNTY MONUMEN' PKG SP - PARKING SPACE HIT) -- FIRE HYDRAN ^. H C PKG - HANDICAP P.ARKINC I.' F -- UTILITY EASEMENT CHARIAME W CARR PROPENNZONAL LAND MURVZTORS & MAPPERS MAIL TO: 9245 S.W. 44 St. MIAMI. FLORIDA 33165 PE '5) 221 -3416 FAX (305) 553 -9903 • • • •• ••• ••. • • • • • • •• • • • • • •• • • •• • ••• : ' : '- . • • - • • •••• • • •••• • • •• • • • • LOCATED IN: VILLAGE OF MIAMI SHORE . MIAMI -DADE COUNTY. FLORIDA LOCATION SKETCH SCALE: 1 INCH = 100 FEET rff w - ST N LOT DETAILS SCALE: 1 INCH = 20 FEET ti SEE THE REPORT OF BOUNDARY SURVEY. LANDS DESCRIBED IN PLAT BOOK 4(1 AT PAGE I re . MIAMII -DADE COUNTY. FLORIDA. THIS SURVEY MAP IS NOT VALID WITH01.7 THE SIGNATURE .AND ORIGINAL RAISED SEAL. OF THE FLORIDA LICENSED SURVEYOR AND MAPPER. THE SIGNATURE AND SEAL CAN BE FOUND AT THE END OF REPORT. THE MAP AND REPORT ARE NOT COMPLETE WITHOUT THE OTHER. PoW if Cnip 7P 1 /Z /D, G Ait7N I2 ON POW "IZ 7 L EPN w aC Rf ir f 6('' A 75.4o .2tfii c� 0 - ',e/Lt/ �L' G 20 ' ,4$/�.S'A�T SHEET 2 OF 2 • •.. • •• • • •••• • •• • • • ••• • ••• • . ••• • • MAIL TO: 9245 S.W. 44 ST. MIAMI, FL 33165 I Win STITAVETVIRM Jf =III PHONE (305) 221 -3416 FAX (305) 553 -9903 MAP OF BOUNDARY SURVEY FOR: SEE THE MAP OF BOUNDARY SURVEY, LANDS DESCRIBED IN PLAT BOOK 40 AT PAGE 16 , MIAMI-DADE COUNTY, FLORIDA. THIS SURVEY REPORT AND MAP IS NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF THE FLORIDA LICENSED SURVEYOR AND MAPPER. THE SIGNATURE AND SEAL CAN BE FOUND AT THE END OF THIS REPORT. THE MAP AND REPORT ARE NOT COMPLETE WITHOUT THE OTHER. LEGAL DESCRIPTION: LOT 3_,, SUBDIVISION " MIAMI SHORES BAY VIEW ". ACCORDING TO THE PLAT THEREOF AS RECORDED PLAT BOOK j0 AT PAGE 16 .OF THE PUBLIC RECORDS OF MIAMI -DADE COUNTY, FLORIDA. • .. • • • • • •• CERTIVI.ED TO: EDWQIifAND JACQUELINE O'DONNELL .. •• •• . PR®PERTY Ab» SS: ▪ 12XX N.E. 24 STIR • MIAMEVIVRES, 1t1. B 3A 33138 • • DATA O$ NELD SUR.\LEY: DECEMBER 1 2007 • • • • • • •••• ACCURACY: THE EXPECTED USE OF THE LAND: AS CLASSIFIED IN THE MINIMUM TECHNICAL STANDARDS (61G17 -6 FAC). IS "SINGLE FAMILY RESIDENTIAL ". THE MINIMUM RELATIVE DISTANCE ACCURACY FOR THIS TYPE OF SURVEY IS 1 FOOT IN 7500 FEET. THE ACCURACY OBTAINED BY MEASUREMENT WITH A SOKKIA THEODILITE AND A SOKKIA 200 FOOT STEEL TAPE AND CALCULATION OF A CLOSED GEOMETRIC FIGURE WAS FOUND TO EXCEED THIS REQUIREMENT. DATA SOURCES: THIS IS A RECERIMICATION SURVEY OF THE JULY 15 2003 BOUNDARY SURVEY. EASEMENTS: THE RECORD PLAT DOES NOT INDICATE ANY EASEMENTS ON SUBJECT PROPERTY. SURVEYOR AND MAPPER IN RESPONSIBLE CHARGE: CHARLES W. CARR, LICENSE NUMBER LS 1060. STATE OF FLORIDA. SIGNED: REPORT OF BOUNDARY SURVEY LANDS DESCRIBED IN PLAT BOOK 40 AT PAGE 16 , b" MIAMI-DADS COUNTY, FLORIDA RECE WEE& SHEET 1 OF 2 ' VEY NUMBER:03- 07 -315A SURVEY NOTES 1. THE SURVEY HEREON REPRESENTS A PERIMETER BOUNDARY SURVEY WITH EXISTING ABOVE GROUND IMPROVEMENTS LOCATED. NO UNDERGROUND FOOTINGS WERE LOCATED UNLESS OTHERWISE SHOWN. 2. NO ENCROACHMENTS WERE NOTED BY THIS SURVEY UNLESS SHOWN. 3. ANY NOTORIOUS EVIDENCE OF OCCUPATION AND /OR USE OF THE DESCRIBED PARCEL FOR RIGHTS -OF -WAY, INGRESS OR EGRESS IS SHOWN ON THIS SURVEY DRAWING. HOWEVER THIS SURVEY DOES NOT PURPORT TO REFLECT ANY RECORDED .INSTRUMENTS OR RIGHTS -OF WAY OTHER THAN SHOWN ON THE RECORDED PLAT OR STATED IN THE LEGAL DESCRIPTION AS TT APPEARS ON THIS DRAWING. THIS SURVEY DOES NOT CERTIFY THAT SUCH INSTRUMENTS DO EXIST AND LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENTS AND /OR RIGHTS OF WAY OF RECORD. 4. THIS SURVEYOR DID NOT RESEARCH THE PARTICULAR SETBACKS AS REQUIRED BY THE ZONING OF THE DESCRIBED PARCEL, NOR DOES THIS SURVEY CERTIFY THAT ANY OF THE IMPROVEMENTS SHOWN ARE IN COMPLIANCE WITH THESE ZONING REGULATIONS. 5. THE NORTH ARROW AND BEARINGS AS SHOWN ARE DERIVED FROM THE ASSUMED MERIDIAN ON THE RECORDED PLAT; THE LEGAL DESCRIPTION THEREON IF SAID DESCRIPTION IS A METES AND BOUNDS AND /OR A FRACTIONAL DESCRIPTION THE BEARINGS ARE DERIVED FROM COUNTY SECTION MAPS AND THE BASE LINES ARE SHOWN ON THE LOCATION SKETCH. 6. THE FLORIDA INSURANCE RATE MAP PANEL 0093 j DATED 7 -17 -95 . INDEX DATE 3- 2- 94COMMUNITY No. 120552 NATIONAL FLOOD INSURANCE PROGRAM DELINEATES THE HEREIN DESCRIBED LAND TO BE WITHIN ZONE AE , ELEVATION 8 FEET. THIS IS A FLOOD HAZARD ZONE. 7. ELEVATIONS ARE BASED UPON NATIONAL GEODETIC VERTICAL DATUM AND BENCH MARKS ARE CITY, COUNTY, STATE OR GEODETIC VERTICAL REFERENCE MONUMENTS. 8. THIS IS A LAND SURVEY AND WAS PREPARED IN ACCORDANCE WITH FLORIDA STATUTE 472 AND THIS SURVEY COMPLIES WITH THE MINIMUM TECHNICAL STANDARDS ADOPTED BY THE FLORIDA STATE BOARD OF PROFESSIONAL LAND SURVEYORS PURSUANT TO CHAPTER61G17 -6 FLORIDA ADMINISTRATIVE CODE AND MEETS THE REQUIREMENTS OF THE FLORIDA LAND TITLE ASSOCIATION. N N N \ °l5 Zz - 1 3. 7� ti 9 5 t 7 / - ! , .1 4 ., 5 .i. �' 7 S 7 ..$z/ • •• • • '•• • • • •••• • • • •••• • • •i. •••• • •••• • CHARLES Ws CARR PR® ESEMO A I LAND XVIMETORS & WIAPPERM MAIL TO: PH i) 221 -3416 9245 S.W. 44 St. FAX ( au 1) 553 -9903 MIAMI. FLORIDA 33165 • •� • • • • • •• • • • • •• 37 f • • • ••• • T • • • •• •• • • • ••• • • •••• • • •• • • • • • • • • LEGEND • - ARC LEVGiI! • R - RADIUS • -- TANGENT C -- CHORD - DELTA(CENTRAL ANGLE MEAN - MEASURES CALL - CALCULATED PCP -- PERMANENT CONTROL POINT PR\1 -- PERMANENT REFEREN`; \MONUM T PC - POINT OF CURVE R'W -- RIGHT OF WAY : BM -- BENCH CLARK END I ?° -• FOUND IRON PIPE :LP. - CLEAR L F -- CHAIN LINK FENCE TIT' - TYPICAL (FOR SEVERAL N A -. NOT APPLICABLE P.O.B -• POINT OF BEGINNING P U C -POINT OF COMMENCEMENT C Ai - CONCRETE MONUMENT SAN SWR - S.A. *ITARY SEWER %VIM •. WATER MAIN WT - WOOD FENCE S SYMBOLS B ; - BENCH MARK PWF, TR . -- POWER TRANSFORMER WATER, VALVE P; A; -- WATER METER P a 7 -- POWER & TELEPHO \T LINES NII: - \LANHOLE LID CL - CATCH BASIN CC - CLEAN -017 COVER CENTERLINE CB - - CONCRETE BLOCK STRUCTURE CL? - CONCRETE LITE POLE =OXC -- CONCRETE FPL -- FLORIDA POWER & LIGHT EL - ELEVATION BASED ON !P ?o NG \'T• END IF, -- FOUND IRON ROE ENCRO - ENCROACHMEN WMT - WIRE MESH FENCE DH - DRILL HOLE NAIL b• DISC CTY MON - COUNTY MO,NUMEN' PI:G ST - PARKING SPACE HIM -- HYDR-ANT H C PKG - HANDICAP PARKING F - ;TILITY EASEMENT LOCATED IN: VILLAGE OF MIAMI SHORE . MIAMI -DADE COUNTY. FLORIDA . LOCATION SKETCH SCALE: 1 INCH = 100 FEET 94• r Al W - ST LOT DETAILS SCALE: 1 INCH = 20 FEET SEE i REPORT OF BOUNDARY SURVEY- LANDS DESCRIBED IN PLAT BOOK -4t AT PAGE Try . MIAMI -DADE COUNTY- FLORIDA. THIS SURVEY MAI' IS NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF THE FLORIDA LICENSED SURVEYOR AND MAPPER. THE SIGNATURE AND SEAL CAN BE FOUND AT TIE END OF REPORT. THE MAP AND REPORT ARE NOT COMPLETE WITHOUT THE OTHER. n1N'TN I2 V pow6 POGE' FA/D % 7" 1 '/Z "j p ON Po W 7 - PAieva �5 -av R f'n7 4l a 75o0 .2'�fi/ 4 v4., 0 ,4- S - '.e /W �� ^ ' o ,cf/cw.47 T SHEET 2 OF 2 Miami Shores Building Department Product Approval Schedule / Comparison Chart Address: rnntNo. Opening Description of Window Product Acceptance Product Approval Opening Design Rough Opening Shutter Required Mullion Required Impact ID or Door or Mullio . Number Design Pr • e Pressure Size Yes / No Yes / No Yes / No o 4. 1 ..1w400 o e -Q1o o'j t5s1 /-`fo.4sl / ... I 1 31tLA4045 KO y C G S • J vtisDo14 o (p-o 1 0 1.. 04 f-64.1 ' 11 2. A Io3 o � 3 o y•e,S S 14 "'t 00 4 51.4 /-10.0 -453 ••5$ l 21 ,c : o p s Z { 1 cs t Y.1 . � • O�- 0/0.Oz. +T fio 46/ -(.o C,t' /off ,iv N � e s 1 t1 -o(vb f .n 2. 1 0,r 1o5� -(t4' .4 5/-51 Ito it ,c 41(0 0 o ,s• r e 3 41.• iti.- D . (, Pt. o Z 45 b - , ) • $ r 0 2- Z / 1. /0 � o C TI 'iini'3iniiMMY�; 0 O ' J- SI ( iz i{ 3 ! qc' N. e ° tQ 444 DOt: pt.- O Z '.oy 04 f ;2 r wriovca a e. 50 RI r ' • t SUBJECT TO - *MP rove UN "' STATE AND COUNTY RULES AND REGULATIONS RECEN 4 BUIIAIN & CODE COMPLIANCE OFFICE (BCCO) pot, r t_ J UL 2 u CONTROL DIVISION / 1 LNIITI OF ACCEPTANCE (NOA) Jeld -Wen, Inc. 31725 Highway 97 North Chiloquin. OR 97624 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AEU may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTIO JeI 8r rgy ftve&O/MbitedW/11teddeARal`7 SteelDsor APPROVAL DOCUMENT: Drawing No. S -2004, titled "kid-Wen Steel Outswing Woodedge Dow Double and Single Unit", sheets 1 through 7 of 7, prepared by R.W. Building Consultants Inc, dated 12101/99 with revision on 11/08/02, bearing the Miami-Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami-Dade County Produet Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement "Miami-Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for won at the job site at the request of the Building Official. This NOA revises and renews NOA # 99- 1007.01 and, consists of this page 1 as well as approval document mentioned above. fl submitted documentation was reviewed by Jaime M. Eisen, P.E. MIAMI DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140. WEST FLAGLER STREET, SUITE 1603 MTAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 p oop-4:1-5- NOA No 02- 1211.10 Expiration Date: July 17, 2008 Approval Date: January 23, 2003 Page 1 field Wen. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED For File ONLY. Not part ofNOA) A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. S- 2004, titled "Jeld -Wen Steel Outswing Woodedge Door Double and Single Unit', sheets 1 through 7 of 7, prepared by R.W. Building Consultants Inc, dated 12/01/99 with revision on 11/08/02. B. TESTS 1. Test reports on 1) Air Infiltration Test, per PA 202 -94 2) Uniform Static Air Pressure Test, Loading per PA 202 -94 3) Water Resistance Test, per PA 202 -94 4) Forced Entry Test, per SFBC 3603.2 (b) and PA 202 -94 along with marked-up drawings and installation diagram of pans ofoutswing glazed residential insulated steel doors with sidelites, prepared by Certified Testing Laboratories, Test Report No. CTLA456W (Addendum), dated May 23, 2000, signed and sealed by Ramesh Patel, P.E. 2. Test reports on 1) Air Infiltration Test, per PA 202 -94 2) Uniform Static Air Pressure Test, Loading per PA 202 -94 3) Water Resistance Test, pe r PA 202 -94 4) Large Missile Impact Test per SFBC, PA 201 -94, 5) Cyclic Wind Pressure Loading per SFBC, PA 203 -94 6) Forced Entry Test, per SFBC 3603.2 (b) and PA 202 -94 along with marked-up drawings and installation diagram of pairs of outswing residential insulated steel doors with sidelites, prepared by Certified Testing Laboratories, Test Report No. CTLA456W, dated October 19,1999, signed and sealed by Ramesh Patel, P.E. C. CALCULATIONS 1. Anchor Calculations, dated October 2, 1999, with addendum dated March 20, 2000, prepared, signed and sealed by Mark Fetherman, P.E. D. MATERIAL CERTIFICATIONS 1. Tensile Test prepared by Certified Testing Laboratories, Test Report No. CTLA456W, dated September 30, 1999, for steel samples, tested per ASTM E8- 93a, signed and sealed by signed and sealed by Ramesh Patel, P.E. E-1 te Jaime M. Eisen, P.E. Product Control Examiner NOA No. 02- 121110 Expiration Date: duly 17, 2018 Approval Date: January 23, 2013 Jell Wen.Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED (For File ONLY. Not part of NOA) 2. Test Report No. ITS- 199006660 -001, prepared by Intertek Testing Services NA, Inc., issued to Jeld -Wen Research and Development, dated April 8,1999, for samples of foam, tested per ASTM E 84-94 "Standard Test Methods for Surface Burning Characteristics of Building Materials" and ASTM D 1929 -91A "Standard Test Method for Ignition Properties of Plastics "; signed and sealed by Douglas Keith Tucker, P.E. 3. Test report No. 114884-1 issued by SGS U.S. Testing Co. Inc., dated November 24,1998 issued to ODL for Filled Polypropylene Lite Frame material per ASTM D 635-97 "Standard Test Method for Rate of Burning and Time of Burning of Self - Supporting Plastics in a Horizontal Position" signed and sealed by Joseph G. Cappetta, P.E. 4. est report No. 114884-2 issued by SGS U.S. Testing Co. Inc., dated November 24, 1998 issued to ODL for Filled Polypropylene Lite Frame material per ASTM D 1929-96 "Standard Method of Test for Ignition Properties of Plastics" signed and sealed by Joseph G. Cappetta, P.E. 5. Test for outdoor exposure in South Florida at 45 degrees for 5 years at Atlas Material Testing Solutions, Miami, Florida, Test Report # ODLI -2, dated November 12, 1998 issued to ODL for their Filled Polypropylene lite frame material. 6. Test Report No.MTS - 520490 issued by Celotex Corporation Testing Services, dated December 8,1999 issued to ODL per ASTM D638 -96a "Standard Test Method for Tensile Properties of Plastics", corresponding to the 12 months old samples of ODL Filled Polypropylene lite frame material, E. STATEMENTS 1. Statement letter of no change, dated 12/4/02, signed by Steve Strawn. E. OTHER 1. Notice of Acceptance No. 99- 1007.01, issued to Jeld -Wen, Inc., for their DoorCraft "Gladiator" & "Energy Saver" O/S Glazed WIE Residential Ins. Steel Door, approved on 7/17/00 and expiring on 7/17/03. E-2 � Ja ime M. Eisen, P.E. Pro acl ContrslEnminv Jaime M. Eisen, P.E. Pro uct Control Examiner NOA No. 02- 1211.10 Expiration Date: July 17, 2008 Approval Date: January 23, 2003 AUG 2 0 2008 PERMIT NUMBER: • • ••• • • • ••• • • •• • • • • • • • • • • • • • • • • • • • • e • •• • • • • • • • Miami Shores Village i • • g • •• u ld ng :Dee4r »ent al0$O I.E. 2eAveriti, Miatry'Shtiel, Fl 33138 • Till: 305-W-2104 * Fax: 305- 756 -8972 • • • • •• ••• •• • NOTICE TO MIAMI 4Hp1LES V•11_L1.,E�i • • • OF EMPLOY As S SW'ECIAL INSPECTOR UNDER THE FLORIDA EUILDDIING CODE t (We) have been retained by (name of owner /agent) f. ��(,�� 1/ - to perform Special Inspector �seyvices under the Florida Building Code at the project ( dre s) l )- l 4 A) `� �� , Miami Shores, as of / C tF • (date). I am a registered Architect or Professional Engineer licensed in the State of Florida ®a 10 � s� IN Special Inspector for Reinforced Unit Masonry, FBC 2122.4 Special Inspector for Trusses over 35 Ft. Long or 6 Ft. High, FBC 2319.17.2.4.2 Special Inspector for Steel Connections, FBC 2218.2 ❑ Special Inspector for Soil Compaction, FBC 1820.3.1 ❑ Special Inspector for Precast Units & Attachments, FBC 1927.12.2 :ecial Inspector for Pilings, FBC 1822.1.20 ❑ peeial Inspector for N('E:`'le mark boxes that apply The following individuals(s) employed by this firm or me are authorized to perform inspections. 1. \ 2. iL0� CLOb 3. %t.0wA® 144.41-.1% 4. Q-51‘115 B 4t1eo I, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by Miami Shores. The building inspections must be called for all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Building Department. Further, upon completion of the work under each Building Permit, I will submit to the Miami Shores Building Department at the time before the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Sig Sealed Date: c MARCUS '.UN ERWEGE FE Piz tiRS900 Engineer /Architect _ 1 Name \ &.teat Engineer/Architect , (Prin© Address' p cC `t�• � • - I fV. 33 Phone No. �. S:t} 1 $44 1111. Florida License No: (A% lock Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Project Address Parcel Number Contractor(s) LONGMAN ELECTRIC INC Phone CeII Phone Type of Work: low voltage Additional Info: phone and cable Classification: Residential Fees Due CCF Education Surcharge Notary Fee Permit Fee - Additions/Alterations Scanning Fee Submittal Fee Technology Fee Amount $0.60 $0.20 $5.00 $150.00 $3.00 ($50.00) $3.75 Total: $112.55 Authorized Signature: Owner / Applicant / Contractor / Agent Building Department Copy January 30, 2009 ....................... ............................... C13t`Z S ' ' I#ED Expiration: 07/27/2009 Invoice # Total Amt Paid Amt Due EL -1-09 -33789 $ 112.55 $ 112.55 $ 0.00 Applicant 1215 94 Street 11- 3205 - 010 -0025 Miami Shores, FL 33138 -0000 Block: Lot: EDWARD & JACQUELINE O'DOP .. Own Information Address Phone Cell EDWARD & JACQUELINE O'DONNELL 1700 105 Street MIAMI SHORES FL 33138 - Valuation: Total Sq Feet: $ 1,000.00 0 Available Inspections: Inspection Type: Underground Rough Final Meter Box Alteration Relocation Fire Alarm Service Change W. W. In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants , or employes . I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above -named contractor to do the work stated. January 30, 2009 Date 1 BUILDING PERMIT APPLICATIO FBC 2004 Permit Type: Electrical Owner's Name (Fee Simple Titleholder) jA' I' 42''41 ' '%one #.4 Owner's Address 1g, is ,/'i q City j4,, kP 5 State Tenant/Lessee Name E -MAIL: Job Address (where the work is being done) l Y 9 /G' pr City Miami Shores Village FOLIO / PARCEL # X Contractor's Company Name Value of Work For this Permit $ Tyg of Work: ❑Addition Describe Work: Nry$ .. Structural Review. $ Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 #500 RECEIVED JAN 2 8 an -— County Miami -Dade Is Building Historically Designated YES NO X Contractor's Address ,,g y if Ng R $ 599..G f - City /121 C»/yy' .5404..e 5 State F`, Zip Qualifier Name ldf Cte.9 L©ryaN., st,✓ Phone # State Certificate or Registration No. f (_, 36)1,3 7 / E -MAIL: f,L,y�n Yf e lea/ A 4, A Architect/Engineer's Name (if applicable) Code Enforcement $ Master Permit No. 0 - *of— Phone # Phone # Double Fee $ Permit No. Zip 33/3..13 Certificate of Competency No. Phone # Zip Square / Linear Footage Of Work: Total Fee Now Due $ 11'31)10 305- 75 -)' /f 33/Y.8 305- 751 - iv/ ❑Alteration grNew ❑ Repair /Replace ❑ Demolition pI cWC_ q l c46l w�t * 1 **.Fees * *** ' �/� 0a****� ******..* YxxxxxxBedexxxxxx w**'�'� * xxxxx eta *wIrw *** *dotted ** **te***xxxxxxxeYx Submittal F'ee $ � q/,, Permit Fee $ ®' e-P CCF $ 0 *(0 CO /CC Training /Education Fee $ •p Technology Fee $ 3 Scanning $ 3 4 C0 Radon $ DPBR $ Zoning $ See Reverse side -+ Bonding Company's Name (if applicable) Bonding Company's Address City Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State State Zip r ar€ Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged Zip Owner or Agent Contractor ,,,, The foregoing instrument was acknowledged before me this c 2.0 c 2.0 4 ` � The for- :oing instrument was acknowledged before m - this� `LO day of iNNU.F\ey, 20 O`(, by SE•SRRD J • C bONNeL , day o , 20( by hill I/ , : /l 'identification and who did take an oath. who is personally known to me or who has produced who is s ersonally 1 own to me or who has produced As identification and who did take ggli14 NOTARY PUBLIC: �� � • ' ssiot' 9 B,9 ' OTARY ' UBLIC• •,GO ' 02 p Sign: Print: APPLICATION APPROVED BY: (Revised 02/08/06) 0CA M. � � �r * • ®®® E • m a Sign:. y•� -ii.i 1 °�� ° :''�v oe ist s�a�;� O oQ� °Print: 1 ° : My Commission Expires: 10 • Z.. 2.01 ''si A UBUC , A�� $ M Commission Ex fires'• , .• s ST ® y p ® ®ssstent %%'t op * rx x xxx x x xaer*** xx x*********** 8 e*** x* x*********** xxxxxx&** rxxxr.** x*** xxx* xxxxxxxx** xxae�txxxxxxxxxxxxacxxxxx *actl*x r ans Examiner Engineer Zoning Inspection Number: INSP -86291 Scheduled Inspection Date: October 29, 2009 Inspector: Perez, JanPierre Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 NE 94 Street Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: ADDITION AIR CONDITIONING Building Department Comments October 28, 2009 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 For Inspections please call: (305)762 -4949 �L C-- 10 Permit Number: MC -6 -08 -1028 Permit Type: Mechanical - Residential Inspection Type: Final Work Classification: New A/C System Phone Number Parcel Number 11 -3205- 010 -0025 Phone: (305)291 -2782 MECHANICAL WORK FOR NEW CONSTRUCTION OF 2 STORY RESIDENCE tr Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments Page 34 of 36 'Return to: I Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 IBiII To EDWARD & JACQUELINE O'DONNELL 1700 105 Street #112 MIAMI SHORES, FL 33138- Date 01/29/2009 01/29/2009 01/29/2009 01/29/2009 01/29/2009 01/29/2009 01/29/2009 Friday, January 30, 2009 Fee Name Permit Fee - Additions /Alterations Scanning Fee Education Surcharge CCF Submittal Fee Technology Fee Notary Fee vi Invoice Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Invoice Number: EL -1 -09 -33789 Invoice Date: January 29, 2009 Permit Number: EL -1 -09 -124 Bond Number: Comments: Fee Type Percentage Calculated Calculated Calculated Calculated Percentage Fixed Total Fees Due: Fee Amount $150.00 $3.00 $0.20 $0.60 ($50.00) $3.75 $5.00 $112.55 Payments Date Pay Type Check Number Amount Paid Change 01/30/2009 Credit Card $112.55 $0.00 Total Paid: $112.55 Total Due: $0.00 II NEW 2 STORY FAMILY RESIDENCE. PLANS RELEASED ON 8/1/08 TO KAREN CATE IN BEHALF OF WILLIAM DARREN. OCT 0 3 2000 Passed / Inspector Comments ,Co f AT 374c" "I C /eGi i A JJ Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid until Inspection Date: 10/02/2008 Inspector: Bruhn, Norman Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 94 Street NE Project: <NONE> Miami Shores, FL 33138 -0000 Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments Wednesday, October 1, 2008 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Residential Construction Inspection Type: Stem Wall Footer Work Classification: New Phone Number Parcel Number 11 -3205 -010 -0025 Lot: Phone: (305)586 -1856 Page 1 of 2 PLUMBING FOR NEW 2 STORY RESIDENCE �1 010 � Passed f / \ Ins -• Comments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 10/09/2008 Inspector: Levrock, James Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 94 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: JOHN JONES PLUMBING SPECIALIST INC Building Department Comments Wednesday, October 8, 2008 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Plumbing - Residential Inspection Type: Underground Rough Work Classification: New Phone Number O riozS Parcel Number 11- 3205 -010 -0025 Lot: Phone: (954)966 -6834 Page 2 of 2 NEW 2 STORY FAMILY RESIDENCE. PLANS RELEASED ON 8/1/08 TO KAREN CATE IN BEHALF OF WILLIAM DARREN. 11 0 (- . ® ®� Passed Inspector Comments CC Failed Correction Needed I I Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until 4 Inspection Date: 09/29/2008 Inspector: Rodriguez, Jorge Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 94 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments Friday, September 26, 2008 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Permit Type: Residential Construction Inspection Type: Footing Work Classification: New Phone Number Parcel Number 11- 3205 - 010 -0025 Lot: Phone: (305)586 -1856 Page 1 of 2 NEW 2 STORY FAMILY RESIDENCE. PLANS RELEASED ON 8/1/08 TO KAREN CATE IN BEHALF OF WILLIAM DARREN. Passed Inspector Comments PLEASE CONTACT - /14!/t/ C' aA,. CHIP BEFORE ARRIVING (305)586 -1856 / 44 .' A l (I� if E.- 6` /' lam , Failed 112_ Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 09/26/2008 Inspector: Rodriguez, Jorge Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 94 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: WR DERRER CONSTRUCTION, INC Building Department Comments Thursday, September 25, 2008 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Block: Phone Number Permit Type: Residential Construction Inspection Type: Footing Work Classification: New Parcel Number 11- 3205 - 010 -0025 Lot: Phone: (305)586 -1856 Page 1 of 2 ELECTRICAL WORK FOR NEW HOUSE CONSTRUCTION. Passed Inspector Comments , pi j ` � 7 9'% ' 9/2-- Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 NL OZIOLG Inspection Date: 09/24/2008 Inspector: Devaney, Michael Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 94 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: LONGMAN ELECTRIC INC Building Department Comments Tuesday, September 23, 2008 Block: Permit Type: Electrical - Residential Inspection Type: W. W. Work Classification: New Phone Number Lot: , Parcel Number 11- 3205-010 -0025 Page 1 of 2 ELECTRICAL WORK FOR NEW HOUSE CONSTRUCTION. Passed Inspector Comments Failed Q -6',0 ®"O Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection Date: 09/25/2008 Inspector: Devaney, Michael Owner: O'DONNELL, EDWARD & JACQUELINE Job Address: 1215 94 Street NE Miami Shores, FL 33138 -0000 Project: <NONE> Contractor: LONGMAN ELECTRIC INC Building Department Comments Wednesday, September 24, 2008 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 O - i)75 Block: Permit Type: Electrical - Residential Inspection Type: Bonding Work Classification: New Phone Number Parcel Number 11- 3205 - 010 -0025 Lot: Page 1 of 2 Project Address Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores , FL 33138 -0000 Phone: (305)795 -2204 Expiration: 03108/2009 Parcel Number Applicant 1215 NE 94 Street 11- 3205 - 010 -0025 Miami Shores, FL 33138 -0000 Block: Lot: Qvwner Information Address Phone Cell EDWARD & JACQUELINE O'DONNELL 1700 NE 105 Street MIAMI SHORES FL 33138- Contractor(s) ADDITION AIR CONDITIONING (305)291 -2782 Phone Cell Phone Fees Due CCF Education Surcharge Permit Fee - Additions /Alterations Scanning Fee Technology Fee Total: Amount $30.00 $10.00 $760.06 $3.00 $19.00 $822.06 County Copy Friday, September 19, 2008 Total I Amt Paid I Amt Due $ 0.00 Payment Type : $ 0.00 $ 0.00 Valuation: Total Sq Feet: Tons: Additional Info: Classification: Residential Approved: In Review Comments: Date Denied: Date Approved: : In Review SEP 2 2 2/P1 MIAMI SHORES V" EDWARD & JACQUELINE $ 22,000.00 0 Available Inspections: Inspection Type : Hood Smoke Test Ventilation Rough Rough Duct Final Smoke Det Test P _% NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county . AND THERE MAY BE ADDITIONAL PERMITS REQUIRED FROM OTHER GOVERNMENTAL ENTITIES SUCH AS WATER MANAGEMENT DISTRICTS, STATE AGENCIES, OR FEDERAL AGENCIES . 3 Project Address Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores , FL 33138 -0000 Phone: (305)795 -2204 1215 NE 94 Street 11- 3205 -010 -0025 Miami Shores, FL 33138 -0000 Block: Lot: Owner Information Address Phone CeII EDWARD & JACQUELINE O'DONNELL 1700 NE 105 Street MIAMI SHORES FL 33138- Contractor(s) ADDITION AIR CONDITIONING (305)291 -2782 Phone CeII Phone # at 9 OO8 ....................... ............................... Expiration: 03/08/2009 Tons: Additional Info: Classification: Residential Approved: In Review Comments: Date Denied: Date Approved: : In Review Fees Due CCF Education Surcharge Permit Fee - Additions/Alterations Scanning Fee Technology Fee Total: Amount $30.00 $10.00 $760.06 $3.00 $19.00 $822.06 Building Department Copy Parcel Number Authorized Signature : Owner t Applicant / Contractor / Agent Total $ 0.00 $ 0.00 Payment Type : Amt Paid I Amt Due $ 0.00 Applicant Valuation: Total Sq Feet: EDWARD & JACQUELINE $ 22,000.00 0 Available Inspections: Inspection Type : Hood Smoke Test Ventilation Rough Rough Duct Final Smoke Det Test SEP 2 2 200E MIAMI SHORES VILLAGE n/1 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes . I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work . OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning Futhermore , I authorize the above -named contractor to do the work stated . September 19, 2008 Date Friday, September 19, 2008 1 BUILDING PERMIT APPLICATION FBC 2004 Permit Type: Mechanical Miami Shores Village Building Department 1005,0 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: ! i ` 0 6.8972 EC b u.1 ' L JUN 4 2000 Permit No. f'IC015 aster Permit No. Owner's Name (Fee Simple Titleholder) .0 a G ✓ � i [(titi v � °1►�G �I Phone # Joj�`(1 — 91 Owner's Address 14-00 ( 5-( / jit_tt City IA/Itb.p. g140(4 State i. Zip ;311e. Tenant/Lessee Name NI A Phone # 01* E -MAIL: a oD e 0 ovivve 'm . Go, Job Address (where the work is being done) . 17.-I City . Miami Shores Village County Miami -Dade Zip 331 )& FOLIO / PARCEL # it- ®`e Otn• Is Building Historically Designated YES NO Contractor's Company Name. `74 4"s �' s 3 �i i � � h one # �.� 7 Contractor's Address G'R 60 c am,/ 106,P/- city State /c( Zip `3f{t f 7, Qualifier Name \in„nnec- ik e Lp Phone # State Certificate or Registration No. C. P, (' ..1 1 1 4 I" � cq Certificate of Competency No. E -MAIL: Architect/Engineer's Name (if applicabli (�h�{"C �.1.�- p # 37c-1 f 1 1 Value Vie" LL° 0_.&fiiiia 3i ram trA nitgendseiffritk Type o Workiv.i % ] Descri rlev4 -f t p9 �g s�l��I Square / Linear Footage Of Work: 1 4m (2.4-H10t"tC xxxxxxxiv*xxxx*******W**** r***x*$xxxxxxF **** * *Y* * * . xxxxxxdcxxxxdcxxo *** Submittal Fee $ Permit Fee $ l 1911' VDD 0 Notary $ Training /Education Fee $ Technolo l Scanning $ Radon $ DPBR $ Bond $ Code Enforcement $ Structural Review. $ Total Fee Now Due $ See Reverse side -a ci or? ❑ Repair /Replace ❑ Demolition Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice 10 Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a rei fee will . ' charged Signature NOTARY PUBLIC: (Revised 02 /08/06) Owner or Agent The foregoing instrument was acknowledged before me thi day of __JAM 20 eg by ho is personally known to m who has produced As identification and who Vila, h . APPLICATION APPROVED BY: � (-CA M. '''i, v im` F, .6) 4 > ° o.c 02, 2p% Sign: � r _ ® *' .0 • � #DD601251 . a e P 5 Print: �A , • My Commission Exp xXx xxx ,Cxxxxxx,Yxxxxx / „ O ` \ ,e ` x ` x xxxakx x,Yxr xxx 2,4 tz Contractor CA The foregoing instrument was acknowledged before me this 1 20O'D , by 6$ At Ly la-Mtc„gAA , - � s l ly known to me or who has produced ) iL as identification and who did take an oath. day of who is person NOT Sign: Print: I3.Y UJ3 IC : — I OWN MUM' Can ton Eames Jun 14, 2009 My Commission Expires: w wWW*W CW* * C* tW WWW % %Y$ cu.Q L '2, Co' ` - Plans Examiner Engineer Zoning *11W W JUL 01,2008 08:14A ADDITON AIRCONDITIONING 000 - 000 -00000 page 1 4161) SW 106 Place Ocala. R 34476 Office/CM .9629045 Ucevne9 CAC 1014568 6/:0/08 Chip Job Location The Cate Group UCC. O'Donnell residence 8425 Biscayne Blvd #103 1215 NE 94 Street Miami. R 33138 Miami Shores. Fl Re: M Conditioning and Duct work Dear Chip. ADDITON AIR CONDITIONING INC. As per your request we are pleased to propose the following work at the above mentioned fac�Tity. • Instal 2 new American standard 3 'Y Ton 15 seer air conditioning units • Install new supply and return ak conditioning ducts • Install new refrigeration and drain lines • Install new exhaust fans for bathroom and stove • Price includes permit • Price Includes one year labor from dote of start up • Price includes 10 year warranty on compressor 5 year on ports Total puce for the above items will be ilealWifincbding applicable tax. Terms 50% down and balance owed at time of final inspection. If you have any questions concerning this correspondence, please do not hesitate to contact me. We thank you for ttrs opportunity to be of service. Yours truly, Gary Additon President ADDITON Air Conditioning ACCEPTED BY /26,4. DATE 41f 9 e THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LTR ADD'L INSRD TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE DATE(MM/DD/YY) POLICY EXPIRATION DATE(MM/DD/YY) LIMITS A INSURER B: GENERAL LIABILITY COMMERCIAL GENERAL LIABILITY 8090005188 09/25/08 09/25/09 EACH OCCURRENCE $ 1,000,000 $ 100,000 $ 5,000 $ 1,000,000 $ 2,000,000 $ 2 0 0 0 0 0 0 X DAMAGE TO REN IED PREMISES (Ea occurence) CLAIMS MADE I x 1 OCCUR MED EXP (Any one person) PERSONAL &ADVINJURY GENERAL AGGREGATE GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMP /OP AGG X I POLICY JECT LOC , , AUTOMOBILE LIABILITY ANYAUTO ALL OWNED AUTOS SCHEDULED AUTOS HIRED AUTOS NON-OWNED AUTOS COMBINED (Ea accident) SINGLE LIMIT . $ BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE (Per accident) $ GARAGE LIABILITY ANYAUTO AUTO ONLY- EA ACCIDENT $ OTHER THAN EA ACC $ AUTO ONLY: AGG $ EXCESS/UMBRELLA LIABILITY EACH OCCURRENCE $ OCCUR I CLAIMSMADE AGGREGATE $ DEDUCTIBLE RETENTION $ $ X $ $ WORKERSCOMPENSATIONAND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? Ifyes, describe under SPECIAL PROVISIONS below WCSTATU- OTH- TORY LIMITS ER E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYEE $ E.L. DISEASE - POLICY LIMIT $ OTHER DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES / EXCLUSIONS ADDED BY ENDORSEMENT / SPECIAL PROVISIONS ACORDM CERTIFICATE OF LIABILITY INSURANCE DATE(MWDD/YYYY) 9/22/2008 PRODUCER KNIGHT INSURANCE 9087 Taft St. Pembroke Pines, FL 33024 (954) 436 - 1808 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. INSURERS AFFORDING COVERAGE NAIC# INSURED Additon Air Conditioning & Heating, Inc. 4260 S.W. 106th Place Ocala, FL 34476 I INSURER k North Pointe Insurance Company INSURER B: INSURER C: INSURER D: INSURER E: MIAMI SHORES VILLAGE 10050 N.E. SECOND AVENUE MIAMI SHORES, FL 33138 -2382 FAX 305- 756 -8972 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION 10 /30 DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL IMPOSE N• OBLIGATION OR LIABILITY OF AN IND UPON THE INSURER, ITS AGENTS OR REPRES' IVES. AUTHO EP :E. , d r 7 ES CERTIFICATE HOLDER CANCELLATION ACORD 25(2001/08) © ACORD CORPORATION 1988 MIAMI -DADE COUNTY rAX COLLECTOR 140 W. FLAGLER ST. 14th FLOOR MIAMI, FL 33130 613072 -8 aum. UN AIR & HEATING INC DOING BUS IN DADE CO nITON AIR COND & HEATING INC sec ArgkenittCHANICAL CONTRACTOR rHIS 18 ONLY A LOCAL BUSINESS TAX RECEIPT. IT DOES NOT PERMIT THE HOLDER TO VIOLATE ANY EXISTING OR REGULATORY OR ZONING LAWS OF THE COUNTY OR CITIES. NOR DOES IT EXEMPTTHE HOLDER FROM ANY OTHER PERMIT OR LICENSE REQUIRED BY LAW, THIS I8 PIOT A CERTIFICATION OF THE HOLDER'S OUALIFICA- TION. PAYMENT RECEIVED MIAMI -DADE COUNTY TAX COLLECTOR 1 /09/2007 02270006001 000000.00 SEE OTHER SIDE 2007 LOCAL BUSINESS TAX RECEIPT 2008 MIAMI -DADE COUNTY - STATE OF FLORIDA EXPIRES SEPT. 30, 2008 MUST BE DISPLAYED AT PLACE OF BUSINESS PURSUANT TO COUNTY CODE CHAPTER 8A - ART. 9 & 10 THIS fS :I IT A BILL-00 NOT AY DUPLICATE 639379 -7 STAT E b r Ei %14568 WORKER /S 1 DO NOT FORWARD ADDITON AIR CONDITIONING & HEATING INC GARY ADDITON PRES 4260 SW 106 PL OCALA FL 34476 12 FIRST -CLASS U.S. POSTAGE PAID MIAMI, FL PERMIT NO. 231 PERSON: ADDITON FEIN: 208706271 BUSINESS NAME AND ADDRESS: ADDITON AIR CONDITIONING & HEATING INC 4280 SW 108 PL OCALA FL 34478 SCOPES OF BUSINESS OR TRADE: 1- CERTIFIED AC CONTRACTOR DWC -252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 09 -06 GARY EFFECTIVE DATE: 10/03/2007 EXPIRATION DATE: 10/02/2009 CUT HERE 10 -03 -2007 ALEX SINK STATE OF FLORIDA CHIEF FINANCIAL OFFICER DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION * * CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS COMPENSATION LAW * * CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law. IMPORTANT: Pursuant to Chapter 440 . 05114), F.S., an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this section may not recover benefits or compensation under this chapter. Pursuant to Chapter 440.05112), F.S., Certificates of election to be exempt... apply only within the scope of the business or trade listed on the notice of election to be exempt. Pursuant to Chapter 440.05(131, F.S., Notices of election to be exempt and certificates of election to be exempt shall be subject to revocation if, at any time after the filing of the notice or the issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of this section for issuance of a certificate. The department shall revoke a certificate at any time for failure of the person named on the certificate to meet the requirements of this section. QUESTIONS? (850) 413 -1609 OWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 09 -06 PLEASE CUT OUT THE CARD BELOW AND RETAIN FOR FUTURE REFERENCE STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION CONSTRUCTION INDUSTRY CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW EFFECTIVE: 10/03/2007 PERSON: GARY ADDITON FEIN: 208708271 BUSINESS NAME AND ADDRESS: ADDITON AIR CONDITIONING & HEATING INC 4260 SW 106 PL OCALA, FL 34476 SCOPE OF BUSINESS OR TRADE: 1- CERTIFIED AC CONTRACTOR EXPIRATION DATE: 10/02/2009 IMPORTANT Pursuant to Chapter 440.05(14), F.S., an officer of a corporation who elects exemption from this chapter by filing a certificate of election L under this section may not recover benefits or compensation under this D chapter. Pursuant to Chapter 440.05(12), F.S., Certificates of election to be exempt.. apply only within the scope of the business or trade listed on the notice of election to be exempt Pursuant to Chapter 440.05(13), F.S., Notices of election to be exempt and certificates of election to be exempt shall be subject to revocation if, at any time after the filing of the notice or the issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of this section for issuance of a certificate. The department shall revoke a certificate at any time for failure of the person named on the certificate to meet the requirements of this section. H E R E QUESTIONS? (850) 413 -1609 * Carry bottom portion on the job, keep upper portion for your records. DATE: 9— 2 -0 NAME OF PERSON REQUESTING FILE: G VC-e tt. PHONE #: S - 757-3/31 YOUR ADDRESS: (Z c 3 Al t S S ADDRESS OF FILE REQUESTED: Miami Shores. Village Building Department 10050 NE 2 Ave, Miami Shores, Fl 33138 Tel: (305)795 -2204 • Fax; (305)756 -8972 PLEASE PRINT n C( TIME: (- 2 (3 3s' N E- !O S s'tAuQ) INFORMATION REQUESTED: I understand that all documents in this file are property of Miami Shores Village and that NO documents may be removed from this file. You may get 4 complementary copies (8x11) size, additional copies will be furnished at 0.15 cents per page, and (8x17) at 0.20 cents per page, not including any blue prints. If blue prints are order please be aware that we are not responsible for the quality of the printed documents. Acknowledged by: (Signed by person requesting fi FILE RETURNED TO: INITIAL !' 1 i A/C REPLACEMENT SPLIT SYSTEM AND DUCT WORK qLe I ) I 7 ig Passed Inspector Comments �1 Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Inspection lumber. I NSF'-90295 Permit Dumber: MC- 7 -08 -1 344 Inspection Date: 09/17/2008 Inspector: Perez, JanPierre Owner: NEGRIN, MARIO Job Address: 1 108 Street NW Miami Shores, FL 33168 -4310 Project <NONE> Contractor: AAA MODERN AIR CONDITIONING, INC aidin De Comments Tuesday, September 16, 2008 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Mechanical - Residential Inspection Type: Rough Work Classification: Addition /Alteration Block: Phone Number (305)336 -9174 Parcel Number 1121360110320 Lot: Phone: 954 -921 -4486 Page 1 of 2 NC REPLACEMENT SPLIT SYSTEM AND DUCT WORK q/g J d Passed Inspector Comments Ok. Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until it, 1b ton Inspection Date: 09/17/2008 Inspector. Perez, JanPierre Owner: NEGRIN, MARIO Job Address: 1 108 Street NW Miami Shores, FL 33168 -4310 Project: <NONE> Contractor: AAA MODERN AIR CONDITIONING, INC Building Department Comments Tuesday, September 16, 2008 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Permit Type: Mechanical - Residential Inspection Type: Final Work Classification: Addition /Alteration Block: Phone Number (305)336 -9174 Parcel Number 1121360110320 Lot: Phone: 954 -921 -4486 Page 1 of 2 Iv Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores , FL 33138 -0000 Phone: (305)795 -2204 ��2.itik39DQ`f� Project Address 1215 NE 94 Street Miami Shores, FL 33138 -0000 EDWARD & JACQUELINE O'DONNELL 1700 NE 105 Street MIAMI SHORES FL 33138- Contractor(s) Phone CeII Phone JOHN JONES PLUMBING SPECIALIS1 (954)966 -6834 Type of Work: PLUMBING Type of Piping: ADDITION Additional Info: Bond Retum : Classification: Residential Fees Due CCF Education Surcharge Permit Fee - Additions/Alterations Scanning Fee Technology Fee Total: Building Department Copy Friday, September 19, 2008 Amount $30.00 $10.00 $437.50 $3.00 $10.94 $491.44 OCT ,276 VSILtO MIAMI SHORES VILLAGE Authorized Signature : Owner / Applicant / Contractor / Agent .......................... ............................... .......................... ............................... Total I Amt Paid I Amt Due $ 0.00 $ 0.00 Payment Type : $ 0.00 Expiration: 0310812009 Parcel Number Applicant 11- 3205 -010 -0025 Block: Lot: EDWARD & JACQUELINE Owner Information Address Phone CeII Valuation: $ 12,500.00 Total Sq Feet: 0 Available inspections: Inspection Type : Top Out Water Main Final Re Pipe Lavatory Underground Rough Heater Water Service Main Drain In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants , or employes . I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning . Futhermore , I authorize the above -named contractor to do the work stated . September 19, 2008 Date 1 BUILDING PERMIT APPLICATIO FBC 2004 Permit Type: Plumbing Owner's Address 1100 City / iAr► • ;Hatel Tenant/Lessee Name yew- E -MAIL: Notary $ Scanning $ Bond $ Structural Review. State Radon $ MIAMI SHORES VILLAGE Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 iECE1VE J% 908 Owner's Name (Fee Simple Titleholder) As 6" lac S r • 112 Job Address (where the work is being done) 12. 5 14 i (NA City Miami Shores Village County Miami -Dade FOLIO / PARCEL # 32of c /O- ato Is Building Historically Designated YES NO '10•" ! L Permit N. o 8 ~ / 9 Master Permit No.RC d8 lira El) t ) taut-lib 019 Phone # 3sSq5 5 - 2 '71 zip 73138 Phone # Contractor's Company Name ,VIN , ,9L. jLI.M b 7.416 Phone # Contractor's Address soy . S. STper - 7c7 7 riAy Lt 22 City Dgwt6 State F( Zip 373/y Qualifier Name 30 tiN 3a0 6 S Zip 9 Phone # qs - 94G - 4 State Certificate or Registration No. GEC- C7S. 75 7 Certificate of Competency No. E -MAIL: Architect/Engineer's Name (if applicable) Phone # Value of Work Far this Permit $ 12 yoD, y S quare / Linear Footage Of Work: Type of Work: ['Addition ❑Alteration Blew Describe Work: t Ew LutNe y,J G Id 14 ew 12,es It &L#Tl,r G *MGM" * **** *********** ** *** *** *****Wxx W xxxxxx Fees%***********' 0 ** *****%****xxxxxxw***xxxxxxxxx Submittal Fee $ Permit Fee $ Y57 Training /Education Fee $ DPBR $ Double Fee $ Repair /Replace Z 1v41 CCF $ CO /CC Technology Fee $ Zoning $ Total Fee Now Due $ See Reverse side ❑ Demolition Bonding Company's Name (if applicable) Bonding Company's Address City Mortgage Lender's Name (if applicable) Mortgage Lender's Address City Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: l certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF' COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit's 'ssu <. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged Sign: Print: (Revised 02 /08/06) Owner or Agent The foregoing instrument was acknowledged before me this day of J(/L'j , 20 by til(,/,/pfeit IC Paget 1 NOTARY PUBLIC: My Commission Expires: as lb APPLICATION APPROVED BY: State Zip State As ide tifica$199,anli who did taj.Ce rt gall . 4 , ,,tiPRJpV,,,, JUDY WONG RS's Notary Public - State of Florida • My Commission Expires Jun 2, 2009 Commission # DD 392736 Bonded B National Note Assn. Signature Contractor The foregoing instrument was acknowledged before me this day of JGG)/ , 2008, by .hh.✓ J v&f who is personally known to me or who has produced who is personally known to me or who has produced as iden ictvta w o dicUttlakelNGath. Notary Public - State of Florida • = My Commission Expires Jun 2, 2009 Commission # DD 392736 Bonded By National Notary Assn, Malin9V1% NOTARY PUBLI Sign: Print: My Commission Expires: Le 1710 q Plans Examiner Engineer Zoning 9 ADDENDUM TO BUILDING PERMIT APPLICATION AN APPLICATION FOR BUILDING PERMIT MUST ACCOMPANY THIS ADDENDUM. IF A MASTER PERMIT HAS BEEN OBTAINED, THE OWNER'S NOTARIZED SIGNATURE NEED NOT BE PRESENT ON SUBSEQUENT APPLICATIONS. PLEASE CIRCLE 0 DISCIPLINE APPLIED FOR: PLUMBING ELECTRICAL PERMIT # MECHANICA ITEM UNIT FEE ITEM UNIT FEE ITEM UNIT BATH TUB 1 SWITCH OUTLETS SPACE HEATERS FEE DISHWASHER 1 LIGHT OUTLETS CENTRAL HEATING DISPOSAL / RECEPTACLES A/C (WIND) FLOOR DRAIN SERVICE TEMPORARY • A/C (CENTRAL) GREASE TRAP SERVICE SIZE IN AMPS DUCT WORK INTERCEPTOR SERVICE REPAIR/METER CHANGE REFRIGERATION LAVATORY Li APPLIANCE OUTLETS PROCESS AND PRESS PIPING LAUNDRY TRAY RANGE TOP UNDERGROUND TANKS CLOTHES WASHER / OVEN ABOVE GROUND TANKS SHOWER 3 WATER HEATER U.F. PRESSURE VESSELS SINK. POT /3 COMP. MOTORS 0 -1 HP STEAM BOILERS SINK, RESIDENCE. MOTORS OVER 1 -3 HP HOT WATER BOILERS SINK, SLOP. MOTORS OVER 3 -5 HP MECHANICAL VENTILATION TEMPORARY WATER MOTORS OVER 5 -8 HP TRANSPORTING ASSEMBLIES URINAL MOTORS OVER 8 -10 HP ELEVATORS /ESCALATORS WATER CLOSET 7 MOTORS OVER 10 -25 HP FIRE SPRINKLER SYSTEMS INDIRECT WASTES MOTORS OVER 25 -100 HP COOLING TOWERS WATER SUPPLY TO: MOTORS OVER 100 HP ` VIOLATION A/C UNIT • A/C WINDOW REINSPECTION FIRE SPRINKLER AIR CONDITIONERS HEATER -NEW INST. STRIP HEATER HEATER - REPLACE GENERATORS TRANSFORMERS • LAWN SPRINKLER -WELL GENERATORS TRANSFORMERS SWIMMING POOL GENERATORS TRANSFORMERS WATER SERVICE SPECIAL PURPOSE. SEWER CONNECTIONS OUTLETS COMMERCIAL UTILITY -SEWER SIGN TUBES UTILITY -WATER SIGN TRANSFORMERS SEPTIC TANK SIGN TIME CLOCK RELAY FIXTURES FAINFIELD, 4" TILE /RES. ANTENNA PUMP & ABANDON SEPTIC TANK TELEVISION OUTLETS SOAKAGE PIT CU. FT. VIOLATION CATCH BASIN REINSPECTION DISCHARGE WELL DOMESTIC WELL AREA DRAIN ROOF INLET SOLAR WATER HEATER FIRE STANDPIPE POOL PIPING LAWN SPRINKLER SYSTEM 1 GAS RANGE / METER SET (GAS) . r • GAS PIPING ADDENDUM TO BUILDING PERMIT APPLICATION AN APPLICATION FOR BUILDING PERMIT MUST ACCOMPANY THIS ADDENDUM. IF A MASTER PERMIT HAS BEEN OBTAINED, THE OWNER'S NOTARIZED SIGNATURE NEED NOT BE PRESENT ON SUBSEQUENT APPLICATIONS. PLEASE CIRCLE 0 DISCIPLINE APPLIED FOR: PLUMBING ELECTRICAL PERMIT # MECHANICA Project Address Owner Information Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 1215 NE 94 Street Miami Shores, FL 33138 -0000 Address Contractor(s) LONGMAN ELECTRIC INC Phone Cell Phone Fees Due CCF Education Surcharge Notary Fee Permit Fee - Additions/Alterations Scanning Fee Technology Fee Total: Amount $30.00 $10.00 $5.00 $682.50 $3.00 $17.06 $747.56 Authorized Signature: Owner / Applicant / Contractor / Agent Building Department Copy v c o EL-6 027 El rical -' R ential Parcel Number 11- 3205 -010 -0025 Block: Lot: Phone Type of Work: ELECTRICAL Additional Info: ADDITION Classification: Residential Applicant Available Inspections : September 09, 2008 Date CeII Cu) oub PRO Expiration: 03/08/2009 EDWARD & JACQUELINE EDWARD & JACQUELINE O'DONNELL 1700 NE 105 Street MIAMI SHORES FL 33138- Valuation: Total Sq Feet: $ 50,000.00 5077 Inspection Type: Meter Box Final Relocation Service Change Fire Alarm Underground Rough Alteration W. W. 1 2 PAID In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above -named contractor to do the work stated Tuesday, September 9, 2008 1 BUILDING PERMIT APPLICATI8 ECEWEC FBC 2004 JUN 0 4 2000 Permit Type: Electrical Owner's Name (Fee Simple Titleholder) f v f /Zvl+G pi OM(1I Phone # (1 " 105+6- i f 7 - Lim t, Describe Work: Owner's Address City (M(Age State r( - Zip 330. Tenant/Lessee Name Ot Dr Phone # NI A E -MAIL: GOJ O p 0vtvla-6 • Goo Job Address (where the work is being done) (24 S .) IG 9 1 s - k -, I.ce t City Miami Shores Village County Miami -Dade Zip ) 9_3 8 FOLIO / PARCEL # l — 37..O— OtO .— 007:.'r Is Building Historically Designated YES NO Contractor's Company Name LOA/ /144w, gicAt Contractor's Address j LI I l A Cit (ljri State Fes, Qualifier Name 4126,1241e/ j�,,,5 syj`, State Certificate or Registration No. C. ) 3 et' 37) 3 E -MAIL: / j . brif0..044 , Architett/Engineer's Name (if applicable ! �� (+,pr�'� tj 11,17 r LL Value of Work For this Permit $ Square / Linear Footage Of Work: Type of Work: ❑Addition ['Alteration / KNew APAA/ +WO LA :te e t2.-1 * * * * * * * * * * * * * * * * * *3e* *r.** *** *9t********* F r.*********oYroYaY****a:a4•* *** ** Submittal Fee $ Permit Fee $ Notary $ Training /Education Fee $ Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. EL 68 Ion Master Permit No. Phone # 3&- // Zip 33138 Phone # 3e9S— 9See ) 24/ Certificate of Competency No. Phone # T o 5 - 1 — 't - le 41 [2.4s1 G6 ❑ Repair /E eplace ❑ Demolition CCF $ CO /CC Technology Fee $ Zoning $ Scanning $ Radon $ DPBR $ Bond $ Code Enforcement $ Double Fee $ —1 `L � Structural Review. $ Total Fee Now Due $ J r;E I PAI) See Reverse side -+ C� ?4w Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: 1 certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that' a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the build' : "permit is issued. In the absence of such posted notice, the inspection will not be approved and a r ec ' fee w' Bch# : ed. Signature My Commission Expires: APPLICATION APPROVED BY: (Revised 02/08/06) ° °‘‘ CGA M 'o �` �Ci �ssioro ° • � o �� G '(02,2p9 FJ, ° • Owner or Agent - The foregoing instrument was acknowledged before me thi day of, , 204a, by E ar ,). .DOr�r,ell , who is personally known to mmr who has produced a As identification and who did o . 6.)-0 NOTARY PUBLIC: NI. oi NOTARY PUBLIC: - O jG' ° : ® ®® : * Sign: ▪ - ▪ s‘ • , • , �#DD601251�$. . Contractor The fore/43i g instrument was cknowl i ged before e this day of (JIJ , 20 uo, by who is person lly known to me or who has produ Print: My Commission Expires: identification and who did take an oath. r ®me 9 9A.; °bgh lstS��;�e °��0�� *, * ** * * * ** * * * * * * * * * * ***' * ** ' �e tu�p o , 44 Engineer Zoning St Nt& 4 ° lans Examiner LONGMAN ELECTRIC PROPOSAL EC # 13003713 Proposal submitted by: LONGMAN ELECTRIC INC. Date of submission: September 15, 2008 844 NE 98 Street Miami Shores. FL 33138 Proposal sub /pitted to: W.R Derrer Construction 816 SE 9th Street FT. Lauderdale, FL 33316 Job information: O'Donnell Residence 1215 NE 94 Street Miami Shores FL 3313$ Scope of work: install all electric, cable. and telephone according to plans, Excluded are all_lighting f xtures fans. and outdoor, sconces. Longman klectric, proposes to furnish the aforementioned material and /or labor and permit and plans in accordance with the abcve conditions for the sum of Nineteen Thousand Five Hundred Dollars ($19,500.001. .Proposed price shall remain in effect for a period of. 2 months from the date of acceptance. Any work required under this proposal after this date is not covered within the scope of this proposal. Payment Schedule: 30% upon commencement of work ($5,850.00), 50% upon rough inspection 09.750,0, .2C2/12_e pon final ($3,900,00) Payments to be made as listed above. Payments not received by invoice due date shall be considered past due. Past due accoun s will be charged an interest charge at the rate of 1.5% per month until the balance is paid in full. No release of 1'.en shall be signed unless all payments are paid in full. NON - COMPETE CLAUSE: Owner and all authorized representatives of Owner are not to contract or employ any contractor employees for a period of one (1) year from the completion of any electrical work per. formed by this Contractor with said Owner /Agent within an area of fifty (50) miles radius from this job site. PERFORMANCE: Longman Electric Inc. agrees that where a written construction schedule is provided with the signing of this proposal and fails to comply with said schedule, Longman Electric Inc. shall pay all overtime costs necessary to complete construction in a timely manner. If a writter construction schedule is not provided with the signing of this proposal, Longman Electric Inc. shall not pay for an :' overtime to complete project and any overtime required shall be considered an extra and authorization shall be required according to CHANGES AND EXTRAS referred to below. Reasonable time shall be given to Longman Electric inc. to complete each phase of the electrical job. MATERII■LS AND EQUIPMENT: All material and equipment shall be as warranted by the manufacturer and will be installed in a manner consistent 1 MATERIALS AND EQUIPMENT: All material 2nd equipment shall be as warranted by the manufacturer and will be installed in a manner consistent with standard practices at this time. It is agreed that title to all material required (for the purpose of this proposal) to remain the property of Lonsman Electric Inc. until paid in full. It is understood that Longman Electric Inc. shall have the authorization to enter upon owner /contractor property for the purpose of repossessing material and equipment waether or not installed without liability to owner /contractor for trespass or any other reason. EXCLUSIONS: This proposal does not include concrete, forming, painting, patching, trenching, core drilling, venting and sealing of roof penetraions. All waste created by electrical contractor will be removed to a specific area on the construction site. CHANGE CURDERS: Any deviation, alteration or changes from this proposal will be executed only on receipt of written work. order. Said charges shall in no way affect or make void the proposal. Charges for changes or modification to this proposal will be based on a labor rate of seventy -six ($76.1)0) dollars per lean -hour. This 'labor rate includes labor, labor benefits, supervision, overhead, warranty, and other cost. Material shall be charged at contractor's list price. Lonaman 'Metric Inc. must receive written authorization by any of the individuals listed below prior to commencement of the work. NO WORK SI.ALL COMMENCE UNTIL THIS ELECTRICAL CONTRACTOR RECEIVES WRITTEN AUTHORIZATION. Individual Euthorized to sign written change orders shall be: Name: Title: Name: Title: NATIONAL AND LOCAL CODES: Electrical installation shall meet the National Electrical Code and local building codes. Errors hi design by the architect and /or engineer are not the responsibility of Longman Electric Inc.. Any additional outlets, wiring, fixtures, eq. ipmcnt, etc. not indicated on plans and specifications that are required by other (Le., inspectors) shall not be part of this proposal. FIXTURES AND EQUIPMENT SUPPLIED BY OTHERS: Price includes the installation of fixtures furnished by others, if fixtures are on job at time of electrical trim out. Fluorescen: fixtures supplied by others shall be assembled, pre whipped, and pre - tamped with in -line fuses. Electrical Contractor shall not be responsible for factures and equipment supplied by others and losses due to theft, damage, vandalism, etc. are not the responsibility of LonQmanYlectriic Inc.. Fixtures and equipment must be stored by others. Price does not cover: The warranty of fixtures and equipment supplied by others. The assem ,ly of fixtures and /or equipment supplied by others. Fixtures wsighing more than fifty (50) pounds. Equipment supplied by others (except fixtures according to conditions above) shall be installed by others. WARRANTY: Marrantie.r shall apply exclusively to the electrical installation of the material, fixtures, equipment, and other items supplied by the electrical contractor 2 WatTanty does not apply to: Material, flxntres, equipment and other items supplied by others. Extensions of additions to the original installation if made by others. Warranty shall comtnence from the final electrical inspection date for a maximum period of one (1) year Warranty or service wi 1 not be performed if any payments according to this proposal become past due including change orders. ELECTRICAL CONTRACTOR SHALL NOT BE LIABLE: governmental or For failure tc perform if prevented by strikes, or other labor disputes, accidents, acts of God, g municipal regulation or interference, shortages of labor, or materials, delays in transportation, non - availability of the same from rr anufacturer or supplier, or other causes beyond electrical contractor's control. In no event shall the electrical contractor be liable for special or consequential damages whatsoever or however caused. OWNER /CONTRACTOR DEFAULTS: Owner /conti actor will be in default if: Any paymer.t called for under this proposal and all authorized change orders becomes past due. Any written agreement made by the owner /contractor is not promptly performed_ Any conditi xis warranted by the owner /contractor prove to be untrue. Failure of owner /contractor to comply with any of the conditions of this proposal. Electrical contractor's remedies in the event of owner /contractor defaults, in event of owner /contractor default, electrical contractor may do any or all of the following: Suspend the: work and remove its material /equipment from the premises. Remove any Electrical Contractor - supplied material /equipment, whether or not it has been installed and whether or not is has been placed in operation. In this regard, owner /contractor agrees that electrical contractor may enter upon owner /contractor property for the purpose of repossessing such equipment without liability to owner /contractor for trespass or any other reason. Retain all monies paid hereunder, regardless of the stage of completion of the work and bring any appropriate action in court to enforce its rights. The owner /contractor, agrees to pay all costs and expenses, attorney's fees, court costs, collection 'fees (including fees incurred in connection with appeals) incurred by electrical contractor in enforcing its rights under this proposal. Electrical contractor carries Workmen's Compensation and Professional Liability insurance covering its work on this job. Owne•/contractor agrees to notify his/her insurance company of the commencement of work, ltisk of loss due to fire, windstorm, vandalism, or other casualty � shall be upon the owner /contractor. Lonsman. Electric Inc. Signed By: f su ! W4tJ - 0 4 . -e.-- Date: This is yo ar authorization to complete the work as outlined above according to conditions on the front and reverse sides of tl' is proposal. Acceptance Signed By: Date: Print name: When both parties sign this proposal, this instrument constitutes a legal and binding contract between the parties, This prof osal may be withdrawn if not accepted within fifteen (15) days from date of submission. Please fat signed contract to 305 - 757 -9806 or for any questions call 305 - 758 -1211. Project Address 1215 NE 94 Street Miami Shores, FL 33138 -0000 11- 3205 -010 -0025 Block: Lot EDWARD & JACQUELINE Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 EDWARD & JACQUELINE O'DONNELL 1700 NE 105 Street MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone WR DERRER CONSTRUCTION, INC (305)586 -1856 Approved: In Review Comments: Date Approved: : In Review Date Denied: Type of Construction: NEW HOUSE CONSTRUCTION Occupancy: Single Family Stories: 2 STORIES Exterior. Front Setback: Rear Setback: Left Setback: Right Setback: Bedrooms: Bathrooms: Plans Submitted: Yes Certificate Status: Certificate Date: Additional Info: Bond Retum : Classification: Residential Fees Due Bond Type - Contractors Bond CCF CO /CC Fee DBPR Surcharge Education Surcharge Permit Fee - Additions/Alterations Plan Review Fee (Engineer) Plan Review Fee (Engineer) Plan Review Fee (Engineer) Plan Review Fee (Engineer) Radon Surcharge Scanning Fee Submittal Fee Technology Fee Total: Amount $300.00 $150.00 $150.00 $25.39 $50.00 $7,500.00 $60.00 $60.00 $60.00 $60.00 $25.39 $30.00 ($250.00) $4.50 $8,225.28 Authorized Signature: Owner / Applicant / Contractor / Agent Building Department Copy Tuesday, September 9, 2008 APPROVE Expiration: 03/08/2009 Parcel Number Total Amt Paid 1 Amt Due $ 0.00 $ 0.00 Payment Type: $ 0.00 [MIAMI SHORES VILLAGE Applicant Valuation: $ 250,000.00 Total Sq Feet 5077 Available Inspections : Inspection Type: Window Door Attachment Footer Column Pads Rake Beam Tie Beam Bond Beam Slab Floor Trusses Shutter Final Trusses Plan Submittal Spot Survey Second Floor Tie Bond Beam Second Floor Slab Framing Wire Lathe Roof Sheathing Window and Door Buck Shutter Attachment Roof Trusses Fill Cells Columns Final PE Certification Termite Letter Final Building Wall Sheathing Stem Wall Footer Insulation Drywall Screw Density In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above -named contractor to do the work stated. September 09, 2008 Date 1 BUILDING PERMIT APPLICATION FBC 2004 Permit Type (circle.° Building Roofing Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 a �Ati lK� Phone # f ®� ° `I 10 - 510 pdv fit or4.ti / �� . 3;138 Zip � 313c Owner's Name (Fee Simple Titleholder) Owner's Address ,/ D 0 Vf e. 101+6 y Jr City PO DcM A014, state fll.- Tenant/Lessee Name N ( Job Address (where the work is being done) 1 2- ( 5 City Miami Shores Village County Miami -Dade Zip FOLIO / PARCEL # (t — ? !may ° - 01 0 "' 002-1 Is Building Historically Designated YES NO X Contractor's Company Name t . 11 C)Egi ... (OrkilitIC,VadPhone # Contractor's Address /5 t sg City Lie State Qualifier Name Nt--\ iLL .P.M, DeZe zd Er e.- 1$\. Phone # 30 S° s — 19 State Certificate or Registration No. Certificate of Competency No.6 C. 1 3 - 0 7q/9 Architect/Engineer's Name (if applicable) k E e o } - re Phone # (; ) S I 1 - 1 e Value of Work For this Permit $ Square / Linear Footage Of Work: g 0 � 6(4 r i Pop ear- Type of Work: ['Addition ❑Alteration ew Describe Work: tLeV 41 1 e f6cMU f4. LQ c Notary $ Training/Education Fee $ O Permit No. 1 L 06-1.01.5 Master Permit No. Phone # Zip . 3 3 3') 1G ❑ Repair/Replace ❑ Demolition 41.0-6 RECEIVED JUN 0 4 2000 3 136' GS(9- /956 GC * * ******* * * ***** **** * *** ** x ******* ** * * **F * * ** x�x�x** ** ****** ** x** ** *�x�x�x *x�•xx��x***** 161 Submittal Fee _ n !a Permit — - 1 ['"n n DO - CCF$ 1 U�J • C r CO /CC 150 . l n c J n c Technology Fee $ I C) * S O Scanning $ • ) Radon $ L • DPBR $ - L5 '31 Zoning $ Bond $ aD SI Code Enforcement $ Double Fee $ Structural Review. $ efe&em "'F' 6 t 4 D " & 0 = $V- 46 ' `'` Total Fee Now Due $ 6 Cz .c9—K See Reverse side -- Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS; HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the b tang permit is issued. In the absence of such posted notice, the inspection will not be approved and a r ' pectio ' e w e f rged. Signature Owner or Agent The foregoing instrument was acknowledged before me this ,? day of , 20, by Ethu.l.t ho is personally known to me r who has produced As identification and who did take an oath. FuDa- us . as identification I Q °. Sign: l / �`-�, ' • ' 'z' ° �e Print: 3 a #, hough 1st St;�:�e <� OQA® e NOTARY PUBLIC: My Commission Expires: APPLICATION APPROVED BY: (Revised 07/10/07) o #pna0125 ; 0 Contractor The foregoing instrument was acknowledged before me this day of , 2001, by U. )11100 DOSULO ft , who is personally known to me o {who has produced NOTARY PUBLIC: Sign: Lb t- Print: My Commission Expires: d who did twit op. 40s.GCA M. 4 ou §.41/41-°e 'Mini MO' 776df /I) 8 S 4 ' 1 ` Plans Examiner Engineer Zoning - - - -- • NLW 1 1.wirA .L f U VUUNLJ( G 6Ya'or FIRE ZONING Rej• 6 /io /a8 . STR �FJ C7 � A ®Kh IMPACT FEES EL CT ICAL HRS /DERM 1 \ iNA Rk IDS LU - � NOC � M � ECHa c �' >�, BLDG' � � � PERMIT # CONTRACTOR: VA liERREK COOSnitict i) !SUBMITTAL DATE: 6-0.4 •°08 RESUBMITAL DATES: z jz.((Q ' j i'L, NL, 131c1 �1� (®% 1 I fA�DA�S f21S WE R 4 Sr • gtovitot- lvllaml snores village Building Department CRITIQUE SHEET /; l./ Job Name D ate 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. ?L V B - mt � it PERMIT Mk (p5 ❑ Contractor ❑ Owner )Architect Acknowledged by: Miami Shores Village Building Department 10050 NE 2 Ave, Miami Shores, Fl 33138 Tel: (305)795 -2204 • Fax; (305)756 -8972 PERMIT CLEARK INITIAL: 040 RESUBMITTED DATE: --(Alloy PERMIT CLEARK INITIAL: ygll RECEIPT DATE: 1:;-,3(og 04-01 for 7?VtaxA( d CkI' , frittef Picked up 2 sets of plans and (other) d,S(ir 7 7 /ply • 'I h ula ?I Cups Address: I A 15 ( E 5 C ' Doi From the building department on this date in order to have corrections done to plans And/or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Buil • g Department to continue permitting process. l2/5 Uc� Wsr v, Required Submitted MIAMI SHORES VILLAGE BUILDING DEPARTMENT RESIDENTIAL ADDITION CHECKLIST PRIME CONTRACTOR AND ALL SUB - CONTRACTOR PERMITS MUST BE SUBMITTED PRIOR TO PERMIT APPROVAL V ' COMPLETED BUILDING PERMIT APPLICATION - Please note Plbg, Elect, Me Swim Pool are separate applications. PROOF OF OWNERSHIP (Deed or Current Tax Bill) l# VJ CURRENT SEALED SURVEY (TWO COPIES) je" r/ 2 PLOT PLANS - If prepared by architect, must be sealed. (Show all intended setbacks from / property lines and other existing structures) ✓ 7 3 ENERGY CALCULATIONS Supplied by Architect/Engineer sealed and/ signed J v designer. STRUCTURAL PLANS AND STRUCTURAL CALCULATIONS (2 complete sets - sealed by Architect/Structural Engineer) &V ELECTRICAL PLANS (2 Complete sets - sealed by Architect/Structural Engineer) PLUMBING PLANS (2 complete sets - sealed by Architect/Structural Engineer) IV MECHANICAL PLANS (2 complete sets - sealed by Architect/Structural Engineer) if drawn by A/C Company, must obtain stamped approval from Arch/Eng) V ,rive TWO SETS OF PRODUCT APPROVAL FOR ALL WINDOWS, EXTERIOR DOORS, ect. V 10-da PERMIT AND DOCUMENTATION FOR ROOFING 0 ARA PERMIT AND DOCUMENTATION FOR SHUTTERS i/ V HRS APPROVAL IF SEPTIC TANK OR WELL WORK IS REQUIRED (7755 NW 48 STR) '7.1/ APPROVAL FROM DERM (11805 SW 26 ST) '* / NOTARIZED SIGNATURES ON APPLICATION k L/ Application fee of $250.00 due at the time of permit submittal. IMPACT FEE FOR ADDITION PAID ( CONTRACTORS - Write license #'s on all applications. A copy of all applicable licenses (Competency & Occupational) and original insurance certificates for Workman's Comp and General Liability. CERTIFICATE OF ELEVATION SIGNED AND SEALED NOTICE OF COMMENCEMENT 2- 4-11e eV Sc . erke o-' 1m c Miami Shores Village Building Department PFCENED Ali t U BUILDING CRITIQUE SHEET Jee.cdtic-f) • 1v .tor .6A1 it tad& eiec The 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. 08.— /dam Job Name V Date S . Sift' Crq' 4- v T . GtJI !/ 1cl Er W d ag.K /•v 1494,i /ti, 50' / EvL5Er 'AT; A /2 J.cr �' //'c+iici3 m/SoA.i �r OA- - a, AT 0 ova ' g e41r pu bit s'Ive ON S-r r'Juc� bc.7S rz.cx -1:v u5 -oc/ 62e ,4 5 /to o SA AI /2Ce o Ose I .r:4 -e. ®�¢ f�i¢ r� L r�� Coto C.4. J� S a� i v solor2 7 �r A see izevi eo , ixe . ® w� Reviewer: Claudio Grande C.B.O 305 -795 -2204 Ext 1430 WL/r n rs S (b9VC A rot/AA-4 BUILDING CRITIQUE SHEET (01 lviiami snores v illage Building Department ,4 c Permit No. Job Name Date 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 (0/20/68. lei. . 2hteahu S IC -e ci - °c� ZR 444e. e)4.1 ,4 ep i — $ EE s74'�P e r EV. Crelec %r / ; �r C,e6L,GSe 14) OkJ s AAid Dodge-S eviewer: Claudio Grande C.B.O ' ` ° 6• ) vim r s !-o c.� rn tiA G 305 - 795 -2204 Ext 1430 A4a',2 2 t C 4.4 4ie `?.2'AJ C ,e/W or a Zvez-e ®ix, ti1ha9 -e 64 2-614/ - rYPor are /roe 1-4 /0 _? ‘eir: p -l'ro STR. t'w4, c::) Fooling s on ivliaiiu oiiui es v iiiage Building Department STRUCTURAL CRITIQUE SHEET g ee Vieki g /z6/af 0 t vo,Yti ched. SD - c 5 /1/t C.o:li 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. 17, Job Name L' Date 7 ' q.V1- ,, t7 dic-a /e Me ,b P'tll/r'7 s a. j ri 14'-e5/ 71 ahoy-4' , ,112d/cale /ve aridsije 0thrfcl -ec/11-44 ds /v M5M11 show re cfepi4h and /eaa'rs .17env *tail o .5uvror/ - t4 /l wfIA eal c/ai-e4 loads- Show si3 o1' j7i5ts f® he e d. 11 e c e- ¢ru ray7 he by -1g1n e eY of - Re c or dl. PERMIT #; C � — 10 ;6 I ❑ Contractor ❑ Owner Architect Picked up 2 sets of plans and (other) Address: Atrep P�'1 C✓��e� Miami Shores Village Building Department 10050 NE 2 Ave, Miami Shores, Fl 33138 Tel: (305)795 -2204 - Fax; (305)756 -8972 IM5 ei5c4c)co-Q. RECEIPT DATE: ( (o Fr), C6(flt L) (bpi G T o4ir fly o f as- k/ 7 S(1_1(7 -1-Q. (03 ✓ ✓ ( (�'�I From the building department on this date in order to have corrections done to plans And/or get County stamps. I understand that the plans need to be brought back to Miami Shores Village BuildingPepartment to continue permitting process. Acknowledged by: PERMIT CLEARK INITIAL: RESUBMITTED DATE: 874ia Who' PERMIT CLEARK INITIAL: Qra oN" itcliA° EC 5VIEms' INS 0 It ZGO8 Signature and Prin DECLARATION OF USE KNOW ALL MEN BY THESE PRESENTS: t WHEREAS, the undersigned fQ k i } ✓ � � I l i ' � t � ® ! fr ' t is /are the fee simple owner(s) of the following described property ( "Property") situated and being in,Mia i Shores Village, Florida: Lot(s) 1 Block of Mt*ewt0 9 14oro$ FA1 V 14 to (Subdivision), according to the plat thereof, as recorded in the Plat Book ® Page of the Public Records of Miami -Dade County, Florida, (address) 020 5 t 0 4 p H. S -ri " and WHEREAS, the undersigned owner(s) have sought certain development approval from Miami Shores and are providing this document in consideration thereof and to induce the Village to grant same: NOW, THEREFORE, for good and valuable consideration, the receipt and sufficiency of which is acknowledged, the undersigned do(es) hereby declare and agree: 1. That the Property will not be used in violation of any ordinance of Miami Shores Village or Miami -Dade County now in effect or hereinafter enacted. 2. That the property will be used for a single family residence only. 3. That he/she will not convey or cause to be conveyed the title to the above property without requiring the successor in title to abide by all terms and conditions set forth herein. FURTHER, the undersigned declare(s) that this covenant is intended and shall constitute a restrictive covenant conceming the use, enjoyment and title to the above Property and shall constitute a covenant running with the land and shall be binding upon the undersigned, his /her successors and assigns and may only be released by Miami Shores Village, or its successors, in accordance with the codes, rules and regulations of said Village then in effect. IN WITNESS W EREOF, the undersigned has /have caused hand(s) and seal(s) to be affixed hereto on this day of tAA A,4,.0 , 200A_. WITNESS(ES) OWNERS: �?, Signatu and Print b dam. STATE OF FLORIDA ) COUNTY OF MIAMI -DADE ) who is erson My commission expires: that on this day personally appeared before me e 14-1 Signature p4 v i .) .e and Print Signature and Print • : _.__ , •. �• or h vpist ced (type o identification) as identi ion and he /she ackno /re. executed the foregoing, freely and voluntarily, for purposes therein ica expressed. SWORN TO AND Otkillrl on this day of 20 R-CeLb.,k0 0 #DD601251 S : Q g •;a� � ° Qa NOT RY PUBLIC, STATE OF FLORIDA i q ° Q Og p s1 • SC• Primary Zone: 1400 SINGLE FAMILY RESIDENCE CLUC: 0081 VACANT LAND Beds/Baths: 0/0 Floors: 0 Living Units: 0 AdJ Sq Footage: 0 Lot Size: 9,375 SQ FT Year Built 0 Legal Description: MIAMI SHORES BAY VIEW PB 40 -16 LOT 3 LOT SIZE 75.000 X 125 FAU 1132050100020 COC 23086-4662 24141- 4371 12 04 1 Folio No.: 11- 3205 - 010 -0025 Property: nd Value: Mailing Address: EDWARD 0 DONNELL &W JACQUELINE 1700 NE 105 ST#112 MIAMI SHORES FL 33138- 0/R: 2007 2006 nd Value: $330,000 30 00 uildin a Value: $0 $0 u : 1, $330,000 30, essed Value: $330 000 -330 00 otal Exem,tions: $0 $0 axabie Value: $330,000 30 000 0/R: 3086-4662 le Date: r 12/2004 le le Amount 15,000 Property Information Map tts,CES My Home BM 1 . 1 NOB Miami -Dade County, Florida Property Information Map Digital Orthophotography - 2007 0 113 ft This map was created on 5/30/2008 10:16:05 AM for reference purposes only. Web Site ® 2002 Miami -Dade County. All rights reserved. MIAMI -DADE ) Summary Details: Property Information: Sale Information: Assessment Information: Page 1 of 1 http:// gisims2 .miamidade.gov /myhome /printmap. asp? mapurl = http: / /gisims2.miamidade.go... 5/30/2008 Carlos Alvarez, Mayor ATLAS PAGE: D -8 INV #: 108279 FORM #: NAME OF OWNER: EDWARD O. & JACQUELINE O'DONNELL PROPERTY ADDRESS: 1215 NE 94 ST PROPOSED USAGE / SINGLE FAMILY RESIDENCE NO. OF UNITS: REPLACES: PREVIOUS VACANT LAND USAGE / NO. OF UNITS: PROPERTY LEGAL: LOT 3 MIAMI SHORES BAY VIEW 40/16 FOLIO NUMBER: 11- 3205 - 010 -0025 PREVIOUS FLOW: 0 PROPOSED FLOW: 350 PROPOSED SQUARE FOOTAGE 5,077 THIS IS TO CERTIFY THAT THE MIAMI -DADE WATER AND SEWER DEPARTMENT DOES HAVE A(N) _4_ INCH WATER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT PROPERTY, (OR, IF "WILL HAVE ", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF WATER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # N /A) SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF WATER SUPPLY OR WITHDRA SIGNATURE OF REPRESENTATIVE N W BUSINESS COMMENTS: ALL FEES DUE WITH SET METER REQUEST. PLANS REVIEW COMMENTS: CRITERIA: S1A/A2E BY: VERIFICATION FORM EXPIRES ONE YEAR FROM DATE ON FORM PREVIOUS SQUARE FOOTAGE: 0 THIS IS TO CERTIFY THAT THE MIAMI -DADE WATER AND SEWER DEPARTMENT DOES NOT HAVE A(N) — INCH INCH GRAVITY SEWER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT PROPERTY, (OR, IF WILL HAVE ", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF SEWER SEWER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # N/A ). SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF SEWAGE DISPOSAL. FURTHERMORE, APPROVAL OF ALL SEWAGE FLOWS INTO THE DEPARTMENT'S SYSTEM MUST BE OBTAINED FROM D.E.R.M. THE ANTICIPATED DAILY WATER AND /OR SEWAGE FLOW FOR THIS PROJECT WILL BE: THREE HUNDRED FIFTY [350] GALLONS PER DAY INCREASE. SIGNATURE OF REPRESENTATIVE NEW BUSINESS COMMENTS: SEPTIC TANK APPROVAL #AP843955 DATED 2/26/08 PLANS REVIEW COMMENTS: CONTACT NAME: EDWARD O'DONNELL CONTACT PHONE (305) 490 -9405 GALLONS PER DAY INCREASE: Printed On: 4/9/2008 NB: Queen Booker 11:34:16 AM PR: Water & Sewer P.O. Box 330316 • 3071 SW 38th Avenue Miami, Florida 33233 -0316 T 305- 665 -7471 200816988 DATE: 4/9/2008 1-.1L0 Z- 1015 FIRECEPliiat ( JUN 0 4 2008 1 ilittd 350 NEW CONSTRUCTION ❑ INTERIOR RENOVATION Queen Booker - New Business. Representative AUTHORIZED BY Queen Booker- New Business Representative AUTHORIZED BY miamidade.gov DEVELOPMENT ORDER File Number: PZ -4 -08- 200874 Property Address: 1215 NE 94 Street Agent: William Cate Address: 8425 Biscayne Blvd., #103 Miami FL 33138 IEC F ?ono �Rc.. 08 - 125 Applicant: Edward & Jacqueline O'Donnell (Owner) Address: 1700 NE 105 St. #112 Miami Shores FL 33138 Whereas, the applicant Edward & Jacqueline O'Donnell (Owner) has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Special Approvals, Sec. 600: Sec. 523. New one - family dwelling. Whereas, a public hearing was held on May 22 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, fmds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Applicant to secure any additional development approvals required by DERM and HRS, prior to the issuance of village building permits. 2) Applicant to obtain all required building permits before beginning work. Applicant to meet all applicable code provisions at the time of permitting. 3) Applicant to provide proof of compliance with Miami -Dade County Landscape Requirements. Page 1 of 2 4) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. 5) Applicant to utilize only roofing material that is approved by the building official. Additionally, the applicant must, satisfy all applicable Miami Shores Village Codes, Miami -Dade County Codes, the applicable building and life safety codes required for development, and provide a copy of the development order to the Building Dept. The application with conditions was passed and adopted this 22 day of May, 2008 by the Planning Board as follows: Mr. Abramitis Yes Mr. Powell Absent Mr. Reese Yes Mr. Sastre Yes Chairman Fernandez Absent Date Robert Abramitis Vice - Chair, Planning Board Page 2 of 2 PERMIT #; / WC C4 V DATE: ( ( - - I, c ontractor ❑ Owner ❑ Architect Picked up 2 sets of plans and (other) /Ic(h .0(r1(c. • Address: 12_ IS J1 1 q - jT Acknowledged by: Miami Shores Village Building Department 10050 NE 2 Ave, Miami Shores, Fl 33138 Tel: (305)795 -2204 - Fax; (305)756 -8972 RECEIPT From the building department on this date in order to have corrections done to plans And/or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to continue permitting process. PERMIT CLEARK INITIAL: I4X L. RESUBMITTED DATE: 7/7/d? PERMIT CLEARK INITIAL: 4 DAVID A. DACQUISTO, AICP PLANNING & ZONING DIRECTOR DEVELOPMENT ORDER File Number: PZ -4 -08- 200874 Property Address: 1215 NE 94 Street Applicant: Edward & Jacqueline O'Donnell (Owner) Address: 1700 NE 105 St. #112 Miami Shores FL 33138 Agent: William Cate Address: 8425 Biscayne Blvd., #103 Miami FL 33138 Thiarni Sliorei Wiar 10050 N.E. SECOND AVE. MIAMI SHORES, FLORIDA 33138 -2382 Telephone: (305) 795 -2207 Fax: (305) 756 -8972 JUL J. 7 200g eCCt5" 102.5 . Whereas, the applicant Edward & Jacqueline O'Donnell (Owner) has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Special Approvals, Sec. 600: Sec. 523. New one - family dwelling. Whereas, a public hearing was held on May 22 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Applicant to secure any additional development approvals required by DERM and HRS, prior to the issuance of village building permits. 2) Applicant to obtain all required building permits before beginning work. Applicant to meet all applicable code provisions at the time of permitting. 3) Applicant to provide proof of compliance with Miami -Dade County Landscape Requirements. Page 1 of 2 4) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. 5) Applicant to utilize only roofing material that is approved by the building official. Additionally, the applicant must, satisfy all applicable Miami Shores Village Codes, Miami -Dade County Codes, the applicable building and life safety codes required for development, and provide a copy of the development order to the Building Dept. The application with conditions was passed and adopted this 22 " day of May, 2008 by the Planning Board as follows: Mr. Abramitis Yes Mr. Powell Absent Mr. Reese Yes Mr. Sastre Yes Chairman Fernandez Absent II t/Oi Date o . ert Abramitis Vice - Chair, Planning Board Page 2 of 2 No. i Truss ID# Date 1 T1 10/10/08 2 T2 10/10/08 3 T3 10/10/08 4 T4 10/10/08 ri C7 10/10/08 J7 10/10/08 E5 10/10/x ' E3 ELp ! • .. 9 El e� r g ,. 1r 10 claq 11 t '- ; „Q /1 ► 7 :;. 12_� '. .:: 13 Pial '.:�I�. . 1,0 0/08 IIMECEMIN miE 10/10/08 m m® 10/10/08 16 10/10/08 17 IIMEME 10/10/08 18 FG1 10/10/08 19 F3 10/10/08 GENERAL TRUSS ENGINEERING CRITERIA & DESIGN LOADS: Building Code & Chapter. i Gravity: Wind: 777 SW 12th Ave, FL 33069 Pompano Beach 9547868800 HomeBASE by Alpine psf Roof Total Load + II mph from Ft Gravity: Name: O'DENNELL EC 1 28 1215 NS cra, ware, zrP: ;&i1 I S11Cres / FL— Address: Computer Program Used: V psf code (e.g. ASCE 7) This package includes a Truss Index Sheet and 19 individual truss design drawings, together with the attached index of the Truss System design drawings. I hereby certify that this serves as a cover sheet in accordance with Chapter 61G15-31.003 of the Florida Board of Professional Regulations. Note: Furthermore, the responsibility of the undersigned is solely limited to the design of the truss components shown. The suitability and use of these 'a'pty of the building designer. _ a t PERMIT # APPROVED ZONING DEPT BLDG DEPT SUBJECT TO COMPLIANCE WITH ALL FEDERAL STATE AND COUNTY RULES AND REGULATIONS • • • • • • • • • • • • • • •• ,3 SUBMITTAL WITH SPECIALTY ENGINEER SUBSTANTIALLY CONFORMS TO DESIGN CONCEPT ... .A CE.PTED AS SUBMITTED ■ SUBSTANTIALLY CONFORMS TO DESIGN CONCEPT.......... ACCE1 TED ASNCOTED p DOES NOT CONFORM TO DESIGN C`)NCEPT REVISE AS NOTED AND RESUBMIIT ❑ UNRESPONSI SUBMITTAL AS NO1 ED ris o SIGNED & SEALED RESUBMIT TAL REQUIRED ACCEPTED FOR RECORD ONLY ❑ NOT REVIEWED BY JC/TRC . Review is limited to verifying THE FOLLOWING 1. The specified Structural Submittals S �� Ens Engineer 2. Submittal is signed and sealed by ucxl the desk intent and has used the 3. specified Speciay structural Engineer has (Nu as check of calculations was made) 4. The configuration specified configuration set f set firth in the submittal ES consistent with the Structural Contract Documents (No detailed check of quantities or dimensions was made). Notations do not constitute a Change Order and do not relieve the General Contractor / Construction Manager from compliance with Contract Documents, governing codes and regulations The General Contractor r Construction Manager is solely responsible for confirming all quantities. dimensions, fabri atredt in a safe and work with other trades and assuring tt.at work is perform d satisfactory manner. TRC WORLDWI .. / NGINEERING INC. Date: ' it) , i ®t By: • • • •• HOUA, P.E. •• • SHOUA, P.Eer ! 251 & 19554 • NUE, CO ' • .R 9 •• • • • •• • • • • • • • .• • • • 74.:... .• • • • • Page 1 of 1 J Top ohord 2x4 SP #2 Bot ohord 2x6 SP #2 Webs 2x4 SP #3 SPECIAL LORDS (LUMBER DUR.FRC.m1.00 / PLATE DUR.FRC. 1.00) TC - From 120 PLF at 0.00 to 120 PLF at 27.67 BC - From 10 PLF of 0.00 to 10 PLF at 27.67 PLB- 447 LB Conc. Load at (1.73,10.04), (3.73,10.04), (5.73,10.04) PLB- 3068 LB Cono. Load at (7.67 10.04) PLB- 2061 LB Cono. Load at (11.79,10.04) Truss must be Installed as shown with top ohord up. The TC of this truss shall be braced with attoohed spans at 24" OC In structural sheathing. 1 5X4 F. 1'8"12 4470 R =1188# TAG . ° TYP - WAVE /R Dense :T2 2x4 SP #2: :B1 2x6 SP 2400F -2.0E: :W1, W7 2x6 SP #2: :W8 2x4 SP #2: 2' 447Y 2' — r 1'11 "4 1 4'1 "8 MM.13 4476 R =7767# Wreq =1.675 "MIN DESIGN CRIT "TPI Cq /RT "1.00(1.25)/10( 0) lieu of • • 27'8" 27'8" • • • •• ••• •• • • • •• 2 Complete Trusses Required S Nailing Sohedule: (16d_Common_(0.162 "x3.5 ",_min.)_nails) Top Chord: 1 Row 012.00" o.o. Bot Chord: 1 Row 0 7.75" o.o. Webs : 1 Row 0 4" o.o. Use equal spacing between rows and stagger nulls In eaoh row to avoid splitting. Calculated vertical deflection Is 0.12" due to live load load at X = 18 -2 -8. DePleotion meets L/360 live and L/240 total Calculated vertical deFlection Is 0.12" due due to total load at X = 18 -2 -8. L/360 live •• ••• • • • • • •• • • QTY° 1 PLIES° 2 TOTAL° 2 15'10"8 load. to live load at X = 18 -2-8 and 0.19" and L/240 total load. REV. 8.05.01.0714 and 0.19" due to totol R =1111# SEO - 141113 -SALE =0.2924 Custom Designed Tense Co. 777 8.W. 12th Avenue Pompano Beach, FL 83059 Phone: 954-786 -8800 Fax: 954 - 786-8804 ••WARNING•• TRUSSES REQUIRE EXTREME CARE IN FRBRICRTING, HANDLING SHIPPING INSTALLING AND BRACING. REFER TO BCSI 1 -03 CBUILDING COMPONENT SAFETY INRORMRTI4N1, PUBLR8HED•BM•TPI (1R•96 • PLATE INSTITUTE 583 D'ONOFRIO DR. SUITE 200, MADISON, Wi. 837181eRND VIER e1W00D TRUSS COUNCIL OF AMERICA 6300 ENTERPRISE LN, MADISON VI 5337191 FOR SRGET8 PARC)ICES RRII7R T04PERFORMIN THESE F 1L ONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HH8VVEEU ROPEYYi1TTRQ STRWCTTURRL P UC INC * F COPY L O F STH I SI DE S I G R T ONY N S TRLLATI O K FRO N ROCTOR. A ll p PINE r FRINEERI'QTO• BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/168R CW,H /S /K) RSTM 9653 GRADE 40/60 CV t( /H Sl GRLV. STEEL. APPLY PLATES TO EACH FACE OF 0 7 L CRTED • ON THIS DESIGN POSITION PER DRAWINGS 160A -Z. ANY INSPECTIO P fE9 Y C • BE PER ANNEX R OF TPI 1 -2002 SEC. 3. R SEAL ON THIS DRAWING NDI TES C CE Cr • PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS MPO L D I OWN SUITABILITY AND USE OF THIS COMPONENT FOR RNY BUILDING IS THE ESP gr�j T .0 THE IL WU gild • DESIGNER, PER RNSI /TPI 1 SEC. 2. - - see _ • • • err to R. Shoahnue P.E. ICE R. SHRSHOUI�, P.E., INC NV 112 FIVE. RRL SPRINGS FL. 33071 (5547 753 - 1880 LICENSE Noa.E85251 & 18554 TC LL TC DL BC DL BC LL TOT.LD. 40.0psf 20.0psf 5.0psf 0.Opsf 65.0psf DUR . FRC . 1 .00 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/R LEN. 270800 JOB #: 20080312 TYPE FLAT ob:(20080312) - DERRER - O'DENNELL / FG2 THIS DWG. PREPARED BY THE RLPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT ; J Top ohord 2x4 SP SS :T2 2x4 SP #2: Bot ohord 2x6 SP 2400P -2.OE :81 2x6 SP #2: Webs 2x4 SP #3 :W1, W7 2x6 SP #2: :W8 2x4 SP SS: :W17 2x4 SP #2 Dense: SPECIAL LORDS (LUMBER DUR.FAC. =1.00 / PLATE OUR.FAC. =1.00) TC - From 120 PLF at 0.00 to 120 PLF at 27.67 BC - From 10 PLF at 0.00 to 10 PLF at 27.67 (7.94 10.04) (9 94 10. at 10 04) (11.9410.04) ( (13.94 10.04) (5 (15 . 9 4.0 0 04) (17.94 10.04 , (19.04,10.04), (21.84 10.04 , (23.04,10.04), (25.04,10.04) PLB- 1939 LB Cono. Load at (11.79,10.04) Defleotion meets L/360 live and L/240 total load. Truss must be Installed as shown with top ohord up. The TC of this truss shall be braced with attached spans at struotural sheathing. 1.5X4 Ie 1 "4 -.7-2 ' '-7-2' 13708 13700 13708 R =824• TAG = T7 PLT. TYP.- WAVE /R 9'0"4 8X14 9501919 •9 , 24" OC in lieu of 27 27'8" • • • • • • • •• ••• •• • • • •• DESIGN CRIT "TPI Cq /RT "1.0001.25)/10C 0) OTY= 1 PLIES= 3 TOTAL= 3 Complete Trusses Required Nailing Sohedule: (16d_Common_(0.162 "x3.5 ",_9In .)_nails) Top Chord: 1 Row 812.00" o.o. Bot Chord: 2 Rows 0 5.00" o.o. (Eaoh Row) Webs : 1 Row 0 4" o.o. Repeat nailing as eaoh layer is applied. Use equal spooln between rows and stagger nails In eaoh row to avoid splitting. (¢•) 1 plate(s) require speolal positioning. Refer to scaled plate plot details For special positioning requirements. (A) 2x6 "T" brace. 807 length of web member. Some speoles & grade or better. Attaoh to eaoh web ply with 16d Box or Gun (0.135 "x3.5 ",min.7nalls 0 6" OC. Caloulated vertloal deflection Is 0.35" due to live load and 0.57" due to total Toad at X 18 -2 -8. Caloulated vertloal deflection Is 0.35" due to live load at X = 18 - - and 0.57" due to total load of X 18 -2 -8. L/360 live and L/240 total load. •• ••• • • • • • •• • • 3 18 "4 4X14 4X4 2' --7 - 1 "4 2• 2' -•7-- 2' 2' -- - -2' 2' - •�+ -2' 1•e "!z 137[79 13704 1 0 13704 13700 13 13705 13 13708 137 R =16415# Wreq =2.653 "MIN R =6111# SEO = 141108 REV. 8.05.01.0714..IALE =0.2924 Custom Designed Truss Co. 777 8.W. 112th Avenue Pompano Beach, FL 33069 Phona:954- 786-88800 Fax: 954-786 -8804 RRRCXN G. REFER TRUSSES REQUIRE EXTREME CARE IN NT SRF RTING, RNOL G S " BRACING. REFER TO SCSI 1-03 (BUILDING COMPONENT SAFETY I M8 , P I PLATE INSTITUTE 583 O'ONOFRIO OR. SUITE 200 MADISON, 7 l V fl 4 000•TRUSS C IL OF RMERICR 6301 ENTERPRISE LN, MFll')ISON WI 537181 FOR S T P CES pp��QQIO, TO�pERFORMI THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE4'ROPEI Y NTTROIIEU STRIICTURRL P ANO B 4 OQ TTOM CHORD SHALL HAVE A PROPERLY ATTACHED RISID•CE!LIIIG. • • • • • • iORTRNT#' FUNISH COPY OF THIS DESIGN TO INSTRLLATIOM CONTRIwCTOR. :OPINE BNGINEERE0 PR CTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HRNOLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NOTIONAL DESIGN SPEC, BY RF &PH1 AND TPI. RLPINE CONNECTOR PLATES ARE MADE OF 20/18/1608 (W,H /S/19 RSTM 8653 GRADE ON T POSITION DRAWINGS�160R Z. E NY IN ®F PtiRTES FSL'WEO BY t� LOCATED* • BE PER ANNEX A OF TPI 1 -2002 SEC. 3. R SEAL ON THIS ORRWING dNDI0ATES R6C58/1AYCE OF • • PROFESSIONRL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS £ MPONENb D4FIG* SYOWN ♦ THF• • • SUITRBILITY RND USE OF THIS COMPONENT FOR NY BUILDING IS THE ACESPQN8IBjl07TY•OF•THE IUILIj1 G • • DESIGNER, PER NSI/TPI 1 SEC. 2. 'boa • • .• see • r •• • • 'orris R. Shosha a P.E. ..i... ICE A. SHRSHOU?i, P.E.,INC NW 112 AVE. RRL SPRINGS FL. 33071 (9941 753-188 LICENSE Nos.EB5251 & 15554 Fi TC LL TC DL BC DL BC LL TOT.LD. 40.0psF 20.0psF 5.OpsP 0.0psF 65.0psF DUR . FRC . 1.00 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/R LEN. 270800 JOB #: 20080312 TYPE FLAT ob:(20080312) - DERRER - O'DENNELL / FG4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT o 3X4 B1 5X6 980919 •4) (1) 82 X8 3X4 4X10 0.1' 5X12 B3 o•o" is... J Top ohord 2x4 SP SS :T2 2x4 SP #2: Bot ohord 2x6 SP 2400P -2.OE :81 2x6 SP #2: Webs 2x4 SP #3 :W1, W7 2x6 SP #2: :W8 2x4 SP SS: :W17 2x4 SP #2 Dense: SPECIAL LORDS (LUMBER DUR.FAC. =1.00 / PLATE OUR.FAC. =1.00) TC - From 120 PLF at 0.00 to 120 PLF at 27.67 BC - From 10 PLF at 0.00 to 10 PLF at 27.67 (7.94 10.04) (9 94 10. at 10 04) (11.9410.04) ( (13.94 10.04) (5 (15 . 9 4.0 0 04) (17.94 10.04 , (19.04,10.04), (21.84 10.04 , (23.04,10.04), (25.04,10.04) PLB- 1939 LB Cono. Load at (11.79,10.04) Defleotion meets L/360 live and L/240 total load. Truss must be Installed as shown with top ohord up. The TC of this truss shall be braced with attached spans at struotural sheathing. 1.5X4 Ie 1 "4 -.7-2 ' '-7-2' 13708 13700 13708 R =824• TAG = T7 PLT. TYP.- WAVE /R 9'0"4 8X14 9501919 •9 , 24" OC in lieu of 27 27'8" • • • • • • • •• ••• •• • • • •• DESIGN CRIT "TPI Cq /RT "1.0001.25)/10C 0) OTY= 1 PLIES= 3 TOTAL= 3 Complete Trusses Required Nailing Sohedule: (16d_Common_(0.162 "x3.5 ",_9In .)_nails) Top Chord: 1 Row 812.00" o.o. Bot Chord: 2 Rows 0 5.00" o.o. (Eaoh Row) Webs : 1 Row 0 4" o.o. Repeat nailing as eaoh layer is applied. Use equal spooln between rows and stagger nails In eaoh row to avoid splitting. (¢•) 1 plate(s) require speolal positioning. Refer to scaled plate plot details For special positioning requirements. (A) 2x6 "T" brace. 807 length of web member. Some speoles & grade or better. Attaoh to eaoh web ply with 16d Box or Gun (0.135 "x3.5 ",min.7nalls 0 6" OC. Caloulated vertloal deflection Is 0.35" due to live load and 0.57" due to total Toad at X 18 -2 -8. Caloulated vertloal deflection Is 0.35" due to live load at X = 18 - - and 0.57" due to total load of X 18 -2 -8. L/360 live and L/240 total load. •• ••• • • • • • •• • • 3 18 "4 4X14 4X4 2' --7 - 1 "4 2• 2' -•7-- 2' 2' -- - -2' 2' - •�+ -2' 1•e "!z 137[79 13704 1 0 13704 13700 13 13705 13 13708 137 R =16415# Wreq =2.653 "MIN R =6111# SEO = 141108 REV. 8.05.01.0714..IALE =0.2924 Custom Designed Truss Co. 777 8.W. 112th Avenue Pompano Beach, FL 33069 Phona:954- 786-88800 Fax: 954-786 -8804 RRRCXN G. REFER TRUSSES REQUIRE EXTREME CARE IN NT SRF RTING, RNOL G S " BRACING. REFER TO SCSI 1-03 (BUILDING COMPONENT SAFETY I M8 , P I PLATE INSTITUTE 583 O'ONOFRIO OR. SUITE 200 MADISON, 7 l V fl 4 000•TRUSS C IL OF RMERICR 6301 ENTERPRISE LN, MFll')ISON WI 537181 FOR S T P CES pp��QQIO, TO�pERFORMI THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE4'ROPEI Y NTTROIIEU STRIICTURRL P ANO B 4 OQ TTOM CHORD SHALL HAVE A PROPERLY ATTACHED RISID•CE!LIIIG. • • • • • • iORTRNT#' FUNISH COPY OF THIS DESIGN TO INSTRLLATIOM CONTRIwCTOR. :OPINE BNGINEERE0 PR CTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HRNOLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NOTIONAL DESIGN SPEC, BY RF &PH1 AND TPI. RLPINE CONNECTOR PLATES ARE MADE OF 20/18/1608 (W,H /S/19 RSTM 8653 GRADE ON T POSITION DRAWINGS�160R Z. E NY IN ®F PtiRTES FSL'WEO BY t� LOCATED* • BE PER ANNEX A OF TPI 1 -2002 SEC. 3. R SEAL ON THIS ORRWING dNDI0ATES R6C58/1AYCE OF • • PROFESSIONRL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS £ MPONENb D4FIG* SYOWN ♦ THF• • • SUITRBILITY RND USE OF THIS COMPONENT FOR NY BUILDING IS THE ACESPQN8IBjl07TY•OF•THE IUILIj1 G • • DESIGNER, PER NSI/TPI 1 SEC. 2. 'boa • • .• see • r •• • • 'orris R. Shosha a P.E. ..i... ICE A. SHRSHOU?i, P.E.,INC NW 112 AVE. RRL SPRINGS FL. 33071 (9941 753-188 LICENSE Nos.EB5251 & 15554 Fi TC LL TC DL BC DL BC LL TOT.LD. 40.0psF 20.0psF 5.OpsP 0.0psF 65.0psF DUR . FRC . 1.00 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/R LEN. 270800 JOB #: 20080312 TYPE FLAT ob:(20080312) - DERRER - O'DENNELL / FG4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top ohord 2x4 SP SS :T2 2x4 SP #2: Bot ohord 2x4 SP #2 :B2 2x4 SP SS: Webs 2x4 SP #3 :W2, W9 2x4 SP #2: DeFleotlon meets L/360 live and L/240 total Toad. Truss must be installed as shown with top ohord up. 3; CO 1 TAG = T2 PLT. TYP.- WAVE /R 4X 12 T1 1.5X4 R =1384# Wreq "2.059 "MIN • • • • • 21'2 "8 21 20 See ANSI /TPI 1 -02 Seat 7.5 For additional ng requirements. Coloulated vertioal deFleotlon Is 0.35 due to live Toad and 0.63" due load at X = 11 -11 -8. Coloulated vertiool deFleotlon Is 0.39" due to live load at X " 11 -11 -8 and 0.63" due to total load at X = 11 -11 -8. L/360 live and L/240 total load. 5X6 B2 ••• • • • • • • • • • • • ••• •• • • • •• DESIGN CRIT "TPI Cq /RT °1.00 (1.25] /10 C 0) CITY- 13 TOTAL- 13 5X6 3X4 R ■1370# 11'4 "8 0' SEO = 141102 REV. 8.05.01.0714.EEALE =0.3814 to total Co,tom Dwlpaed limo Co. 777 8.W. 128i AVenUe Pompano Beach, FL 33069 Phone: 964786-8808 Fax: 964- 788 -8894 **WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATING BRACING. REFER TO BCSI 1 -03 (BUILDING COMPONENT SAFETY I OF RMERICR ENTERPRISE WIO5371 MADISON, W FOR T P&RC'�TC08 TgHEESS�Ep�FFUNCTIONS. UNLESS OTHERWISE INDIOATED TOP CHORD SdIARRLL HflYE PROPE PRODUCORTANT *• FURNISH O CPELRFSTHIS DESIGN TO I FROM O THITRESIG� 6 4G N'.eI • TRU I COMNCIL � TL PL BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING RNY INSTALLING & BRACING OF TRUSSES DESIGN CONFORMS WITH RPPLICRBLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY RF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MROE OF 20/18/16GR (W,H /S/K.1 RSTM R653 GRRDE 40/60 (W K/H S) GALV. STEEL. RPPLY PLATES TO EACH FACE OF TRUSS AMID UNLESS•0TSERR1 Y LOCATED • ON PERANNEXOR,3 POSITION F1-2002 DRAWINGS 160A-Z. 3. A SEA L ONT HISD 4NOI(�RTES AHCCCE Y PJARCEC 9 HRLL • 0 PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS 09MPOl1ENA DB■I(N MOWN. THE • • SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPON/IBILSTY•OF•THE RUIL(SIMG • • DESIGNER, PER RNSI /TPI 1 SEC. 2. 4400 • • • 0410 • • •• • • Lborrle R. Shoehouo P.E. ICE R. SHR&1OUR, P.E.,INC *80S NV 112 RVE. CORAL SSPRINGS FL. 33071 LICENSE Noa.E85251 & 19554 TC LL TC DL BC DL BC LL TOT.LD. 40.Opsf' 20.0psf 5.0psf 0.Opsf 65.0psf DUR . FRC . 1.00 SPACING 24.0" REF DATE 10 - 10 - 2008 DRWG JA 0/A LEN. 210208 JOB #: 20080312 TYPE FLAT ob :(20080312) - DERRER - O'DENNELL / FG THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT r fr .8. T- -e8.T 5 - 1.5) 4 W2 W ■ W1 ii WI WI ® Ill J Top ohord 2x4 SP SS :T2 2x4 SP #2: Bot ohord 2x4 SP #2 :B2 2x4 SP SS: Webs 2x4 SP #3 :W2, W9 2x4 SP #2: DeFleotlon meets L/360 live and L/240 total Toad. Truss must be installed as shown with top ohord up. 3; CO 1 TAG = T2 PLT. TYP.- WAVE /R 4X 12 T1 1.5X4 R =1384# Wreq "2.059 "MIN • • • • • 21'2 "8 21 20 See ANSI /TPI 1 -02 Seat 7.5 For additional ng requirements. Coloulated vertioal deFleotlon Is 0.35 due to live Toad and 0.63" due load at X = 11 -11 -8. Coloulated vertiool deFleotlon Is 0.39" due to live load at X " 11 -11 -8 and 0.63" due to total load at X = 11 -11 -8. L/360 live and L/240 total load. 5X6 B2 ••• • • • • • • • • • • • ••• •• • • • •• DESIGN CRIT "TPI Cq /RT °1.00 (1.25] /10 C 0) CITY- 13 TOTAL- 13 5X6 3X4 R ■1370# 11'4 "8 0' SEO = 141102 REV. 8.05.01.0714.EEALE =0.3814 to total Co,tom Dwlpaed limo Co. 777 8.W. 128i AVenUe Pompano Beach, FL 33069 Phone: 964786-8808 Fax: 964- 788 -8894 **WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATING BRACING. REFER TO BCSI 1 -03 (BUILDING COMPONENT SAFETY I OF RMERICR ENTERPRISE WIO5371 MADISON, W FOR T P&RC'�TC08 TgHEESS�Ep�FFUNCTIONS. UNLESS OTHERWISE INDIOATED TOP CHORD SdIARRLL HflYE PROPE PRODUCORTANT *• FURNISH O CPELRFSTHIS DESIGN TO I FROM O THITRESIG� 6 4G N'.eI • TRU I COMNCIL � TL PL BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING RNY INSTALLING & BRACING OF TRUSSES DESIGN CONFORMS WITH RPPLICRBLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY RF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MROE OF 20/18/16GR (W,H /S/K.1 RSTM R653 GRRDE 40/60 (W K/H S) GALV. STEEL. RPPLY PLATES TO EACH FACE OF TRUSS AMID UNLESS•0TSERR1 Y LOCATED • ON PERANNEXOR,3 POSITION F1-2002 DRAWINGS 160A-Z. 3. A SEA L ONT HISD 4NOI(�RTES AHCCCE Y PJARCEC 9 HRLL • 0 PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS 09MPOl1ENA DB■I(N MOWN. THE • • SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPON/IBILSTY•OF•THE RUIL(SIMG • • DESIGNER, PER RNSI /TPI 1 SEC. 2. 4400 • • • 0410 • • •• • • Lborrle R. Shoehouo P.E. ICE R. SHR&1OUR, P.E.,INC *80S NV 112 RVE. CORAL SSPRINGS FL. 33071 LICENSE Noa.E85251 & 19554 TC LL TC DL BC DL BC LL TOT.LD. 40.Opsf' 20.0psf 5.0psf 0.Opsf 65.0psf DUR . FRC . 1.00 SPACING 24.0" REF DATE 10 - 10 - 2008 DRWG JA 0/A LEN. 210208 JOB #: 20080312 TYPE FLAT ob :(20080312) - DERRER - O'DENNELL / FG THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT r ob:(20080312) -DERRER -0'DENNELL / F2 Top ohord 2x4 SP SS :T2 2x4 SP #2: Bot chord 2x4 SP #2 Dense :82 2x4 SP SS: Webs 2x4 SP #3 :W2, W9 2x4 SP #2: Defleotion meets L/360 live ond L/240 total lood. Truss must be installed as shown with top ohord up. 3; 1 1 TAG = T10 PLT. TYP.-WAVE/R 80610 LIX4 19' 10"8 1.5X4 5 8 1 19'10"8 19'7" R=42976 Wreq-1.937"MIN W 1 • • • • II See RNSI/TPI 1-02 Seot 7.5 For odditionol brooing requirements. Coloulated vertloal deflection Is 0.32" due to live load and 0.52" due to total load at X 9-5-8. Coloulated vertical deflection is 0.32" due to live load at X 9-5-8 and 0.52" due to total load ot X - 9-5-8. L/360 live and L/240 total load. 00 0041 • • • • • 00 • • *e 000 00 • • • se DESIGN CRIT-TPI Cq/RT-1.00 (1.25)/10C 0) QTY - TOTAL- 4 4X6 4X10 3X16 L m W1:„ 1_1ADJ 1.9X4 R.42844 SEO = 141117 REV. 8.05.01.0714.EEALE =0.4070 CustomDeekm4TnmsCm 7778YVI2th Amme PompanoBemit,FL38069 PhompAS478&81500 Fmc8S4-7884MG4 miliFIRKNOmo TRUSSES REWIRE EXTREME CARE IN FABRICATING, HRNOLING, SHIPPING INSTALLING AND BRRCING. REFER TO SCSI I (BUILDING COMPONENT SRFETY /NFORMRTIOND, FUBLIS ILT S PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, If M 371,95 AND WTCR CW TRUSS III OF SMERICR, 6300 ENTERPRISE LN, MADISON, WI 63718) FOR S TT PRACTICES PRI TO ORMING • THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD a HAVETPROPERLYTITTREIHED STRUCTURAL ji TTOM CHORD SHALL HRVE R PROPERLY ATTACHED RIGID CE,LIRG.• • • • • • If 011 FURNISH COPY OF THIS DESIGN TO INSTALLATIMN IONTRAYTOR. TILPINE ON8INEERED • PR 67 , IN C. SHRLL NOT BE RESPONSIBLE FOR RNY DEVIATIONIFROM !NIS DESIGN: ANY4FAILURE 118 BUILD THE TRUSS IN CONFORMRNCE WITH TPI: OR FABRICATING, HRNDLING, SHIPPING INSTALLING & BRACING OF TRUSSES DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS CNFITIONRL DESIGN SPEC, BY AF&PAI FIND TPI. RLPINE CONNECTOR PLATES ARE MRDE OF 20/18/16GR CW,H/S/I0 RSTM A853 GRROE 40/60 CW,11/H,S) GALV. STEEL. RPPLY PLATES TO EACH FACE OF TRUSS RND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 180R-Z. RNY INSPECTION4Dli PlenTES ACLU/WAN BifigiO SHALL • BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. R SEAL ON THIS DRAWING4KNOVIATES REMITTANCE OF • • PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS ROMPOWIT 0N3IAN0SN0WN. THI • SUITRBILITY AND USE OF THIS COMPONENT FOR RNY BUILDING IS THE/MSPONS116047110F,THEIMIL8IN% e DESIGNER, PER ANSI/TPI 1 SEC. 2. • •0 •• • • • me so •1 • Comm R. Shothcua P.E. MAURICE R. SNRSHOUR, P.E.,INC MIN 112 AVE. SPRINGS FL. 33071 Vsgrim-umh LICENSE Non.E135251 & 18554 TC LL TC DL BC DL BC LL TOT.LD. 40.0psF 20.0psF 5.0psF 0.0psP 65.0psF DUR.FAc. 1.00 SPACING 24.0" REF DATE 10-10-2008 DRWG JA 0/8 LEN. 131008 JOB #: 20080312 TYPE FLAT •0• • • • •0• • • THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT - J Top ohord 2x4 SP SS :T2 2x4 SP #2: Bot ohord 2x4 SP #2 :B2 2x4 SP SS: Webs 2x4 SP #3 :W2, W9 2x4 SP #2: DeFleotion meets L/360 live and L/240 total Toad. Truss must be Installed as shown with top ohord up. TAG = T6 PLT. TYP.- WAVE /R H0610 5) 0 4X1 4X O H081 1 5X4 W W4 n u WI 3X4 4X8 4X8 WI 4X10 8X8 1 4 5) a r 2 4 0 19'S 19'8" R "12756 Wreq=1.906 °MIN 19'1° 5X8 82 -, r!..1 Wreq =1.906 "MIN •• ••• • • • • • •• • • • • • • • • • •• ••• Of • • • •• DESIGN CRIT "TPI Cq /RT -1.00 (1.25) /10 ( O) OTY= 7 TOTAL= 7 See ANSI /TPI 1 -02 Seot 7.5 For additional braoing requirements. Calouloted vertloal deFleotion Is 0.31" due to live Iood and 0.50" due to totq.l load at X = 9 -5 -8. Coloulated vertloal deFleotion Is 0.31" due to live Iood at X 9 -5 -8 and 0.50" due to total Toad at X = 9 -5 -8. L/360 live and L/240 total Toad. REV. 8.05.01.0714 SEO = 141119 BEALE =0.4113 Custom Designed Tease Co. 777 B.W.12th Avenete Pompano Beach, FL 33009 Ptrone_984 -786 -8800 Fax: 964- 706.8004 PLRT ENTERPRISE 6O ONOFRIO EXTREME CRRE IN D R . SUI 0137 90 O Y 359) NO 3 PR TTRUppSSMC0U IL THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SH TT HIVE E Y : TT84 • ii�D STR�CT� RL PAqN�E�L� ND .8 TTOM CHORD SHALL HRVE R PROPERLY ATTACHED RIBID•CElLIIG. • ••IMORTf NT•• FURNISH COPY OF THIS DESIGN TO INSTALLATIOM CONTARCTOR. ALPINE LNGINEEREOI BU PRO TRUSS INC OR FABRICATING, HANDLING, SHIPPING INSTALLING & BRACING OF TRUSSES DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF , NOS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLRTES ARE MADE OF 20/18/16GR (W,H /S /It) RSTM 8853 GRADE ON THIS POSITION PER DRAWINGS 160R-Z. ANY INSPECTION CFF PIATES ROLL/NEN B ) s BE PER ANNEX A OF TPI 1 -2002 SEC. 3. R SEAL ON THIS DRAWING iNOIQATES RCCCi'iAYCE QF • • PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS QIMPOti:NL DBBIQN Sig0WN • THr • • SUITRBILITY RND USE OF THIS COMPONENT FOR ANY BUILDING IS THE j(ESPQNSIBiI•TTY•OF•THE eUILaIaIG • • DESIGNER, PER ANSI /TPI 1 SEC. 2. ••• • • • ••• • • • • *orris R. Shoehauo P.E. m{)RICE R. SHRSHOUIi, P.E. , INC 1808 NW 112 AVE. CORRL SPRINGS FL. 33071 (554) 753 -1885 LICENSE Noa.E85251 & 18554 TC LL TC DL BC DL BC LL TOT.LD. 40.Opsf 20.0psf 5.Opsf 0.0psf 65.0psf DUR.FAC. 1.00 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/R LEN. 190800 JOB #: 20080312 TYPE FLAT ob:(20080312) - DERRER - O'DENNELL / Fl THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LRYOUT J Top ohord 2x4 SP #2 Dense :T2 2x4 SP #2: Bot ohord 2x4 SP #2 :B2 2x4 SP #2 Dense: Webs 2x4 SP #3 :W2 2x4 SP #2: Deflection meets L/360 live and L/240 total load. Truss must be Installed as shown with top ohord up. 1 8X8 5X4 11 TAG = T20 PLT. TYP.- WAVE /R W2 3X4 141 W4 18' 4X10 4X6 3X4 18' r R =1167# Wreq =1.611i1IN 17'5" See ANSI /TPI 1 -02 Seot 7.5 for additional brooing requirements. Caloulated vertloal defleotlon is 0.25" due to live load and 0.40" due to total load at X = 9 -4 -8. Calculated vertloal defleotlon is 0.25" due to live load of X 9 -4 -8 and 0.40" due to total load of X = 9 -4 -8. L/360 live and L/240 total load. 3X6 1 SX4 1 5X4 141 B2 •• ••• • • • • • •• • • • • • • • • • •• ••• 00 • • • •• DESIGN CRIT -TPI Cq /RT -1.00 [1.25] /101 0] OTY= 11 TOTAL= 11 14 1 4X6 4X10 4X8 3X" Rm1167# Wregm1.753 - MIN SEO = 141068 REV. 8.05.01.0714 BEALE = 0.4494 Custom Designed Truss Co. 777 S.W. 12th Avenue Pompano Beach, FL 33069 Phone_954.786 -8801 Fax 954- 788.8804 • B NG . REFER S - 03IO UI NGI COMPONENT TR8SETYNI LINGPO P W 8 3 THESE EN UNLESS I OTHERWIS R E O INDICATED, TOP CHORD LL F4:IVE iTTR ER ETR8CTTURRL PRNEL 11 110 B CHORD SHALL HAVE R PROPERLY ATTACHED R1BIDCE!LIEG. • • • • • • • I F IMP O RT RN T ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. REPINE ENGINEERED P T INC SHALL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH RPPLICRBLE PROVISIONS OF N09 (NATIONAL DESIGN SPEC, BY RF&PA) AND TPI. ALPINE CONNECTOR PLATES FIRE MADE OF 20/18/16GR (W,H /S /K) RSTM 11653 GRROE ON THIS DESIGN POSITIO R DRAWINGSLR150R -Z. EACH I SPECTION CF PWt ES ROLInOW� BY..CI) • BE PER ANNEX RS OF TPI 1 -2002 SEC. 3. R SEAL ON THIS DRRWING•INDIN�AATES RCCBPiRNCE OF • • PROFESSIONRL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS tionisowqs DBBION $MOWN • TH• • • SUITABILITY AND USE OF THIS COMPONENT FOR RNY BUILDING IS TFEftESP9ItNIBITI •ZTY&04THE4QIIILIi101G DESIGNER, PER RNSI /TPI 1 SEC. 2. se. • • • see • • •• • • -Morrie R. Shoshaun P.E. imJRICE R. 8MSH0UP, P.E.,INC 1 808 NW 112 RVE. tOIRRL SPRINGS FL. 33071 c9541 753 -1988 LICENSE Noa.E85251 & 19554 TC LL 40.0psf TC DL 20.Opsf BC DL 5.Opsf BC LL 0.Opsf TOT.LD. 65 . Opsf DUR . FRC . 1 .00 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/A LEN. 18 JOB #: 20080312 TYPE FLAT ob:(20080312) - DERRER - O'DENNELL / F5 THIS DWG. PREPARED BY THE RLPINE JOB DESIGNER PROGRRM FROM TRUSS MFR'S LAYOUT THIS DWG. PREPARED BY THE ALPINE JOB PROGRAM FROM TRUSS MFR'S LAYOUT J Top ohord 2x4 SP #2 Bot ohord 2x4 SP SS Webs 2x4 SP #3 :W2, W7 2x4 SP #2: Calculated vertical deflection is 0.21" due to live load of X - 9 -5 -8 and 0.34" due to total load at X = 9-5 -8. L/360 live and L/240 total load. TAG = T1 PLT. TYP.- WAVE /R R - 1629 Wreq-1.557 "MIN 3X4 Calculated vertical defleotlon is 0.1E live load at X 9 -5 -8. Deflection meets L/360 live and L/240 . Truss must be Installed os shown with top ohord up 15'9" 15'5 "0 IS ••• • • • • • •• • • • • • • • • • • •• 0410 •• • • • 00 . DESIGN CRIT —TPI Cq /RT- 1.0011.25) /10I 0) OTY= 3 TOTAL- 3 load and 0.34" due to total REV. 8.05.01.0714 1.5X4 R =1016# 11'4 "B 0' SEO = 141115 .1EALE - 0.5136 Custom Designed Tress Co 777 8.W. 12th Avenue Pompano Beach, FL 33489 Phone: 964- 786 -8889 Fax: 964 - 786-8804 ••WARNING•• TRUSSES REOUIRE EXTREME CRRE IN FRBRICRTING, NDL G SHIP? NG pp((SI�RLLI( BRACING. REFER TO SCSI 1 -03 (BUILDING COMPONENT SAFETY 1yf, P 7 SH .....pr TPI (T PLATE INSTITUTE 583 D'ONOFRIO OR. SUITE 200 MADISON, 3 9] AND W R WIX1 TRUSS C IL OF AMERICA 630b ENTERPRISE LN, MRISISON WI 5 FOR S RCIICES IT TO ERF RMI THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD S L V ROPE Y TTfl P IT TWA]. Iq-. pip BOTTOM CHORD SHRLL HAVE R PROPERLY ATTACHED R I IRG. Of - ORT ANT•• FURNISH COPY OF THIS DESIGN TO INSTRLLRTIOR CONTIR]CTOR. REPINE 69GINEERE(! P'rr CTS INC. SHALL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HRNOLING SHIPPING INSTALLING 8 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NRTfONRL DESIGN SPEC, BY RF &PR) RND TPI. ALPINE CONVECTOR PLATES ARE MADE OF 20/18/1SGR (W,H /S/K3 ASTM R653 GRADE 40/60 (V K/H S) GRLV. STEEL. RPPLY PLATES TO EACH FACE OF TOWS RIiO UNIESSiOA#ERYI6i L•CATERs ON THIS DESIGN POSITION PER DRRVINGS 160R -Z. ANY INSPECTION OF PY HDLIOYB6 BY•(Il YHRLL • BE PER ANNEX R3 OF TPI 1 -2002 SEC. 3. R SEAL ON THIS ORRWING •INDIOATES fiECRPSRNCE OF • • PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS SOMPDYEN; 0 ION S10WN • THE • • SUITRBILITY RND USE OF THIS COMPONENT FOR ANY BUILDING IS THEINESPOWIBOSIT`t♦ OF•THEGOIIILIITSG • • DESIGNER, PER ANSI /TPI 1 SEC. 2. ••• • • • 000 • • •• • • •Morrie R. Shoehouo P.E. •]i1RICE R. SHRSHOUi, P.E.,INC 1508 NV 112 AVE. L(IRRL SPRINGS FL. 3307L (8591 753 -19th LICENSE Noe.EB5251 & 19554 TC LL TC DL BC DL BC LL TOT.LD. 40.Opsf 20.0psf 5.OpsF 0.OpsF 65.0psF DUR . FAC . 1.00 SPACING 24.0" REF DATE 10 - 10 - 2008 DRWG JA 0/A LEN. 150900 JOB #: 20080312 TYPE FLAT ob:(20080312) - DERRER - O'DENNELL / F4 ,„„ a H W1 W a M WI. 6 r WI W 1.5X4 a THIS DWG. PREPARED BY THE ALPINE JOB PROGRAM FROM TRUSS MFR'S LAYOUT J Top ohord 2x4 SP #2 Bot ohord 2x4 SP SS Webs 2x4 SP #3 :W2, W7 2x4 SP #2: Calculated vertical deflection is 0.21" due to live load of X - 9 -5 -8 and 0.34" due to total load at X = 9-5 -8. L/360 live and L/240 total load. TAG = T1 PLT. TYP.- WAVE /R R - 1629 Wreq-1.557 "MIN 3X4 Calculated vertical defleotlon is 0.1E live load at X 9 -5 -8. Deflection meets L/360 live and L/240 . Truss must be Installed os shown with top ohord up 15'9" 15'5 "0 IS ••• • • • • • •• • • • • • • • • • • •• 0410 •• • • • 00 . DESIGN CRIT —TPI Cq /RT- 1.0011.25) /10I 0) OTY= 3 TOTAL- 3 load and 0.34" due to total REV. 8.05.01.0714 1.5X4 R =1016# 11'4 "B 0' SEO = 141115 .1EALE - 0.5136 Custom Designed Tress Co 777 8.W. 12th Avenue Pompano Beach, FL 33489 Phone: 964- 786 -8889 Fax: 964 - 786-8804 ••WARNING•• TRUSSES REOUIRE EXTREME CRRE IN FRBRICRTING, NDL G SHIP? NG pp((SI�RLLI( BRACING. REFER TO SCSI 1 -03 (BUILDING COMPONENT SAFETY 1yf, P 7 SH .....pr TPI (T PLATE INSTITUTE 583 D'ONOFRIO OR. SUITE 200 MADISON, 3 9] AND W R WIX1 TRUSS C IL OF AMERICA 630b ENTERPRISE LN, MRISISON WI 5 FOR S RCIICES IT TO ERF RMI THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD S L V ROPE Y TTfl P IT TWA]. Iq-. pip BOTTOM CHORD SHRLL HAVE R PROPERLY ATTACHED R I IRG. Of - ORT ANT•• FURNISH COPY OF THIS DESIGN TO INSTRLLRTIOR CONTIR]CTOR. REPINE 69GINEERE(! P'rr CTS INC. SHALL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HRNOLING SHIPPING INSTALLING 8 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NRTfONRL DESIGN SPEC, BY RF &PR) RND TPI. ALPINE CONVECTOR PLATES ARE MADE OF 20/18/1SGR (W,H /S/K3 ASTM R653 GRADE 40/60 (V K/H S) GRLV. STEEL. RPPLY PLATES TO EACH FACE OF TOWS RIiO UNIESSiOA#ERYI6i L•CATERs ON THIS DESIGN POSITION PER DRRVINGS 160R -Z. ANY INSPECTION OF PY HDLIOYB6 BY•(Il YHRLL • BE PER ANNEX R3 OF TPI 1 -2002 SEC. 3. R SEAL ON THIS ORRWING •INDIOATES fiECRPSRNCE OF • • PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS SOMPDYEN; 0 ION S10WN • THE • • SUITRBILITY RND USE OF THIS COMPONENT FOR ANY BUILDING IS THEINESPOWIBOSIT`t♦ OF•THEGOIIILIITSG • • DESIGNER, PER ANSI /TPI 1 SEC. 2. ••• • • • 000 • • •• • • •Morrie R. Shoehouo P.E. •]i1RICE R. SHRSHOUi, P.E.,INC 1508 NV 112 AVE. L(IRRL SPRINGS FL. 3307L (8591 753 -19th LICENSE Noe.EB5251 & 19554 TC LL TC DL BC DL BC LL TOT.LD. 40.Opsf 20.0psf 5.OpsF 0.OpsF 65.0psF DUR . FAC . 1.00 SPACING 24.0" REF DATE 10 - 10 - 2008 DRWG JA 0/A LEN. 150900 JOB #: 20080312 TYPE FLAT ob:(20080312) - DERRER - O'DENNELL / F4 ob:(20080312) - DERRER - O'DENNELL / FG3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top chord 2x4 SP #2 Bot ohord 2x6 SP #2 Webs 2x4 SP #3 SPECIAL LOADS (LUMBER OUR.FAC. =1.00 / PLATE DUR.FAC. =1.00) TC - From 120 PLF at 0.00 to 120 PLF at 7.33 BC - From 10 PLF at 0.00 to 10 PLF at 7.33 BC - 1016 LB Cono. Load of 1.81, 3.81, 5.81 Calculated vertiool defleotlon Is 0.04" due to live load at X 3 -8-0 due to total load at X = 3 -8 -0. L/360 live and L/240 total load. The TC of this truss shall be braoed with attached spans at 24" OC In struotural sheathing. 1 1 2X4 TAG = T8 PLT. TYP.- WAVE /R 3X8 W1 R -1939# and 0.06" Ileu of •• ••• •• • • • •• DESIGN CRIT —TPI Cq /RT -1.00 C1.25) /10 ( 0) QTY= 1 PLIES= 2 TOTAL= 2 2 Complete Trusses Required F==5-5 Nailing Sohedule: Top Chord: 1 Row Bot Chord: 1 Row Webs : 1 Row Use equal spaoing In eaoh row to ovo (16d_Common_(0.162 "x3.5 ",_min.) lolls) 012.00" o.o. O 4.50" o.o. O 4" o.o. between rows and stagger nails Id splitting. Calculated vertical deFleotlon Is 0.04" due to 1Ive load at X = 3 -8 -0. Deflection meets L/360 live and L/240 total load. Truss must be installed as shown with top ohord up. •• ••• • • • • • • • • • • • • • • • • REV. 8.05.01.0714 load and 0.06" due to total 10' SEO = 141104 . SEALE =1.1030 Custom Designed Truss Co. 777 S.W. 12th Avenue Pompano Beach, FL 33069 Phone:954-786 -8800 Fax 954786 -6884 **WARNING** TRUSSES REQUIRE EXTREME CRRE IN FABRICATING, HANDLING SHIPPING INSTALLING RND BRACING. REFER TO SCSI 1 -03 (BUILDING COMPONENT SRFETY INFORMATIONJ, PUD ISHED BY•TPI :MISS PLATE INSTITUTE 583 D'ONOFRIO OR, SUITE 200 MADISON, WI. 537199 ROD 1ItTCR: (V00t TRYSS OOUNCIL OF AMERICA 6300 ENTERPRISE LN, MADISON WI 507181 FOR SAFETY PRneTIOES•PRIOR TO •'ERiORMIING THESE FUN UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPORL1i AITROMEDoSTRUCTUROL i• f g RTANTT*I FURNISH COPY O DESIGN TO LATION CONT pR � &&PINE EN INEE q P'u'UCTS INC. SHRLL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BRACING THE TPI: OR APPLICABLE PROVISIONS g NDS P (NRTIONRL T OSIGN SPEC, BY AF &PR) RND TPI. ALPINE CONNECTOR PLATES RRE MRDE0F 20/18/16GA (V,H /S /Kl ASTM R66553 GRAD0E ' Y II) 1,0 511 40/60 (V K/H Sl GRLV. STEEL. APPLY PLATES TO ERC ON THIS DESIGN POSITION PER DRAWINGS 160R -Z. ANY INSPECTION OF PLR? 0 BE PER ANNEX RD OF TPI 1 -2002 SEC. 3. R SEAL ON THIS DRAWING INDICflT RC PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONEN DES SUITRBILITY RND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONS1 ILI DESIGNER, PER RNSI /TPI 1 SEC. 2. • rU'•"IN i S•• ••• • • orris R Shoehoua P.E. Ili ?I, P.E.,INC Ii• NGS FL. 33071 (S54) 753-1980 FL LICENSE Noa.E85251 & 18554 • • • • • • • • • •• •• TC LL TC DL BC DL BC LL TOT.LD. 40.0psf 20.0psf 5.OpsF 0.0psF 65.0psF DUR.FAC. 1.00 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/A LEN. 70400 JOB #: 20080312 TYPE FLAT THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top ohord 2x4 SP #2 Bot ohord 2x6 SP #2 Webs 2x4 SP #3 :W1 2x6 SP #2: SPECIAL LOADS (LUMBER DUR.FRC. •1.00 / PLATE DUR.FAC. =1.00) TC - From 120 PLF at 0.00 to 120 PLF at 7.00 BC - From 10 PLF at 0.00 to 10 PLF at 7.00 BC - 1284 LB Cono. Load at 0.56, 2.56, 4.56, 6.56 Calculated vertical deflection Is 0.04" due to live load at X 3 -6 -0 and 0.06" due to total load at X = 3 -6 -0. L/360 live and L/240 total load. The TC or this truss shall be braced with ottaohed spans at 24" OC in lieu or struoturol sheathing. PLT. TYP.- WAVE /R 1 —6'12 1 3X4 'me R -2977# 3X16 2' 128+1* B1 1.5X4 5X12 7' 7' 2' 143 •• ••• • • • • • • • • • •• ••• •• DESIGN CRIT"TPI Cq /RT- 1.0001.25)/10C 0) OTY= 1 PLIES= 2 TOTAL= 2 2 Complete Trusses Required Nailing Sohedule: (16d_Common_(0.162 "x3.5 ",_nin.l soils) Top Chord: 1 Row 012.00" o.o. Bot Chord: 2 Rows 0 5.00" o.o. (Eooh Row) Webs : 1 Row 0 4" o.o. Use equal spacing between rows and stagger nails In each row to ovoid splitting. Colouloted vertical deflection Is 0.04" due to live load load at X = 3 -6 -0. Derleotlon meets L/360 live and L/240 totol load. Truss must be Installed as shown with top ohord up. 1264* • • • •• • • • • • 00 2' 3X10 REV. 8.05.01.0714 and 0.06" due to total 1 5 "4- 1284* 2X4 R -3068# SEO = 141089 BEALE =1.1556 Custom Designed Truss Co. 777 B.W. 12th Avenue Pompano Beach, FL 33069 Phone: 954 - 786.8809 Fax 954 - 766 -8804 * *WARN /NO ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HRNOLIN10 SNIPING INSTALL 1-0 R OR. PLATINI. REFER TO SCSI (B SG COMPONENT 0, M SAFETY II 5371) PITT LRH . T -' NB I2IUNC PLATE INSTITUTE 583 NOFIO UR. SUITE E 200 MADISON, VI. 53719 R 0 TC ill ' SS IL THESE FUNCTIONS. OF AMERICA 8300 ENTERPRISE LN, MADISON WI 507191 FOR SAFETY PRA ES R 0 '�' ORM G IONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE DP R A. a' ST RL P i? �BNft B T T O M CHORD SHALL HAVE R PROPERLY ATTACHED RIGID CEILI III RTIiN ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRRC0R. ALPINE ENCINEEREb PR.� C 9 N . SHALL NOT BE RESPONSIBLE FOR ANY DEVIRTION FROM THIS DESIGN: RNY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FRBRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH RPPLICRBLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, 40/B0 (V i //H 9) STE APPL EACH OF TRUSS R RND � "N T1II .E OT W E 0CI ON TH DESIGN POSITION PER DRAWINGS 16014 -Z. RNY INSPECTION OF PLAT FO OWED Y 11 SHALL BE PER RNNEX R0 OF TPI 1 -2002 SEC. 3. R SEAL ON THIS DRAWING INDICA RCaOEEPTRN Ol •• • PROFESSIONRL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT• DESPGNISHOMN • TOE • SUITABILITY RND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONS1ILIP OF•*E SUMMING* G • DESIGNER, PER RNSI /TPI 1 SEC. 2. ••• ••• • • • • Romig R •Sha houo P.E. RRUIRCE fR S1ifSHoUR, P.E. , INC 1883 NV 102 AVE. CORAL SPRINGS FL. 33071 (9541 753 -1880 LICENSE Noe.E35251 & 18554 • • • • • • • • • •• •• TC LL TC DL BC DL BC LL TOT.LD. 40.0psf 20.0psf 5.0psf 0.0psf 65.0psf OUR.FAC. 1.00 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/A LEN. 7 JOB #: 20080312 TYPE FLAT ob: (20080312) - DERRER - O'DENNELL / FG1 THIS DWG. PREPARED BY THE RLPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top ohord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Calouloted vertical deflection to 0.01" due to live load at X 0 -3 -8 and 0.01" due to total load at X = 0 -3 -8. L/360 live and L/240 total load. m 3 "8 PLT = .P TYP.-WAVE/R R =480# Wreq =1.500 "MIN 7' 6'8 "8 DESIGN CRIT -TPI Cq /RT -1.00 C1.25) /10 ( 0) QTY= 3 TOTAL= 3 Calculated vertioal deflection Is 0.00 Toad and 0.05" due to total load at X = 3 -6 -4. Deflection meets L/360 live and L/240 total load. Truss must be installed as shown with top ohord up. •• ••• • • • • • • • • • • •• • • • • • • • • • •• ••• •• • • • •• 3X4 REV. 8.05.01.0714 R =447# J 1'4 "8 0' SEO = 141091 .6EALE — 1.1556 Custom Designed Trues Co. 777 9.W. 12tH Avenue Pompano Beach, FL 88089 Phone:954- 786 -8800 Far 954- 788 -8884 ••WARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLINQ SHIPPpING INSIALLIB ND BRACING. REFER TO BCBI 1 -03 [BUILDING COMPONENT SAFETY INFORMAT 8 P /L SHGD BY I SS PLATE INSTITUTE 583 D'ONOFRIO DR. SUITE 200 MROISON, WI. 537199!! AD �!TC [WQOIf SS IL OF AMERICA 63015 ENTERPRISE LN, MADISON WI 51 I 3719) FOR SAFETY PRRLLLIESRR TO ORM THESE FU UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HRVE'PROPA RRR • STR1C T • URAL P'I - A •i D TTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEIL!!NN0000"'' • 4 - N •• FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRABT0R. 9ILPINE ENSINEERLD PR'' C N . SHALL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS [NATIONAL DESIGN SPEC, BY RF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GR CW,H /S /K) RSTM R653 GRADE 40/60 (W K/H Sl GRLV. STEEL. APPLY PLATES TO EACH FRCE OF TRUSS AND. !19LE96 OTHBRWNSE !MOW* ON THIS DESIGN POSITION PER DRAWINGS 160A -Z. RNY INSPECTION OF PLATB6 FONI.OVED 6Y �[I)•SHAUL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. R SEAL ON THIS DRAWING INDICRTB6 ACIEPTRNIE (E• • • PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONEN9OESi1GNs6HOMN• TIE • SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSM3ILIMY•OF4Ti[E sUI►DIN4 DESIGNER, PER ANSI /TPI 1 SEC. 2. 04046 • • • 4000 ••• ••• • • • • 'orris Rashoehouo P.E. CE ti &HR9HOtni, P.E. , INC NW 2 AVE. (854) 73-1 FL. 33071 LICENSE Non.E85251 & 18554 • • • • • • • • • •• •• TC LL TC DL BC DL BC LL TOT.LD. 40.Opsf 20.Opsf 5.0psf 0.0psf 65.0psf OUR . FAC . 1 . 00 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/R LEN. 7 JOB #: 20080312 TYPE FLAT ob:(20080312) - DERRER - O'DENNELL / F3 / .8. T O W2 W1 THIS DWG. PREPARED BY THE RLPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top ohord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Calouloted vertical deflection to 0.01" due to live load at X 0 -3 -8 and 0.01" due to total load at X = 0 -3 -8. L/360 live and L/240 total load. m 3 "8 PLT = .P TYP.-WAVE/R R =480# Wreq =1.500 "MIN 7' 6'8 "8 DESIGN CRIT -TPI Cq /RT -1.00 C1.25) /10 ( 0) QTY= 3 TOTAL= 3 Calculated vertioal deflection Is 0.00 Toad and 0.05" due to total load at X = 3 -6 -4. Deflection meets L/360 live and L/240 total load. Truss must be installed as shown with top ohord up. •• ••• • • • • • • • • • • •• • • • • • • • • • •• ••• •• • • • •• 3X4 REV. 8.05.01.0714 R =447# J 1'4 "8 0' SEO = 141091 .6EALE — 1.1556 Custom Designed Trues Co. 777 9.W. 12tH Avenue Pompano Beach, FL 88089 Phone:954- 786 -8800 Far 954- 788 -8884 ••WARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLINQ SHIPPpING INSIALLIB ND BRACING. REFER TO BCBI 1 -03 [BUILDING COMPONENT SAFETY INFORMAT 8 P /L SHGD BY I SS PLATE INSTITUTE 583 D'ONOFRIO DR. SUITE 200 MROISON, WI. 537199!! AD �!TC [WQOIf SS IL OF AMERICA 63015 ENTERPRISE LN, MADISON WI 51 I 3719) FOR SAFETY PRRLLLIESRR TO ORM THESE FU UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HRVE'PROPA RRR • STR1C T • URAL P'I - A •i D TTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEIL!!NN0000"'' • 4 - N •• FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRABT0R. 9ILPINE ENSINEERLD PR'' C N . SHALL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS [NATIONAL DESIGN SPEC, BY RF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GR CW,H /S /K) RSTM R653 GRADE 40/60 (W K/H Sl GRLV. STEEL. APPLY PLATES TO EACH FRCE OF TRUSS AND. !19LE96 OTHBRWNSE !MOW* ON THIS DESIGN POSITION PER DRAWINGS 160A -Z. RNY INSPECTION OF PLATB6 FONI.OVED 6Y �[I)•SHAUL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. R SEAL ON THIS DRAWING INDICRTB6 ACIEPTRNIE (E• • • PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONEN9OESi1GNs6HOMN• TIE • SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSM3ILIMY•OF4Ti[E sUI►DIN4 DESIGNER, PER ANSI /TPI 1 SEC. 2. 04046 • • • 4000 ••• ••• • • • • 'orris Rashoehouo P.E. CE ti &HR9HOtni, P.E. , INC NW 2 AVE. (854) 73-1 FL. 33071 LICENSE Non.E85251 & 18554 • • • • • • • • • •• •• TC LL TC DL BC DL BC LL TOT.LD. 40.Opsf 20.Opsf 5.0psf 0.0psf 65.0psf OUR . FAC . 1 . 00 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/R LEN. 7 JOB #: 20080312 TYPE FLAT ob:(20080312) - DERRER - O'DENNELL / F3 J Top chord 2x4 SP SS Bot chord 2x6 SP 2400f -2.0E Webs 2x4 SP #3 #1 hip supports 7 - 0 -0 hacks W/2 panel TC and no end vert. Deflection meets L/360 live and L/240 totol load. 3X16 MR) 4 LEFT = JIG T9 = 7'8 "10 PLT. TYP.- WAVE /R 3•9 "8 7' 3'2"8 4 8'8" 4X8 T2 .X8 12 5p' 1.5X4 6'2 "2 R - 25414 U - 10758 Wreq 2.104 "MIN 6X8 • 8924 4'5 "12 22'8" Calculated vertical deflection Is 0.20" due to live load ot X - 11 -4-0 and 0.38" due to totol load of X = 11 -4 -0. L/360 live and L/240 total load. 140 mph wind, 15.00 ft mean hqqt, ASCE 7-02, CLOSED bldg, L000ted anywhere in roof, CAT II, EXP C, wind TC DL =5.0 psf, wind BC OL =5.0 psf. Wind reactions based on MWFRS pressures. Calculated vertical deflection is 0.20" due to live load and 0.38" due to total load ot X = 11 -4 -0. 4'4" DESIGN CRIT -TPI Cq /RT =1.00 C1.25) /10 C O) OTY= .L TOTAL =.1 • • • 2'8" --*-.-1'9"12 • • • • • • • •• • • • • • • • • • • • •• • • • • • •• 3'2 "8 7' 6 "2 1.5X4 T1 3'9'8 3X16 B6Rl 9' R -25414 U -10754 Wreq- 2.104"MIN RIGHT JIG = 7'8"10 SEO = 141175 REV. 8.05.01.0714 BEALE = 0.3544 Tres C•. 177 O.W. 12th Avarua Pompano 8•ech, FL 38089 Phona: 964 - 788-8800 F=854486-8804 **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HRNOLfNGP! SMIPIBNG INSTALLING FIND BRRCING. REFER TO SCSI 1 -03 (BUILDING COMPONENT SAFETY INFORMAT8ONP, PUBUISHED AY GPI GFRUSS PLATE INSTITUTE 583 O'ONOFRIO OR SUITE 200 MADISON, WI. 537191•AND UT01 WOOS MSS i0UNGIIL OF AMERICA 6306 ENTERPRISE LN, MADISON VI 537191 FOR SAFETY PRACTICE% PRIOR Tope 0 THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHRLL HRV6PROPE8LY ATTRC( 0 S ICTURRL PANf�* gfj1pqQgTTOM CHORD SHALL HAVE R PROPERLY ATTACHED RIGID CEILING. I.II'IF FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODDUCTS INC. SHALL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS DESIGN: RNY FAILURE TO BUILD THE 1 TRUSS IN CONFORMRNCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF l WS CFI IONA DE IG8 S BY RF &PRI AND TPI. RLPINE CONNECTOR PLATES ARE MADE OF 20/18/16GR Dr; /S 1 R S fl 53 i G R� 40/60 CV M/H SI GRLV. STEEL. RPPLY PLATES TO EACH FRCE OF TRUSS RNO • UNL S OT R S_E ON THIS DESIGN POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLR S F LQWE B PI SHf*L BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SERL ON THIS DRAWING INDICA S fl EE FfiflI SE� E E • PROFESSIONAL ENGI RESPONSIBILITY SOLELY FOR THE TRUSS COMP° DE QN Mil SHE • SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPO dIL1RY OF tHE BUILDS446• DESIGNER, PER ANSI /TPI 1 SEC. 2. • • • • • %QAle R shcehauo P.E. 14111RICE W. SHRSHOU?i, P.E., INC 1908 NV 112 FIVE. CORRL SPRINGS FL. 33071 (954) 753 -1988 LICENSE Noe.E85251 & 19554 • • • • • • •• • TC LL TC DL BC DL BC LL TOT.LD. 30.Opsf 15.0psf IO.Opsf 0.0psf 55.Opsf OUR.FAC. 1.33 SPACING 24.0" REF DATE 10 -14 -2008 DRWG JR 0/R LEN. 220800 JOB #: 20080312 TYPE HIPS ob: (20080312) - DERRER - O'DENNELL / T1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT ob :(20080312) - DERRER - O'DENNELL / T2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Bottom chord checked for 10.00 psf non-ooncurrent live load. Deflection meets L/360 live and L/240 total load. i vyt 3X6 (A 1) PLT. = TYP1- WAVE /R Cmtem IkeWed Tntev Ce. 777 8.77. 12th Avenue Pompano Beach, FL 38068 Phone: 864-7888800 Fax 864788 -8804 12 5 ci 1.5X4 9' R-1455# U -1349# RL- 239/ -239# Wreq- 1.717 "MIN 5X5 3X4 4'8" 22'8" 22'8" DESIGN CRIT "TPI Cq /RT "1.00 (1.25) /10 ( 0) QTY= j TJTAL= _ 1 __ •WRRNINO•• TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDL141G •SH*PPING INSTALLING AND • • • • • BRA REFER TO SCSI 1 -03 (BUILDING COMPONENT SRFETY INFORMRT(Nf4 PUBLISHED RIK f WI CW USS • • OF ENTERPRISE R LN , FOR' SRFETY R4ORT0 E SS UNC�I. • • THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVEePROPERI.Y RTTAC D STR gg TTOM CHORD SHALL HAVE A PROPERLY ATTACHED RLGIO CEILING . 1908 NV 1t RVE ** on RNT•i FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. RLPINE ENGINEERED RAL SPRINGS , E 33071 PRODUCT CO INC.. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO COW SPRI BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTRLLING V LICENSE NO8 CE16261 1. 18654 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NA IONRL E6.1GN SPEC, ' BY AF&PA) AND TP1. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GR AST A853 %RABE.. • 40/60 CW,K/H,S) GRLV. STEEL. RPPLY PLATES TO EACH FRCE OF TRUSS AND OTH 81 • ON THIS DESIGN, POSITION PER DRAWINGS 180R-Z. ANY INSPECTION OF PLR OWED Yeah•SHAUL • BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING INDICAT RC PIPMVE W • • • • PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONEN DESPON MOWN, TPE • •• • SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPON6VB,LIVY OF THE BVPILOINGe• • DESIGNER, PER ANSI/TPI 1 SEC. 2. 140 mph wind, 15.00 ft mean hgt, ASCE 7 -02, CLOSED bldg, L000ted anywhere in roof, CAT II, EXP C, wind TC OL =5.0 per, wind BC 0L =5.0 psf. Component and cladding wind pressures considered for uplift reactions. Calculated vertical deflection is 0.12" due to live load and 0.24" due to total load at X = 17-10 -2. Calculated vertical deflection is 0.09" due to live load of X - 13 -8-0 and 0.17" due to total load of X = 13 -8 -0. L/360 live and L/240 total load. W2 5X5 3X4 •• • •• • • • • • • • • • • • • 0 00 0 3X4 • • • • • •• •• 9' 1.5X4 e R !iaehoua P.E. ICE AR SHASHOU P.E., INC T1 3X6 C01) R - 14558 U - 1349# Vreq- 1.717 "MIN REV. 8.05.01.0714. HALE = 0.3038 TC LL 30.Opsf R EF TC DL 15.OpsF' DATE 10 -14 -2008 BC DL 10.OpsF DRWG BC LL 0.Opsf TOT.LD. 55. OpsE DUR.FAC. 1.33 SPACING 24.0" JA 0/A LEN. 220800 JOB #: 20080312 TYPE HIPS ob :(20080312) - DERRER - O'DENNELL / T3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top ohord 2x4 SP #2 Bot ohord 2x4 SP SS Webs 2x4 SP #3 Bottom chord checked For 10.00 psF non - concurrent live load. Calculated vertical deflection is 0.20" due to live load and 0.40" due to total DeFleotion meets L/360 live and L/240 total load. load of X - 17 -3 -9. Calculated vertical deflection Is 0.08" due to live load ot X = 11 - - and 0.15" due to total lood ot X = 11 -4 -0. L/360 live and L/240 total load. i 9yl 4X4 (f123 PLT. TYP.- WAVE /R Custom Beimd Trues Cu. 777 &W. 12th Avenue Pompano Beach, FL 33089 Phone: 954-7884800 Pax 854-7864894 5C:7 11' 12 1.5X4 ® 1.5X4 T1 R 1424# U -1363# RL- 276/ -276# Wreq -1.680 "MIN 4X6 140 mph wind, 15.00 Ft mean hqt, RSCE 7 -02, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL =5.0 per, wind BC DL =5.0 psf. Component and cloddln9 wlnd pressures considered For uplift reactions. 4X8 3X4 22'8" 22'8" •• 00 • • • • • 00 • • • • • • • •• ••• •• DESIGN CRIT -TPI Cq /RT- 1.00(1.25)/10( 0) OTY= J, TQTAL= 1 ••WARNING•• TRUSSES REQUIRE EXTREME CRRE IN FABRICATING, HRNDLING •SI-lPPONG I T LI4 AND • • • BRACING. REFER TO BCSI 1 -03 (BUILDING COMPONENT SAFETY INFORMATION, L HED ; �'I (TRUSS • • PLATE INSTITUTE TC LL 583 D'ONOFRIO OR. SUITE 200 MADISON WI. 537191ORND OTC ({{p0 OF AMERICA, 630t ENTERPRISE LN, MR VI 53719) FOR , PRRff2TITCE P OR THESE FUNCIONS. UNLESS ISE INDICATED, TOP CHORD SHALL CEILING RTTR- - ..... .,,,,.ti MA•RICE R4 SHRS HOUR , P.E.,INC PANEI�^� yp�- BQTTOM CHORD SHALL HALL HAVE fl PROPERLY ATTACHED RIGID CEILINNG. 1908 NV 112 AVE. TT NTT•0 FURNISH COPY OF THIS DESIGN TO INSTRLLRTION CONTRRCTOR. ALPINE ENGINEERED CCRRL SPRINGS FL 33071 BC DL PRODUC , NC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: RNYFRILURE TO ••�IMMPP SS I 9Sgl 73 -1988 L ICENS 5 E Nos.E85251 & 1955q BC LL TOT.LD. BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS Ot N[)$ Q J R If ONRL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/1890 (S/) ASTI, A8153 RRR!L• • ON TH POSITION DRAWINGS Z. EACH INSPECTION PLAT'S FO BE PER ANNEX A'8 OF TPI 1 -2002 SEC. 3. R SEAL ON THIS DRAWING INDICATIS RC8EPPRNBE 6F • • PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONEN* DESOO( SNBWN* VINE • SUITRBILITY AND USE OF THIS COMPONENT FOR ANY BUILOING IS THE RESP0NEOB[LIfY OF 1HE BOILDIY4 • DESIGNER, PER ANSI /TPI 1 SEC. 2. • • • • • 0• • • • • • •• •• • • 11' OUR.FRC. SPACING 4X4CR2) i CO us R -1424# U -1 B3# Wreq- 1.680 "MIN SEO = 141162 REV. 8.05.01.0714 BEALE = 0.3038 30.OpsF 15. 0psf 10.Opsf O.OpsF 55.0psF 1.33 24.0 REF DATE 10 -14 -2008 DRWG JA 0/8 LEN. 220800 JOB #: 20080312 TYPE COMN J Top ohord 2x4 SP #2 Bot ohord 2x4 SP SS Webs 2x4 SP #3 Bottom chord checked For 10.00 psf non - concurrent live load. Deflection meets L/360 live and L/240 total load. 3X6 (A1) TAG = T13 PLT. TYP.- WAVE /R 12 5 p 11'4" R 3 U -1385# RL- 281/ -281# Wreq -1.717 "MIN 4X6 1.5X4 ® 1.5X4 T1 • 4X8 3X4 22'8" 22'8" DESIGN CRIT =TPI Cq /RT =1.00 (1.25) /10 ( 0) OTY= 1 TOTAL= 1 140 mph wind, 15.00 ft mean hggt, ASCE 7 -02, CLOSED bldg, Looated anywhere in roof, CAT II, EXP C, wind TC DL =5.0 per, wind BC DL =5.0 psf. Component and cladding wind pressures considered For uplift reactions. Calculated vertical deflection is 0.20" due to live load and 0.40" due to total load at X = 17 -3 -9. Calculated vertical deflection is 0.09" due to live load at X = 11 -4 -0 and 0.16" due to total load at X = 11 -4 -0. L/360 live and L/240 total Toad. • • • • • • • • • • • • • • • • •• • • • • • • • • • 11'4" 3X6 001) REV. 8.05.01.0714 m in R -1455# Wreq -1.717 "MIN SEO = 141160 BEALE =0.3038 Custom Designed Tian Cs. 777 B.W. 12th Avenue Pompano Beach, FL 38066 Phone: 954 -788 -8600 Fes 054- 786 -9804 **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING SHT&PING IN&TRL pG RNO BRACING. REFER TO SCSI 1 -03 (BUILDING COMPONENT SAFETY INFORMRTiiONO, pus I P jTH PLATE INSTITUTE 583 D'ONOFRIO DR. SUITE 200 MADISON, WI. 5371&) WT WO USS COUNCIL I����HH USS O 8 6300 ENTERPRISE LN, MA VI 537191 FOR SAFETY PRA TIC P�10 T P 0R • N FUNCTIONS. q g •• FURN SH TOR #IIM ALP EAGINEER P TTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEIL PRODUCTS - INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: RNY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF 1 NOSHH (NATIONAL DESIGN SPEC, BY 40/60 & (V K /H AND SI TPI. GALV. STEELC APPLYR PLATES D PLATESTO EACH FACE OF TRUSS NL!SS OTAERMISSBI LOCI1iD ON THIS DESIGN POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLRwS FOLLOWED B'• (1• SHILL BE PER ANNEX R3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES RICEPTRNCE•OI • • PROFESSIONAL SUITABILITYANOGUSSEE RESPONSIBILITY BUILDING TRUSS SP NS BILI 1(OF•TH BIILGI • DESIGNER, PER ANSI /TPI 1 SEC. 2. pep • • • so* •• ••• • • • Morrie IR Shaehoua P.E. MANRICEfi• SHASHOUA, P.E.,INC yy��08 N S 12 AWE. (541 SINGS FL. 33071 (I5E1 E53-198 LICENSE Noe.E85281 & 18554 • • • • • • •• • TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 10.0psf 0.0psf 55.0psf DUR.FAC. 1.33 SPACING 24.0" REF DATE 10 -14 -2008 DRWG JA 0/A LEN. 220800 JOB #: 20080312 TYPE COMN ob:(20080312) - DERRER - O'DENNELL / T4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT ob:(20080312) - DERRER - O'DENNELL / C7 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top chord 2x4 SP #2 Dense Bot ohord 2x4 SP #2 Dense Webs 2x4 SP #3 SPECIAL LORDS (LUMBER DUR.FAC. =1.33 / PLATE DUR.FAC. =1.331 TC - From 0 PLF at -2.83 to 103 PLF at 0.00 TC - From 0 PLF at 0.00 to 218 PLF at 9.84 BC - From 0 PLF at 0.00 to 47 PLF at 9.84 Wind reactions based on MWFRS pressures. -620 L. PLT. TYP.-WAVE/R Gust n Bssipasd Trust Co. 777 6 W. 12th Avenue Pompano Beach, FL 33089 Phone: 964-768.8800 Far, 064780 4804 2'9 - 15 R -595# U "353# Wreq- 1.500"MIN 12'7" 9'10 "1 9'10 "1 •• ••• • • • • • •• • • • • • • • • • •• •• • • • •• DESIGN CRIT -TPI C. /RT =1.00(1.25)/10( 0) QTY= 2 TOTAL= 2 ••WARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HRNDLiNG• S NG L� ND PLATE INSTITUTE, 583 D'ONOFRIO BRACING. REFER TO BCSI 1 -03 (BUILDING COMPONENT SAFETY INFORMA SHG0 Y I ' USS OUNUL THE FUNCTIONS. UNLESS MADISON, WI TOP CHORD S C ORD F 0 PL OP? USTRG P NE g NP 0TTOM CHORD SHALL HAVE R PROPERLY RTTRCHEO RIGID CEILING. • TtlDM N C ( •i FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. RLPINE ENGINEERED PRO UCT N . SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRRCING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PR) RNO TPI. ALPINE CONNECTOR PLATES ARE MRDE OF 20/18/16GR 1 11P R /SAO RSAI A853•GRIDE• 40/60 (W K/H S1 GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS RNO 1 UNLBSS OTFERWiSE•LOCFWEO ON THIS DESIGN POSITION PER DRAWINGS 160R -Z. RNY INSPECTION OF PLR{ES FIELOWEIbBY• iib SHf.L BE PER ANNEX R OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ROCERBANCE of PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DEMSN W )WN• ;HE • SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF (THE JL0 Ij DESIGNER, PER ANSI /TPI 1 SEC. 2. 140 mph wind, 15.00 Ft mean hgt, ASCE 7 -02, CLOSED bldg, Located anywhere in rooF, CRT II, EXP C, wind TC DL-5.0 psf, wind BC DL =5.0 psF. Right end vertical not exposed to wind pressure. Calculated vertical deflection is 0.00" due to live load and 0.23" due to total load at X = 5 -9 -11. Deflection meets L/360 live and L/240 total load. Calculated vertical deflection is 0.03" due to live load of X = 0 -10 -9 and 0.04" due to total load at X = 0 -10-9. L/360 live and L/240 total load. • • • • TC LL • • sT nale • dihoehouo P .E. TC DL M8URICE SHRSHOU!1, P.E.,INC 1908 NW 12 FIVE. BC DL (SSW SPRINGS, FL. 33071 LICENSE No0.Ee5251 & 19554 BC LL • • • 1 • • •• •• • • TOT.LD. OUR.FRC. SPACING REV. 8.05.01.0714 30.0psf 15.0psf 10.0psf O.Opsf' 55.0psf 1.33 24.0" R -854# 0-340# BEALE = 0.838 REF DATE 10 -14 -2008 DRWG JA 0/R LEN. 91001 JOB #: 20080312 TYPE H I P_JACK J Top ohord 2x4 SP SS Bot ohord 2x4 SP #2 Coloulated vertical deflection is 0.00" due to live Toad at X = 3 -7 -0. Calculated vertical deflection Is 0.03" due due to total load of X - 0 -7 -13. L/360 live 9'1 1 PLT. TYP.- WAVE /R 2' load and 0.16" due to total Component and cladding wind pressures considered for uplift reactions. Deflection meets L/360 live and L/240 total load. to live load at X ° 0 -7 -13 and 0.06" and L/240 total load. R -611# U - 554# RL 338/ - 65# Wreq 1.500"MIN 7' • •• • • • • • • • • • • • • 0• ••• DESIGN CRIT »TPI Cq/RT- 1.00(1.25)/10( 0) OTY= 6 TOTAL= 6 140 mph wend, 15.00 ft mean hqt ASCE 7 -02 CLOSED bldg, not !coated within 4.50 ft from roof edge, CAT II, EXP C, wind TC UL =5.0 psf, wind BC DL .- psf. • • •• • • • •• •• R =270# U =315# NAILED X R -86# U -38# NAILED REV. 8.05.01.0714 SE0 = 141147 BEALE =0.7928 **WARNING** TRUSSES REQUIRE EXTREME CRRE IN FABRICATING, HRNDL G SHIIPPING INNSTALLLINNG AND BRACING. REFER TO BCSI 1 -03 03UILDING COMPONENT SRFETY INFORMA l', CBLISHED BY TPPIC'ARUSS • PLATE INSTITUTE 583 D'ONOFRIO DR. SUITE 200 MADISON, WI. 537 l ND R (W0110 IRUSSDC0UNCIL OF AMERICA 6300 ENTERPRISE LN, MADISON WI 53 OM FOR SAFETY C?ICBB PRIOR TIN PIRFORIIING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY QTTPCHID STRUCT1 RL• PRPELS AN �BgOTTOM CHORD SHA HAVE R PROPERLY ATTACHED RIGID CE♦1LI • • • • • • •• O 1 N •• FURNISH COPY DF THIS DESIGN TO INSTALLATION CONTiifICTOR.• ALPINE 6NGINE6RE0 PRO LD TRUSS SHALL NOT FOR ANY ANY FAILURE BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS CI NOS (NATIONAL DESIGN SPEC, BY RF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GR (W,H /S /K) ASTM 8653 GRADE ON /TH (W ESH N) GALV. STEEL. RAIY PLATE TO EANY INSE CF ONUOF • OT ' IS LQC,QTFD • ON THIS DESISN POSI TION PER DRAWINGS 1 ING3 160A -Z. ANY INSPECTION OF PL S LLO y� B' ( SH�L1 • BE PER ANNEX R3 OF TPI 1 - 2002 SEC. 3. A SEAL ON THIS DRAWING INDIC S PT •�� f�•THE • • PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPO T I S'� . • SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPO IBI S. - B :ILDI1G DESIGNER, PER ANSI /TPI 1 SEC. 2. _ _ _ _ _ _ • •• ••• • • . 1arr�e� 1 Shaehoun P .E. ICER. m010.04 P.E.,INC NNNNNNVVVWWW �I - -- "'''' . X71 ( (s54) 753-1981) LICENSE Nas.EBS251 & 15559 • • • • • • •• TC LL TC DL BC DL BC LL TOT.LD. 30.Opsf 15.OpsF 10.OpsF 0.0psF 55.OpsF DUR.FAC. 1.33 SPACING 24.0" REF DATE 10 -14 -2008 DRWG JA 0/A LEN. 7 JOB #: 20080312 TYPE EJACK ob :(20080312) - OERRER - O'DENNELL / J7 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top ohord 2x4 SP #2 Bot ohord 2x4 SP #2 Bottom chord checked For 10.00 psf non - concurrent live load. Deflection meets L/360 live and L/240 total load. Calculated vertical deflection is 0.01" due to live load at X = 0 -7 -13 and 0.01" due to total Toad at X - 0 -7 -13. L/360 live and L/240 total load. TAG = T21 PLT. TYP.- WAVE /R 2' R -511# U -539# RL- 291/ -60# Wreq-1.500"MIN 140 mph wind, 15.00 Ft mean hgt RSCE 7 -02 CLOSED bldg, not loonted within 4.50 Ft From rooF edge, CRT II, EXP C, wind TC bL =5.0 psf, wind BC DL =5.0 psf'. - Component and cladding wind pressures considered For upliFt reactions. Calculated vertical deflection Is 0.02" due to live load and 0.04" due to total loud at X - 2 -9 -14. • • •• • • • • • • • • • • • • • • • •• •• • • • • •• 0.0 Oma R -178# U -251# NAILED R -89# U -30# NAILED REV. 8.05.01.0714 11'1 "9 SEO = 141169 .SEALE = 0.9466 Custom Onymd Tnn, Cu. 777 8.W. 12th Avenue Pompano Beach, FL 88089 Phone: a84-7813-8080 Pa= 854788-8804 DESIGN CRIT -TPI Cq /RT -1.00 (1.25) /10 C 0) OTY =• 4 =OTRL . 4 •. • * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HAND IN I ING !NS4RLLI*G AND BRACING. REFER TO SCSI 1 -03 (BUILDING COMPONENT SAFETY INFORMA IA , U ISHEO*BY•TPI !TRUSS PLATE INSTITUTE 583 D'ONOFRIO OR. SUITE 200 MRDISON, WI. 5371A81 A MA 4 84090 1RUSS•COUNSILe OF AMERICA 6300 ENTERPRISE LN, MADISON WI 537181 FOR SAFETY PIIACtIC61S PRIOR TO PIIRF0RR$t{ 4G g THESE FUNCTIONS. UNLESS OTHERWISE INOIORTED, TOP CHORD SHALL NAVE PROPIRLY ATTAINED STUUCTURRL o 2 � Q y( ; .BOTTOM CHORD SHALL HAVE R PROPERLY ATTACHED RIGID CEILING. tii11111i ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRO C S N . SHRLL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRRCING OF TRUSSES. DESIGN CONFORMS WITH RPPLICABLE PROVISIONS OE•4661 NATION ❑ I i�pp BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA Iii,H /$�ttl R M �65 GRR�E 40/60 [W FVH S1 GALV STEEL. flPPLY PLATES TO EACH FACE OF TRUSS fRN� P(.A7 SS OT lJxj`` LOC TEO ON THIS 6ES10N POSITION PER DRRVINGS 160A-Z. ANY INSPECTION OF ESLLyW B SH LL BE PER ANNEX flD OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRFlVING INOICi�E CCEP C OF • PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPO USE 0 THIS RN0 F HI S CO MPONENT F OR RN GIFIVII D IGN S OVA. •THE, Y BUILDING IS THE RESP SBIL TY THE ISUILQIRA DESIGNER, PER ANSI /TPI 1 SEC. 2. • • • • • naorIB • Sheehoua P.E. 1RURICE -R SHRSHOUS, P.E.,INC 1808 NV 112 AVE. CORAL SPRINGS FL. 33071 ISSN) 753 -198 LICENSE NOa.E88251 & 1955& • • • • • • •• • TC LL TC DL BC DL BC LL TOT.LD. 30.Opsf 15.Opsf 10.Opsf' 0.OpsF' 55.0psf DUR . FRC . 1.33 SPACING 24.0" REF DRTE 10 - 14 - 2008 DRWG JA 0/R LEN. 5 JOB #: 20080312 TYPE JACK ob:(20080312) - DERRER - O'OENNELL / E5 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Bottom chord checked for 10.00 psf non - concurrent live load. Deflection meets L/360 live and L/240 total load. Calculated vertical deflection is 0.00" due to live Iood at X a 0 -7 -13 due to total Toad at X - 0 -7 -13. L/360 live and L/240 total load. TAG .TYP.- WAVE /R Custom Balyad Tnw• Ca 777 8.W. 12(h Avenue Pompano Beech, FL 83080 Phone: 854768.0600 Fax 854-7888804 2' and 0.01" R -428# U -933# RL- 401 /-54# Gre9- 1.500 - MIN DESIGN CRIT =TPI Cq /RT 1.00(1.25)/10( 07 QTY=. 4 .TOTAL: 4 **WARNING** TRUSSES REQUIRE EXTREME CARE IN FRBRICRTING, HANBL.IN6 ISH PING NgA1LJ4'G AND BRACING. REFER TO BCSI 1 -03 (BUILDING COMPONENT SAFETY INFORM&TICIA P LI El4 TPI (TRUSS PLATE INSTITUTE 583 O'ONOFRIO DR. SUITE 200 MADISON, WI. 537 ) A NW O, TRUS cou cI` OF AMERICA 6306 ENTERPRISE LN, (1FlOI9ON WI 57197 FOR SAFETY I S RIOR t tFO NG THESE FUNCTIONS. UNLESS OTHERWISE INDIAATED, TOP CHORD SHALL P LY AT f; HHEEOD S CTURAC PANELS 8N g TTOM CHORD SHALL HAVE R PROPERLY ATTACHED RIGID CEI ING. • *IMPORTRN •• FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRRCTOR. RLPINE ENGINEERED PRODUCTS IN SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THA TRUSO IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING p SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS 0E p'pl� AT1OSIGN SPEC, BY AF' &PA) AND TPI. ALPINE CONNECTOR PLATES RRE MADE OF 20/18/16GM P,H AO 6 ORAOE • 40/60 (V M/H SI GRLV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS T ESS 0 1SE L00ATE0• ON THIS DESIGN POSITION PER DRAWINGS 160R -Z. ANY INSPECTION OF PL TES 7OLLOV60 FOR) SMALL • BE PER ANNEX R�3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRRWING INDICATES RCCLPTPNCB•OR• • • PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DLSIGM BMONN. • THE• • SUITABILITY AND USE OF THIS COMPONENT FOR RNY BUILDING IS THE RESI47ASRBItITY OP THEEBUIUEONI • DESIGNER, PER ANSI /TPI 1 SEC. 2. 140 mph wind, 15.00 Pt mean hqt, ASCE 7 -02, CLOSED bldg, Located anywhere In roof, CAT II, EXP C, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Component and cladding wind pressures considered for uplift reaotlons. Calculated vertical deflection is 0.00" due to live load and 0.01" due to total Toad of X = 0 -7 -13. •• ••• • • • • • • • • • • • • •• ••• •• • • • • • • • • • • • • • • M!rrie41* Shuehoun P.E. RIRURICflrR. SHRSHOU P.E.,INC 1908 NV 112 AVE. CORAL SPRINGS FL. 33071 (954) 753 -1S LICENSE Non.EB5251 & )9554 • • • • • • •• • R -76# U °203# NAILED TC LL TC DL BC DL BC LL TOT.LD. DUR.FAC. SPACING R -45# Rw -92# U -25# NAILED REV. 8.05.01.0714.BERLE =1.2819 30.0psf R EF 15.Opsf DATE 10 -14 -2008 1 DRWG 0.0psf JA 55.0psf 0/A LEN. 3 1.33 JOB #: 20080312 24.0" TYPE JACK ob :(20080312) - DERRER - O'DENNELL / E3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top ohord 2x4 SP #2 Bot ohord 2x4 SP #2 Bottom chord checked for 10.00 psf non- conourrent live load. Deflection meets L/360 live and L/240 total Toad. Calculoted verticol deflection is 0.00" due to live Iood at X ° 0 -7 -2 and due to total load at X ° 0-7 -2. L/360 live and L/240 total load. PLT. TYP2- WAVE /R 2' • • -0.00" •• •• 000 • • • • • • • • DESIGN CRIT °TPI Cq /RT =1.00(1.25)/10( 0) OTYa JOTAL ; 140 mph wind, 15.00 ft mean hqt, ASCE 7 -02, CLOSED bldg, L000ted anywhere In roof, CAT II, EXP C, wind TC DL °5.0 psf, wind BC DL-6.0 per. Component and cladding wind pressures considered for uplift reactions. Calculated vertical deflection is 0.00" due to live load and 0.00" due to total load of X - 0 -4 -12. • • R -481# U -1343# RL- 297/ -49# Wreq 1.500 "MIN R - -52# Rw - 201# U - 54# NAILED • 4100 •• • • • • •• •• ••• •0• R= -136# Rw =470# U =130# NAILED REV. 8.05.01.0714 BEALE =1.9851 C,e m Dn lpmd Trot Go. 777 S.W. 12th Avenue Pompano Baach, FL 38088 Phone: 964-788.8800 Fax 854 - 7884804 00WRRNIN000 TRUSSES REQUIRE EXTREME CRRE IN FABRICATING, HRNDL•IN(! SHIPPING •NSIAL.LIIG AND BRACING. REFER TO SCSI 1 -03 (BUILDING COMPONENT SRFETY INFORMR}IOI PUBIISH DeBY•TPI 4TRUSS OF AMEINSTITUTE, , 0 ENTERPRISERLN DR., SUITE WI SAFET Y 3 PMAC S I CCSB W RSI O R W TTI P� IING THESE FUNCTIONS. UNLESS OTHER INDICATED, TOP CHORD SHALL HAVE PROPIRLY RTTRC�4ED S UCTURRL PR gy p AQ TTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGIO CEILING. •.IM T FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. RLPINE ENGINEERED PRO INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH RPPLICRBLE PROVISIONS OF a TION D SI • BY RF&PA) ANO TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/1604 / l M 65 G 40/60 (W K/H S) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS U SS 0 L TEO • ON THIS DESIGN POSITION PER ORRWINGS 160A-Z. RNY INSPECTION OF P S L1.0 LL • BE PER ANNEX R3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDIC ES ET' C 0 • PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPO II D GN OM. •THE • • SUITABILITY AND USE OF THIS COMPONENT FOR RNY BUILDING IS THE RES !SI TY 0 THE4UILS*14s • DESIGNER, PER RNSI /TPI 1 SEC. 2. • r • • Mryerle R.•Shaehoua P E. }IRURICE4R. SHRSHOU P.E.,INC 1808 NV 112 RVE. CORAL SPRINGS FL. 33071 08541 753 -1980 LICENSE Noe.E85251 & 18554 • • • • • • 0• • TC LL TC DL BC DL BC LL TOT.LD. 30.Opsf 15.0psf 10.Opsf O.OpsF' 55.OpSf DUR.FAC. 1.33 SPACING 24.0" REF DATE 10 -14 -2008 DRWG JA 0/A LEN. 1 JOB #: 20080312 TYPE JACK ob:(20080312) - DERRER - O'DENNELL / El THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 777 SW 12th Ave, FL 33069 Pompano Beach 9547868800 GENERAL TRUSS ENGINEERING C¢ITERIA & DESIGN LOADS: OCT 1 4 2008 No. Truss ID# Date 1 2 3 4 5 6 7 8 9 1 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 T10 T9 T11 T21 T20 T22 T6 T19 T23 T5 T18 T24 T4 T17 T25 T3 T14 T15 T16 T26 T13 T2 T27 T1 T12 10/10/08 10/10/08 10/10/08 10/10/08 10/10/08 10/10/08 10/10/08 10/10/08 10/10/08 10/10/08 10/10/08 10/10/08 10/10/08 10/10/08 10/10/08 10/10/08 10/10/08 10/10/08 10/10/08 10/10/08 10/10/08 10/10/08 10/10/08 10/10/08 10/10/08 HomeBASE by Alpine No Truss ID# Date 10/10/08 10/10/08 10/10/08 29 30 IIEE 34 IME 26 28 36 J7 C7 J6 C6 V4 E5 V3 E3 V2 El V1 10/10/08 10/10/08 10/10/08 10/10/08 10/10/08 10/10/08 10/10/08 10/10/08 Project Information: Name: O'DENNELL Address: 12_15 N E ?LP 1- ch seace, air) I shoe FL Building Code & Chapter.• F E{:. Gravity: 1 psf Roof Total Load Wind: ! Computer Program Used: VIEW by Alpine Gravity: 6 psf Floor Total Load mph from �SC 7g code (e.g. ASCE 7) P__ This package includes a Truss Index Sheet and 36 individual truss design drawings, together with the attached index of the Truss System design drawings. I hereby certify that this serves as a cover sheet in accordance with Chapter 61G15-31.003 of the Florida Board of Professional Regulations. Note: Furthermore, the responsibility of the undersigned is solely limited tote, :. design of the truss components shown. The suitability Ind osp of blase trusses for any building is the responsibility of the building tieslgner.s•, •, TEL: 954 - 753 -1988 • • •• • • • • • • Delegated Engineer: MORRIS A. SHASHOUA, P.E. • • • • • • • MAURICE A. SHASHOUA, P.E.6TIVV • •••• • • FL Reg Nos: EB5251 & 19554 •••••• •••••• • 1908 NW 112 AVENUE, CORA1SRR NGS, FL.', 33071 •• • • •••• • • • • •••• • • • • • •• • •• • • • • • • •• • Page 1 of 1 ob:(20080312U) - DERRER - O'DENNELL / T10 J Top ohord 2x4 SP #2 Bot ohord 2x4 SP #2 Webs 2x4 SP #3 Roof overhang supports 2.00 psf soffit load. Bottom ohord oheoked for 10.00 per non- oonourrent live load. Calouloted vertiool deflection is 0.13" due to live load and 0.26" due to total load at X = 4 -10 -6. 4 "1 TAG = T23 PLT. TYP.- WAVE /R 18'6" R =171% 11 =1983# RL =455/-455# Wreq "2.026 "MIN 37' • • • • • • • • • •• ••• •• • • • •• DESIGN CRIT -TPI Cq /RT- 1.00 01.25) /10 C 0) OTY= 4 TOTAL= 4 146 mph wind, 25.00 Ft mean hqqt, RSCE 7 -02, CLOSED bldg, Looated anywhere In roof, CAT II, EXP C, wind TC DL =7.0 psf, wind BC 0L =3.0 psf. Component and plodding wind pressures considered for uplift reactions. CR) !x4 "T" braoe. 807 length of web member. Some species & grade or better, attached with 8d Box or Gun (0.113 "x2.5 ",min.)nails 8 6" OC. or (1) continuous lateral braoe equally spaced on member. Defleotlon meets L/360 live and L/240 total load. Calculated verttoal deflection Is -0.04" due to live load at X = 36 -4 -3 and 0.07" due to totol load at X = 36 -4 -3. L/360 live and L/240 total load. • ••• • • • • • •• 18'6" N m 021'2 "12 R=2434# U =2315# Wreq =2.872 "MIN 2' R "388# U "718# Wreq =1.500 "MIN SEO = 140831 REV. 8.05.01.0714.1KALE - 0.1984 Custom Designed Trues Co. 777 S.W. 12th Avenue Pompano Beach, FL 33069 Phone: 964- 786-8890 Fax: 964- 788 -8684 * *WHINING ** TRUSSES REOUIRE EXTREME CRRE IN FABRICATING, HANDLING SHIPPING INSTALLING RNO BRACING. REFER TO BCSI 1 -03 (BUILDING COMPONENT SAFETY INFORMATION) �• 1. PUBL H&0 BY T I cra PLATE INSTITUTE 583 O'ONOFRIO OR. SUITE 200 MADISON, WI. 537187�u.0 WT W000 ''��ii gggggg8$$$ CO IL OF AMERICA 8300 ENTERPRISE LN, MADISON WI 5 FOR SRFETY PRAC CCED PBI0 TO Pq;FICMIN THESE FUNCTIONS. UNLESS OTHERWISE INO10RTED TOP CHORD SHALL HAVE PPP 0 ERR��YY TV ��{{RUC AL • P .�BOTTOM CHORD SHRLL HAVE R PROPERLY ATTACHED RIGID CEILIN . ooRT * * FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRRC!OR! A L.p �NE EN(t D • PR CTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THISSIESIGM ANY FRICURE TO BRACING THE TRUSS IN W RPPLICABLE PROVISIONS N CO FR TRUSSES. NOOSN SHIPPING, INSTRLLING OF SPEC, BY RF &PR) AND TPI. ALPINE CONNECTOR PLATES RRE MADE OF 20/18/13GR CW,H /S /K) ASTM AS53 GRRDE 40/80 (W K/H S) GRLV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS RNO UNLESS OTHERWISE LO R D ON PER OF 2002 1 88OS EA A L ON DRAWING INDICATES ECEC RR • s•A • PROFESSIONRL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OESIGI• SHOWN! SNE• • SUITABILITY RND USE OF THIS COMPONENT FOR RNY BUILDING IS THE RESPONSIBILITY OF «HE•Bt LD*NG • DESIGNER, PER RNSI /TPI 1 SEC. 2. • • • • • • • • ••• • • • ••• - ••• ••• • • MoocCrrre A. a ho uo P.E. MRERICE A. OUR, P.E.,INC 1988 l 112 CORM SPRIN•S FL. 33071 1950 753 - 1896 LICENSE Noa.EB5251 & 18554 • • • • • • • • • • •• •• TC LL 30.0psf TC DL 15.0psf BC DL 10.Opsf BC LL 0.0psf TOT. LD. 55 . 0psf DUR . FAC . 1.33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/A LEN. 37 JOB #: 20080312U TYPE COMN THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT ' J Top ohord 2x4 SP #2 Bot ohord 2x4 SP #2 Webs 2x4 SP #3 Roof overhang supports 2.00 psf soffit loud. Bottom ohord oheoked For 10.00 psf' non - oonourrent live load. Calouloted vertical deFleotlon Is 0.14" due to live load and 0.28" due to total load at X = 4 -10 -6. TAG = T27 PLT. TYP.- WAVE /R 18'6" R "1522# '-1682# RL "417/ -403# Wreq "1.796 "MIN 37' DESIGN CRIT -TPI Cq/RT- 1.00(1.25)/100 0) QTY= 3 TOTAL= 3 146 mph wind, 25.00 ft mean hgt, RSCE 7 -02, CLOSED bldg, Looated anywhere In roof, CRT II, EXP C, wind TC 0L "7.0 psf, wind BC DL-3.0 psf. Component and cladding wind pressures oonsidered For uplift reactions. CA) lx4 "T" brooe. 807 length of web member. Same speoles & grade or better, ottaohed with 8d Box or Gun (0.113 "x2.5 ",min.)nalls 0 6 OC. or (1) oontlnuous loteral brooe equally epaoed on member. DeFleotlon meets L/360 live and L/240 total load. Coloulated vertical deFleotlon Is -0.04" due to live loud at X = 36 -4 -3 and 0.07" due to total Iood at X " 36 -4 -3. L/360 live and L/240 total load. •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• 18'6" m CO 21•2 "12 R =2437# U =2338# Wreq "2.875"MIN 2 .� R "392# U "722# Wreq =1.500 "MIN SEO = 140835 REV. 8.05.01.0714 1rALE = 0.2074 Custom B ,elmed Timm Co. 777 B.W. 12th Avenue Pompano Beach, FL 83069 Phona:964 -786 -6800 Fax 964786 -8804 **WARNING** R BRACING. REFER TRUSSES BC 1 1 -0 3E EXTREME CC IN FABRICATING, HR OM �L HI NG IN PLATE INSTITUTE ND BRACING. REFER TO BCSI 1-03 (BUILDING COMPONENT SAFETY I 537 f Pj slip Y I RUSS O'ONOFRIO OR. I. 531 T (WOO OS OUNCIL OF AMERICA 6300 583 ENTERPRISE LN, MR6 SUITE 200 ISON WI SO Mfl0I80N, W 719) FOR SAFETY P E P OR TO 0 NG THESE EL pp g� F R UU g NCTI q I T Q 7 g ONS. UNLESS OTHERWISE INDIhRTED TOP CHORD SHALL HAVpE RL ATTR 8 C • R IMP �S INC * SHALL NOT C O FSTH I SI D ESI NR O I 'A N DO BUILD THE TRUSS IN CONFORMRNCE WITH TPI: OR FRBRICRTING HANDLING SHIPPING INSTALLING 8 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICRBLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY RF&PR7 RNO TPI. ALPINE CONNECTOR PLATES RRE MADE OF 20/18/16GR H /8 /K7 ASTM 8653 GRROE ON TH W THIS DESIGN POSITION PER DRRVIN GS1BOR -Z. EACH NY INSPECTION U OF PLATS E FO SH BE PER ANNEX R OF TPI 1 -2002 SEC. 3. fl SEAL ON THIS DRAWING INDICAT1S RCCEPTRNSE 8. • • PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OESIGN•SHSWN. TIE • SUITABILITY RND USE OF THIS COMPONENT FOR RNY BUILDING IS THE RESPONSu6ILI:1,0RI8HEeBUILDINe DESIGNER, PER RNSI /TPI 1 SEC. 2. • ,_• • • • ova* ••• •00 • • • • 'Morrie R* Sheehouo P.E. •�IR�U l�..SHASHOU6, P.E.,INC CORRL 1 NGS FL. 33071 (954) 753 -1886 LICENSE Noe.E85251 & 18554 • • • • • • • • • •• •• TC LL TC DL BC DL BC LL TOT.LD. 30.0psF 15.OpsF 10.OpsF O.OpsF 55.0psF DUR.FAC. 1.33 SPACING 24.0" REF GATE 10 -10 -2008 DRWG JA 0/A LEN. 37 JOB #: 20080312U TYPE COMN ob:(20080312U) - DERRER - O'DENNELL / T9 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top chord 2x4 SP SS :T3 2x4 SP #2: Bot ohord 2x6 SP 2400f -2.OE Webs 2x4 SP #3 :W7, W10 2x4 SP #2: :W11 2x6 SP #2: :Lt Wedge 2x8 SP 2400f -2.OE: SPECIAL LORDS (LUMBER DUR.FAC. =1.33 / PLATE DUR.FRC. =1.33) TC - From 92 PLF at -2.00 to 92 PLF at 18.50 TC - From 92 PLF of 18.50 to 92 PLF at 29.00 BC - From 4 PLF at -2.00 to 4 PLF at 0.00 BC - From 20 PLF at 0.00 to 20 PLF at 29.00 PLB- 3229 LB Cono. Load at (7.06,21.27) PLB- 1068 LB Cono. Load at (9.06,21.27) (11.06,21.27) (13.06,21.27) (15.06,21.27), (17.06,21.27), (19.06,21.27), (19.60,21.27), (21.60,21.27) (23.60,21.27), (25.60,21.27), (27.60,21.27) 146 mph wind, 25.00 ft mean hqt, RSCE 7 -02, CLOSED bldg, L000ted anywhere In roof, CRT II, EXP C, wind TC DL -7.0 psf, wind BC DL -3.0 psf. Wind reactions based on MWFRS pressures. Roof overhang supports 2.00 psf soffit load (R) 2x4 "T" brace. 807 length of web member. Same speotes & grade or better. Rttaoh to each web ply with 16d Box or Gun (0.135 "x3.5 ",min.Tnalls 0 6" OC. Calculated vertical deflection Is 0.32" due to live load and 0.58" due to total load at X = 12 -4 -14. Calculated verttoal defleotton Is -0.42" due to live load at X - 12 -4 -14 and 0.58" due to total load at X 12 -4 -14. L/360 live and L/240 total load. TAG = T1 PLT. TYP.- WAVE /R I - 1 550719(811R) DESIGN CRIT -TPI Cq/RT- 1.00(1.25)/10( 0) OTY° 1 PLIES° 2 TOTAL= 2 2 Complete Trusses Required Nailing Schedule: (16d_Common_(0.162 "x3.5 ",_nln.) sails) Top Chord: 1 Row 012.00" o.o. Bot Chord: 1 Row 0 4.75" c.o. Webs : 1 Row 0 4" o.o. Use equal spacing between rows and stagger nulls in each row to avoid splitting. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total Toad. 7X6 (R) 5 12 S905111 18'G" 29' .2 29' 7'0 '12 - .r.2•2• - x.2.2' .r.2' 2• '+,j{m� x .2.2• .�.2• 32290 1 !0685 10684 10990 1 5 OBB• -� 10898 1 10990 1 R'8607# U -64138 Wreq -3.225 "MIN R -9824# 0-7471# Wreq- 3.817 "MI •• •• • • • • • • • • • • • • 0 0 •• •• • • • •• • • • • 10'6" 1'2 "12 SEO = 140989 REV. 8.05.01.0714 BEALE =0.1563 Custom Designed Truss Co. 777 S.W. 12th Avenve Pompano Beach, FL 33989 Phone_954 -786 -8800 Fax: 954. 786 -8804 ••WARNING•• TRUSSES REOUIRE EXTREME CARE IN FRBRICRTING HANDLING SHIPPING INSTR LING BRACING. REFER TO SCSI 1 -03 (BUILDING COMPONENT SRFETY INFORMATION)} PUBLISHED BY TI ( ?8 PLATE INSTITUTE 583 D'ONOFRIO DR. SUITE 200 ' MROISON WI. 537191 41ND VICR RW00D RRURS C CIL OF RMERICA 6300 ENTERPRISE LN, MADISON WI 537191 FOR SAFETY PRRCIRCE8 PRIOR TO PRRFIRMINt THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HRVE PROPER :kV RTTIICHR0 84RUCSURRL• PRODUCTS NC O SHHRLL SN OT O BE L RE S SPONSIBLE I FOR ANY N DEY AT OI N FROM T THIS DESI B TH • E TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HRNDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH RPPLICRBLE PROVISIONS OF NOS (NRTIONRL DESIGN SPEC, BY RF&PR) AND TPI. RLPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H /S/I3 ASTM 8653 GRADE 40/60 (V M/H S) GRLV. STEEL. RPPLY PLRTES TO EACH FRCE OF TRUSS AND jSS•OTHERI1SF• LOCATE$O ON THIS DESIGN POSITION PER DRAWINGS IGOA -Z. ANY INSPECTION OF PLATES d 0LLGWED Bli Cy) SHALL• BE PER ANNEX Rd OF TPI 1 -2002 SEC. 3. R SEAL ON THIS DRAWING INDICATES ��iiCCCE TRNCEd7F • • • • • m ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT q� S{� 0_WFI. H6• • SUITABILITY RND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBjjLLITY•(!F Tom• BlgtLLUNG • DESIGNER, PER ANSI /TPI 1 SEC. 2. AAA - - - • . . 0•• ••• • • • • Marie R. Shaehaua P.E. I R. O8?, P.E.,INC NW 11 AVE. SPRI FL. 33071 19543 753 -1980 LICENSE Noe.E65251 & 16554 • • • • • • • • • 00 •• TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 10.0psf 0.0psr 55.0psf DUR . FRC . 1.33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/R LEN. 29 JOB #: 20080312U TYPE COMN ob:(20080312U) - DERRER - O'DENNELL / T1l THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT ob :(20080312U] - DERRER - O'DENNELL / T21 J Top ohord 2x4 SP #2 Bot ohord 2x4 SP #2 Webs 2x4 SP #3 Roof overhang supports 2.00 psF soffit load. CB) 1x4 "T" brace. 807 length of web member. Some species & grade or better, attaohed with 8d Box or Gun (0.113 "x2.5 ",min.)nolls 0 6" OC. or C1) oontinuous lateral brooe equally spaded on member. Bottom ohord oheoked for 10.00 psF non- oonourrent live lood Defleotlon meets L/360 live and L/240 totol load. 0) m 411 TAG = T45 PLT. TYP.- WAVE /R R 295# U =1314# RL =992/ -37# Wreq =1.528 "MIN 17'10 "8 19'4" 19'4" • •• • • • • • • • • • • • •• ••• •• DESIGN CRIT "TPI Cq /RT -1.00 C1.25) /10 ( O) OTY= 1 TOTAL= 1 146 mph wind, 24.87 Ft mean hqt, RSCE 7 -02, CLOSED bldgg, Located anywhere In roof, CRT II, EXP C, wind TC DL -7.0 psF, wind BC DL =3.0 par. Component and olodding wind pressures considered for uplift reactions. Right end vertical not exposed to wind pressure. CRl 2x4 "T" brooe. 807 length of web member. Same species & grode or better, attached with 16d Box or Gun (0.135 "x3.5 ",min.)noils 0 6" OC. or (1) oontinuous lateral brooe equally spooed on member. Calculated vertioal defleotion is 0.22" due to live lood and 0.45" due to total load at X = 5 -3 -13. Coloulated vertioal defleotion Is -0.07" due to live Iood at X = 10 -11 -10 and 0.11" due to total Iood at X = 10- 11 -10. L/360 live and L/240 totol lood. • •• • • • • • • • 1'5 "8 0 CO • m R =106 U =12924 021'2 "12 SEO = 140945 REV. 8.05.01.0714 BEALE =0.2928 Custom Designed Tlnss Co. 777 8.W. 12th Avenue Pompano Beach, FL 39065 Phone: 954 -786 -8800 Fax 954- 788 -8804 **WARNING** TRUSSES REOUIRE EXTREME CRRE IN FABRICATING, HANDLING SHIPPING INSTJ1LLI G yNp BRRCING. REFER TO BCSI 1 -03 CBUILDING COMPONENT SRFETY INFORMATION4 PUBL•I HED B TPP�ggI OBS OF ENTERPRISE �MADISON 19) f'RILR G CIL THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE •ROP8RL1•ATtACREO•STR TURRL P BOgTTOM CHORD SHALL HRVE R PROPERLY RTTRCHEO RIGID CEILING, • • • • • •O NT•* FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRRC•OR. MLPINE EN(#INEERED PRO CTS NC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: RNY FRILURE TO BUILD THE TRUSS IN CONFORMRNCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRRCING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS CNRTfONRL DESIGN SPEC, BY AF &PA) AND TPI. RLPINE CONNECTOR PLRTES RRE MADE OF 20/18/18GA CW,H /6 /K) RSTM 8653 GRROE 40/60 (W K/H S) GRLV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS RND WYtESS OTHERWISE C10CWIIIO ON THIS IESIGN POSITION PER ORRWINGS 180A - RNY INSPECTION OF PLATES 33 FOLIOVED MY • BHALI0 BE PER ANNEX R3 OF TPI 1 -2002 SEC. 3. fl SEAL ON THIS DRAWING INDICATE% At TRNC 00,•• • PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT ESI 0I4N . • THE • SUITRBILITY RNO USE OF THIS COMPONENT FOR RNY BUILDING IS THE RESPONSIBI 4 v q►)I1 ING• DESIGNER, PER RNSI /TPI 1 SEC. 2. ... . • • 000 ••• ••• • • • • Mbrrle R.•9hoehouo P.E. Mfl URSCE RP •HRSHDU P.E.,INC 1SS8 NW 112 AVE. CORAL SPRINGS FL. 33071 (954) 753 -1886 LICENSE Noa.E85251 & 18554 • • • • • • • • • • •• TC LL TC DL BC DL BC LL TOT.LD. 30.Opsf 15.0psf 10.Opsf 0.Opsf 55.0psf DUR.FAC. 1.33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/A LEN. 190400 JOB #: 20080312U TYPE H I PM THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT ob:(20080312U) - DERRER - O'DENNELL / T20 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top ohord 2x4 SP #2 Bot ohord 2x4 SP #2 Webs 2x4 SP #3 Roof' overhang supports 2.00 par soFFlt load. CB) 1x4 "T" braoe. 807 length of web member. Some species & grade or better, attaohed with 8d Box or Gun (0.113 "x2.5 ",min.)nails 0 6" OC. or (1) oontinuous lateral brace equally spaced on member. Bottom ohord checked For 10.00 per non - oonourrent live load. Derleotion meets L/360 live and L/240 total load. CO n ay1 TAG = T41 PLT. TYP.- WAVE /R 141295# U -1320# RL =966/ -38# Wreq "1.528 "MIN 17'4" 19'4" DESIGN CRIT -TPI Cq /RT- 1.0001.25)/10( 0) OTY° 1 TOTAL= 1 146 mph wind, 24.76 ft mean hgt, ASCE 7 -02, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL -7.0 psF, wind BC OL =3.0 psF. Component and cladding wind pressures considered for uplift reootions. Right end vertical not exposed to wind pressure. (A) 2x6 "T" braoe. 807 length of web member. Some speoles & grade or better, attached with 16d Box or Gun (0.135 "x3.5 ",min.)nails 0 6" OC. or (1) continuous lateral braoe equally spaded on member. Calculated vertioal def'leotion is 0.31" due to live load and 0.62" due to total load at X = 14 -10 -6. Caloulated vertioal deflection is -0.09" due to live load at X = 9 -1-14 and 0.14" due to total load at X = 9 -1 -14. L/360 live and L/240 total load. •• •• • • • • • • • • • • • • • • • ••• • • • • • •• • • 2' —ft.' R -1068# U =1269# 0 "12 REV. 8.05.01.0714 SEO 140982 ..EEALE =0.3008 Custom Designed Truss Co. 777 B.W. 92th Av nuo Pompano Beach, FL 33089 Phone: 954-786-80:30 Fax: 984- 788 -8804 * *WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING. SHIPRAIN INSTOLLINB BRACING. REFER TO SCSI 1 -03 (BUILDING COMPONENT SRFETY INFORMRTIOW P I*nc0 B'T (T JS PLRTE INSTITUTE 583 D'ONOFRID OR. SUITE 200 MADISON, WI. 537191 R rtNn�y W CA (WOOD� S C CIL OF AMERICA 6300 ENTERPRISE LN, MADISON WI 537191 FOR SAFETY PRRC WES I R j0 F R RMI THESE FUNCT UNLESS OTHERWISE INDICATED, TOP CHORD SHRLL HAVE PPP PE LY TT:3CF D TRU RC PRtEi gyp TTOM CHORD SHALL HAVE R PROPERLY RTTRCHED RIGID CEILING,. PR 77��'II iTAN ** FURNISH COPY OF THIS DESIGN TO INSTRLLRTION CONTRACTOR. ALPINE ENGTNEEREd O C S IN . SHALL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS DESIGN; RNY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HRNDLING SHIPPING INSTALLING & BRRCING OF TRUSSES DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY RF &PR) mu TPI. RLPINE CONNECTOR PLATES PRE MROE OF 20/18/16GR (ii / RSTM 5 RCE CV 19 /H S) GRLV. STEEL. APPLY PLRTES TO EACH FACE OF TRUSS RND g LE 0TH I C ON THIS DESIGN, POSITION PER DRAWINGS 160R Z. RNY INSPECTION OF PLATE 40/60 FO WED ) HALL. • BE PER ANNEX R3 OF TPI 1-2002 SEC. 3. R SEAL ON THIS ORRWING INDICATE RCC TR(jNC 0 • PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT f)ESI 9-i0 . • SUITABILITY RNO USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIALIT• EF SHE B?1I • • DESIGNER, PER ANSI /TPI 1 SEC. 2. •.• ••• • • • • La SCE n. � , P 'EE . INC 1 NV 11! RVE. CORAL SPRINGS FL. 33071 (954) 753 -1983 LICENSE Noe.E85251 & 19554 • • • • • • • • • • • • • • TC LL TC DL BC DL BC LL TOT.LD. 30.Opsf 15.0psf 10.0psF O.OpsF 55.0psF DUR.FAC. 1.33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/8 LEN. 190400 JOB #: 20080312U TYPE COMN J Top ohord 2x4 SP #2 Bot ohord 2x4 SP #2 Webs 2x4 SP #3 Roof overhang supports 2.00 psF soffit load. CR) 1x4 "T" brace. 80X length of web member. Same species & grade or better, attaohed with 8d Box or Gun 00.113 "x2.5 ",min.)nails 0 6" OC. or C1) oontinuous lateral braoe equally spaded on member. DeFleotlon meets L/360 live and L/240 total load. PLT. = TYP1- WAVE /R W4 (R) 5 4X4CR2) 12 51:7 1.5X4 0 — f 1295# U =1325# RL =952/ -39# Wreq=1.528 "MIN DESIGN CRIT - TPI Cq/RT "1.00(1.25)/10C 0) 17' 3X4 19'4" 19 4X4 •• ••• • • • • • •• • • • • • • 146 mph wind, 24.69 Ft mean hgt, RSCE 7 -02, CLOSED bldg, Looated anywhere In roof, CRT II, EXP C, wind TC DL =7.0 psF, wind BC DL =3.0 psF. Component and cladding wind pressures considered for uplift reaotlons. Right end vertlool not exposed to wind pressure. Bottom ohord oheoked For 10.00 psF non - oonourrent live Toad. Coloulated vertioal deflection Is 0.09" due to live load and 0.17" due to total load at X 4 -4 -6. Coloulated vertioal deflection is -0.06" due to live load at X = 8 -9 -14 and 0.10" due to total load at X = 8 -9 -14. L/360 live and L/240 total load. • • • •• ••• •• • • • •• QTY= 1 TOTAL= 1 4X6 (R) 2'4 ° 3X6 W4 R =1068# U =1258# SEO = 140340 REV. 8.05.01.0714.3E11LE =0.3267 Custom Designed Twee Co. 777 815.12th Avenue Pompano Beach, FL 33069 Phone: 954-786-8800 Fax: 954 -7 86 -8804 ••WARNING•• TRUSSES REQUIRE EXTREME CRRE IN FABRICATING ,HANDLING, SHIPPING INSTALLING AND BRACING. REFER TO BCSI 1 -03 (BUILDING COMPONENT SAFETY INFORMATION PUBLISH BY TPI (TRUSS PLATE INSTITUTE 583 O'ONOFRID DR. SUITE 200 MROISON, WI. 53719) RND WT (5000 T SS C IL THESEE E UNLESS I OTHERWISE O INDICATED, TOPICHORDSSHALL HR E F 'TR R U URRL P� TS IN H ALL 6 NOT BE RESPO TR NY N O E V LA TION N FROM T RR HI QES R N FAL I • BUILD THE TRUSS IN CONFORMRNCE WITH TPI: OR FRBRICRTING HANDLING SHIPPING INSTRLCING BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF 1 NOS (NATIONAL DESIGN SPEC, BY RF &PR) RNO TPI. ALPINE CONNECTOR PLRTES ARE MADE OF 20/18/16GR (W,H /S /Kl ASTM 8653 GRADE 40/60 (W K/H S) GRLV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND �ESUNLESS p OTHERWISE LOCRTED ON PERSANNEX ANNEX A3 2002 DRAWINGS . ON THIS INDICATL'S'ACCLEPTRN y CE•0F• § • • PROFESSIONRL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT EESI(!N SHDA. •THL • SUITABILITY RNO USE OF THIS COMPONENT FOR RNY BUILDING IS THE RESPONSIBELIT i • : Ti BOPLIING DESIGNER, PER RNSI /TPI 1 SEC. 2. • ••• ••• gir E " 1NW 11E AVE. ( C lU�II E FL. 33071 LICENSE Noe.E85251 & 18554 • • • • • • • • • WWI WM TC LL 30.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL 0.0psf TOT. LD. 55 . OpsF DUR.FAC. 1 • 33 SPACING 24.0" REF DATE 10 - 10 - 2008 DRWG JA 0/A LEN. 190400 JOB #: 20080312U TYPE H I PM ob:(20080312U) - DERRER - O'DENNELL / T22 • •• • THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT ° • • ••• • • J Top chord 2x4 SP #2 Bot ohord 2x4 SP #2 Webs 2x4 SP #3 146 mph wind, 24.69 ft mean hqt, ASCE 7 -02, CLOSED bld9 , L000ted roof, CRT II, EXP C, wind TC 0L =7.0 psf, wind BC DL =3.0 psf. Wind reactions bused on MWFRS pressures. Roof overhang supports 2.00 psf soFFit loud. (Al 1x4 "T" brace. 807 length of web member. Some species & grade or better, attaohed with 8d Box or Gun (0.113 "x2.5 ",min.)nails 0 6" OC. or (1) oontlnuous lateral brace equally spooed on member. DeFleotlon meets L/360 live and L/240 total Toad. WARNING: Furnish a copy of this DWG to the Installation oontrootor. Special care must be token during handling, shipping and Installation of trusses. See "WARNING" note below. i g�t TAG = T7 PLT. TYP.- WAVE /R 8'4" �2• N '-5'10"8 -srN i WO 1138 R -443# U -300# Wreq "1.500 "MIN R'3264# U -'1949# Wreq=3.852 "MIN anywhere in 28'4" 45' SPECIAL LORDS (LUMBER DUR.FAC. =1.33 / PLATE DUR.FAC. =1.33) TC - From 92 PLF at 0.00 to 92 PLF of 7.88 TC - From 92 PLF at 7.88 to 92 PLF of 15.88 TC - From 92 PLF at 15.88 to 92 PLF at 27.00 TC - From 92 PLF at 27.00 to 92 PLF ot 30.00 TC - From 92 PLF at 30.00 to 92 PLF at 49.00 BC - From 4 PLF at 0.00 to 4 PLF at 1.95 BC - From 20 PLF ot 1.95 to 20 PLF of 47.00 BC - From 4 PLF at 47.00 to 4 PLF at 49.00 PLT- 217 LB Cono. Load at (9.10,23.97) PLB- 587 LB Cono. Load at (7.88,21.27) PLB- 106 LB Cono. Load at (9.10,21.27) Colouloted vertioal defleotion is 0.00" due to live Toad and 0.19" due to total Toad at X = 43 -2 -1. Calculated vertical defleotion is 0.04" due due to total load at X = 46 -4 -3. L/360 live 37'10"12 •• • •• • • • • • • • • • • • • • •• • •• • • • DESIGN CRIT -TPI Cq /RT -1.00 (1.25) /10 ( 0) QTY= 1 TOTAL- 1 • •• • • 8'4" to live food at X = 46 -4 -3 and 0.07" and L/240 total load. 2' N m X21'2 "12 R -2177# U -1263# Wreq- 2.569 "MIN 11"465# 11"304# Wreq=1.500 "MIN SEO = 141003 REV. 8.05.01.0714 1EALE =0.1651 Custom Designed Tmss Co. 777 8.W. 12th Avenue Pompano Beach, FL 33069 Mom 964-786 -8800 Fax 964 -788 -8664 **WARNING** TRUSSES REQUIRE EXTREME CRRE IN FABRICATING, HANDLING SHIP ING IN8 LLI n BRACING. REFER TO BCSI 1 -03 (BUILDING COMPONENT SAFETY INFORMflTI P HED B� 1' I - S PLATE INSTITUTE 583 D'ONOFRIO DR. SUITE 200 MADISON, WI. 53718 C (WOOD TR 3 wt CIL OF AMERICA 6300 ENTERPRISE LN, MADISON WI 567181 FOR SAFETY PRR(h'�I S MI � G PR SE � FU gy N pIBO • FUNCTIONS. CHOREDSSHALLRHRVE INDICATED, HIT R C HED RIGID C PROP P • R R TTfl C • T�IRAC • If1PORTANT• FURNISH COPY OF THIS DESIGN TO INSTRLLATION CDNTRRCOOR. ALPINE EN1 NEEREE PROIIUC SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE T BUILD THE TRU8 6 IN CONFORMRNCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRRCING OF TRUSSES DESIGN CONFORMS WITH RPPLICABLE PR OF NOS (NATIONAL DESIGN SPEC, BY RF &PA3 AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20 /18 /18GA (W,H /S/IO RSTM 8653 GRRDE 40/60 (W K/H S) GRLV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS RND WOES• OTHERWISE L4)CFfiL4 ON • ERANNEXORJ POSITION 3 OFFTPIl DRAWINGS SEC. IN 3 18 3. 8 0 RNY SEAL ON HISDRAWING OF FOLIOSE) C ANNC E I 010•• OE) HflL• PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENTI ESI$N 9H0W1. • THE • SUITABILITY AND USE OF THIS COMPONENT FOR TINY BUILDING IS THE RESPONSINOLITO CF ONE ®UIUI)ING• OESIGNER, PER RNSI/TPI 1 SEC. 2. sae • • • ..• ••• ••• • • fiIR�rr• • NAUR8CE ITA P.E. E. , INC 19116 NV 1E2 IVE. CORRL SPRINGS FL. 33071 1954) 753 -1986 LICENSE Noe.EB5251 & 19554 • • • • • • • • • •• •• • • TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 10.0psf 0.0psf 55.0psf DUR.FAC. 1.33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/A LEN. 47 JOB #: 20080312U TYPE SPEC ob:(20080312U) - DERRER - O'DENNELL / T6 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Roof overhang supports 2.00 psf soffit load. CR) 1x4 "T" brace. 807. length of web member. Same species & grade or better, attached with 8d Box or Gun C0.113 "x2.5 ",min.)nails 0 6" OC. or (1) continuous lateral braoe equally spaced on member. Deflection meets L/360 live and L/240 total load. CO TAG = T19 PLT. TYP.- WAVE /R 1- =1295# U =1344# RL =877/ -42# Wreq =1.528 "MIN 15'4" 19'4" 19'4" DESIGN CRIT "TPI Cq /RT -1.00 C1.253/10 C 03 QTY= 1 TOTAL= 1 146 mph wind, 24.34 ft mean hqt, RSCE 7 -02, CLOSED bldgq, Located anywhere In roof, CRT II, EXP C, wind TC DL -7.0 psf, wind BC DL-3.0 psf. Component and cladding wind pressures considered for uplift reoctlons. Right end vertioal not exposed Bottom chord oheoked for 10.00 Coloulated vertioal defleotion load at X = 3 -10 -0. Coloulated vertioal defleotion 0.11" due to total load at X = •• ••• • • • • • •• • • • • • •• ••• •• • • • •• • • to wend pressure. psf non- oonourrent live load. Is 0.07" due to live Toad and 0.14" due to total Is -0.07" due to live load at X = 7 -11 -14 and 7- 11 -14. L/360 live and L/240 total load. 4 ' R- 106 U»1197# REV. 8.05.01.0714 SEO = 140976 BEALE =0.3570 Custom De9I9ned Tnee Co. 777 9.W. 12th Avenue Pompano Beach, FL 33089 Phone: 954.786 -8800 Fax 954- 786 -8894 *•WRRNTNG ** TRUSSES REQUIRE EXTREME CRRE IN FRBRICRTING, HANDLING SHIPP NG INSTiLLI BRACING. REFER TO BCSI 1 -03 03UILDING COMPONENT SAFETY INFORMATION) T (T OF ENTERPRISE WI054719D !S IO44 RMI �IL THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PR PE Y�ITTR C 0 TRU RC P RN E � gyp BOTTOM CHORD SHALL HRVE R PROPERLY RTTACHEO RIGID CEILIRG. * *IM DRT RNT ** FURNISH COPY OF THIS DESIGN TO INSTALLAT CONTRRC I#PINE ENGITIEEREd PRODUCTS NC SHALL NOT BE RE8PONSIBLE FOR RNY DEVIATION FRAM THIS DESIGN: RNY FAILURE TO BRACING OFTTRUSSES .CODESIGNNCONFORMSTWITH OR FABRICATING, NOS SPEC, BY AF &PA) RNO TPI. ALPINE CONNECTOR PLATES RRE MRDE OF 20/18/16GR (W H /S /K) ASTM 65 GRRD ON TNIS POSITION DRAWINGS ERCH INSPECTION PLATESS OLI�J)VE BE PER ANNEX AR OF TPI 1 -2002 SEC. 3. R SEAL ON THIS DRAWING INDICATES•RCCBPTANCE•OF• • • • PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT •ESIBN 91IOW. •TH( • SUITABILITY RND USE OF THIS COMPONENT FOR RNY BUILOING IS THE RESPONSIBILITI• M= 4[ BUIL•ING • DESIGNER, PER ANSI /TPI 1 SEC. 2. ••• • • • ••• ••• ••• • • • • It r���Ip 9�. eFmuo P.E. 1800 N E R. OUIi, P.E. , INC 190• NY 110 AVE. CORAL SPRINGS FL. 33071 (9547 753 -188{i LICENSE Noe.E95251 & 18554 • • • • • • • • • •• •• • • TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 10.Opsf O.Opsf 55.0psf DUR.FAC. 1.33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/A LEN. 190400 JOB #: 20080312U TYPE COMN ob:(20080312U) - DERRER - O'DENNELL / T19 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top ohord 2x4 SP #2 Bot ohord 2x4 SP #2 Webs 2x4 SP #3 Roof overhang supports 2.00 psf soffit load. (R) 1x4 "T" braoe. 80% length of web member. Some species & grade or better, attached with 8d Box or Gun (0.113 "x2.5 ",min.)nails 0 6" OC. or (1) continuous lateral brooe equally spaded on member. Deflection meets L/360 live and L/240 total load. PLT. TYP.-WAVE/R — =1295# U -1347# RL =862/-43# Wreq °1.528 "MIN 15' 19'4" 19'4" •• •• • • • • • • • • • • • • • • • • • • • •• • • • • • •• DESIGN CRIT —TPI Cq /RT -1.00 C1.25) /10 t 0) OTY° 1 TOTAL= 1 146 mph wind, 24.27 ft mean hggt, ASCE 7 -02, CLOSED bldgg, Looated anywhere In roof, CRT II, EXP C, wind TC 0L °7.0 psf, wind BC DL 3.0 psf. Component and oladding wind pressures oonsidered for uplift reactions. Right end vertloal not exposed to wind pressure. Bottom ohord oheoked for 10.00 psf non - oonourrent live load. Caloulated vertical deflection Is 0.06" due to live load and 0.13" due to total load at X ° 3 -10 -6. Caloulated vertloal deflection le -0.07" due to live load at X ° 7 -9 -14 and 0.11" due to total Iood at X 7 -9 -14. L/360 live and L/240 total load. 4'4" R =106 U =1185# SEO = 140936 REV. 8.05.01.0714.1EALE =0.3637 Custom Deafened Trace Co. 777 B.W. 120: Avenue Pompano Beach, FL 38069 PMono:954-785 -8800 Fax: 954- 788 -8804 BRRCING. R EFER R TO BCSI E I 03 UILDING BSRFETYNINF� ION {��((,JJ�DDPUBLISHH�Q X CTR UND • OF ENTERPRISER DR. MROISON, WI FOR'SRFET P CT10 tP Pp C KqIO TO'PER#13IIN THESE E' �FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD BHRLL 1EfIRE R O TRCHE0 P illi NCo* FURNISH COPY TTOM RNI OCY RESPONSIBLE DESIGN TO N RONYCE� TTF PM THIS O AL INS ENGINEERED NGIERD • O • BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HRNDLING SHIPPING INSTALLING & BRACING OF TRUSSES DESIGN CONFORMS WITH RPPLICRBLE PROVISIONS OF NOS OF DESIGN SPEC, BY RF&PR) AND TPI. RLPINE CONNECTOR PLATES RRE MADE OF 20/18/18GA (W,H /S /K) ASTM R853 GRADE ON TTHHIS POSITION STEEL. DRAWINGS Z EACH INSPECTION OFF RATE* FOLLOWED BY: (1) L LI I BE PER ANNEX R OF TPI 1 -2002 SEC. 3. R SEAL ON THIS DRAWING INDIi6RTES RCCESTANCIi SF • PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT•DESIGP► SHOWN, TFE • SUITABILITY RND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESRUNSISIS.ITT4pF JHE•BUI ING• • DESIGNER, PER RNSI /TPI 1 SEC. 2. • • • • • • • • • • ••• I • • Mortis R. Shoshouo P.E. ,MMUR R. SHRSHOUII, P.E.,INC 1808 112 AVE. SPRINGS FL. 33071 (954) 753 -1880 LICENSE Non.EB5251 & 18554 • • • 1 • •• • TC LL 30.Opsf' TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR . FAC . 1.33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/A LEN. 190400 JOB #: 20080312U TYPE H I PM ob :(20080312U) - DERRER - O'DENNELL / T23 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT ob: (20080312U) - DERRER - O'DENNELL / T5 THIS DWG. PREPARED BY THE ALPINE J08 DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J 146 mph wind, 24.27 Ft mean hqt, RSCE 7 -02, CLOSED bldg, Looated anywhere In roof, CAT II, EXP C, wind TC OL =7.0 psF, wind BC DL-3.0 psF. Component and cladding wind pressures considered For uplift reaotions. Bottom ohord oheoked For 10.00 psF non- oonourrent Itve load. Calculated vertical deflection is 0.10" due to live load and 0.21" due to total load at X 40 -10 -9. Deflection meets L/360 live and L/240 total Toad. WARNING: Furnish a oopy of this DWG to the instollotion oontraotor. Speolal pare Calculated vertloal defleotion Is -0.03" due to live load at X 44 -4 -3 and must be token during handling, shipping and installation of trusses. See 0.06" due to total load at X 15 -10 -8. L/360 live and L/240 total load. "WARNING" note below. Top ohord 2x4 SP #2 :T2 2x6 SP #2: Bot ohord 2x4 SP #2 Webs 2x4 SP #3 :W2, W4 2x8 SP 2400F -2.OE: Roof overhang supports 2.00 psf sofFit load. TAG = T32 PLT. TYP.- WAVE /R 7'10 "8 8' 7'1 °8 45' R- 7(r> U -1003# RL- 409/ -410# Wreq -1.500 "MIN R -997# U -1032# Wreq =1.500 "MIN R -1391# U -1476# Wreq - 1.642 "MIN 7' • • •• • • • • • 0 • • • • • • • • • •• •00 •• • • • • DESIGN CRIT —TPI Cq /RT -1.00 (1.25) /10 C 0) OTY' 1 TOTAL= 1 15' 1 X21'2 %2 R - 1720# U =1764# Wreq-2.029 "MI4 2' . R =628# U..1011# Wreq-1.500 "MIN SEO REV. 8.05.01.0714.�ALE =0. 0895 Custom Deeipoed Trees Co. 777 8.W. 12th Avenue Pompano Reach, FL 83069 Phone:954-786 -0800 Fax: 964 -706 -8804 ',WARNING** TRUSSES REOUIRE EXTREME CRRE IN FABRICATING, HfhILING • SHIPPING INSoi ING R • BRRCING. REFER TO SCSI 1 -03 (BUILDING COMPONENT SRFETY INFD$MRL UBLI^ BY (TRU SS PLATE INSTITUTE 583 O'ONOFRIO OR. SUITE 200 MADISON, WI. 37 9l WTCA ,�W 0 S S COUNC -L • OF AMERICA 630 ENTERPRISE LN, MRUISON WI 5 FOR SAFE ,p C PRI [Qt P ORMLNG THESE FU UNLESS OTHERWISE INDICATED TOP CHORD SHALL TiagVE R ERLY �iT CH $TRQCTL R(, P- - y (; _t)O TTOM CHORD SHRLL HAVE R PROPERLY RTTRCHED RIGID C 1L.I ••' - R •* FURNISH COPY OF THIS DESIGN TO INSTALLRTION CONTRAC R. ALPINE ENGINEERED • P•.� C S N . SHALL NOT BE RE FOR ANY DEVIATION FROM THIS DESIGN: ANY FRILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HRNDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY RF&PR) AND TPI. ALPINE CONNECTOR PLRTES ARE MRDE OF 20/18/160R tW,H /S /K) ASTM R653 GRADE 40/60 tW K/H S) GRLV. STEEL. APPLY PLATES TO EACH FACE OF TRUS1 NND R)NLES8o0TIEROIS* l0CA1E0 ON THIS DESIGN POSITION PER DRAWINGS 160R -Z. RNY INSPECTION OF 'LRf0B FOLLOWS! S• (I)•SHRML BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. R SEAL ON THIS DRAWING INDICATBB RCCEETRM(E•OF • • PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COWMEN/0 0E46M MOWN. THE • • SUITABILITY AND USE OF THIS COMPONENT FOR RNY BUILDING IS THE RESDONSIBOLIbYs0FsTHB BUX.OIND • DESIGNER, PER ANSI /TPI 1 SEC. 2. • • • • • • • • • • ••• • • Morrie R. Shoxhou° P.E. MURXSE 0. 9HR9HOU!i, P.E.,INC 1801 NW 112 AVE. CORRL SPRINGS FL. 33071 (854) 753-1988 LICENSE Noe.E135251 & 18554 • • • • •• • TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.Opsf 10.OpsF 0.0psF 55.0psF DUR . FAC . 1 • 33 SPACING 24.0" REF DATE 10 - 10 - 2008 DRWG JA 0/A LEN. 45 JOB #: 20080312U TYPE SPEC J Top ohord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Roof overhang supports 2.00 psF soffit load. CA) 1x4 "T" brace. 80X length of web member. Same species & grade or better, attached with 8d Box or Gun C0.113 "x2.5 ",min.)noils 0 6" OC. or (1) oontinuous lateral brooe equally spaded on member. DeFleotlon meets L/360 live and L/240 total load. 0 TAG = T20 PLT. TYP.- WAVE /R 4X4 CR2) T1 12 5 R =1295# U =1362# RL- 787/-45# Wreq =1.528 "MIN 13 146 mph wind, 23.93 Pt mean hqt, RSCE 7 -02, CLOSED bldg, Looated anywhere In roof, CRT II, EXP C, wind TC OL =7.0 psF, wind BC DL =3.0 per. Component and cladding wind pressures considered For uplift reactions. Right and vertioal not exposed to wind pressure. Bottom chord oheoked For 10.00 psF non - oonourrent live load. Coloulated vertioal deflection Is 0.06" due to live Iood and 0.11" due to total Iood at X 6- 11 -14. Coloulated vertioal deflection le - 0.07" due to live Toad at X = 6 - 11 - 14 and 0.11" due to total Iood at X = 6 11 - 14. L/360 live and L/240 total load. 19 19'4" •• • •• • • • • • •• • • • • • • • •• • •• 0 0 • • • •• DESIGN CRIT -TPI Cq /RT -1.00 (1.25) /10 ( O) QTY= 1 TOTAL= 1 • • 5X5 6' 3X 3X6 0 in W3 R =1068# U =1129# SEO = 140973 REV. 8.0S-01.0714-MALE =0.3812 Custom Designed Truss Co. 777 8.W. 12th Avenue Pompano Beach, FL 38063 Phone: 954186 -8808 Fax 954-786 -8804 **WRRNXNG ** TRUSSES REQUIRE EXTREME CRRE IN FABRICATING HANDLING SHIPPING INSTRLLING AND BRRCING. REFER TO BCSI 1 -03 (BUILDING COMPONENT SAFETY INFORMATIONI p PUBLISHD6 BY•C *b CTRUS* •e PLRTE INSTITUTE 583 D'ONOFRIO DR, SUITE 200 MADISON, WI. 987161 •INO•WTCA *WOOD TRESS COUNCILe OF AMERICA 6300 ENTERPRISE LN, MRDISON WI 5 FOR SRFETI• PRRCRCCE* PRIOO TO PEROORMING • THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL NAVE ORODERMY OTTOCHEO•STRUCTUERL PA Fill Q CHORD SHRLL HRVE R PROPERLY ATTRCHED RIGIDCE7i.IN6. • • • •• • ** OR ',FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED • P CT IN . SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: RNY FAILURE TO BUILD THE TRUSS IN CONFORMRNCE WITH TPI: OR FABRICATING HRNDLING SHIPPING INSTALLING & BRRCING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF 1 NOS (NATIONAL DESIGN SPEC, BY AF &PR7 AND TPI. ALPINE CONNECTOR PLRTES RRE MADE OF 20 /18 /16GR CW,H /S/K7 RSTM R853 GRADE 40/60 (W K/H S) GRLV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS INLESS R ` T D ON THIS DESIGN POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF /III FOLL WE B ( • BE PER ANNEX A O OF TPI 1 - 2002 SEC. 3. R SERL ON THIS DRAWING IND CATER RCCE T F PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMP NEN1' . TAE • SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RES NS1 BUI`01N : • DESIGNER, PER RNSI /TPI 1 SEC. 2. - - - - - 00 • • 1100 • M e R. Shaahoua P.E. CE R. SHRSHDU?I, P.E.,INC 1 NW 11 CORAL SPRI 33071 (9547 753 -188h LICENSE Noe.E85251 & 19554 • • • • •• TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 10.0psf O.Opsf 55.0psf DUR.FAC. 1.33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/A LEN. 190400 JOB #: 20080312U TYPE CONN ob:(20080312U) - DERRER - O'DENNELL / T18 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT - ob :(20080312U) - DERRER - O'DENNELL / T24 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT - J Top ohord 2x4 SP #2 Bot ohord 2x4 SP #2 Webs 2x4 SP #3 Roof overhang supports 2.00 psf soffit load. (A) 1x4 "T" braoe. 80X length of web member. Same speoies & grade or better, ottoohed with 8d Box or Gun (0.113 "x2.5 ",min.)nails 0 6" OC. or (1) oontlnuous lateral brooe equally spaded on member. Deflection meets L/360 live and L/240 total load. m in 911 PLT. TYP.-WAVE/R 3X6 :) W 4X4 (R2) 12 5 T1 R =1295# U -1364# RL =772/ -46# Wreq=1.528 °MIN 13' 3X 1 19'4- 19'4° •• •• • • • • • •• • • • • • • • • • •• ••• •• • DESIGN CRIT —TPI Cq /RT -1.00 (1.25) /10 ( 0) OTY ' 1 TOTAL= 1 146 mph wind, 23.86 ft mean hgt, ASCE 7 -02, CLOSED bldg, Looated anywhere In roof, CRT II, EXP C, wind TC 0L =7.0 psf, wind BC DL-3.0 psf. Component and cladding wind pressures considered for uplift reootions. Right end vertical not exposed to wind pressure. Bottom ohord oheoked for 10.00 psf non- oonourrent live load. Calculated vertloal defleotion Is 0.06" due to live load and 0.11" due to total load at X = 6 -9 -14. Coloulated vertloal defleotion is -0.07" due to live load at X ° 6-9 -14 and 0.11" due to total load at X - 6 -9 -14. L/360 live and L/240 total loud. 5X5 6'4" 3X8 3 m in R =10'8 U =1118 SEO = 140933 REV. 8.05.01.0714.BEALE =0.3812 Custom Dealpned Tmae Co. 777 8.W. 12th Avenue Pompano Beach, FL 33069 Phone: 854-786 -8800 Fax 964- 788 -8884 * *WARNING ** TRUSSES REQUIRE EXTREME CRRE IN FABRICATING, HANDLING SHIPPING INSTALLING RED BRRCING. REFER TO BCSI 1 -03 (BUILDING COMPONENT SRFETY INFQRM(�BTIONJ PUBLIS BY T I. (TRUSS • PLATE INSTITUTE 583 O'ONOFRID DR. SUITE 200 MROISON, VI. 3 • ! I.� 99] [� MICA D 9S CDUNC OF AMERICA 8306 ENTERPRISE LN, MADISON WI SS7197 FOR SRFET P I* 1 C1 C PRI P ORMING • THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHRL LLLLLL'''"' P ERL.Y T CHED•STRUCTURRL PRO C0R I NC. *O URNI O BY OFSTHISIDEESIGNRTONYNSTRLL I E A T IO N @0N TH IS AL P NEYENGR�EED • • • • BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FRBRICRTING HANDLING SHIPPING INSTRLLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH RPPLICRBLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PR) AND TPI. ALPINE CONNECTOR PLATES RRE MADE OF 20/18/1SGA (W,H /S /M) ASTM 8653 GRADE 40/60 N THIS POSITION STEEL. DRAWINGS EACH INSPECTION SWISS FOLLIWEI OTHERWISE LL*WEO *(i)•9HRIi BE PER ANNEX R3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES RCCEPTRSCE•OF • • PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMP*NENTo DESIGYI SUR**. T • SUITABILITY RND USE OF THIS COMPONENT FOR RNY BUILDING IS THE RESlONSIBIWITY00F•THG BU IN4 • DESIGNER, PER ANSI /TPI 1 SEC. 2. • so* • • • • • • • ••• • Mornis A. Shoehoue P.E. CE R. SHRSHOUA, P.E.,INC 1'.' pppp((112 RVE. "WRINGS FL. 33071 ms • rm-uish LICENSE Noe.E8 EB5251 & 18559 • • • • •• TC LL TC DL BC DL BC LL TOT.LD. 30.0psF 15.0psF 10.0psF 0.0psF 55.0psF DUR. FCC. 1.33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/A LEN. 190400 JOB #: 20080312U TYPE H I PM ••• • • • •• • • J Top ohord 2x4 SP #2 Bot ohord 2x4 SP #2 Webs 2x4 SP #3 Roof overhang supports 2.00 psf soffit load. Bottom ohord oheoked for 10.00 psf non - oonourrent live load. Caloulated vertical deflection Is 0.26" due to live Toad and 0.52" due to total load at X = 26 -7 -8. WARNING: Furnish a oopy of this DWG to the Installation oontraotor. Speolal must be token during handling, shipping and Installation of trusses. See "WARNING" note below. f m ul f I 1 1 -1 PLT. TYP.-WAVE/R 1 9'10 "B 16'4" 11=922 U "1200# RL =367/ -368# Wreq =1.500 "MIN 8' - 1 3'1 "8 oare 45' R "2412# U =2422# Wreq "2.846 "MIN DESIGN CRIT -TPI Cq /RT -1.00 C1.25) /10 ( 03 OTY= 1 TOTAL= 1 146 mph wind, 23.86 Ft mean hqt, ASCE 7 -02, CLOSED bldg, Looated anywhere In roof, CRT II, EXP C, wind TC DL-7.0 psf, wind BC DL-3.0 psf. Component and cladding wind pressures considered for uplift reactions. (A) Ix4 "T" braoe. 80X length of web member. Some species & grade or better, attaohed with 8d Box or Gun (0.113 "x2.5 ",min.)nails 0 6" OC. or (1) continuous lateral braoe equally spaoed on member. Deflection meets L/360 live and L/240 total load. Calculated vertical deflection Is -0.04" due to live load at X " 44 -4 -3 and 0.07" due to total load at X = 44 -4 -3. L/360 live and L/240 total load. 1 1' 20'4" •• •• • • • • • • • • • • • • • • • • • •• •• • • • • • • • 13' 8'4" REV. 8.05.01.0714 R .-1411# U =1455# Wreq =1.665 "MIi4 2 R =693# U'1075# Wreq "1.500 "MIN SEO = 140886 BEALE =0.1658 s, Custom Seelpned Trace Co 777 8.W. 12th Avenue Pompano Beach, FL 33069 Phone: 954 -786 -8808 Far 964 - 788 -8804 ••WARNTNO•• TRUSSES REDUIRE EXTREME CARE IN FABRICATING, HRttt���LING SHIPPIN6 IN ING R 0� • PLATINI. REFER TO 3C 1- (B DR., SG TEM20 M DISON II 3f7 9 UTCI (t.BY TR (TRUSS PLATE INSTITUTE 583 D' ONOFRIO DR. SUITE 200 MADISON, WI. 37 91 VTCR (V D - D S S COUNCIL OF AMERICA 6300 ENTERPRISE LN, MROISON VI 53719) FOR SRFET C IC I P ORM NG THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD S . 1pPRR E Y T ps P'r {UCTS ANC. ici SHALL T VE TH C IS DESIGN I ANY E FRIL LU URRE E TO • BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING NDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NRTIONRL DESIGN SPEC, BY RF &PAl RNO TPI. ALPINE CONNECTOR PLATES RRE MADE OF 20/18/15G9 (W H /S /Kl RSTM 8653 GRRDE ON THIS POSITION STEEL. DRAWINGS 160A-Z. ANY FRCE NECTI a AT SN O LL OM IS �CIIP SWIRL D BE PER RNNEX R3 OF TPI 1 -2002 SEC. 3. R SERL ON THIS ORRWING INITICATISS ACCBPTBNIE•OF • • PROFESSIONRL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT D@SIDN SHOWN. AIE • • SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIIBTLIS 0I• THE BUIL0INI • DESIGNER, PER ANSI /TPI 1 SEC. 2. so* • • • •s• • • ••• • • Morrie R. Shcnhoua P.E. BRUME R. SHRSHOUi, P.E.,INC 1900 NW 112 RVE. (954) 8 FL. 33071 LICENSE Noe.EB5251 & 18554 TC LL TC DL BC DL BC LL TOT.LD. 30.0psF 15.0psF 10.0psF 0.0psF 55.OpsF DUR . FRC . 1.33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/8 LEN. 45 JOB #: 20080312U TYPE SPEC ob:(20080312U) - DERRER - O'DENNELL / T4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT ob :(20080312U) - DERRER - O'DENNELL / T17 J 146 mph wind, 23.51 Ft mean hgt, ASCE 7 -02, CLOSED bldq, Looated anywhere In roof, CAT II, EXP C, wind TC OL =7.0 psf, wind BC DL =3.0 psf. Component and cladding wind pressures oonsidered For uplift reootions. Right end vertioal not exposed to wind pressure. (A] 1x4 "T" brace. 80 /. length of web member. Some species & grade or better, attoohed with 8d Box or Gun (0.113 "x2.5 ",min.)nails 0 6" OC. or (1] oontlnuous Bottom ohord oheoked for 10.00 peF non- oonourrent live Toad. lateral brace equally spooed on member. Calculated vertioal deFleotion Is 0.28" due to live load and 0.55" due to total Toad at X = 5 -9 -13. Top ohord 2x4 SP #2 :T2 2x4 SP SS: Bot ohord 2x4 SP #2 Webs 2x4 SP #3 Roof overhang supports 2.00 per soffit load. DeFleotlon meets L/360 live and L/240 total Toad. 411 PLT. TYP.- WAVE /R 4X4 CR2) 2 R =1295# U =1373# RL =697/ -49# Wreq =1.528 "MIN 11'4 W2 CRl W 12 1.5X4 5 p 3 Coloulated vertioal deFleotion Is -0.05" due to live load at X = 11 -5 -12 and 0.09" due to total load at X • 11 -5 -12. L/360 live and L/240 total load. 19'4" 19'4 DESIGN CRIT - TPI Cq /RT "1.00 (1.25) /10 C 0] CITY- 1 TOTAL= 1 5X6 •o • •• • • • • • o• • • • • ▪ • • • • •• soli •• • • • •• 8' ti 3X6 R =1088# U -1066# REV. 8.05.01.0714 BEALE =04 Custom Designed Tins Co. 717 8.W.12th Avenge Pempane Beach, FL 38069 Phone:954786 -8800 Fate 984- 788 -6884 * *WARNING ** TRUSSES REOUIRE EXTREME CARE IN FRBRICRTING, HRNNLING •SHIPPING INS0Rl4ING RNO. • BRACING. REFER TO SCSI 1 -03 (BUILDING COMPONENT SAFETY INFORMR*IOPR, 'UBLISID•BY TPI (TRUSS • PLRTE INSTITUTE 583 O'ONOFRIO DR, SUITE 200 MRDISON, VI. 037.83 N! WTCR 4VO*D TRUSS COUNCIL OF AMERICA 6300 ENTERPRISE LN, MADISON WI 5 FOR SAFETY i RRCbICB6 IiitIOR TO PERFORM "L� THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHAL4 HSVE,PROPERLY STTOCHEII ST CTIItRI• 0 0 R T RN T ** FURNISH COPY OF DESIGN CO ALPINE ENGINEERED • P CT N . SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY RF &PR] RNO TPI. ALPINE CONNECTOR PLATES RRE MROE OF 20/18/1 (W /S /IQ M 653 GRLV STEEL. APPLY PLATES TO EACH FACE OF TAUS D NLE 0 ISE CR 0 ON THIS OES10N POSITION PER ORRWINGS 160R -Z. ANY INSPECTION OF LRf FD W (Il SHA ANNEX BE PER N E ERI 1-2002 SEC. 3. A SEAL ON RHIH OTRUISG I CRT RCC • T O (I = • PROFESSIONAL X ENGINEERING EERING REESP PONSIBILITY SOLELY FOR THE TRUSS CO RT p 11 SUITRBILITY AND USE OF THIS COMPONENT FOR RNY BUILDING IS THE R S SLI 0 IN • DESIGNER, PER ANSI /TPI 1 SEC. 2. (vivo • • 1M�oirUp R. Shaahowa P.E. 1908 CE 8. P.E.,INC CORAL SPRINGS FL. 33071 (9841 753 -188 LICENSE Non.EB5251 & 18554 • • • • •• • TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 10.0psf O.Opsf 55.0psf DUR.FAC. 1.33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/A LEN. 190400 JOB #: 20080312U TYPE COMN THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT ob :(20080312U) - DERRER - O'DENNELL / T25 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top ohord 2x4 SP #2 Bot ohord 2x4 SP #2 Webs 2x4 SP #3 Roof overhang supports 2.00 psF soffit load. Bottom chord ohecked for 10.00 psF non-oonourrent live load. Deflection meets L/360 live and L/240 total load. a 411 PLT.�TYP1- WAVE /R 4X4CR2) 11' W3 12 2X4 5 p ,+ 2 R =1295# Um1375# RL =683/ - 49# Wregm1.528 "MIN 146 mph wind, 23.44 Ft mean hot, ASCE 7 -02, CLOSED bldg, Looated anywhere In roof, CAT II, EXP C, wind TC DL =7.0 psF, wind BC DL =3.0 psF. Component and plodding wind pressures considered For uplift reactions. Right end vertical not exposed to wind pressure. Coloulated vertloal defleotion Is 0.23" due to live load and 0.47" due to total load at X 5 -7 -12. Calculated vertical defleotion Is -0.05" due to live load at X = 11 -1 -12 and 0.08" due to total load at X = 11 -1 -12. L/360 live and L/240 total loud. 19'4" 19 DESIGN CRIT —TPI Cq /RT -1.00 01.25) /10 C 0) OTY= 1 TOTAL= 1 4X6 CR) • •• ••• • • • • • •• • • • • • • • • *0 0 00 •• • • • 00 4 3X8 (R) REV. 8.05.01.0714 4 W2 R =1068# U =1056# W in 21'2 "12 SEO = 140925 BEALE =0.3812 Custom Designed Truss Co. 777 8.W. 12th Avenue Pompano Beach, FL 33069 Pkwne: 954.786 -8890 For 954- 788 -8804 **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HRIiLIN "G" INS] ING R0 . • BRACING. REFER TO SCSI 1 -03 (BUILDING COMPONENT SAFETY INF MR IOW, UBLI9iE BY (TRUSS_ PLATE INSTITUTE 583 D'ONOFRIO DR. SUITE 200 MADISON, WI. 37 ) 44 SS CDUNCSL OF RMERICR 6300 ENTERPRISE LN, MA WI 53719) FOR SRFET j� C4IC�S gp CA D ORMLN�G THESE FUNCTIONS. UNLESS OTHERWISE INDI TOP CHORD SHRLL FIQVE.PR E ERLY IT C §TRSCT tRI PR ; TTOM CHORD SHALL HAVE R PROPERLY ATTACHED RIGID IIIILIRR •0 { - 0M81:11# FURNISH COPY OF THIS DESIGN TO INSTRLLRTION C RLPIIQE ENG1�lEEREO • PR'' CT . SHRLL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMRNCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES DESIGN CONFORMS WITH APPLICABLE PROVISIONS NOS (NRTIONRL DESIGN SPEC, 40/60 (WI K// PORLY. STEEL. RPPLY OF TR � � 03T17IERRISR GRADE ON THIS OESION POSITION PER ORRWINGS 160A -Z. ANY INSPECTION OF LR FOLeOW B7 (I)• SHRLIL BE PER ANNEX A OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRRWING I CRT 6CCL4'TANOOPOF • • PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPOSER OLBION SHOWN. SHE • • SUITRBILITY RND USE OF THIS COMPONENT FOR RNY BUILDING IS THE RESPONSPERLIVM 0I*THE BUILDIND • DESIGNER, PER RNSI/TPI 1 SEC. 2. *se • • • •400 • 4400 • • ttorels R. Bhoehcuo P.E. t1RU•I•E R. SHRSHOUR, P.E.,INC 180* NW 112 RVE. CORRL SPRINGS FL. 33071 (954) 753 -198A LICENSE Noe.E85251 & 19554 • • • • •• • TC LL TC DL BC DL BC LL TOT.LD. 30.0psF 15.0psF 10.0psF O.OpsF 55.0psF DUR . FAC . 1.33 SPACING 24.0" REF DATE 10 - 10 - 2008 DRWG JA 0/A LEN. 190400 JOB #: 20080312U TYPE H I PM J Top ohord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Roof overhang supports 2.00 psf soffit load. Bottom ohord oheoked For 10.00 psF non - conourrent 1Ive load. Colculoted vertical deflection is 0.28" due to live load and 0.56" load of X = 5 -9 -14. WARNING: Furnish o oopy of this DWG to the Installation oontraotor. Speolal must be taken during handling, shipping and Installation of trusses. See "WARNING" note below. ]'l 3X6 CR 1) TAG = T30 PLT. TYP.- WAVE /R D 5 1.5X 11' 16'4" R "076 • U'1189# RL"325/ -325# Wreq =1.500 "MIN due to total 23' 5X8 1.SX4 T2 4X44 _■.0,11EIVALi1,111Eikli 45' R "2457# U =2261# Wreq"2.899 "MIN 146 mph wind, 23.44 Ft mean hqt, ASCE 7 -02, CLOSED bldgq, Looated anywhere In roof, CAT II, EXP C, wind TC 0L =7.0 psF, wind BC DL- psf. Component and cladding wind pressures considered for uplift reactions. (AI 1x4 "T" braoe. 807 length of web member. Some speoles & grade or better, attached with 8d Box or Gun (0.113 "x2.5 ",min.lnails U 6" OC. or (1) continuous loteral brooe equally spaded on member. Deflection meets L/360 live and L/240 total load. Dare Caloulated vertioal deflection Is -0.03" due to live load at X " 44 -4 -3 and 0.06" due to total load at X 44 -4 -3. L/360 live and L/240 totol load. 20'4" 1.5X4 4X8 •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• DESIGN CRIT "TPI Cq /RT "1.00 (1.25) /10 ( 0) QTY= 1 TOTAL= 1 5 6 .5X4 11' 8'4" X6 (91) 1 1 21'2 %2 R -1483# U "1470# Wreq =1.749 "MIN 2 R-624# U =1016# Wreq =1.500 "MIN SEO = 140881 REV. 8.05.01.0714..BEALE =0.1858 Custom Designed Trues Co 777 S.W. 1 2th Avenue Pompano Beach, FL 33069 Phors :954- 786 -8808 Fax: 964 - 786-8804 ••WARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HR LING SHIPPING INS' ING AWL BRACING. REFER TO BCSI 1 -03 (BUILDING COMPONENT SRFETY INF 100 PUBLI' • BY (TR PLRTE INSTITUTE 583 O'ONOFRIO OR. SUITE 200 MROISON, WI. 13 93 ANee WTCR ( .. 'O SS COUNC�L! OF AMERICA 6300 ENTERPRISE LN, MR WI 537197 FOR SAFE�� (� CSIC�S PRIOR • P ORMING THESE FUNCTIONS. ONO C M T O TTO CHORD SHALL HAVE PROPERLY OTHERWISE INDICATED, L ATTACHED RIGI[TCL�N•FIP�GR ERLY•T•CHE♦ PRODUC INC F S , SHRLLN OTBE RESPONS IBLEF T ORR NYDEVIATION FROMM E ANYFAILURE RE T • O BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HRNOLING SHIPPING INSTALLING & BRACING OF TRUSSES DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF 1 NOS (NATIONAL DESIGN SPEC, BY RF&PA) RNO TPI. RLPINE CONNECTOR PLRTES RRE MADE OF 20/18/16GR CW H /S /K) RSTM 9653 GRADE 40/60 (W K/H S1 GRLY. STEEL. APPLY PLATES TO EACH FACE OF TRU96rtiMD , UNLESW O'NIEIWI9E•WC9iE0 ON PER RANNEXOA3 POSITION OF1 200 2 DRAWINGS 160A-Z. . AAE ONTHI B S DRAWING INICATGS RCC� CI A1 SHMIL PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DISIWJ SHOWN. SHE • • SUITRBILITY RNO USE OF THIS COMPONENT FOR ANY BUILDING IS THE REW'0NSGOWLSTS 08,114E BUSLAINE • DESIGNER, PER RNSI /TPI 1 SEC. 2. ••• • • • woo • ••• • • Morels R. Shoahouo P.E. CRIFI ate 112 RVE P. E.,INC I:ORAL SPRINGS FL. 33071 (954) 753 -1986 LICENSE Noa.E85251 & 18554 • • • • 13 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 10.OpsF 0.OpsF 55.0psF DUR . FAC . 1.33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/R LEN. 45 JOB #: 20080312U TYPE HIPS ob :(20080312U) - DERRER - O'DENNELL / T3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top ohord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Roof overhang supports 2.00 psF soffit load. Caloulated vertloal defleotion is 0.11" due to live Toad and 0.23" due to total load at X 14 -6 -8. 9 TAG = T5 PLT. TYP.- WAVE /R 9'8" — �s1276# U =1523# RL =282/ -262# Wreq=1.505 "MIN 19'4" 19'4" • ••• • • • • • • • • • •• • DESIGN CRIT -TPI Cq /RT -1.00 [1.25] /10 C 0] QTY- 2 TOTAL- 2 146 mph wind, 23.16 Ft mean hat, RSCE 7 -02, CLOSED bldgq, Located anywhere In roof, CAT II, EXP C, wind TC DL -7.0 psF, wind BC DL -3.0 psF. Component and cladding wind pressures considered For uplift reactions. Bottom ohord oheoked For 10.00 psF non - oonourrent live Toad. DeFleotion meets L/360 live and L/240 total loud. Caloulated vertical deflection Is -0.07" due to live Toad at X = 9 -8 -0 and 0.12" due to total Toad of X = 9 -8 -0. L/360 live and L/240 total load. • • • • • • • • •• • • 9'8" m m 21'2 "12 R "1276# U =1523# Wreq "1.505 "MIN SEO = 140958 REV. 8.05.01.0714.BEALE =0.3500 Custom Designed Truss Co. 777 SAN. 12th Avenue Pompano Beach, FL 33059 Phone:954-786 -8BOM Far 954-756 -8894 **WARNING** TRUSSES REQUIRE EXTREME CRRE IN FABRICATING, HA LING SHIPPING INgT ING A • BRACING. REFER TO BCSI 1 -03 [BUILDING COMPONENT SRFETY INFQ�t I 1 ~ PUBLI BY (TR PLATE INSTITUTE 583 D'ONOFRIO OR. SUITE 200 MADISON, WI. 5 33 WTCR CWQ SS COUNCIL 63 ENTERPRISE LN, MA WI 5 37193 FOR SAFE PR S PRI�R tO P ORMIING • THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHR V P POLY T CH STRDCTIERAL OF AMERICA P ¢OTTOM CHORD SHALL HAVE R PROPERLY ATTACHED RIGI G L G • • • • • * O NT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CCNTRAC%R. ALPIRE ENGINEERED • PR CT NC. SHRLL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS CNRTIONRL DESIGN SPEC, BY AF &PAI AND TPI. RLPINE CONNECTOR PLATES ARE MADE OF 20/18/16GR CW H /S /10 AST* R853 GRRDE 40/80 (W It /H S) GRLV. STEEL. RPPLY PLATES TO EACH FACE OF TRU96UF{ND WNLESD 01HERWI9ESUCCREED ON THIS DESIGN POSITION PER DRAWINGS 1SOR -Z. ANY INSPECTION OF•PLATES FOLNOWMO MI CIs SHALL BE PER ANNEX R OF TPI 1 -2002 SEC. 3. 8 SEAL ON THIS ORRWING INDICATES ACCIPTNNED OF • • PROFESSIONRL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DISISN SHOWN. THE * SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RE$PONST9ZLti[ii OR T1 BUhiLDINN • DESIGNER, PER ANSI /TPI 1 SEC. 2. we, • • • se* • ••• • • Me*Io R. Shoahovo P.E. : ICE R. SHRSH0UII, P.E.,INC M SPRINGS . 33071 (854) 753-198a LICENSE Noa.EB5251 & 18554 • • • • .• • TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FRC. 1.33 SPACING 24.0" REF DATE 10 - 10 - 2008 DRWG JA 0/8 LEN. 190400 JOB #: 20080312U TYPE COMN ob:(20080312U) - DERRER - O'DENNELL / T14 THIS DWG. PREPRRED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top ohord 2x4 SP #2 Bot ohord 2x4 SP #2 Webs 2x4 SP #3 Roar overhang supports 2.00 psF soFFtt load. Calculated vertical defleotion Is 0.12" due to live load and 0.25" due to total Toad at X = 14 -6 -8. T 4'1 L TAG = T39 PLT. TYP.- WAVE /R 9 '8" 2 R "1287* U =1535# RL =213/ -225# Wreq =1.518 "MIN DESIGN CRIT "TPI Cq /RT"1.00 (1.25) /10 ( 0) OTY= 4 TOTAL= 4 146 mph wind, 23.16 Ft mean hggt, RSCE 7 -02, CLOSED bldg, Located anywhere In roof, CRT II, EXP C, wind TC OL =7.0 psF, wind BC DL =3.0 psf. Component and cladding wind pressures considered For uplift reootions. Bottom ohord oheoked For 10.00 psF non-oonourrent live load. Deflection meets L/360 live and L/240 total Toad. Calouloted vertical deflection is -0.07" due to live load at X = 9 -8 -0 and 0.12" due to total Toad of X 9 -8 -0. L/360 live and L/240 total Toad. 19'4" 19'4" •• ••• • • • • • • • • • • • • • • •• ••• •• • • • •• • • 9 '8" REV. 8.05.01.0714 R "1078# U =1216# Wreq =1.500 "MIN SEO = 140961 BALE =0.3812 Custom Designed Tares Co 777 S.W. 12th Avenue Pompano Beach, FL 3•069 Phone :954 -785 -8500 Fax 964-789-8804 **WARNING** TRUSSES REQUIRE EXTREME CRRE IN FRBRICATING, HANDLING,• SHIPPINGG•� INSiflLbING Ago.. BRACING. REFER TO BCSI 1 -03 [BUILDING COMPONENT SAFETY INFORMR*IOII,UPUBLI911E BY ''I ( • PLATE INSTITUTE 583 D'ONOFRIO DR SUITE 200 MADISON, VI. •37.91, • P VTCR •CV 0 SS COUN OF AMERICA 6301 ENTERPRISE LN, MADISON VI 5 FOR SAFETY�'RR gq��I P 0RMANG THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHRL HiV RJPERLY T C jTRDCT PAN QQTTOM CHORD SHRLL HAVE R PROPERLY ATTACHED RIGID r�IL Cs • S RRTTRR II IIVVI OO FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. RLPINE ENGINEERED • PRO UC N . SHRLL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS DESIGN: RNY FAILURE TO BUILD THE TRUSS IN CONFORMRNCE WITH TPI: OR FABRICATING HANDLING,_ SHIPPING INSTALLING & BRACING OF TRUSSES DESIGN CONFORMS WITH RPPLICRBLE PROVISIONS OF NUS (NATIONAL DESIGN g S g PEC, BY RF &PA) AND TPI. RLPINE CONNECTOR PLATES RRE MADE OF 20/18/ �RINLES 0 M I5 $SRDE 40/60 (V K/H S) GRLV. STEEL. RPPLY PLATES TO EACH FACE OF TRU - ' -D ON THIS DESIGN POSITION PER DRAWINGS 1808 Z. ANY INSPECTION OF LR FOL (I)• SHA�L BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. R SEAL ON THIS DRAWING I mI CAT LS C T OF • PROFESSIONRL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS CO 2'' EN I SUITABILITY RND USE OF THIS COMPONENT FOR RNY BUILDING IS THE RE N L1T 0 O IHE BU LJ) • • • DESIGNER, PER RNSI /TPI 1 SEC. 2. •a• • • pg: 18 R. 9hoehoua P.E. FRE 8. 9HRSHOUfi, P.E.,INC 1900 NW 112 AVE. CORAL SPRINGS FL. 33071 (9541 753 -199 LICENSE Noa.E85251 & 18554 • • • • •• • TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 10.0psf O.OpsF 55.0psF DUR . FRC . 1.33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/A LEN. 190400 JOB #: 20080312U TYPE COMN ob :(20080312U) - DERRER - O'OENNELL / T15 THIS DWG. PREPARED BY THE ALPINE J08 DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top ohord 2x4 SP #2 Bot ohord 2x4 SP #2 Webs 2x4 SP #3 Roof overhang supports 2.00 pelf soffit load. Bottom ohord oheoked for 10.00 psf' non- oonourrent live Toad. Deflection meets L/360 live and L/240 total load. 91L TAG = T22 PLT. TYP.- WAVE /R 4X4CR2) 1 9'4" 4X6 CR) 146 mph wind, 23.09 ft moon hqt, RSCE 7 -02, CLOSED bldg, Looated anywhere In roof, CAT II, EXP C, wind TC DL =7.0 psf, wind BC DL =3.0 per. Component and cladding wind pressures considered for uplift reactions. Right end vertloal not exposed to wind pressure. Calculated vertloal defleotion Is 0.23" due to live lood and 0.45" due to total load at X = 14- 10 -13. Calculated vertloal deflection Is -0.06" due to live load at X = 9 -5 -12 and 0.10" due to total Toad at X m 9 -5 -12. L/360 live and L/240 total loud. 4X4 1 5X 0 R =1295# U "1380# RL"609/ -49# Wreq "1.528 "MIN •• ••• • • • • • 19'4" 19'4" • • • • • • • • • • • • •0 ••• •• • • • •• DESIGN CRIT °TPI Cq /RT "1.00 C1.253/10 C O) OTY= 1 TOTAL= 1 10' 4X6 (Rl :2 R =1068# U =1009# SEO = 140965 REV. 8.05.01.0714 BEALE =0.3812 Custom Deeipned Tams Co 777 S.W. 12th Avonao Pompano Beach, FL 33059 Phone:964- 786.8800 Fart 864-786 -8804 BRR CING. R EFER R TO S BCSI 1 - 03 NENT�SAFETYNIO {FORMa11119N],SPI�P`P G�INSTT III(TRUSS SON, I. 537103 MID WTCRr(W080 TRUSS COUNCIL ES PaIOR TD PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICRIK, �OP8RLY ATTACHED STRUCTURAL Yo CE IV R. • CIPINE NGINEERED PRCUUCTS T INC� SHALL R ESP O NSIBLE �F OR ANY'D FROM BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HRNDLING SHIPPING INSTALLING & BRACING OF TRUSSES. OESIGN CONFORMS WITH RPPLICRBLE PROVISIONS OF I NOS (NRTIONRL DESIGN SPEC, BY RF &PRl FINE) TPI. ALPINE CONNECTOR PLRTES ARE MADE OF 20/18/16GR CW,H /S /KI RSTM AS53 GRADE 40/60 (W K/H Sl GRLV. STEEL. RPPLY PLATES TO EACH FRCE OF TRU$S q UNLESS 0 ERWISE LOCATED ON THIS DESIGN POSITION PER ORRWINGS 160A-70. •IRNY•INSPEETI9N OF PS OLLOW BY (I3 SHALL BE PER ANNEX F13 OF TPI 1 -2002 SEC. 3. R SERLWIN THIS DRIWIRG IC ES CEPT CE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR•THE TAUS, ED10'O T SI N OWN. THE S D U T HI SC COII ONENT FOR RNY4BUIL8XNa I TIIE RESP0 IBI IT! g . THE BUILDING • Morrie R. Shasham P.E. MRURICE R. SHRSHOUR, P.E.,INC 1908 NV 112 RVE. CORRL SPRINGS FL. 33071 (9597 753 -1886 LICENSE Noe.E95251 & 18554 TC LL TC DL BC DL BC LL TOT.LD. 30.Opsf 15.0psf 10.0psf O.Opsf 55.0psf DUR.FAC. 1.33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/R LEN. 190400 JOB #: 20080312U TYPE COMN ob :(20080312U) - DERRER - O'DENNELL / T16 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT - J Top ohord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Roof overhung supports 2.00 Bottom chord oheoked for 10 DeFleotlon meets L/360 live TAG = T13 PLT. TYP.- WAVE /R 1- psF soffit load. 00 psF non - oonourrent live load. and L/240 total load. 9' 2 R =1295# U =1380# RL =594/-49# Wreq=1.528 "MIN • • • • • •• 146 mph wind, 23.02 Ft mean hqt, ASCE 7 -02, CLOSED bldg, Looated anywhere In roofs, CAT II, EXP C, wind TC 0L =7.0 per, wind BC 0L =3.0 psF. Component and cladding wind pressures considered for uplift reootlons. Right end vertiool not exposed to wind pressure. Colouloted vertical defleotion Is 0.27" due to live load and 0.54" due to total loud at X = 14 -7 -6. Calouloted vertloal deflection Is -0.06" due to live Toad at X 9 -1 -12 and 0.10" due to total loud at X = 9 -1 -12. L /360 live and L/240 total Toad. I S ••• • • • • • •• • • • • • •• ••• •• DESIGN CRIT —TPI Cq /RT -1.00 C1.25) /10 ( 03 QTY= 1 TOTAL= 1 10'4" 19'4" 19'4 REV. 8.05.01.0714 S t 0 7 R =106 U - 1000 # SEO = 140922 . BEALE =0.3812 Custom Designed Truss Co. 777 S.W. 12th Avenue Pompano Beach, FL 38089 Phone: 964-785-8800 Fax 954- 786 -8504 **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HA lip, SHIJp2I1 G WALLING AND BRRCING. REFER TO SCSI 1 -03 (BUILDING COM•ONENT•SRFETY 'WORM ON], PUBCI HEfl WALLING Y TPI (TRUSS PLATE INSTITUTE 583 D'ONOFRIO DR. SUIT% 200 •1R0IS0N, •I. 1 AND WTO�Ai (W TRUSS COUNCIL AMERICA, FRICA 6306 ENTERPRISE LN, MRdISON (IIeS SAFEtK P CTIC S R10R T PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INOIpS6{AATT�5DDT,, TOP SHOD MALL HR•E PROPE�h.Y IUD STRUCTURRL P IN T*• FURNISH COPY OF STHISIBEE FOR o 0NY DE�T O FROM O INE !N BRACING OF . CO DE S I G NNFORMS WITH APPICA N N COT L OS SHIPPING GN INSTALLING SPEC, BY RF &PA) AND TPI. ALPINE CONNECTOR PLRTES RRE MADE OF 20/18/1606 (W H /S/KI ASTM R653 GRADE GAUL (W K/H S) GRL STEEL. APPLY PLATES TD €6aCH•FRCE GF TRUSS jl1NMESS OTHERWISE LOCATED ON THIS DESIGN POSITION PER DRAWINGS 160R -Z. RNY NSPE(yT RP IOH OF PLES NDLLOWBD BY al SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL T S DR IN60INDICRYES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLEL .FOR i{� T S CO#PONFIIT D86I101 SHOWN. THE SUITRBILITY AND USE OF THIS COMPONENT FOR ANY 1,UILI�IgG' TI R=SP0NBIBI(•I8Y oRDTHE BUILDING DESIGNER, PER RNSI /TPI 1 SEC. 2. " _ _ — • ••• • • Morrie R. Shaehouo P.E. MRURICE A. SHRSHOUfI, P.E.,INC 1808 NV 112 RVE. CORRL SPRINGS,. 33071 C954) 753 -198e LICENSE Noe.E85251 & 18554 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.Opsf 10.0psf O.Opsf 55.0psf DUR. FRC. 1.33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/A LEN. 190400 JOB #: 20080312U TYPE H I PM ob:(20080312U) - DERRER - O'DENNELL / T26 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top ohord 2x4 SP #2 Bot ohord 2x4 SP #2 Webs 2x4 SP #3 Roof overhung supports 2.00 psF soffit Toad. Caloulated vertical deFleotion Is 0.10" due to live load and 0.21" due to totol load at X " 14 -9 -1. i i 411 TAG = T4 PLT. TYP.- WAVE /R W2 4X4 Cf2) 5 ® 1.5X4 9 H "1276 # U =1509# RL "249/ -249# Wreq "1.505 "MIN 1 '4" 4X6 O 4 6 19'4" 19'4" •• ••• • • • • • • • • • • • •• ••• • • • • • • • • • DESIGN GRIT "TPI Cq /RT "1.00(1.251/101 ID QTY= 1 TOTAL= 1 146 mph wind, 23.02 ft mean hqqt, ASCE 7 -02, CLOSED bldg, Looated anywhere In roof*, CAT II, EXP C, wind TC DL =7.0 psF, wind BC DL-3.0 psF. Component and cladding wind pressures considered for uplift reactions. Bottom ohord oheoked For 10.00 psF non-oonourrent live load. OeFleotion meets L/360 live and L/240 total load. Coloulated vertical deflection Is -0.07" due to live Toad at X 10 -4 -0 and 0.12" due to total load at X 10 -4 -0. L/360 live and L/240 totol load. 9' .5X4 ti 4X4 CR2) a 0 7 21'2 "12 R "1276# U "15676# Wreq "1.505 "MIN SEG = 140955 REV. 8.05.01.0714 BEALE =0.3500 Custom Deeipned Truss Co. 777 8.W.128t Pompano Beach, FL 3306E Phone:954-788 -8800 Fax: 964 -786 -8804 * *WRRNTNO ** TRUSSES REQUIRE EXTREME CRRE IN FABRICATING, HANDLING SHIPpPPI G SgTALLING AND aoarrur_ RFFFw rn RrRr i _na naiir� nrur_ rnMD nNENT.RRFFTY INFORM ERBNi, PUB gill T TPI (TRUSS 8I.•5371 *1 RND VTCFF## CV TRUSS COUNCIL OF AMERICA, S300 ENTERPRISE LN, MRDISON,iNI 3) F THESE FUNCTIONS. UNLESS OTHERWISE INDICST P H TRILL PRICTICES P AT T FRM M M EO F STRUCTURRL iGI� CEIII*iG. • • • If 0 RAT** FURNISH COPY OF THIS oEstibi hi.9 SLUR PR CT , IN ., SHRLL NOT BE RESPONSIBLE FUR I RN FFAIL BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FRBRICATING, HANDLING SHIPPING INSTRLLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH RPPLICRBLE IISIONS OF NDS (NRTIONRL DESIGN SPEC, BY FIF&PR) RND TPI. ALPINE CONNECTOR PLATES RRE MRDE OF 20 /18 /16GR CV,H /S/MI RSTM R653 GRADE U RCI UNIDESS O IERWISE LOCRTED ON PEIS RNNEX R 800. POSITION PER 0 3 SER 1R0S : TIS 0R 1I Q�P9 LLOW® BY (II SHALL BE PER flNNEX DESIGN, 3 OF TPI 1 -2002 SEC. 3. R SEAL bN THIS OR I IC E3 CEPTANC OF PROFESSIONAL ENGINEERING RESPONSIBILITY 90LELN FOR`4HHE.� T 0 O T 0 I(1 WOW. THE SUITABILITY RNO USE OF THIS COMPONENT FOR ANY :WILDFX11I? L SPO IBII SF• THE BUILDING DESIGNER, PER ANSI /TPI 1 SEC. 2. • ... . • Morris R. Shashouo P.E. MRURICE R. SHRSHOU P.E. , INC 1909 NV 112 FIVE. CORRL SPRINGS FL. 33071 (9541 753-196 LICENSE Noe.E85251 & 19554 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psF BC LL 0.Opsf TOT.LD. 55.Opsf DUR . FAC . 1.33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JR 0/A LEN. 190400 JOB #: 20080312U TYPE HIPS ob:(20080312U) - DERRER - O'DENNELL / T13 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top ohord 2x4 SP #2 146 mph wind, 23.02 Ft mean hqt, RSCE 7 -02, CLOSED bldg, Looated anywhere In Bot chord 2x4 SP #2 roof, CRT II, EXP C, wind TC OL =7.0 psF, wind BC OL =3.0 psF. Webs 2x4 SP #3 Component and cladding wind pressures oonsidered For uplift reaotions. Roof overhang supports 2.00 per soffit load. (R) 1x4 "T" braoe. 807 length of web member. Some species & grade or better, Bottom ohord oheoked For 10.00 psF non- oonourrent live load. attaohed with 8d Box or Gun [0.113 "x2.5 ",min.)nails 0 6" OC. or (1) oontlnuous lateral brooe equally spaoed on member. Calculated vertical deflection Is 0.15" due to live load and 0.31" due to total load at X = 21 -3 -8. Deflection meets L/360 live and L/240 total load. WARNING: Furnish o oopy of this DWG to the Installation contractor. Special oare Calculated vertical defleotion is 0.03" due to live Toad at X = 9 -0 -0 and 0.05" must be taken during handling, shipping and Installation of trusses. See due to total Toad at X = 9 -0 -0. L/360 live and L/240 total Toad. "WARNING" note below. i a- TAG = T29 PLT. TYP.- WAVE /R 1- 12 5 9 5X8 1.5X4 T2 18'4" R "893 U =1200# RL "283/ -283# Wreq=1.500 "MIN • 27' 4X6 4X4 4X4 45' R "2366# U =2083# Wreq =2.791 "MIN •• • • • • • • • • • • • • • • •• • • • • • • • • DESIGN CRIT "TPI Cq /RT "1.00 (1.25) /10 ( O) STY= 1 TOTAL= 1 20'4" 9 8'4" i 0 3x6(Fi1) 1 _421'2 "12 R =1733# U =1713# Wreq =2.045 "MI4 2' 1 U =840# Wreq =1.500 "MIN SEO = 140876 REV. 8.05.01.0714..EALE =0.1658 Custom Designee Truss Co. 7778.W. 12OhAvenue Pompano Beach, FL 39089 Phone:954 -786 -8800 Fax: 954- 786 -8804 * *WARNING ** TRUSSES REDUIRE EXTREME CARE IN FABRICATING HRN0pL�IIyG f SHI�PpEp BRACING. REFER TO SCSI 1 -03 (BUILDING COMPONENT•SRFETY INFORM PUBLLSHED PLATE INSTITUTE 583 D'ONOFRIO OR SUITS 200 d1RIISON, *11.0537081 RN0 VTGflA'' CVO OF RMERICR 6300 ENTERPRISE LN, MADISON ,614I 9] I 3 • FOR SSFETY PRACTICES PRIOR T THESE FUUUgRNNNCT UNLESS OTHERWISE INDICA0,, P CHORD f`HHfbL HAVE PROPORLY RTT P�T9 INC1 URLL BELRESPONSIBL � l FDR R NY ODEVIRTION TISS FROM OMTTHIS OR O N; I ANY�FRILURE TO BUILD T HE TRUSS IN CONFORMANCE WITH TPI: OR FRBRICRTING HANDLING SHIPPING INSTALLING & BRRCING OF TRUSSES. DESIGN CONFORMS WITH RPPLICRBLE PROVISIONS OF N0S (NRTIONRL DESIGN SPEC, BY RF &PR) AND TPI. ALPINE CONNECTOR PLATES RRE MADE OF 20/18/1658 (W,H /S/N) RSTM R653 GRRDE FRCE " ' 8A UNLESS OTHERWISE LOCRTED ON THIS DESIGN POSITION PER ORRWINGS 160A -r. • U INSPE TIP' • P RTES SOLLOW10 BY (I) SHALL 40/60 CW I1 /H S) GALY. STEEL. APPLY PLATES 'p BE PER ANNEX R3 OF TPI 1 -2002 SEC. 3. A SEAL TEIS OR WL ' .IC TES 8CCEPTfN10E OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLEL** FOR"THHIEE T US '+ rON T S10N SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY IL�)11G 4 T + '+ SPO IBII STY oG THE BUILDING DESIGNER, PER RNSI /TPI 1 SEC. 2. • _ • — ... . • TRLLING AND TPI (TRUSS TRUSS COUNCIL PERFORMING �IED STRUCTURRL Morrie R. Shoahoia P.E. MRURICE R. SHRSHOUR, P.E.,INC 13CI3 NW 112 RVE. CORRL SPRINGS FL. 33071 1SS4) 753 -1886 LICENSE Non.enoeol & 18554 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT . LD . 55 . 0psf DUR . FAC . 1.33 SPACING 24.0" REF DATE 10 - 10 - 2008 DRWG JA 0/R LEN. 45 JOB #: 20080312U TYPE HIPS ob: (20080312U) - DERRER - O'DENNELL / T2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top ohord 2x4 SP SS :T2 2x4 SP #2 Dense: Bot ohord 2x4 SP SS Webs 2x4 SP #3 146 mph wind, 22.61 ft mean hqt, ASCE 7 -02, CLOSED bldg, Located roof, CAT II, EXP C, wind TC DL =7.0 psf, wind BC DL =3.0 psf. Wind reootlons bused on MWFRS pressures. Roof overhung supports 2.00 pef soffit Toad. (R) 1x4 "T" brace. 807 length of web member. Some species & grade or better, attached with 8d Box or Gun (0.113 "x2.5 ",min.)nalls 0 6" OC. or (1) oontinuous lateral brace equally spaded on member. Deflection meets L/360 live and L/240 total load. -2' TAG = T12 PLT. TYP.- WAVE /R 1 7'0 "12 7' 7' R -2729# U -1899# Wreq "3.220 "MIN anywhere In 2975 9485 287 2' 2' 2'0 °12 1291 • • ••• • • • • • •• • • • • • • • •• • • • • • • • • DESIGN CRIT "TPI Cq /RT - 1.00 C1.253/10 C 0) OTY= 1 TOTAL= 1 SPECIAL LORDS (LUMBER DUR.FRC. =1.33 / PLATE DUR.FAC. =1.33) TC - From 92 PLF at -2.00 to 92 PLF of 7.00 TC - From 92 PLF at 7.00 to 92 PLF of 19.33 BC - From 4 PLF at -2.00 to 4 PLF at -0.00 BC - From 20 PLF of -0.00 to 20 PLF at 19.33 PLT- 267 LB Cono. Lood at (7.06,24.44) (9.06 24.44), (11.06,24.44) (13.06,24.44), (15.06,24.44), (17.06,24.44), (1.06,24.44) PLB- 949 LB Conc. Load at (7.00,21.27) PLB- 129 LB Cono. Lood at (9.06,21.27) (11.06,21.27), (13.06,21.27) (15.06,21.27), (17.06,21.27), (19.06,21. Right end vertical not exposed to wind pressure. Calculated vertical defleotion Is 0.16" due to live load and 0.30" due load at X = 7 -0 -0. Calculated vertical deflection Is -0.19" due to live load at X = 7 -0 -0 due to total loud at X " 7 -0 -0. L/360 live and L/240 total load. 2678 19'4" 19'4" 2' 1299 297 2975 2' -T 2 ' - 2' 12'4" 2' -1- 2' 128 1299 2 2' 1 1 2870 2' --4 REV. 8.05.01.0714 0 2' -1°4 1298 R "3229# U "2240# SEO = 140918 .SALE =0.3812 to total and 0.30" Custom Seelpned Voss Co 777 8.W. 121h Avanus Pompano Beach, FL 33089 Phone: 954-786.8800 Far 954-798 -8804 **WARNING** TRUSSES REQUIRE EXTREME CRRE IN FABRICATING, HRNOLING SHIPPING INSTALLING AND BRACING. REFER TO SCSI 1 -03 (BUILDING COMPONENT SAFETY IAIFORMG IINI, PIi6*H8HfS3U11W TPI (TRUSS PLATE INSTITUTE 583 O'ONOFRIO OR. SUITEE 2QQ) SON, rr 537 ) RNO WTCRo (WOOD TRUSS COUNCIL OF AMERICA 6300 ENTERPRISE LN, MADISON .III5�3 9) FOR F Y P CTICES P$IOR T(11 PERFORMING THESE I,..5 SNjl S UNLESS OTHERWISE IND10RTES, HORD H ALPINE NEERED • •GI TURAL PR F3S�011ryry�lpp g CHORD SH HAVE A PROPE�FLY T HEEDL G GI CE I *• I* Q RATA, FURNISH COPY OF THIS OES!GN*i0 ALLA CON rf GG. PRO CT SHALL NOT BE RESPONSIBLE FAR RNY*DEVIATIO FROM IS DESIGN: • N: RNY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FRBRICRTING HANDLING SHIPPING INSTALLING IL BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF 1 NOS (NRTIONRL DESIGN SPEC, BY RF &PAl AND TPI. RLPINE CONNECTOR PLATES RRE MADE OF 20/18/1SGR (W,H /S /I4 RSTM 8853 GRRDE 40/60 CV 11/H S) GAIN. STEEL. APPLY PLATES TO ERCH FACE OF TRUSS UNNNNNN������,,,,,,ESS 0 ERVISE LOCATED ON THIS DESIGN POSITION PER DRRWINGS 16011-)i • ANY•INSPEOTION Q 9 9LLO BY (I) SHALL BE PER ANNEX R3 OF TPI 1 -2002 SEC. 3. R SEAL•ON THIS DRAIJIHG 1RDIC ES CCEPT CE OF PROFESSIONRL ENGINEERING RESPONSIBILITY SOLELY FOR•THE TNUSSISQIPON T SI N OWN. THE EII RNUIET THISCCOMMPONENT FOR RNY49UILIIIN .: THE RESP0I�5IBI I•TY D • THE BUILDING • • WV - - Morrie R. Shaehouo P.E. I'IRURICE R. SHRSHOUII, P.E., INC 1908 NW 112 FIVE. CORAL SPRINGS FL. 33071 18543 753-1880 LICENSE Noe.E85251 & 18554 TC LL TC OL BC DL BC LL TOT.LD. 30.Opsr 15.Opsf 10.Opsf 0.0psf 55.0psf OUR . FAC . 1.33 SPACING 24.0" REF DATE 10 -10 -2008 ORWG JA 0/R LEN. 190400 JOB #: 20080312U TYPE H I PM ob:C20080312U) - DERRER - O'DENNELL / T27 THIS DWG. PREPRRED BY THE RLPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT- ob : (20080312U) - DERRER - O'DENNELL / T1 J Top ohord 2x4 SP #2 Bot ohord 2x6 SP #2 Webs 2x4 SP #3 :W6 2x4 SP SS: :W10 :T2, T3 2x6 SP 2400f -2.OE: :W5, W11 2x6 SP #2: 2x4 SP #2: SPECIAL LORDS (LUMBER DUR.FAC.-1.33 TC - From 92 PLF at -2.00 TC - From 92 PLF at 7.00 TC - From 92 PLF at 38.00 BC - From 4 PLF at -2.00 BC - From 20 PLF at 0.00 BC - From 4 PLF ot 45.00 PLT- 267 LB Cono. Load at (13.06,24.44), (15.06,24.44) (22.50,24.44), (23.94,24.44) (31.94,24.44), (33.94,24.44) PLB- 949 LB Conc. Load at PLB- 129 LB Cono. Load at (15.06,21.27), (17.06,21.27) (23.94,21.27), (25.94,21.27) (33.94,21.27), (35.94,21.27) Wind reactions based on MWFRS pressures. / PLATE DUR.FAC.-1.33) to 92 PLF at 7.00 to 92 PLF of 38.00 to 92 PLF at 47.00 to 4 PLF at 0.00 to 20 PLF at 45.00 to 4 PLF ot 47.00 (7.06,24.44) C9.06,24.44), , (17.06,24.44), (19.06,24. , (25.94,24.44), (27.94,24. , (35.94,24.44) (37.94,24. (7.00,21.27), (38.00,21.27) (9.06,21.27) (11.06,21.27) , (19.06,21.27), (21.06,21. , (27.94,21.27), (29.94,21. Defleotion meets L/360 live and L/240 total load. (11.06 24.44) 44) , (21.06,24.44) 44), (29.94,24.44) 44) (13.06,21.27) / 27), (22.50,21.27) 27], (31.94,21.27) CA) 2x4 "T" braoe. 807 length of web member. Same species & grade or better, attaohed with 16d Box or Gun (0.135 "x3.5 ",min.)nails 0 6" OC. or (1) continuous lateral braoe equally spaced on member. Calculated vertical deflection Is 0.12" due to live load and 0.22" due to total load at X = 23 -3 -1. WARNING: Furnish a copy of this DWG to the installation contractor. Special ogre must be token during hondling, shipping and Installation of trusses. See "WARNING" note below. TAG = T8 PLT. TYP.- WAVE /R H0610 s ^t 4XGG7 M � I illt 9'3 �� I 10X14(I) 8'4" 20'4" • r-, 8' 4" -s N N - N p5 N 6 6 6 N 6 6 N N� 7 • f29 N �128 $ N �128 b �1 129$ � 129Y �128k ^' 7 8480 1294 1280 1284 2 1280 1280 1280 9480 R =1584# U -980# Wrecrl.869 ° MIN R "5411# U "3495# Wreq 6.384 "MIN R -6812# U -4439# Wre9-1.622 "MIN R =11# Rw "26# Wreq- 1.500 - MIN • • •• • • • • • • • • • • • • • • • • •• • •• • • • • • 16' DESIGN CRIT -TPI Cq /RT- 1.0001.251/10( 0) OTY= 1 TOTAL= 1 146 mph wind, 22.61 ft mean hqqt, ASCE 7 -02, CLOSED bldg, Looated anywhere In roof, CAT II, EXP C, wind TC DLm7.0 psf, wind BC DL =3.0 psf. Roof overhang supports 2.00 psF soffit load. (C) 1x4 "T" braoe. 807 length of web member. Some epeolee & grade or better, attaohed with 8d Box or Gun (0.113 "x2.5 ",min.)nnils 0 6" OC. or (1) continuous lateral braoe equnlly spaoed on member. (8) 2x6 "T" braoe. 807 length of web member. Some speoies & grade or better, attoohed with 16d Box or Gun (0.135'•x3.5 ",min.)nalls 0 6" OC. or (2) continuous lateral braces equally spooed on member. Coloulated vertical deflection Is -0.13" due to live Toad at X = 23 -3 -1 and 0.22" due to total Toad at X 23 -3 -1. L/360 live and L/240 total Toad. 2870 2970 2874 ¢ 2874 7 2874 2870 p 2870 p 2878 ''"' 7 ° 12 -..` N it ."�►.i."." -7 0 ^12 -•, 7 31' -,. 7• 12 5 p 7X10 28'6 8 X6 (AO 1 41'2"12 SEO = 140873 REV. 8.05.01.0714.1EALE =0.0990 Custom Designed Tmee Co. 777 9 W. 12th Avenue Pompano Beach, FL 38059 Phone :9 54- 78 6 -8800 Fax 954 -788 -8804 ',WARNING** TRUSSES REOUIRE EXTREME CRRE IN FABRICATING HRNDLING SHI�PPpjING` .INI�SqTALLING FIND BRACING. REFER TO BCSI 1 -03 (BUILDING COSPONENIs SAFETY IIkFORMRIT6Nf, PUBLi3HED'BY TPI (TRUSS PLATE INSTITUTE 583 O'ONOFRIO (W D TRUSS COUNCIL OR. SUI1 {d2I0•0 •j�(MI1 sC ROISON,W1,537153 RND RIM OF AMERICA, FUNCTIONS. ENTERPRISE ER, SESISON 6TTHE HRL HRNE RP O R CENGO RT PRIOR Ct1 TED PERFORMING OFFqN EN II�A��E,pp,$$ppRgRICATNN UNLESS OTHERWISE INDI ,pI PRODUCTS, INC. FURNISH ESPONNSIBLE DESIGN RRNY DEVIATION TIONF CONTRACTOR. O SIGN I AN N YY FRILURE BRACING OF . APPLICABLEIPROVISIONSNOFI N0SHIPPING, IONAL SPEC, BY RF &PRl RND TPI. ALPINE CONNECTOR PLATES RRE MRDE OF 20 /18 /16GR (W,H /S /Ml ASTM 8653 GRRDE 40/60 (W ,K /H,S) POSY. STEEL. APPLY SLATES I.FAC FACE qE F SS OTHERWISE LOCATES ESI ON THIS POSITION PER DRAWINGS TES • N INSP TI P � U NL L ES 0,H BY (I7 SHALL BE PER ANNEX R OF TPI 1 -2002 SEC. 3. A SERL IS 0 WI I TES SICCEPTOINCE OF PROFESSIONRL ENGINEERING RESPONSIBILITY SOLEL FO T US 0 T SIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR RN BUI T E S SIB iTYI THE BUILDING DESIGNER, PER ANSI /TPI 1 SEC. 2. • • • ... . • Morris R. Bhoehouc P.E. MAURICE R. SHRSH0UR, P.E.,INC 1808 NW 112 AVE. CORRL SPRINGS FL. 33071 19541 753 -1988 LICENSE Nos.EB5251 & 19554 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 10.0psf 0.0psf 55.0psf DUR.FAC. 1.33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/8 LEN. 45 JOB #: 20080312U TYPE HIPS THIS OWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top ohord 2x4 SP SS :T2 2x6 SP #2: Bot chord 2x4 SP SS Webs 2x4 SP #3 :W2 2x4 SP #2: 146 mph wind, 22.61 ft mean hgt, RSCE 7 -02, CLOSED bldg, Located anywhere In roof, CAT II, EXP C, wind TC 0L =7.0 per, wind BC DL .-3.0 per. Wind reactions based on MWFRS pressures Roof overhang supports 2.00 pier' soffit Caloulated vertical deflection Is 0.18" load at X = 7 -0 -0. Calouloted vertioal deflection Is -0.20 due to total Toad at X 7 -0 -0. L/360 1 9i1 TAG = T3 PLT. TYP.- WAVE /R 7'0 "12 7' R -2888# U -1995# Wreq- 3.408 "MIN SPECIAL LOADS (LUMBER OUR.FAC. =1.33 / PLATE OUR.FAC. =1.33) TC - From 92 PLF at -2.00 to 92 PLF at 7.00 TC - From 92 PLF at 7.00 to 92 PLF at 12.33 TC - From 92 PLF cif 12.33 to 92 PLF at 21.33 BC - From 4 PLF at -2.00 to 4 PLF at 0.00 BC - From 20 PLF at 0.00 to 20 PLF at 19.33 BC - From 4 PLF at 19.33 to 4 PLF of 21.33 PLT- 267 LB Cono. Load at (7.06,24.44), (9.06,24.44), (10.27,24.44) loud. (12.27,24.44) PLB- 949 LB Cono. Load at (7.00,21.27), (12.33,21.27) due to live load and 0.32" due to total PLB- 129 LB Cono. Load at (9.06,21.27), (10.27,21.27) Deflection meets L/360 live and L/240 total loud. " due to live load at X 7-0 -0 and 0.32" ive and L/240 total load. 28711 7' , 5'4" 94 e 287* 2' 28 t 19'4" 19'4" 2'0 "12 1 1'2 "B •1 2'0 "12 129& 128* • • • • • • • • • • • • • • • • 2' • •• ••• •• • • • •• DESIGN CRIT -TPI Cq /RT -1.00 C1.253/10 C Ol OTY= 1 TOTAL= 1 287 94811 7'0 "12 7' 7' _ 2' R -2888# U -1995# Wreq -3.408 "MIN SEO = 141001 REV. 8.05.01.0714 SALE =0.3500 Custom Designed Truss Co. 777 B.W. 12th Avenus Pompano Beach, FL 33089 Mane: 954-786-8808 Fax: 954-788 -8964 • *WHRNTNO ** TRUSSES REOUIRE EXTREME CRRE IN FABRICATING, HANDLING SHIPPIzNG,, IIUSTALLING AND BRRCING. REFER TO SCSI 1 -03 (BUILDING COp1PONENTiSAFETY UFORMRiIONI, PP19L!SHR?RY TPI (TRUSS PLATE INSTITUTE 583 O'ONOFRIO OR. , 290 MRRIS 537.91 AND VTCIR (W( 0 TRUSS COUNCIL TH ESSEE FUUUN�CTII7pONS. UNLES SOTH Y O c H H 1LL C H VE P�.0PURLY RTT� • PROD T TS INC * SHFlALLLSNOTOBE OF THIS F0RR OEVVIHTICN FROM THIS I ANY E FAILURE E 70 BRACING OF TRUSSES CO DESIGN N CONFORMS WITH APPLICABLEIPROVISIONSNOF INSTALLING SPEC, BY AF &PR/ AND TPI. ALPINE CONNECTOR PLATES RRE MADE OF 20/18/186A (W,H /S /KI RSTM 11653 GRADE GALV STEEL. APPLY PLATES 0 ! C FRCE F U S UNLESS OTHERWISE LOCATED ON THIS elESIEN POSITION PER DRAWINGS 160A- N INS T N TES FOLLOWED BY CD SHALL BE PER ANNEX A OF TPI 1 -2002 SEC. 3. R SERII��•ON IS 0 W NDI TES CEPTQNCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLEL F THE US MPO T SIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR AN • BUI 1NG. 1 ESP SIB jTY44 THE BUILDING DESIGNER, PER ANSI /TPI 1 SEC. 2. • ... . • Morrie R. Shoehouo P.E. MRURICE R. SHRSHOUR, P.E.,INC 1808 NW 112 FIVE. CORAL SPRINGS FL. 33071 1854) 753 -198 LICENSE Noe.E85251 & 18554 TC LL 30.Opsf' TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FRC. 1 • 33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/A LEN. 190400 JOB #: 20080312U TYPE HIPS ob:(20080312U) - DERRER - O'DENNELL / T12 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT )43dr —dIH 3dAi zrEOBOOZ :# 9or TOOT6 'N31 WO ur 0 8002 -hT -OT 3 6hT9'0= 31d1H hTLO'TO'S0'8 •A32� OSTThT = 03S Z..B.ZT = OIr 1HOIi dSdO Maio dsd0 ld❑ Jsd0 "ST d38 jsd0' 0E #0fiE =n #fise -m 10404 04 enp .6e -0 puo pool ..0'hZ 0NI3 dS EE ' T ' odd' an❑ dsd0'SS '01'101 1'1 39 ASSIST 1 TSZS®•aoN 3SN3:1I1 TLOEE •1d � s `A 10 38 3AU 3TT AN SOST 3NI .'33d � o 'ynonsums 'UU37iunou 10 31 0 s 11 31 N H _E.fi 0NI NAO N00 1N OdWOO sin 3111 104 AeL31os A1IlI8IISN0dS38 1HN0I 118HS (II 18 0101 3.� d d1 N0610 H NO dSNI • -W08T S9NIMHa0 NOIJJSOd E NSIS B 3QSIHi NO 0310001 3SIA83H SS3 kL SSO81100.30Hd NOU3• /1.S31Hld A 1331S 'A 1 0 (S H/M Al 09/0fi 30110 ESSN W1S (H /S ' T /81 /0Z d0 30UW 311 S311ild 210133NNO3 3NIdli Id1 0NU (Ud84U A8 'O3d1 SNI11W1S I 9NIddIHS OONII1ONUH 80 lldl NNJWa04NO3 NIS8S(all088NIJ. HH1NO Ol 3 3NI 3ON .Nkl 9S3 :N.0 1 1 N 3 11 GO n N0,1 1n3H1 S LF S HAUH1)d0S OHS1N W011 d 1 t! O3N33NION3 MA :N U 0 SOHU 00 N lUll11SN 01 N'y 930 SI d0 a 38 8OO ION 11UH d.. d .. immnoo swim 001A) UOIPA Olp (8 ES A NOSI W .po 411S '813 OIUJON0.0 ESS 3101I1SNI 31Uld fi 0.6 T_01.6 •P001 1 OhZ /1 puo °All 09E/1 '6 -01 -0 = X 40 P001 10404 04 91p _h0'0 PU 6 -OT -0 = X 40 P001 0A11 04 enP _60'0 6 1 u Io014JGA pe4olnolo3 •000l 1 0hZ /1 puo 6A11 09E /1 5.430W uol.4oe1390 'TT -6 -S ° X 40 P001 8 A11 04 anP _00'0 si u0140e13eP 10014JeA Pe4olnolo3 - eJnsseud pu 1 ri 0,4 pesodxe 4.ou l 001.4J°A pue 4.461H r�fiuo a 000sd 0-s- 38 Pu l m : dsd 0.s.7101 01 l rt '0 dX3 'II 1d3 `3 u I eue 4 P 4 : ti Plq 039013 ZO -L 3093 4 4 1O°W 43 00'ST P lrt 4d" OIT _L21 Z =11101 Z =)10 (0 ) 0T/ ISE' Tl 00' T =121/ Id1-LI213 N91630 . . • • • . . • . • • • • • • • • •• • • • • • . . • NIW_00S'I = #ese =n #S6S =d S_fi.s ST_6.e 6098 aced 0098 8SO9E o1.78dluad 'men/ 4TL1 'M'8 LLL '•O soul patina 2i /3AUM- dAl ll h..11.0T = oir 1331 9..0T . Z = 3MUH 1.331 1 H 128- saJnseald Sad?W uo pesoq suol400eJ pulp fi8'6 4 Jld Lb 04 00'0 4 did 0 WOJJ - 39 fi8'6 4 did BTZ 04 00'0 4 did 0 WOJJ - 31 00'0 4 1ld EOT 04 E8'Z- 4 did 0 WOJ3 - 31 (EE'T ='31Jd'800 31H1d / EE'T ='311d'8110 a38Wn1I) SOW01 1WI33dS C# dS fix? sg8M 8sU80 Z# dS hxZ PJ040 4.00 esue0 Z# dS fixZ pump dos r 1n0AW1 S.W3W SSn211 W02I3 WIJWSOWd W3■9IS30 80( 3NId1H 3H1 18 0321Wd321d 'JMO SIHI LO / 113NN3 0.0- 83212130- 2TE0800Z) :9° J Top ohord 2x4 SP #2 Bot ohord 2x4 SP #2 Roof overhang supports 2.00 psf soffit load. Calouloted vertiool deflection Is 0.09" due to live load and 0.18" due to total Toad at X - 3 -9 -14. Calculated vertical defleotion Is -0.04" due to live loud at X 0 -7 -13 and 0.06" due to total load at X = 0 -7 -13. L/360 live and L/240 total load. in TAG = T2 PLT. TYP.- WAVE /R 1 2' R421# U -1108# RL- 674/ -51# Wreq -1.500 °MIN 7' • • • • • • • • • • • • • • • • • • • • • •• • • • •• • • DESIGN CRIT -TPI Cq /RT -1.00 C1.253/101 CD QTY= 28 TOTAL- 28 146 mph wind, 22.61 ft mean hqt, ASCE 7 -02, CLOSED bldgq, Located anywhere in roof, CAT II, EXP C, wind TC OL =7.0 psf, wind BC DL-3.0 per. Component and cladding wind pressures considered for uplift reactions. Bottom ohord oheoked for 10.00 psf non - oonourrent live loud. Defleotion meets L/360 live and L/240 total load. R -267# U -606# NRILED T O R -129# U -89# NAILED SEO - 140837 REV. 8.05.01.0714..BEALE = 0.7291 Custom Designed Trues Co. 777 3.W. 12th Avenue Pompano Beach, FL 33069 Phone:954-786 -8600 Fax: 954- 766 -8804 * *MRRNYNO ** TRUSSES REQUIRE EXTREME CRRE IN FABRICATING, HANDLING SHIPPIzNG IC�STRLLING RND BRACING. REFER TO BCSI 1 -03 (BUILDING COj1P SRFETY 9I FORM:OMNI , PRI®L•LSHEI, BY TPI (TRUSS R OFRME ICR630O ENTERPRISE W 5 1 ORF TY RPFICTEE9 PRIOR RT #0 P PE ER O RMNGUR THESE QFIJNNCC UNLESS OTHERWISE INDICgg PR -O A NC * * O FUfl RN NI IS HOT PY FOR D T A LLR G FROM DES 6N IN �NY E NGIN E ER E D0 BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICRTING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH RPPLICRBLE PROVISIONS OF NOS (NATfONRL DESIGN SPEC, BY AF &PR7 RND TPI. ALPINE CONNECTOR PLATES RRE MADE OF 20/18/16GA (W,H /S /K1 RSTM 8653 GRRDE 40/60 (V K/H S1 GRLV. STEEL. RPPLY PLATES TO ERC FACE OF TRUSS U�IL.ESS HERVISE LOCATED ON THIS OESION POSITION PER DRAWINGS 160A-! fl INS P 0T�1N F S•FOLLOW0 BY (I1 SHALL BE PER ANNEX EO OF ERI 1-2002 SEC. 3. RLE OF HI UIId6 NTS� OF PROFESSIONAL ENGINEERING RESPONSIBILITY ONSIBILITY 9OLE FO T VE U MP0 MPO NT ES N ES&GN.SHHOW HOVN. THE SUITABILITY AND USE OF THIS COMPONENT FOR RNl• BUIL0I ESP SIB I.4TY.gr THE BUILDING DESIGNER, PER RNSI /TPI 1 SEC. 2. • • • • • -� •.. . Morrie R. Shoehoua P.E. MRURICE R. SHRSHDUR, P.E.,INC 1808 NV 112 AVE. CORRL SPRINGS FL. 33071 (9541 753 - 188 0 LICENSE Noe.E85251 & 18554 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Ops DUR.FAC. 1.33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/A LEN. 7 JOB #: 20080312U TYPE EJACK ob :(20080312U) - DERRER - O'DENNELL / J7 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT' J Top ohord 2x4 SP #2 Bot ohord 2x4 SP #2 Roof overhang supports 2.00 psF soffit load. Calouloted vertioal deflection is 0.04" due to live load and 0.08" due to total load at X - 3 -1 -11. Calculated vertical deflection Is -0.02" due to live load at X = 0 -7 -13 and 0.03" due to total load at X = 0 -7 -13. L/360 live and L/240 total load. TAG = T24 PLT. TYP.- WAVE /R 2 Rm584# 0 -1118# RL- 636/ -51# Wreq- 1.5001W 8 •• ••• • • • • • • • • • • • • • • • • ••• • • • • • •• • • DESIGN CRIT -TPI Cq /RT -1.00 C1.25I /10 C 03 OTY= 1 TOTAL= 1 146 mph wind, 22.37 ft mean hqt, ASCE 7 -02, CLOSED bldg, Looated anywhere In roof, CAT II, EXP C, wind TC DL -7.0 psF, wind BC DL -3.0 psF. Component and oladding wind pressures considered For upllFt reactions. Bottom ohord oheoked For 10.00 psF non- oonourrent live load. DeFleotion meets L/360 live and L/240 total loud. R =217# U =534# NAILED r e's 07 N 0 [O m R -158* U -74# NAILED SEO = 140864 REV. 8.05.01.0714.BEALE =0.8254 Custom Designed Truss Co. 777 8.W. 12th Avenue Pompano Bosch, FL 33069 Phone: 964-786 -8800 Fao. 954 -786 -8804 ••I4ARNYNG•• TRUSSES REOUIRE EXTREME CRRE IN FABRICATING, HRNDLING SHIPPING I STRLLING AND BRACING. REFER TO SCSI 1 -03 (BUILDING CQ�IPONENO SAFETY 1PIFRIRIPONI, PlUeUtSHL Y TPI (TRUSS 0 TRUSS COUNCIL OF MERICR ENTERPRISE ?ISON�� 5 11 FOOR TY PRACTICES OSE RT OOUO I b PER THESE ryry� ggI 77 QQTTOM UNLESS ROSHAL LHRVE R PROPEBLY T CHEO IIG 041 O ii • • UR 4ALPIN ENGINEERED PRODUC INC. SHA BE RESPONSIBLE :6ttORTtltltltltltlRN EVIAT THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: F OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY RF &PR7 RNO TPI. RLPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA CW,H /S /K) ASTM 8653 GRADE GRLV. STEEL. APPLY PLATES 21 R Cj{ FACE _0F SIpq• UNLESS OTHERWISE LOCATED ON THIS ISESISN POSITION PER DRAWINGS 160R- �" HIS SU USEEOFNTHISSCOMPONENTTFOR R B I 'fl2U l ESO SIB TY•OF THE BUILDING DESIGNER, PER ANSI /TPI 1 SEC. 2. • • e • -•- - • IV Morris A. Shoehouo P.E. MAURICE 6. SHRSHOUh, P.E.,INC 1908 NV 112 RVE. CORAL SPRINGS FL. 33071 (9541 753 -1988 LICENSE Noe.EB5251 & 18554 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/A LEN. 51008 JOB #: 20080312U TYPE JACK ob :C20080312U) - DERRER - O'DENNELL / J6 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT' J Top chord 2x4 SP #2 Dense Bot chord 2x4 SP #2 Webs 2x4 SP #3 SPECIAL LORDS (LUMBER DUR.FRC. =1.33 / PLATE DUR.FAC. =1.33) TC - From 0 PLF of -2.83 to 103 PLF at 0.00 TC - From 0 PLF at 0.00 to 181 PLF at 8.25 BC - From 0 PLF of 0.00 to 39 PLF of 8.25 Wind reactions based on MWFRS pressures. 0) N -540 TAG .TYP.- WAVE /R 2'9 "15 • • • •• ••• R =467# U ■401# Wreq =1.500 "MIN •• ••• • it • • • • DESIGN CRIT =TPI Cq /RT =1.0001.25)/10( 0) • • • •• • • •• • • • •• 10'11'14 OTY= 1 TOTAL= 1 146 mph wind, 22.36 Ft mean hqt, ASCE 7 -02, CLOSED bldg, Loonted anywhere roof, CAT II, EXP C, wind TC OL =7.0 par, wind BC DL-3.0 par. Right end vertical not exposed to wind pressure. Calculated verttoal derleotion Is 0.00" due to 1Ive Toad and 0.27" due to total load at X = 4-3 -5. Deflection meets L/360 live and L/240 total load. Calculated vertical derleotion Is 0.06" due to live load at X = 0 -10 -9 and 0.12" due to total loud at X = 0 -10 -9. L/360 live and L/240 total load. 8'2 "15 8'2 "15 REV. 8.05.01.0714 R =58 U =364# SEO ° 140905 .DALE =0.7359 In Custom Designed Trues Co 777 S.W. 12th Avenue Pompano Beach, FL 33069 Phone:954 -786 -8800 Fax 864788 -8864 * *WRRNYNG ** TRUSSES REQUIRE EXTREI1 CRRE•IN FABRICAITIN BRACING. REFER TO SCSI 1 -03 (BUIL COWPO NT S E OF ENTERPRISERLN,OMRDIS��ppN 20 710 0 TpHEE ISSEE FUNCTIONS. . UNLESS OTHERVISE R C ( �ET y D. TQP pLCL] RgJ' P •.M POS ANCO * FURNISH PR a SOT PRESPONSIBLE TH Y 'D9IGN' I0 CNTRRRC ANY DEVIATION FOW A! I E ENGINEERED NFAILURE O BUILD THE TRUSS IN CONFORMRNCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF 1 NDS (NATIONAL DESIGN SPEC, BY RF &PAI AND TPI. ALPINE CONNECTOR P T S E MA /I /1 GR tW,H/ 40/80 CW K/H SI GALV. STEEL. APPLY PL EACH fl s U SS OTHERWISE LOCATED ON THIS DESIGN POSITION PER DRAWINGS 1 R- RNY N ION F TES LLOWED BY Cl/ SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. SE "0y TpI�I S ING•IND L' S CEPTANCE OF PROFE33IONRL ENGINEERING RESPONSIBILITY OLE�Y rORR T SS DUMP o Dig SHOWN. THE SUITABILITY RND USE OF THIS COMPONENT FAR fffflWWW4 tU11%SINIP IOTHE•RESP*1IelSITY OF THE BUILDING DESIGNER, PER ANSI /TPI 1 SEC. 2. 0061 • • 0 OS* • • NDLIN(.C. SH MRTIONI;.P 537153 IIQ16D WT Y HAV RPE H E A ILIIQ INSTALLING RNLI SHED BY TPI (TRUSS MOOD TRUSS COUNCIL OR TO PERFORMING EITTRCHED STRUCTURAL Morrie A. Shaehaua P.E. =RICE R. SHRSHOUIi, P.E.,INC 1308 NW 112 RYE. CORAL SPRINGS FL. 33071 (854) 753 -1886 LICENSE N0a.E85251 & 18554 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 10.0psf 0.0psf 55.0psf DUR . FRC . 1.33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/A LEN. 80215 JOB #: 20080312U TYPE HIP_JACK ob:C20080312U) - DERRER - O'DENNELL / C6 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT, 1 J Top ohord 2x4 SP #2 Dense Bot ohord 2x4 SP #2 Dense Webs 2x4 SP #3 Bottom ohord oheoked For 10.00 psf non - oonourrent live load. Coloulated vertical deflection Is 0.01" due to live load and 0.01" due to total load at X = 1 -5 -8. See DWG VALTRUSS0207 For volley details. TAG .TYP.- WAVE /R 146 mph wind, 23.93 Ft mean hqqt, ASCE 7 -02, CLOSED bldg, L000ted anywhere In roof, CAT II, EXP C, wind TC DL =7.0 psf, wind BC DL =3.0 pef. Component and oladding wind pressures oonsidered For uplift reaotions. Right end vertioal not exposed to wind pressure. DeFleotlon meets L/360 live and L/240 total load. Calculated vertlool deFleotlon Is 0.01" due to live load at X = 1 -5 -8 and 0.01" due to total Iood of X 1 -5 -8. L/360 live and L/240 total loud. 2X4 CORR) 12 5 p 00 ••• • • • • • •• • • • • • • • • • •e ••• •• • • • •• DESIGN CRIT -TPI Cq /RT- 1.0001.25)/10( 0) OTY° 1 TOTAL= 1 W2 3 4 3X6 R =112pIF U =143pIF RL =61pIF Wraq =1.500 "MIN REV. 8.05.01.0714.BEALE =0.88 Custom Designed Truss Co 777 S.W-12th Avenue Pompano Beech, FL 88088 Phone: T9 5 4- 7 8 6 -8800 Fez: 854 - 788.8804 ••WARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICRTING, HRNDLING SHIPPING INSTALLING AND BRACING. REFER TO SCSI 1 -03 IBUILOING COMPONENT SJIFETY INFFRMAT.� , PUB 0 PI (TRUSS PLATE INSTITUTE 583 O'ONOFRIO DR. SUITE�Q0 OI ON, W. 71 3� ' •i VTCFT 00 - TRUSS COUNCIL OF RMERICR 6301 ENTERPRISE LN, MADISON V�I 7 ) OR SR T P'�' TICES PR�1 TO ERFORMING THESE HAW UNLESS OTHERWISE INDICATE$ T C 0R4 3 L HRV- ATTR ED STRUCTURAL •• pORTANT•• FURNISH COPY OF DESIF L ENNTO / SC LLLATI 0 NTRc OR. ALONE ?XNEERED PRO CTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION ROM IS DESIGN' ANY RILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HRNOLING SHIPPING INSTALLING & BRACING OF TRUSSES DESIGN CONFORMS VITH APPLICABLE PROVISIONS OF L NOS CNRTfONRL DESIGN SPEC, BY RF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GR CW,H /S/K) RSTM R653 GRADE 40/60 CW K/H S) GRLY. STEEL. APPLY PLATES T O H RCE OFT Y S ANI) SIN SS 0 ERWISE LOCATED ON THIS OESION POSITION PER ORRVINGS 160R Z. SPEC 0 0 PLTILE3 LLOVE BY (1) SHALL BE PER ANNEX R3 OF TPI 1 -2002 SEC. 3. A R3 S ORA N M�pICRTES CEPT E OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY OR TR 9 0NEIT 0 IGN SIRDVN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY :UIL NG•IS•TFIL• RL�PONSIBILeTY•OF•THE BUILDING DESIGNER, PER ANSI /TPI 1 SEC. 2. •• • • • • • vie • • • Morrie R. Shoehouo P.E. MRURICE R. SHRSHOUR, P.E., INC 1608 NW 112 RVE. CORRL SPRINGS FL. 33071 09541 753 -1380 LICENSE Noe.E85251 & 19554 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 10.OpsF 0.0psF 55.0psF DUR . FAC . 1.33 SPACING 24.0" REF DATE 10 - 10 - 2008 DRWG JA 0/A LEN. 8 JOB #: 20080312U TYPE VAL ob:C20080312UJ - DERRER - O'DENNELL / V4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT - ob :(20080312U) - DERRER - O'DENNELL / E5 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top ohord 2x4 SP #2 Bot chord 2x4 SP #2 Roof overhang supports 2.00 psi' soFPlt load. Caloulated vertlool defieotlon is 0.02" due to live load at X - 2 -9 -14. Calculated vertical deflection is 0.01" due to live load at X = 0 -7 -13 and 0.01" due to total load at X 0 -7 -13. L/360 live and L/240 total load. tn TAG = T40 PLT. TYP.- WAVE /R 2' 146 mph wind, 22.19 Ft mean hqt, ASCE 7 -02, CLOSED bldg, Looated onywhere in roof, CAT II, EXP C, wind TC OL =7.0 psF, wind BC DL-3.0 psF. Component and cladding wind pressures oonsldered For uplift recottons. load and 0.04" due to total Bottom ohord oheoked For 10.00 peF non - oonourrent live load. DeFleotion meets L/360 live and L/240 total load. -521# U -1112# RL- 595/ -51# Wreq- 1.500 •• ••• • • • • • •• • • • • • •• ••• •• • • • •• • • DESIGN CRIT —TPI Cq /RT -1.00 C1.25) /10 ( O] OTY= 12 TOTAL= 12 R -177# U -462# NAILED M R —B# U -60# NAILED 23'4 "5 SEO = 140842 REV. 8.05.01.0714 1EALE =0.9198 Custom Designed Trues Co. 777 S.W. 12th Avanua Pompano Beach, FL 33069 Phano:964 -786 -8800 Fax: 954- 788 -8884 * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABggqqqqICATING BRRCING. REFER TO BCSI 1 -03 (BUILDING COMPONENT ETY I PLATE INSTITUTE 583 O'ONOFRIO DR. SUITE 22001111 0 ON, W OF RMERICA ENTERPRISE LN MROISON 037 I OR SR AMPINE ERFORMING yp ANTgg 719 AND WOO F TRUSS N COUNCIL i P ry = E M I � g P P ** FURNIISHyCOPY SHALL R THSOESI I GN• L TO R N A ALLTIONI ONTRACTOR. R ONGIINEERED T � PRODUCTS INC. SHRLL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMRNCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTRLLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF 1 NOS (NRTfONRL DESIGN SPEC, BY RF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MROE OF 20/18/16GA (W,H /S /K) ASTM 11853 GRADE 40 /G0 (W K/11 S) GRLV. STEEL. APPLY PLATES T(► iiACH iRCE OS TAUSS►RNI7• tlNLESS OTIIERWISE LOCATED ON THIS DESIGN POSITION PER ORRWINGS 16011-2. •ANY iNSPECOIONJ OIi PLATES F*LLOWEIt BY CI) SHRLL BE PER ANNEX R'3 OF TPI 1 -2002 SEC. 3. R SEAL ON THjS GRRY{IND 4NDICR1ES RCCEPTASICE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY/FOR iHE•TRyISSCONPONE/T DEOIGY SWOON. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY sumoiNP 7j•THF• ROSPONSIBILjW (IF•THE BUILDING DESIGNER, PER RNSI /TPI 1 SEC. 2. es. • • • • • • • • Morrie R. Shaehoua P.E. MRURICE R. 8HR8HOU P.E.,INC 1908 NW 112 AVE. CORAL SPRINGS FL. 33071 (9541 753 -198 LICENSE Noe.E85251 & 18554 TC LL 30.0psf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55 . Opsf DUR.FAC. 1.33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/A LEN. 5 JOB #= 20080312U TYPE JACK J Top ohord 2x4 SP #2 Dense Bot ohord 2x4 SP #2 Dense Webs 2x4 SP #3 Bottom ohord oheoked For 10.00 psF non - oonourrent Calouloted vertical deflection is 0.06" due load at X = 1 -5 -8. See DWG VALTRUSS0207 For valley details. N TAG = T10 PLT. TYP.- WAVE /R 2X (DBR) live load. to live load and 0.11" due to totol 12 5 p • •• • •• • • • • • •• • • • • • • •• ••• •• • • • •• • • DESIGN CRIT - TPI Cq /RT - 1.00 (1.25) /10 C 0) OTY= 1 TOTAL= 1 146 mph wind, 24.35 Ft mean hgt, ASCE 7 -02, CLOSED bldgq, Looated anywhere in roof, CAT II, EXP C, wind TC DL =7.0 pef, wind BC DL psF. Component and cladding wind pressures considered For uplift reactions. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. Coloulated vertical deFleotion Is -0.07" due to live load at X = 1 -5 -8 and 0.11" due to total loud at X ■ 1 -5 -8. L/360 live and L/240 totol loud. 3X6 R- 112pIP U- 159pIf RL -68pIP Wre9-1.500 "MIN SE0 = 140901 REV. 8.05.01.0714 BEALE =1.1918 Custom Designed Trues Co. 777 8.W. 12th MOMS Pompano Beach, FL 33069 Mona: 954-86 -6800 Fax: 964 - 766 -8604 ••WRRNXNG•• TRUSSES REQUIRE EXTREME CARE SN FRBR ETY I 0 TPI (TRUSS ICATING, OIRND G IP.i'Q LING RNO BRACING. REFER TO BCSI L -03 CBUILOING CO�PO N N) SH , PURL 0 j jfL PLATE INSTITUTE 583 O'ONOFRID DR. SUITE'S) L p 0 p N p� ,, W 71 ANO VTC�o 00 TRUSS COUNCIL THyEry�SSE�MtELpp$$EFUUgqUNCTryIOQgONSSb. ENTERPRISE INOICRGE�IRMN]•ny0 T I g ST ORD HR �T,TTpGIRO E Y �TTR 0 STRUCTURAL PR CT FURNISH RESPONSI RESPONSIBLE A ANY OEVIAT O FROM THIS OESIGN ;HNY URETO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & OF BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLIgC PROVISIONS OF NOS (NATIONAL OE8IGN SPEC, ON THIS W DE 1GN, POSIT PER DRAWINGS 08-Z. ANY NSPECTION 0 P ES LLOWES BYg(I) LOCATED BE PER ANNEX A OF TPI 1-2002 SEC. 3. A SEAL ON THIS [RAVINE OIIDICRSES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY•FOR SHE•TRSSS•CONPONENT OBBION SHOWN. THE SUITABILITY RNO USE OF THIS COMPONENT FOR RNY SUILOING 7/3•TH! RSSPONSIBIL1 Y BF•THE BUILDING DESIGNER, PER RNSI /TPI 1 SEC. 2. • • • • • • • • • • • Morrie R. Simehoun P.E. MRURICE R. SHRSHOUR, P.E.,INC 1908 NW 112 AVE. CORAL SPRINGS FL. 33071 (9541 753 -1886 LICENSE Noe.E85251 & 18554 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/R LEN. 8 JOB #: 20080312U TYPE VAL ob:C20080312U) - DERRER - O'DENNELL / V3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top ohord 2x4 SP #2 Bot ohord 2x4 SP #2 Roof overhang supports 2.00 psf soffit load. Colouloted vertloal defleotlon is 0.01" due to live food at X = 0 -7 -13. Calouloted vertlool deflection Is 0.01" due to live load at X = 0 -7 -13 and 0.01" due to total lood at X = 0 -7 -13. L/360 live and L/240 total load. 7 TAG = T43 PLT. TYP.- WAVE /R 146 mph wind, 21.77 ft mean hot, RSCE 7 -02, CLOSED bldg, Looated anywhere In roof, CAT II, EXP C, wind TC DL =7.0 psf, wind BC OL =3.0 psf. Component and cladding wind pressures considered for uplift reactions. load and 0.01" due to total Bottom ohord oheoked for 10.00 psf non- oonourrent live load. Deflection meets L/360 live and L/240 total lood. 1 2' R -439# U -1096# RL- 472/ -51# 3 Wreq .500 "MIN •• • • • • • • •• • • • • • •• ••• •• • • • •• • • DESIGN CRIT —TPI Cq /RT -1.00 (1.253/10 C 0) QTY= 12 TOTAL= 12 R ■75# U =237# NAILED R -44# Rw -100# U -36# NAILED SEO = 140846 REV. 8.05.01.0714 —BEALE =1.2456 Custom Designed Trues Co. 777 8.W.12th Avenue Pompano Beach, FL 33065 Phone: 954786 -8800 Fen: 954- 789.8804 **WARNING** TRUSSES REQUIRE EXTREME CAT ON FRB&gICATING, N0 L�II IP2 j IFRLLING AND BRACING. REFER TO SCSI 1-03 D3UILDING CO MRPI 41 SH , PURL 0 T PI (TRUSS PLATE INSTITUTE 583 D•ONOFRIO DR. SUITE fF21O g �371 AND WTCq W00 TRUSS COUNCIL OF AMERICA 6301 ENTERPRISE LN, MADISON 1,T�I�0 N S ETY I 711 ) !OR 8 Ti P E R TO 'PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDI�RIIEO T1100PP(( LC!IIEOORD LS ppR EF(�.Y ATTAONED STRUCTURAL P gpTTOM CHORD SHALL HAVE R PROP ER{�l r A pp RI ID EIL N P TIC S G. • • • • O NT•; FURNISH COPY OF THIS OESIG INSTALLATIOM CONTRACTOR. RSPINE ENGINEERED PR UCT NC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: RNY FAILURE TO BUILD THE TRUER IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTRLLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY RF &PA) AND TPI. ALPINE CONNECTOR PLRTES ARE MADE OF 20/18/16GAt� pCWW�,H /S /M) RSTM R653 GRADE ON TH GAUL OITI STEEL. DRAWINGS�160A Z. *ANY (NSP Ow PLANES L I LOWE# B Y(I LOCATED BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL IN THIIS DRA•INO COMMIES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY•FOR d(HE•TRIASS•C0IP0NENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR RNY 0UILIYIG I6•TH$ RISPONSIBILediY OF•THE BUILDING DESIGNER, PER ANSI /TPI 1 SEC. 2. Goo • • • goo • • Morris, A. Shoehouo P.E. MAURICE A. SHASHOUII, P.E. , INC 1808 NW 112 AVE. CORAL SPRINGS FL. 33071 (854) 753-198 LICENSE Noe.E85251 & 18554 TC LL 30.0psf TC DL 15.0psf BC DL 10.Opsf BC LL 0.0psf TOT.LD. 55.0psf DUR.FAC. 1.33 REF DATE 10 - 10 - 2008 DRWG JR 0/R LEN. 3 JOB #: 20080312U TYPE JACK SPACING 24.0" ob:(20080312U) - DERRER - O'DENNELL / E3 THIS DWG. PREPARED BY THE RLPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT • J Top ohord 2x4 SP #2 Dense Bot ohord 2x4 SP #2 Dense Webs 2x4 SP #3 Bottom ohord oheoked For 10.00 psf non - oonourrent 1Ive Defleotlon meets L/360 live and L/240 total load. See DWG VALTRUSS0207 For valley details. PLT. TYP.-WAVE/R 2X4 MAR) load. •• •• • • • • • •• • • • • • • • • •• oleo •• • • • •• DESIGN CRIT•TPI Cq /RT "1.00 (1.25) /10 ( 0) QTY= 2 TOTAL- 2 146 mph wind, 24.77 ft mean hgt, ASCE 7 -02, CLOSED bldg, Looated anywhere In roof, CAT II, EXP C, wind TC 0L =7.0 psf, wind BC OL =3.0 psf. Component and oladding wind pressures considered For uplift reaotions. Coloulated vertioal deFleotion Is 0.02" due to live load and 0.03" due to total Toad at X = 1 -5 -8. Coloulated vertioal defleotion Is -0.02" due to live Toad at X = 1 -5 -8 and 0.03" due to total load at X = 1 -5 -8. L/360 live and L/240 total load. 3X6 R"112pIF U "172plF RL"73pIF Wreq "1.500 • MIN SEO = 140899 REV. 8.05.01.0714 BEALE =1.8389 Custom Designed Truss Co. 777 S.W. 12th Avenue Pompano Beasts, FL 83969 Phone: 954-186 -8800 Fax: 954- 758 -6884 **WARNING** TRUSSES REQUIRE EXTREME CARE AN FRBBICATING, HAND SHIPPINNG, INSTALLING RND BRACING. REFER TO SCSI 1 -03 (BUILDING CO rm'SAFETY IN BART i, PUDt!DHEIf !TPI (TRUSS PLATE INSTITUTE 583 D'ONOFRIO DR. SUITE 20 ON, V1 371 AND VTCR •(WOOS TRUSS COUNCIL OF RMERICR 830 ENTERPRISE LN, MADISON •I 7 ) 'FOR SRFE16 PRACTICES PRIOR TO•PERFORMING THESE FUNC UNLESS OTHERWISE FUNCTIONS. TIP OHORO SNL! A HAVE PROPERLY ATTRIHEO STRUCTURRL P-i o g(�jQ gTTOM CHORD SHALL HAVE R PROPERL+ APTROHEO RBSID•CEIL•IMG. • • so ii �`'ORTANTOO FURNISH COPY OF THIS DESIGM I(P TO INOTRLLATIOM CONTRACTOR. RINE ENGINEERED B UILD C THE TRUSS IN CONFORMANCE OR FABRICATING, HRNDLING INSTALLING & BRACING O F TRUSSES. D ESIGN C WITH APPLICABLE PROVISIONS 0� NOS (NRTIONRL DESIGN SPEC, BY RF &PR) RND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/1BGR (W,H /S /K7 RSTM 8853 GRADE 40/60 (V K/H Sl GRLV. STEEL. APPLY PLATES Ti EICH•FACE OF 1ilU% NM' 0TfIERVISE LOCATED ON THIS OESION , 3 OF TPI 1-2002 SEC. 3. R SERL ON TyIS DR IN6 IC POSITION PER DRAWINGS 1608 -Z. • RNY•INSPE01TI01I PL( ES LLOW BE PER ANNEX R ES CEPT CE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY• FOR TI-I TRIO C ON T D ICN OWN. THE SUITRBILITY RND USE OF THIS COMPONENT FOR RNY OUILQA G j% TAV SPOT IBI T W THE BUILDING DESIGNER, PER ANSI /TPI 1 SEC. 2. OA. . . • ... . . Morrie R. Shoohouo P.E. MRURICE R. SHRSHOUR, P.E.,INC 1808 NV 112 RVE. CORRL SPRINGS FL. 33071 [8547 753 -198[3 LICENSE Noe.EB5251 & 18554 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf IO.Opsf 0.0psf 55.0psf OUR. FAC. 1.33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/R LEN. 4 JOB #: 20080312U TYPE VAL ob:(20080312U) - DERRER - O'DENNELL / V2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT J Top ohord 2x4 SP #2 Bot ohord 2x4 SP #2 Roofs overhang supports 2.00 psF soffit load. Calculated vertical deFleotion is 0.00" due to live load and 0.00" due to total load at X - 0 -7 -2. Coloulated vertloal deFleotion is 0.00" due to live load at X = 0 -7 -2 and 0.00" due to total load at X 0 -7 -2. L/360 1Ive and L/240 total load. r I � 1 TAG .TYP.- WAVE /R 2' • • • •• • • • • • •• • • • • • • • • •• • ••• •• • • • •• DESIGN CRIT -TPI Cq /RT -1.00 (1.25] /10 ( 0) OTY= 12 TOTAL- 12 146 mph wind, 21.36 Ft mean h t, RSCE 7 -02, CLOSED bldg, Located anywhere In roof, CRT II, EXP C, wind TC 0L =7.0 psF, wind BC DL.-3.0 psF. Component and cladding wind pressures ooneldered For uplift reactions. Bottom ohord oheoked For 10.00 psF non - oonourrent 1Ive load. DeFleotion meets L/360 live and L/240 total load. R" -144# Rw =546# U =146# NAILED R -500# U -1564# RL- 346/ -50# Wreq- 1.500 "MIN R - -56# Rw -232# U -63# NAILED REV. 8.05.01.0714.BERLE = MIN Custom Designed Tmss Co. 777 S.W. 12th Avenue Pompano Beach, FL 33089 Phone: 954785 -8808 Fez: 954- 788 -8804 **WARNING** TRUSSES REQUIRE EXTREME CRR NF_RBBICRTING_ SHIPPING INSTALLING RND IlL BRACING. REFER TO SCSI 1-03 (BUILDING CO NI INO MRTP011 D ST PUTLSSHWTPI (TRUSS OF ENTERPRISE _ O7 14FCR� ETR' 3 PRACT CESVPRIORVTO•PEERRFORMING IL THESE FU UNLESS OTHERWISE INDICATED, TOP BROAD GIRL! HAVE PROPERLY ATTRSHED STRUCTURAL P•+ SHD SQTTOM CHORD SHALL HAVE R PROP!RL+ RSTROHED ROSID CEII*ING. • • • • 4* j - O ** FURNISH COPY OF THIS DESIGA: TO INSTALLATI0I1 CONTRACTOR. WINE WGINEERED P'.: CT INC. SHALL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS DESIGN: RNY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FRBRICATING HRNOLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS 0� NDS (NATIONAL DESIGN SPEC, BY RF &PAI AND TPI. RLPINE CONNECTOR PLATES ARE MADE OF 20/18/166A (W,H /S/K) RSTM R853 GRROE GALV STEEL APPLY PLATES Tf EYCH•FACE OF TitUSC •UN SS 0 VISE LOCATED ON THIS DESIGN POSITION DRAWINGS 160R -Z. • RNY•INSPEO1IIIII OW P ES 0V BY (I) SHALL BE PER ANNEX R OF TPI 1 -2002 SEC. 3. R SERLCN TSIS ORRWINO IIC ES CEPT CE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELYa FOR• T(#1S ?`,rON T D I6N OWN. THE SUITRBILITY RND USE OF THIS COMPONENT FOR RNY OUILf 4$1,TFF ' -SPO IBI 1 THE BUILDING DESIGNER, PER ANSI /TPI 1 SEC. 2. 004, • • • ••• . • Morrie R. Shoehouo P.E. MAURICE R. SHRSHOU P.E.,INC 1908 NV 112 AVE. CORRL SPRINGS,_ FL. 33071 (9541 733 - 1985 LICENSE Noe.Ee5251 & 19554 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT. LO. 55 . Opsf DUR. FRC. 1.33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG JA 0/R LEN. 1 JOB #: 20080312U TYPE JACK ob:(20080312U) - DERRER - O'DENNELL / El THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT n Job :(20080312U) - DERRER - O'DENNELL / VI Top ohord 2x4 SP #2 Dense Bat ohord 2x4 SP #2 Dense Bottom chord checked For 10.00 psf non- oonourrent live load. Defleotion meets L/360 live and L/240 total load. Calculated vertiool deflection Is -0.00" due to live load at X = 1 -4 -13 and 0.00" due to total load nt X = 1 -4 -13. L/360 live and L/240 total load. TAG = T18 PLT. TYP. -WA /R 0 Custom Des(poed Truss Co. 777 B.W. 12th Avenue Pompano Beach, FL 33099 Phone: 954-798 -9808 Fax 854-799.8384 • • • 0• • • • • • • • • • •• ••• •• • • •• • • • • • DESIGN CRIT =TPI g/RTm1.00 (1.25) /10 C 0) OTY= TOTAL= 2 * *WARNING ** TRUSSES REOUIRE EXTREME CARP IN FABRICATING, HRNBI•IYG SH&RPI:NG jt TALLING RND BRACING. REFER TO SCSI 1 -03 (BUILDING LCMP!NEUT SAFETY •INRDRMRbIONI, PUBL44H� BY TPI (TRUSS PLATE INSTITUTE 583 D'0NOFRIO DR. SUITE 260 •MR*ISON, NI. 537193 RND V R CV D TRUSS COUNCIL OF AMERICA 6300 ENTERPRISE LN, MROISON AI 534119* FOR 86d' RFY P CTIfES PTIOR T PERFORMING THESE FU UNLESS OTHERWISE INDIOHTE6, *OP•CHORDIONILL HGV/ PROPIRLt ATT Cj1EO STRUCTURAL P I � S D TTOM CHORD SHALL HRVE R PROPORLY R'iTRCHED RI ID CE as { Ii' N ** FURNISH COPY OF THIS DESIGN TO INSTRLLATI N CON RACTOR. ¶ILPINE P's. CT N . SHRLL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE I TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HRNDLING SHIPPING INSTALLING & BRRCING OF TRUSSES. DESIGN CONFORMS WITH AAPPLICABLE PROVISIONS OF NOS I 1- � �(NATIONAL DESIGN SPEC, BY 90/ & A /H SlPGRLVALTEEL� R 7 RC FHCE CTE1. F P R653 GRIME W NDI TES•RCCEP CE OF U MPO NT DESIG HOWN. THE S IB♦IL•1T' SF THE BUILDING • ON THIS OESION POSITION PER ORRVINGS 160R -Z} R BE PER RNNEX Rd OF TPI 1 -2002 SEC. 3. A SEA ON PROFESSIONAL ENGINEERING RESPONSIBILITY SOLE Y FO SUITRBILITY AND USE OF THIS COMPONENT FOR lip i glu DESIGNER, PER RNSI /TPI 1 SEC. 2. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT • 146 mph wind, 25.18 ft mean h t, ASCE 7 -02, CLOSED bldg, Located anywhere In roof, CAT II, EXP C, wend TC IL =7.0 loaf, wind BC DL-3.0 psf. Component and cladding wind pressures considered For uplift reoations. Colouloted vertloal deFleotlon Is 0.00" due to live load and 0.00" due to total load at X = 1 -4 -13. See DWG VALTRUSS0207 For volley details. Morrie R. Shoshaoa P.E. MAURICE 8. SHRSHDUA, P.E.,INC 1903 NW 112 RVE. CORAL SPRINGS FL. 33071 (9590 753 -1888 LICENSE Nos.E85251 8 19559 3# U= 262# RL =1100 Wreq"1.500 "MIN SEO = 140897 REV. 8.05.01.0714 .SALE =3.6778 TC LL TC DL BC DL BC LL TOT.LD. DUR FAC 30.0psf 15.0psf 10.0psf 0.0psF 55.0psF 1.33 SPACING 24.0" REF DATE 10 -10 -2008 DRWG s e 0 0 JA 0/A LEN. 2 JOB #= 20080312U TYPE VAL L � Florida Building Code Online r r C)',Fry +ew User: Public User - Not Associated with Organization - Application #: Date Submitted: Product Manufacturer: Address/Phone /email: Category: Subcategory: Product Search Organization Product Search Application Evaluation Method: Refer Evaluat Quality Validatio Authorize �f® • rQ SUBMITTAL WITH SPECIALTY CCE :46414:Tro ED �ltdd��ss 77C tGN CONCEPT .. A Ai60 � ` STAR►1 `tCl EP NO J' ] DO STNOT CO CONF CONCEPT R 31 TO pESIGN AL AS N 2314 �] DOES NOT CONFORM t ED ................. NSIVE SUBMITT O ACCEPTED F • 0 UNRESPO SEALED RESUBMlTTAL RlRED • • N ED S t��rylEyVED BY JCITRC E0.. U 1NG National E . a • n ervice r rc to venfymg THE FOLLOWING turn's. • •'S R Ur is lim+ted Submittals have Eng +We used ttlfe • • • • 11 Subm s O re ct an sealed the Spy • • + Weil and has Y the dear �an$r' Q used t • • 2. Submittal +s 9 Engineer has understood, k at calcuta►t n The Specialty cur detailed Chet with the Structural crane. l� d mittal is consistent w s rot Me General ed structural ct forth in the Sub ct Documents nt No detailed check of qua and q, The co cu rrents i Change Order C Docu ments, a Gen Contract Do from compliance with Construction Manager N ,c�. e do not constitute ties. governing es and Construction regulations. The General ns Construct techniques, codes and r confirming alt quanutietl ;!�� tsslP med in i sate governing responsible for confirming assuring is solely respo ith other trades env tp � oh‘ w ftGl►S�1 NER608.pdf 'L d TRC WORLDWID ► ". cum Unloa, ed : By: Evaluation Installation Product App Application Status: Date Validated: Date Approved: http: / /www.floridabuilding .org/pr /pr_detl.asp ?IPT= 821 &RV =0 Need Hfelp_:. FL821 10/30/2003 United Steel Products Company 703 Rogers Drive Montgomery, MN 56069 (727) 536 -7891 Structural Components Wood Connectors Anchors • Evaluation Method 1 Option C Approved 10/31/2003 11/19/2003 • •• • Page 1 of 2 • • et • • •• • • • • • • • • • 3/31/2005 • • • • • • • • • • App /Seq # Product Model # or Name Model Description Limits of Use 821.61 SPT4 Stud Plate Tie 821.62 SPT6 Stud Plate Tie 821.63 PT8 Stud Plate Tie 821.64 PTH4 Stud Plate Tie 821.65 PTH6 Stud Plate Tie 821.66 SPTHB Stud Plate Tie 821.67 STAD10 Strap Tie Anchor Down 821.68 STAD1 ORJ Strap Tie Anchor Down 821.69 TAD14 Strap Tie Anchor Down 821.70 TAD14RJ Strap Tie Anchor Down 821.71 TADS Strap Tie Anchor Down 821.72 TAD8RJ Strap Tie Anchor Down 821.73 HDH210 -2 Face Mount Hanger _ 821.74 HDH210 -3 Face Mount Hanger 821.75 HDH26 -2 Face Mount Hanger . . - .•• 821.76 HDH26 -3 HDH28 -2 Face Mount Hanger Face Mount Hanger '. • • ••• • • • • • •••• 821.77 821.78 HDH28 -3 Face Mount Hanger •• •.• •••• ••• 821.79 HDH410 Face Mount Hanger ••• 821.80 HDH46 Face Mount Hanger I • • •• • • •• • ••• •• Florida Building Code Online Page: VERIFT� Page4 /5 Copyright and Disclaimer ; ©2000 The State of Florida. All rights reserved. Page 2 of 2 • •• • • • • • • http: / /www.floridabuilding .org/pr /pr_detl.asp ?IPT= 821 &RV =0 3/31/2005 • • • • • • • • • • • • • • • LEGACY REPORT ICC Evaluation Service, inc. www.icc- es.org NER -608 Re- Issued May 1, 2003 Business/Reglonal Office ® 5360 Worl rnan Mit Road, Whittier, California 90601 ® (562) 699-0543 Regional Office • 900 Montclair Road, Suite A, Birmingham, Alabama 35213 • (205) 599 -9800 Regional Offices 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 • (708) 799 -2305 Legacy report on the 2000 International Building Code ® , the 2000 International Residential Code for One- and Two - Family Dwellings, with the 2002 Accumulative Supplement to the International Codes', the 1998 International One- and Two - Family Dwelling Code, the BOCA National Building Code/1999, the 1999 Standard Building Code and the 1997 Uniform Building Code DIVISION 06 - WOOD AND PLASTICS Section 06090 - Wood and Plastic Fastenings USP Lumber Connectors United Steel Products Company, Inc. 703 Rogers Drive Montgomery, MN 56069 E-mail: Info@USPconnectors.com www.USPconnectors.com 1.0 SUBJECT 1.1 CBS Column Base Anchor 1.2 CMST Coiled Strap Tie 1.3 HTA Truss Anchor Strap 1.4 HTT Heavy Tension Tie Strap Anchor 1.5 HUS Joist Hanger 1.6 JUS2x Joist Hanger 1.7 JUS Joist Hanger 1.8 MPF Nail Plate Tie Strap 1.9 PAU Post Base Support 1.10 RSPT4 Reversible Stud -Plate Tie 1.11 SPT Stud -Plate Tie Strap 1.12 SPTH Stud -Plate Tie Strap 1.13 STAD /LSTAD Strap Tie Anchor Down 1.14 THDH Joist Hanger 1.15 WAS Post Base Anchor 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Structural 3.0 DESCRIPTION 3.1 CONNECTORS 3.1.1 CBS Column Base Anchor CBS Column Base Anchor connectors are used to anchor wood posts to cast-in-place concrete slabs and founda- tions. CBS Column Base Anchors are manufactured from No. 10, 12, and 16 gauge ASTM A653 SQ Grade 33 G60 galvanized steel, with a minimum yield strength, F of 33 ksi (228 MPa), in sizes to accommodate nominal 4 x 4 (102 102mm), 4 x 6 (102 x 152mm), or 6 x 6 (152 x 152mm) wood posts utilizing 5/8 inch (15.9 mm) bolts. See Table 1 of this report for allowable Toads and fastener schedule. See Figure 1 of this report for illustrations of the anchors. 3.1.2 CMST Coiled Strap Tie CMST Coiled Strap Tie connectors are used to transfer tensile forces between vertical wood framing members. CMST Coiled Strap Ties are manufactured from No. 14 and 12 gauge ASTM A653 SQ Grade 40 Special, G60 galvanized steel, with a minimum yield strength, F of 42 ksi (290 MPa). The connectors are prepunched for 10 and 16 -penny common wire nails. See Table 2 of this report for allowable loads and fastener schedule. See Figure 2 of this report for illustrations of the connectors. 3.1.3 HTA Truss Anchor Strap HTA Truss Anchor Strap connectors are used to anchor wood trusses or other wood framing members to the top of a concrete or grouted masonry wall. HTA Truss Anchor Straps are manufactured from No. 16 ASV A6 §3 SQ Grade 40 Special, G60 galvar4zed %teel, wit:ami�tiinum yield strength, F. of 42 kst • (29 •MPa). Straps are • prepunched for 10 -penny common were naI •. compressive strength of the cdrtct4ttbr mas8nryletall be 2500 psi (17 MPa). See TabIttlef •this report for allow- • able loads and fastener sch oduice.See Figi ire 3 of this • report for illustrations of the conosotSrs. 3.1.4 HTT Heavy Tension Ti tapAnch ®r : • HTT Heavy Tension Tie Strop.Areohor connectors are used to connect wood posts:and'st ids to acs in a foundation. The HTT 16 and,22 at; manufe tJ rr d•from No. 10 ASTM A653 SQ Grade 40 Special, .G6b galva- nized steel, with a minimum yield strength • FN pf 42 ksi (290 MPa). The HTT 30 and 50 are manufatttarOd from No. 7 gauge ASTM A570 Grade 33 hot -rolled steel with a minimum yield strength, F of 33 ksi (228 MPa). The connectors are either painted or hot dip galvanized subsequent to fabrication and prepunched for 10 or 16- penny common wire nails. See Table 4 of this report for allowable loads and fastener schedule. See Figure 4 of this report for illustrations of the connectors. 3.1.5 HUS Joist Hanger HUS Joist Hanger connectors are used to support nominal 2 inch (51 mm) and 4 inch (102 mm) wide joists, as well as, double and triple widths of nominal 2 inch (51 mm) wide joists. HUS Joist Hangers are manufactured from No. 14 gauge ASTM A653 SQ Grade 33 G60 galvanized steel, with a minimum yield strength, F of 33 ksi (228 MPa). The HUS hanger is available with deader flanges bent -out or bent -in (inverted), and are prepunched ICC -ES legacy reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright©, 2003 Page 1 of 19 • • • • • • • • • Page 2 of 19 NER -608 for 16 -penny common wire nails. See Table 5 of this report for allowable Toads and fastener schedule. See Figure 5 of this report for illustrations of the hangers. 3.1.6 JUS2x Joist Hanger JUS2x Joist Hanger connectors are used to support and secure the ends of wood joists or rafters to beams or girders. JUS2x Joist Hanger Connectors are manufactured from No.18 gauge ASTM A653 SQ Grade 33 G60 galva- nized steel with a minimum yield strength F, of 33 ksi (228 MPa), and are designed to support nominal x 4, 2 x 6, 2 x 8, and 2 x10 inch (51 x 102, 51 x 152, 51 x 203, 51 x 254 mm) lumber. The JUS Hangers are prepunched for 10- penny common wire nails. A toe -nail connection between the joist and the header is formed by driving the nails 45 degrees horizontally toward the header to penetrate through the joist into the header. See Table 6 of this report for allowable loads and fastener schedule. See Figure 6 of this report for illustrations of the joist hangers. 3.1.7 JUS Joist Hanger JUS Joist Hanger connectors are used to support nominal 4 inch (102 mm) wide joists, as well as, double and triple widths of nominal 2 inch (50.4 mm) wide joists. JUS Joist Hangers are manufactured from No. 18 gauge ASTM A653 SQ Grade 33 G60 galvanized steel, with a minimum yield strength, F, of 33 ksi (228 MPa), and are designed to support nominal 2x and 4x lumber and multiple plies of 2x lumber. The JUS Hangers are prepunched for 16- penny common wire nails. Atoe -nail connection between the joist and the header is formed by driving the nails 45 degrees horizontally toward the header to penetrate through the joist into the header. See Table 7 of this report for allowable loads and fastener schedule. See Figure 7 of this report for illustrations of the connectors. 3.1.8 MPF Nail Plate Tie Strap MPF Nail Plate Tie Strap connectors are used to transfer tensile and shear forces between wood framing members. MPF Nail Plate Tie Straps are manufactured from No. 20 gauge ASTM A653 SQ Grade 33 G60 galvanized steel, with a minimum yield strength, F , of 33 ksi (228 MPa). The connectors are prepunched for 8 -penny x 1 112 inch (38 mm), 10d x 1 1/2 (38 mm) joist hanger nails, or 8- penny common nails. See Table 8 of this report for allowable loads and fastener schedule. See Figure 8 of this report for illustrations of the connectors. 3.1.9 PAU Post Base Support PAU Post Base Support connectors are used to resist vertical downward and uplift loads. PAU Post Base Sup- ports are manufactured from No. 10, 12, and 16 gauge ASTM A653 SQ Grade 33 G60 galvanized steel with a minimum yield strength, F� , of 33 ksi (228 MPa) to support nominal 4x4,4x6,and6x6(102x 102, 102 x 152, and152 x 152 mm) lumber posts. The PAU supports are prepunched for 16 -penny common wire nails, 1/2 inch (12.7 mm) bolts, and 5/8 inch (15.9 mm) anchor bolts. The connector consists of three components: the support standoff, the washer, and the support cover. See Table 9 of this report for allowable loads and fastener schedule. See Figure 9 of this report for illustrations of the post bases. 3.1.10 RSPT4 Reversible Stud -Plate Tie RSPT4 Reversible Stud -Plate Tie connectors are used to connect studs to 2x wall top plates of wood framed walls to provide uplift resistance between the two framing members. RSPT4 Stud -Plate Ties are manufactured from No. 20 gauge ASTM A653 SQ Grade 33 G60 galvanized steel, with a minimum yield strength, F of 28 ksi (193 MPa), and are prepunched for 10 -penny common wire nails. See Table 10 of this report for allowable loads and fastener schedule. See Figure 10 of this report for illustrations of the ties. 3.1.11 SPT Stud -Plate Tie Strap SPT Stud -Plate Tie Strap connectors are used to form a connection between nominal 2x top plates and vertical studs in wood frame construction to transfer tensile forces from the top plates to the studs. SPT Stud -Plate Tie Straps are manufactured from No. 20 gauge ASTM A653 SQ G60 galvanized steel with a minimum yield strength, F of 33 ksi (228 MPa). The connectors are prepunched for 10 -penny common wire nails. See Table 11 of this report for allowable Toads and fastener schedule. See Figure 11 of this report for illustrations of the connectors. 3.1.12 SPTH Stud -Plate Tie Strap SPTH Stud -Plate Tie Strap connectors are used to connect studs to the top plate or the bottom plate (sill) of wood framed walls for resistance to uplift Toads. SPTH Stud -Plate Tie Straps are manufactured from No. 18 gauge ASTM A653 SQ Grade 33 G60 galvanized steel, with a minimum yield strength, F of 33 ksi (228 MPa). The connectors are pre - punched for 10 -penny common wire nails. See Table 12 of this report for allowable loads and fastener schedule. See Figure 12 of this report for illustrations of the ties. 3.1.13 STAD /LSTAD Strap Tie Anchor Down STAD/LSTAD Strap Tie Anchor Down connectors are used to anchor posts and the ends of shear walls to the concrete foundations. The anchors are cast in place in poured concrete foundations walls, and are permitted a minimum 1/2 in. (12.7 mm) edge distance. The LSTAD8 anchors are manufactured from No. 14 gauge steel, and the STAD8 and STAD10 anchors are manufactured from No. 12 gauge steel. The steel complies with ASTM•4653 SQ Grade 33 , G60 galvanized•teel with a mi$i?rPG'M } ield strength, F,,, of 33 ksi (228 MF STAD,144. ariphors are manufactured from No. 1,4gRygg ASTi 1 8653 SQ Grade 40 Special, G60 galvanizedisteel, with a mfnimum yield strength, F of 42 ksi (2 The connectors are prepunched for 10- penny,ctI Mpn wireMi ILL 16- penny sinker nails. See Table 1 this report for allow- able loads and fastener schedufe.•S•e Figure. 13 of this report for illustrations of the cow ect&s. '....' 3.1.14 THDH Joist Hanger • • • • THDH Joist Hanger connec ar ▪ used. t su pport multiple plies of nominal 2x• trussas, and 421dmber THDH Joist Hangers are malitifactured f4dh1.11g. 12 gauge ASTM A653 SQ Grade 33 G60 galvamixed steel, with a minimum yield strength, F, of 33 ksi (228 MPa). The hangers are pre - punched for 16 -penny common wire nails. A toe -nail connection between the joist and the header is formed by driving the nails 45 degrees horizon- tally toward the header to penetrate through the joist into the header. See Table 14 of this report for allowable loads and fastener schedule. See Figure 14 of this report for illustrations of the hangers. 3.1.15 WAS Post Base Anchor WAS Post Base Anchor connectors are used to provide support for nominal 4 x 4, 4 x 6, and 6 x 6 (102 x 102, 102 x 152, and 152 x 152 mm) wood posts when installed in poured -in -place concrete. The WAS Post Base An- chors are comprised of two components: the "U" shaped stirrup and the support stand. The straps for these connectors are manufactured with No. 12 gauge ASTM A653 SQ Grade 33 G60 galvanized steel and the support stand off is manufactured with No. 16 or 12 gauge ASTM A653 SQ Grade 33 G60 galvanized steel, both with a minimum yield strength, F , of 33 ksi (228 MPa). Fasten- ers are either 1/2 inch (12.7 mm) bolts or 16 -penny common nails. See Table 15 of this report for allowable loads and fastener schedule. See Figure 15 of this report for illustrations of the connectors. • • • • • • • s • • • • • • • Page 3 of 19 NER -608 3.2 MATERIAL 3.2.1 Steel Connectors listed in this report are fabricated from steel as described in Sections 3.1.1 through 3.1.15 of this report. 3.2.2 Wood Lumber shall be nominal dimension lumber having a minimum specific gravity of 0.50, such as Douglas Fir - Larch, with a moisture content of 19 percent or less. 3.2.3 Fasteners Nails shall be common wire nails having a minimum bending yield strength, F,„, of 90,000 psi (620 kPa). Bolts shall have a minimum bending yield strength, F of 45,000 psi (310 kPa). 4.0 INSTALLATION USP Connector products shall be installed in accordance with the applicable code, this report and the manufac- turer's published installation instructions. The manufac- turer's published installation instructions shall be available at all times on the jobsite during installation. Structural calculations, drawings, and /or the manufacturer's pub- lished installation instructions shall be available to the code official upon request. If there are any conflicts between this report and the manufacturer's instructions this report shall be null and void. 5.0 IDENTIFICATION UPS Connector products as described in this report shall be die stamped or labeled with the manufacturer's name, the model number, and this report number (NER -608). 6.0 EVIDENCE SUBMITTED 6.1 Calculations and analysis of test results to deter- mine the allowable loads of the CBS Column Base Anchor, dated July 22, 1997 and July 8, 1998, signed and sealed by Thomas A. Kolden, P.E. 6.2 Maxim Technologies, Inc. Project No. 3013 70- 8287.4, dated July 9, 1997, containing results of load testing of the CBS44 Post Anchor, signed by Scott W. Britzius and Amy J. Ostergren. 6.3 Maxim Technologies, Inc. Project No. 3013 70- 8027.2, dated April 10, 1997, containing results of load testing of standoff support base for the CBS Post Anchor, signed by Scott W. Britzius and Amy J. Ostergren. 6.4 Calculations to determine the allowable loads for CMST Coiled Strap Tie Connectors, dated March 10, 1997, signed and sealed by Thomas A. Kolden, P.E. 6.5 Calculations and analysis of test results to deter- mine the allowable loads of the ETA (HTA) Truss Anchor Connector, dated December 7, 1998, signed and sealed by Thomas A. Kolden, P.E. 6.6 Stork Twin City Testing Corporation, Project No. 030247, dated July 26, 2000, containing results of load testing of the ETA (HTA) Truss Anchor Con- nector, signed by Thaddeaus L. Hamois and John D. Lee, P.E. 6.7 Maxim Technologies, Inc. Project No. 98- 66807, dated December 1, 1998, containing results of load testing of the HETA Truss Anchor Connector, signed by John D. Lee, P.E. 6.8 Calculations and analysis of test results to deter- mine the allowable loads for HTT Heavy Tension Tie Strap Anchor Connectors, dated October 8, 1998 and July 25, 2000, signed and sealed by Thomas A. Kolden, P.E. 6.9 Maxim Technologies, Inc. Project No. 3018 98- 60740.3, dated February 27, 1998, containing results of load testing of HTT16 and HTT22 Anchors, signed by Scott W. Britzius and Randy R. Hochstein. 6.10 Maxim Technologies, Inc. Project No. 1801-991567, dated July 2, 1999, containing results of load testing of HTT16 Anchors, signed by Scott W. Britzius and Randy R. Hochstein. 6.11 Maxim Technologies, Inc. Project No. 1801- 991567.1, dated July 2, 1999, containing results of load testing of HTT30 Anchors, signed by Scott W. Britzius and Amy J. Ostergren. 6.12 Maxim Technologies, Inc. Project No. 3018 98- 73345.2, dated September 16, 1998, containing results of load testing of HTT50 Anchors, signed by Scott W. Britzius and Amy J. Ostergren. 6.13 Calculations and analysis of test results to deter- mine the allowable loads for HUS Joist Hangers, dated December 16, 1997, signed and sealed by Thomas A. Kolden, P.E. 6.14 Maxim Technologies, Inc. Project No. 3018 97- 54393.2, dated December 5, 1997, containing results of load testing of HUS -2 Series Joist Hanger, signed by Scott W. Britzius and Derrick J. Swanson. 6.15 Calculations and analysis of test results to determine the allowable loads for JUS2x Joist Hangers, dated January 28, 1997, January 31, 1997, and July 27, 2000, signed and sealed by Thomas A. Kolden, P.E. 6.16 Maxim Technologies, Inc. Project No. 3013 70- 0117, dated January 29, 1997, containing results of load testing of JUS Series Joist Hanger, signed by Scott W. Britzius and Derrick .l Swans:A ' • • • • • 6.17 Stork Twin City Testing Cdtporation, Prefect No. 18 0- 0435.1, dated July 18, Q960,•oontainik Peas of uplift load testing of JUSaSeries Joist banger, signed by Scott W. Britziu wgcjDerrick Swenson. 6.18 Calculations and analysis s i rest result 18 * *er- mine the allowable loads>iAf.WS Joist lingers, dated November 13, 2Q,047, and,i haled by Thomas A. Kolden, P.E • ®• •. • 6.19 Maxim Technologies, lac. Ar4ect No,Q18 97- 54393.1, dated December 1997! containing results of load testing ofdUS• Series Joisl4Panger, signed by Scott W. Britziult nd berrick,f8wiNson. 6.20 Stork Twin City Testing Corporation, Projectl'Jo.18 0- 0435.2, dated July 19, 2000, containing results of direct load and torsion testing of JUS 210 -2 Series Joist Hanger, signed by Scott W. Britzius and Derrick J. Swanson. 6.21 Calculations to determine the allowable loads for MP4Fand MP6F Nail Plate Tie Strap Connectors, dated October 8, 1998, signed and sealed by Thomas A. Kolden, P.E. 6.22 Twin City Testing Corporation, Project No. 1801- 991279.4, dated June 3, 1999, containing results of Toad testing of the MP4F and MP6F Framing Angle Lumber Connectors, signed by Scott W. Britzius and Amis L. Kurmis. 6.23 Calculations and analysis of test results to deter- mine the allowable loads for the PAU Post Base Support Connectors, dated March 11, 1997, signed and sealed by Thomas A. Kolden, P.E. 6.24 Maxim Technologies, Inc. Project No. 3013 70- 8027.1, dated April 10, 1997, containing results of load testing of PAU 44 and PAU 66 Post Base Support Connectors, signed by Scott W. Britzius and Derrick J. Swanson. Page 4 of 19 NER -608 6.25 Maxim Technologies, Inc. Project No. 3013 70- 8027.2, dated April 10, 1997, containing results of load testing of the standoff support base, signed by Scott W. Britzius and Amy J. Ostergren. 6.26 Calculations and analysis of test results to deter- mine the allowable loads for the RSPT Reversible Stud -Pate Tie Connector, dated December 15, 1997, and July 24, 1998, signed and sealed by Thomas A. Kolden, P.E. 6.27 Maxim Technologies, Inc. Project No. 3018 97- 54393.4, dated December 5, 1997, containing results of load testing of the RSPT Reversible Stud -Pate Tie Connector, signed by Scott W. Britzius and Derrick J. Swanson. 6.28 Calculations and analysis of test results to deter- mine the allowable loads for SPT Stud -Plate Tie Strap Connectors, dated July 27, 2000, signed and sealed by Thomas A. Kolden, P.E. 6.29 Maxim Technologies, Inc. Project No. 3013 70- 7674.1, dated March 3, 1997, containing results of Toad testing of SPT 4 stud -plate ties, signed by Scott W. Britzius and Derrick J. Swanson. 6.30 Calculations and analysis of test results to deter- mine the allowable Toads for SPTH Stud -Plate Tie Strap Connectors, dated September 28, 2000 and December 15, 1997, signed and sealed by Thomas A. Kolden, P.E. 6.31 Maxim Technologies, Inc. Project No. 3013 71- 4571, dated September 11, 1997, containing results of load testing of SPTH 4 stud -plate ties, signed by Scott W. Britzius and Derrick J. Swanson. 6.32 Calculations and analysis of test results to deter- mine the allowable loads for STAD Strap Tie An- chor Down Connectors, dated December 10, 1998, February 15, 1999, and October 28, 1998, signed and sealed by Thomas A. Kolden, P.E. 6.33 Maxim Technologies, Inc. Project No. 98- 66760, dated October 16, 1998, containing results of load testing of STAD Strap Tie Anchor Down Connec- tors, signed by John D. Lee, P.E. 6.34 Calculations and analysis of test results to deter- mine the allowable loads of the THDH Joist Hanger, February 6, 1998, signed and sealed by Thomas A. Kolden, P.E. 6.35 Maxim Technologies, Inc. Project No. 3018 97- 54677.2, dated January 22, 1998, containing results of load testing of the THDH Joist Hanger, signed by Scott W. Britzius and Randy R. Hochstein. 6.36 Calculations and analysis of test results to determine the allowable loads of the WAS Post Base Anchor Connectors, dated October 30, 1998, March 15, 1999, December 2, 1998, and February 11, 1999, signed and sealed by Thomas A. Kolden, P.E. 6.37 Maxim Technologies, Inc. Project No. 98- 66760, dated October 16, 1998, containing results of load testing of WAS Post Base Anchor Connectors, signed by John D. Lee, P.E. 6.38 Maxim Technologies, Inc. Project No. 3013 70- 8027.2, dated April 10, 1997, containing results of load testing of standoff support base, signed by Scott W. Britzius and Amy J. Ostergren. 6.39 Maxim Technologies, Inc. Project No. 3018 99- 06959.1, dated February 2, 1999, containing results of load testing of standoff support base, signed by Scott W. Britzius and Richard S. Alborg. 6.40 Quality Control Manual, USP Lumber Connector Products (structural products), dated July 17, 2001 for Montgomery, MN, Livermore, CA, and Largo, FL facilities, signed by Thomas A Kolden - USP, Jerry Callies -USP, and Robert Nelson, PFS Corporation. 7.0 CONDITIONS OF USE The ICC -ES Subcommittee for National Evaluation Service finds that the USP Connectors described in this report comply with or are a suitable alternative to that specified in the 2000 International Building Code ® , the 2000 International Residential Code'" for One- and Two- Family Dwellings, with the 2002 Accumulative Supple- ment to the International Codes", the 1998 International One- and Two - Family Dwelling Code, the BOCA Na- tional Building Code /1999, the 1999 Standard Building Code ® , and the 1997 Uniform Building Code'" and the 1997 Uniform Building Code, subject to the following conditions: 7.1 The connectors shall be manufactured, identified and installed in accordance with this report and the manufacturer's installation instructions. 7.2 Framing members that support or are supported by the connectors shall be designed in accordance with the applicable code. 7.3 The maximum allowable load shall be determined with the applicable duration of load from the appro- priate table in this report. 7.4 Allowable values listed in this report are for connec- tions in wood seasoned to a moisture content of 19 percent or less that are used under continuously dry conditions. For connections in wood thk,iigawea- soned or partially seasoned, 41%, allowable loads in this report shall be multipM6d by the mmpisturs con- tent factor, C specifiedbiryre •applicable fie. 7.5 The scope of this evaluafion TiPhited to connectors which are installed on lifititt that h wQnlieen treated with fire - retardant •pressure- treatment chemicals. •.. • • • • • 7.6 Design calculations andd'eteil% for spec Lttj3plica- tions shall be fumished nf'tflntde official Verifying compliance with this report and the appliaabiacode, as indicated in this report. Tha individual piapsaring such documents shall.pp %sass the .pecossary credentials regarding competency and qu�tta�liliations as required by the applicable code andlfie profes- sional registration laws of the state where the construction is undertaken. 7.7 Connectors have not been evaluated for simulta- neous loading, such as wind or seismic plus live and dead loads. 7.8 Unless specifically noted in the corresponding table, uplift loads contained in the applicable tables in this report include a 33 -1/3% increase for wind and seismic load conditions in compliance with the International Building Code, the Uniform Building Code, and the Standard Building Code, and a 60% increase for compliance with the BOCA National Building Code. 7.9 This report is subject to re- examination on a peri- odic basis. For information on the current status of this report consult the Product Evaluation Listing or contact the ICC -ES. Page 5 of 19 Table 1 - CBS Column Base Anchor SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 6 89 kPa 1. The bolts shall meet or exceed the requirements of ASTM A307. 2. The CBS anchor shall be embedded 7 -3/16 inches (183 mm) into cast -in -place concrete with a minimum compressive strength, f 'c, of 2500 psi at 28 days. The minimum side cover shall be 3 inches (76 mm). 3. The CBS anchor has not been evaluated for moment capacity, and shall not be used in applications that will impose moment forces on the anchor. 4. The allowable loads are based on lumber with a specific gravity of 0.50, and a moisture content of 19% or less. Figure 1* - CBS Column Base Anchor • • • • • •• • • • • • •• • • • • • •• • •••• • • • • •• • •••• NER -608 • • • •• • • • • • •••• • • • • • • • • • • • • •••• • • • • •••• • • • • • •• • • • • • • • • • Steel Gauge Dimension (inches) Allowable Loads (Ibf) Bolt' Schedule Uplift Bearing 133% 160% 100% Stock Number Strap Base W1 W2 H L (Quantity & Diameter) CBS44 10 16 3- 9/16 3-1/2 8 -3/4 2 -1/4 (2) 5/8 5525 5525 6775 CBS46 10 16 3- 9/16 5 -7/16 8 -3/4 2 -1/4 (2) 5/8 5525 5525 13815 CBS66 10 12 5-1/2 5 -7/16 8 -3/4 3 (2) 5/8 5605 6700 16005 Page 5 of 19 Table 1 - CBS Column Base Anchor SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 6 89 kPa 1. The bolts shall meet or exceed the requirements of ASTM A307. 2. The CBS anchor shall be embedded 7 -3/16 inches (183 mm) into cast -in -place concrete with a minimum compressive strength, f 'c, of 2500 psi at 28 days. The minimum side cover shall be 3 inches (76 mm). 3. The CBS anchor has not been evaluated for moment capacity, and shall not be used in applications that will impose moment forces on the anchor. 4. The allowable loads are based on lumber with a specific gravity of 0.50, and a moisture content of 19% or less. Figure 1* - CBS Column Base Anchor • • • • • •• • • • • • •• • • • • • •• • •••• • • • • •• • •••• NER -608 • • • •• • • • • • •••• • • • • • • • • • • • • •••• • • • • •••• • • • • • •• • • • • • • • • • Stock Steel Dimensions 1 Fastener Schedule 2,3.4,5,6 Allowable Tension Loads (Ibf) W L Cut Length Number Ga (in.) (ft) (in.) Qty Type Spacing 100% 133% 160% 7250 9670 7250 68 + Clear Span 74 16d 1 -3/4 5180 6905 6905 CMST14 14 3 52 -1/2 156 + Clear Span 88 10d 3-1/2 5180 6905 6905 310 +Clear Span 88 10d 7 5180 6905 6905 90 + Clear Span 100 16d 1 -3/4 7250 9670 9670 CMST12 12 3 40 210 + Clear Span 116 10d 3-1/2 7250 9670 9670 416 +Clear Span 116 10d 7 7250 9670 9670 Table 2A — CMST Coiled Strap Tie 9 (International Building Code Uplift Values) Stock Number Allowable Tension Loads (Ibf) see note 7 see note 8 5180 6905 CMST14 5180 6905 5180 6905 7250 9670 CMST12 7250 9670 7250 9670 Page 6 of 19 SI: 1 inch = 25.4 mm; 1 Ibf = 4.45 N. 1 ='L is the strap length in feet as fumished. Cut Length is length required to accommodate required nailing; include additional length for any required clear span between framing elements being fastened. 2. Nail Quantity is total required at each end of the strap. 3. 10d nails are 3 inches (76 mm) long and 0.148 inch (3.8 mm) in diameter. 16d nails are 3 -1/2 inches (i9 jxnpby 0.1 h inch (4.1 • • mm). • • • • 4.`, Two types of nail holes: Round and Diamond: Use Diamond holes for single 2x members. • • 5 ' Fill all holes for 1 -3/4 inch (44 mm) spacing, every round nail hole or every diamond nail hole for 3- 1/21ncli(lA mm) spacing, and ' • every other round hole or diamond hole for 7 inch (178 mm) spacing. • " "• ' • 6. Receiving members shall be of sufficient thickness to provide a minimum of 2 inches (51 mm) of nail peMntion. • ` • • 7. Allowable values based on the load combinations of Section 1605.3.1. No further increases are permit 6 : • " "• 8. Allowable values based on the load combinations of Section 1605.3.2. No further increases are -- "" 9. For hanger information and fastener requirements, refer to Table 2. Table 2 — CMST Coiled Strap Tie (for IBC 2000 Jurisdiction, see Table 2A below) Col ength Figure 2* — CMST Coiled Strap Tie • • • • • NER -608 • • • • • ..— •••• • • • ,T.,- •••• • • •• •• , fi' • • • • • • • • •• • Table 3A — HTA Truss Anchor Strap 7 (International Building Code Uplift Values) Stock Number Dimensions Loads s (Ibf) Allowable Loads for 10d Nails (Ibf) Allowable Loads for 10d x 1 -1/2 Nails (Ibf) see note 6 see note 5 see note 6 HTAl2 HTA16 HTA20 HTA24 Nail Uplift Lateral F Lateral F Uplift Lateral F Lateral F Stock Steel W H Qty' 133% 160% 133% 160% 133% 160% 133% 160% 133% 160% 133% 160% Number Ga (in.) (in.) HTAl2 16 1 -1/4 12 8 1220 1465 590 590 660 660 990 1190 575 590 660 660 HTA16 16 1 -1/4 16 15 2005 2005 590 590 660 660 1860 2005 590 590 660 660 HTA20 16 1 -1/4 20 19 2005 2005 590 590 660 660 2005 2005 590 590 660 660 HTA24 16 1- 1/4 24 22 2005 2005 590 590 660 660 2005 2005 590 590 660 660 Table 3A — HTA Truss Anchor Strap 7 (International Building Code Uplift Values) Stock Number Allowable for 10d Nai Loads s (Ibf) Allowable Loads for 10d x 1 -1/2 Nails (Ibf) see note 5 see note 6 see note 5 see note 6 HTAl2 HTA16 HTA20 HTA24 1220 1505 1505 1505 1465 2005 2005 2005 990 1505 1505 1505 1190 1860 2005 2005 Page 7 of 19 Table 3 — HTA Truss Anchor Strap (for IBC 2000 Jurisdiction, see Table 3A below) SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N 1. Straps are prepunched for 10d common wire nails. 2. The allowable loads are for the number of nails specified. 3. The 10d x 1 -1/2 inch (38 mm) nails have a diameter of 0.148 inches (3.8 mm) and a length of 1 -1/2 inches (38 mm), and 10d nails have a diameter of 0.148 inches (3.8 mm) and a length of 3 inches (76 mm). . ' Load values reflect the use of a bond beam with one No. 4 rebar across the top layer of the wall. 5. Allowable values based on the Toad combinations of Section 1605.3.1. No further increases are permitted. • • 6. Allowable values based on the load combinations of Section 1605.3.2. No further increases are pemQtted, • • • • 7. For hanger information and fastener requirements, refer to Table 3. • • • • • • • • • • • • • • .• SASS ZOCRETE ' LL. Figure 3* — HTA Truss Anchor Strap •••• • • • • • • •••• • • • •• •• • • • • • • • • • • •• • NER -608 • • • • •• • • •••• • • • •••• • • •••• • • •• • • • • • • Stock Number Steel Ga Dimensions (in.) Fastener Schedule Allowable Tension Loads (lb f) ( f) W STRAP W BASE H D CL Anchor Bolts 3 Nails'° Qty Type 100% 133% 160% HTT16 10 2 -1/2 2 -3/4 15-5/8 2 1 -3/8 (1) 5/8" 18 10d 2395 3190 3250 18 16d 2770 3695 4290 HTT22 10 2-1/2 2 -3/4 21-1/2 2 1 -3/8 (1) 5/8" 32 10d 4255 5370 5370 32 16d 4930 5370 5370 HTT30 7 3 3-1/2 29 -3/4 3 -3/4 1 -3/8 (1) 7/8" 36 10d 5220 6960 7220 36 16d 6010 7220 7220 HTT50 7 3 3-1/2 42- 5/16 3-3/4 1 -3/8 (1) 718^ 56 10d 8120 9810 9810 56 16d 9250 9810 9810 Table 4A - HTT Heavy Tension Tie Strap Anchor 6 (International Building Code UpI ft Values) Stock Number Anchor Bolts Nails 1 ' 2 Allowable Tension Loads (Ibf) Qty Type see note 4 see note 5 HTT16 (1 ) 5/8" 18 10d 2395 3190 18 16d 2770 3695 HTT22 (1) 5/8" 32 10d 4255 5370 32 16d 4930 5370 HTT30 (1) 7/8" 36 10d 5220 6960 36 16d 6010 7220 HTT50 (1) 7/8" 56 10d 8120 9810 56 16d 9250 9810 Page 8 of 19 Table 4 - HTT Heavy Tension Tie Strap Anchor (for IBC 2000 Jurisdiction, see Table 4A below) SI' inch = 25.4 mm; 1 lbf = 4.45 N; 1 psi = 6.89 kPa. 1 A 10d nail is a common nail 3 inches (76 mm) long and 0.148 (3.8 mm) inches in diameter, a 16d nail is a common nail 3 -1/2 inches (89 mm) long and 0.162 inches (4.1 mm) in diameter. A 16d Sinker is 3 -1/2 inches (89 mm) long and 0.148 inches (3.8 mm) in diameter. 2. 16d Sinker nails are permitted to be substituted for 10d Common nails for the same load value. 3. Anchor bolts shall meet or exceed the requirements of ASTM A307. 4. Allowable values based on the load combinations of Section 1605.3.1. No further increases are permitted. 5. Allowable values based on the load combinations of Section 1605.3.2. No further increases are permitted. 6. For hanger information and fastener requirements, refer to Table 4. Figure 4* — HTT Heavy Tension Tie Strap • a • • ti • •• • •••••• • .•o • •• • • • •. •.•..• • •• •• •• ••• • • • • • • II • • V,• • • ••• • • • • • ••• • • • • NER -608 • • • . • . • • • • • •• • • • • • • Stock Number Steel Ga Hanger Dimensions (in.) Fastener Schedule Allowable Load (Ibf) W H D Header Joist F 460 Ibf /in F 625 Ibf /in Up ift Qty Type Qty Type 100% 115% 125% 100% 115% 125% 133% 160% HUS24-2 14 3 -1/8 3 -7/16 2 4 16d v - 2 16d 780 895 970 780 895 970 495 495 HUS26 -2 14 3-1/8 5-1/4 2 4 16d 4 16d 1015 1165 1265 1015 1165 1265 1115 1115 HUS28 -2 14 3-1/8 7 -1/8 2 6 16d 6 16d 1520 1745 1900 1520 1745 1900 1810 1810 HUS210 -2 14 3 -1/8 9 -1/8 2 8 16d 8 16d 2025 2330 2530 2025 2330 2530 2210 2210 HUS212 -2 14 3 -1/8 11 -1/8 2 10 16d 10 16d 2530 2910 3165 2530 2910 3165 3060 3060 HUS214 -2 14 3 -1/8 13-1/8 2 12 16d 12 16d 3040 3495 3800 3040 3495 3800 3060 3060 HUS44 14 3-5/8 3 -1/16 2 4 16d 2 16d 780 895 970 780 895 970 495 495 HUS46 14 3-5/8 5 2 4 16d 4 16d 1015 1165 1265 1015 1165 1265 1115 1115 HUS48 14 3 -5/8 7 2 6 16d 6 16d 1520 1745 1900 1520 1745 1900 1810 1810 HUS410 14 3-5/8 8 -7/8 2 8 16d 8 16d 2025 2330 2530 2025 2330 2530 2210 2210 HUS412 14 3-5/8 10 -7/8 2 10 16d 10 16d 2530 2910 3165 2530 2910 3165 3060 3060 HUS414 14 3 -5/8 12 -7/8 2 12 16d 12 16d 3040 3495 3800 3040 3495 3800 3060 3060 HUS24 -3 14 4-5/8 3 -11/16 2 4 16d 2 16d 780 895 970 780 895 970 495 495 HUS26 -3 14 4-5/8 4-1/2 2 4 16d 4 16d 1015 1165 1265 1015 1165 1265 1115 1115 HUS28 -3 14 4-5/8 6-3/8 2 6 16d 6 16d 1520 1745 1900 1520 1745 1900 1810 1810 HUS210 -3 14 4 -5/8 8 -3/8 2 8 16d 8 16d 2025 2330 2530 2025 2330 2530 2210 2210 HUS212 -3 14 4-5/8 10-3/8 2 10 16d 10 16d 2530 2910 3165 2530 2910 3165 3060 3060 HUS214 -3 14 4 -5/8 12 -3/8 2 12 16d 12 16d 3040 3495 3800 3040 3495 3800 3060 3060 Page 9 of 19 SI :1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 Ibf/in = 6.89 kPa, 1 in -Ibf = 0.1130 N -m 1. A 16d nail is 3 1/2 inches (89 mm) long and 0.162 inches (4.1 mm) in diameter. • • • • • 2. The 16d nails driven into the joist shall be installed at 30 to 45 degrees horizontally toward the header. " 3. The allowable torsional moment capacity for the: HUS24 -2, HUS44, HUS24 -3 shall be 3684 inch-lbf (416 N -m). HUS26 -2, HUS46, HUS26 -3 shall be 4162 inch-lbf (470 N -m). HUS28 -2, HUS48 HUS28 -3, shall be 4172 inch -Ibf (471 N -m). HUS210 -2, HUS410, and HUS210 -3 shall be 4440 inch -Ibf (502 N -m). .. • • •••••• . • •. HUS212 -2, HUS214 -2, HUS412, HUS414, HUS212 -3, and HUS214 -3 shall be 4508 inch -Ibf (50944 • • • �. • 16d COMMON • • • .... • NAIL • • ' iiiFADER • • HUS (INVERTED FLANGES) Table 5 — HUS Joist Hanger' HUS JOIST NAILS 30 - 45 degree 45 degree DEPICTED Figure 5* - HUS Joist Hanger • •.•• • • •••• • • • INSTALLATION • •• • • • • • • • •• • • • • • - JOIST NER -608 • • • • HEADER NAILS HUS HANGER (TOP VIEW) • • Stock Steel Dimension ) Fastener Schedule'• 2 Allowable Loads (Ibf) 3 Header Joist F 1 = 460 Ibf /in F = 625 Ibfrn Uplift Number Ga W H D Face Type Qty Type 100% 115% 125% 100% 115% 125% 133% 160% JUS24 1 -9/16 3 -1/8 1 -3/4 10d I NehNtNI' 10d 645 740 805 645 740 805 510 510 JUS26 CO 1 -9/16 4 -13/16 1 -3/4 10d 10d 840 970 1050 840 970 1050 1115 1115 JUS28 1- 9/16 6-5/8 1 -3/4 10d 10d 1065 1225 1330 1065 1225 1330 1115 1115 JUS210 1 -9/16 7 -3/4 1 -3/4 10d 10d 1290 1485 1610 1290 1485 1610 1115 1115 Page 10of19 SI: 1 inch = 25.4 mm; 1 Ibf = 4.45 N; 1 Ibf /in = 6.89 kPa; 1 psi = 6.89 kPa. 1. A 10d nail is 3 inches (76 mm) long and 0.148 inches (3.6 mm) in diameter. 2. The 10d nails driven into the joist shall be installed at 30 to 45 degrees horizontally toward the header. The header shall be of sufficient thickness to provide a minimum of 1.78 inches (45 mm) of nail penetration. 3. Allowable Toads indicated are per joist. 4. Allowable loads include increases for the indicated durations of load in accordance with the AFPA NDS -97. 5. Torsional moment capacity for the JUS24 shall be limited to 600 in -Ibf (68 N -m). Torsional moment capacity for the JUS26, JUS28 and JUS210 shall be limited to 2050 in -Ibf (232 N -m). able 6 - JUS2x Hanger 10d COMMON NAIL Joist Nails 30 -45• Figure 6* - JUS2x Joist Hanger •••• • • •tig ?der rldii5• .,Jus HANgW, • • •• Vfckia• • • • • • • • •••• • • • • • •• • • • • • • • •• • •• • • • • ANSI HEADER • • NER -608 • •• • • • • • •• • • Stock Number Steel Ga Hanger Dimensions (in.) Fastener Schedule 1 . 2 Allowable Load (Ibs) W H D Header Joist F = 460 Ibf/in F 625 Ibf /in Uplift Qty Type Qty Type 100% 115% 125% 100% 115% 125% 133% 160% JUS24 -2 18 3 -1/8 3 -7/16 2 4 16d 2 16d 770 885 965 770 885 965 325 325 JUS26 -2 18 3 -1/8 5-1/4 2 4 16d 4 16d 1005 1160 1220 1005 1160 1220 1340 1355 JUS28 -2 18 3 -1/8 7 -1/8 2 6 16d 4 16d 1275 1465 1595 1275 1465 1595 1340 1355 JUS210 -2 18 3 -1/8 9 -1/8 2 8 16d 6 16d 1780 2045 2225 1780 2045 2225 1980 1980 JUS212 -2 18 3 -1/8 11 -1/8 2 10 16d 6 16d 2045 2355 2560 2045 2355 2560 1980 1980 JUS214 -2 18 3 -1/8 13-1/8 2 12 16d 6 16d 2315 2660 2895 2315 2660 2895 1980 1980 JUS44 18 3 -5/8 3 -1/16 2 4 16d 2 16d 770 885 965 770 885 965 325 325 JUS46 18 3-5/8 5 2 4 16d 4 16d 1005 1160 1220 1005 1160 1220 1340 1355 JUS48 18 3 -5/8 6-7/8 2 6 16d 4 16d 1275 1465 1595 1275 1465 1595 1340 1355 JUS410 18 3-5/8 8 -7/8 2 8 16d 6 16d 1780 2045 2225 1780 2045 2225 1980 1980 JUS412 18 3 -5/8 10 -7/8 2 10 16d 6 16d 2045 2355 2560 2045 2355 2560 1980 1980 JUS414 18 3-5/8 12 -7/8 2 12 16d 6 16d 2315 2660 2895 2315 2660 2895 1980 1980 JUS24 -3 18 4 -5/8 2 -3/4 2 4 16d 2 16d 770 885 965 770 885 965 325 325 J0S26 -3 18 4 -5/8 4 -1/2 2 4 16d 4 16d 1005 1160 1220 1005 1160 1220 1340 1355 JUS28 -3 18 4-5/8 6-3/8 2 6 16d 4 16d 1275 1465 1595 1275 1465 1595 1340 1355 JUS210 -3 18 4 -5/8 8-3/8 2 8 16d 6 16d 1780 2045 2225 1780 2045 2225 1980 1980 JUS212 -3 18 4 -5/8 10 -3/8 2 10 16d 6 16d 2045 2355 2560 2045 2355 2560 1980 1980 JUS214 -3 18 4-5/8 12 -3/8 2 12 16d 6 16d 2315 2660 2895 2315 2660 2895 1980 1980 Page 11 of 19 SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 Ibffn = 6.89 kPa; 1 psi = 6.89 kPa. 1. A 16d nail is 3 -1/2 inches (89 mm) long and 0.162 inches (4.1 mm) in diameter. 2. 16d nails driven into the joist shall be installed at 30 to 45 degrees horizontally toward the header. 3. The allowable torsional moment capacity for these connectors shall be 2173 inch-lbf (246 N -m). Table 7 — JUS Joist Hanger 16d COMMON NAIL JOIST NAILS 30 - 45 degree 45 degree DEPICTED Figure 7* — JUS Joist Hanger NER -608 • • • • • • • •• • •• • • • • • •• • • • •• • • • • • • •••• • • • •• • •• •• ••• • • • • • • • • • HEADW • •••• • • •• • • • • • H EADER NAILS JUS HANGER (TOP VIEW) JOIST Stock Number Steel Ga Dimensions (in.) Fastener Schedule' Allowable Loads (Ibf) W L Qty Type Tension Loads Shear Loads 100% 133% 160% 100% 133% 160% MP4F 20 3 4 -1/4 12 8d x 1 -1/2 515 690 825 515 690 805 12 8d 550 735 885 550 735 805 12 10d x 1 -1/2 550 735 885 550 735 805 MP6F 20 3 -3/4 4 -1/4 12 8d x 1 -1/2 515 690 825 515 605 605 12 8d 550 735 885 550 605 605 12 10d x 1 -1/2 550 735 885 550 605 605 Page 12 of 19 SI: 1 inch = 25.4 mm; 1 Ibf = 4.45 N. Table 8 — MPF Nail Plate Tie Strap 1. An 8d x 1 -1/2 nail is 1 -1/2 inches (38 mm) long and 0.131(3.6 mm) inches in diameter. An 8d nail is 2 -1/2 inches (64 mm) long and 0.131 inches (3.3 mm) in diameter. A 10d x 1 -1/2 nail is 1 -1/2 inches (38 mm) long and 0.148 inches (4.1mm) in diameter. Six (6) nails are installed on each framing member being connected. O poTE L IB r O L Figure 8* — MPF Nail Plate Tie Strap O • • • • • • • • • •• • O • • • • •• • • • • • •. • •••• • • •• •• • •• • • • • • • •• • • • • NER -608 • • • • • • • • • •• Page 13 of 19 SI: 1 inch = 25.4 mm; 1 lbf = 4.45 N; 1 psi = 6.89 kPa. 1. Washer is 1 -3/4 inch x 1 -3/4 inch x 10 gauge (44 mm x 44 mm x 10 gauge). 2. Fasteners are 16 penny common nails (0.162 inch (4.1 mm) diameter by 3-1/2 inches (89 mm) long) or 1/2 inch(13 mm) bolts with nut, conforming to ASTM A307 or better. 3. Support cover shall be fastened to a 5/8 inch (16 mm) anchor bolt set in concrete using the washer provided. The anchor bolt and nut are furnished by others, and shall be adequate to resist the uplift values shown above. 4. Bearing loads shall not be increased for duration of load. Table 9 — PAU Post Anchor SU . T SfiAi SUPPORT COVER Figure 9* — PAU Post Anchor • • • • • • — • • • NER -608 • • • • • • • •• • •• • • • • • • • •• • • • • •••• • • • • • 3 •••• • • • • • • • • • • • •• •• I • • • •••• • • • • •• • • • • • • • • • Steel Gauge' Dimensions (in.) Allowable Loads (lbf) Stock Support Support Fasteners 2'3 Bearing 4 Uplift 100% 133% 160% Number Cover Standoff W , W 2 H into Post PAU44 12 16 3 -9/16 3 5 -7/16 (12) 16d Nails (2) 1/2" Bolts 6775 6775 2240 2265 2535 2265 PAU66 10 12 5-9/16 5 6 (12) 16d Nails (2) 1/2" Bolts 16005 16005 2350 2265 2380 2265 Page 13 of 19 SI: 1 inch = 25.4 mm; 1 lbf = 4.45 N; 1 psi = 6.89 kPa. 1. Washer is 1 -3/4 inch x 1 -3/4 inch x 10 gauge (44 mm x 44 mm x 10 gauge). 2. Fasteners are 16 penny common nails (0.162 inch (4.1 mm) diameter by 3-1/2 inches (89 mm) long) or 1/2 inch(13 mm) bolts with nut, conforming to ASTM A307 or better. 3. Support cover shall be fastened to a 5/8 inch (16 mm) anchor bolt set in concrete using the washer provided. The anchor bolt and nut are furnished by others, and shall be adequate to resist the uplift values shown above. 4. Bearing loads shall not be increased for duration of load. Table 9 — PAU Post Anchor SU . T SfiAi SUPPORT COVER Figure 9* — PAU Post Anchor • • • • • • — • • • NER -608 • • • • • • • •• • •• • • • • • • • •• • • • • •••• • • • • • 3 •••• • • • • • • • • • • • •• •• I • • • •••• • • • • •• • • • • • • • • • Stock Number Steel Ga Dimension (in.) Fastener Schedule' Allowable Loads (lbf) W H Qty Type Uplift Lateral F Lateral F2 100% 133% 160% 100% 133% 160% 100% 133% 160% RSPT4 20 1 -1/2 4 -1/8 8 8d x 1-1/2 345 460 470 230 230 230 190 255 300 8d 370 470 470 230 230 230 300 300 300 10d x 1 -1/2 370 470 470 230 230 230 215 290 300 10d 450 470 470 230 230 230 300 300 300 Page 14 of 19 SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N 1. An 8dx1 -1/2 nail is 1 -1/2 (38 mm) inches long and 0.131 inches (3.3 mm) in diameter. A 10d x 1 -1/2 nail is 1 -1/2 inches (38 mm) long and 0.148 inches (3.6 mm) in diameter. Four (4) nails shall be installed on both stud and plate. Table 10 — RSPT4 Reversible Stud -Plate Tie Figure 10* — RSPT4 Reversible Stud -Plate Tie • • • • • • • •• • • • • • • •••• i • •• • • ••• g • • • ••• ; • • • • • ••• [ • •• •• •• • • • • • • •• •• •••• • • • • • •• • NER -608 • • • • • • •••• • • •••• • • ••• • • • • •• • Page 15 of 19 SI: 1 inch = 25.4 mm; 1 Ibf = 4.45 N. 1. A 10d x 1 -1/2 nail is 1 -1/2 inches (38 mm) long and 0.148 inches (3.6 mm) in diameter. Three nails are installed on each side of the stud, with the upper portion of the device wrapped over the top of the wall plate. 2. Allowable loads shown are for tension in the strap. Table 11 — SPT Stud -Plate Tie Stra UP I T Figure 11* — SPT Stud — Plate Tie Strap •• • • • • • •• •• •••• • NER -608 • • • • • • • • • • • • • • •••• • • • • •••• • • • • • •• • •• • • • • • • Dimensions (in. Fastener Schedule' Allowable Tension Stock Steel Loads (lbf) 2 Number Ga W sT W PLATE H Qty Type 100% 133% 160% SPT4 20 1 -1/4 3 -9/16 6 -7/8 6 10d x 1 -1/2 550 735 885 SPT6 20 1 -1/4 5 -9/16 7 -5/8 6 10d x 1 -1/2 550 735 885 SPT8 20 1 -1/4 7 -1/4 8 -1/2 6 10d x 1 -1/2 550 735 885 Page 15 of 19 SI: 1 inch = 25.4 mm; 1 Ibf = 4.45 N. 1. A 10d x 1 -1/2 nail is 1 -1/2 inches (38 mm) long and 0.148 inches (3.6 mm) in diameter. Three nails are installed on each side of the stud, with the upper portion of the device wrapped over the top of the wall plate. 2. Allowable loads shown are for tension in the strap. Table 11 — SPT Stud -Plate Tie Stra UP I T Figure 11* — SPT Stud — Plate Tie Strap •• • • • • • •• •• •••• • NER -608 • • • • • • • • • • • • • • •••• • • • • •••• • • • • • •• • •• • • • • • • Stock Steel Dimensions (in.) Fastener Schedule' Allowable Uplift Loads (Ibf.) Number Ga W P W PLATE H Qty Type 100% 133% 160% SPTH4 18 1 -1/4 3- 9/16 8-5/8 12 10d x 1 -1/2 1105 1470 1730 SPTH6 18 1 -1/4 5- 9/16 9-3/8 12 10d x 1 -1/2 1105 1470 1730 SPTH8 18 1 -1/4 7- 5/16 8-1/2 12 10d x 1 -1/2 1105 1470 1730 Page 16 of 19 SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N 1. A 10d x 1 -1/2 nail is 1 -1/2 inches (38 mm) long and 0.148 inches (3.6 mm) in diameter. Six (6) nails shall be installed on each side of the stud, with the upper portion of the device wrapped over the top of the wall plate or under the bottom plate (or sill). 2. Allowable loads shown are for tension in the strap. Table 12 — SPTH Stud -plate Tie Strap Figure 12* — SPTH Stud -Plate Tie Strap NER -608 Stock Number Steel Ga Dimensions (in.) Fasteners' Wall Thick (in.) Allowable Loads (lbf) 2.3 L W L Qty Type fc = 2000 lbf/in I fc = 2500 Ibf /in I fc = 3000 Ibf /in Edge distances (in.) 1/2 1 -1/2 LE 1/2 1 -1/2 L 1/2 1 -1/2 LE LSTAD8 14 21 -5/8 3 8 24 10d 6 2225 2225 3220 2225 2225 3220 2225 2225 3220 8 2225 2225 3220 2225 2225 3220 2225 2225 3220 LSTAD8RJ 14 35-1/8 3 8 24 10d 6 2225 2225 3220 2225 2225 3220 2225 2225 3220 8 2225 2225 3220 2225 2225 3220 2225 2225 3220 STAD8 12 21 -5/8 3 8 24 10d 6 3270 3270 3270 3270 3270 3270 3270 3270 3270 8 3270 3270 3270 3270 3270 3270 3270 3270 3270 STAD8RJ 12 35-1/8 3 8 24 10d 6 3270 3270 3270 3270 3270 3270 3270 3270 3270 8 3270 3270 3270 3270 3270 3270 3270 3270 3270 STAD10 12 21 -5/8 3 10 28 10d 6 3270 3270 3625 3270 3270 3625 3270 3270 3625 8 3270 3270 4305 3270 3270 4305 3270 3270 4305 STAD10RJ 12 37 -7/16 3 10 28 10d 6 3270 3270 3625 3270 3270 3625 3270 3270 3625 8 3270 3270 4305 3270 3270 4305 3270 3270 4305 STAD14 12 32 -1/8 3 14 38 10d 6 4960 4960 4960 4960 4960 4960 4960 4960 4960 8 4960 4960 5850 4960 4960 5850 4960 4960 5850 STAD14RJ 12 39-5/8 3 14 38 10d 6 4960 4960 4960 4960 4960 4960 4960 4960 4960 8 4960 4960 5850 4960 4960 5850 4960 4960 5850 Page 17 of 19 SI: 1 inch = 25.4 mm; 1 lbf = 4.45 N; 1 Ibfrn = 6.89 kPa 1. A 10d nail is a common nail with a length of 3 inches (38 mm) and a diameter of 0.148 inches (3.6 mm). A 16d sinker nail is permitted to be substituted with no reduction in load value. • 2. Allowable loads given for various wall thicknesses, strengths of concrete, and distances that the anchor is ipstalled frotrtthe corner of the footing or stem wall. Interpolate the load values for edge distances between those shown. In naive spell the load: exceed • • the maximum. • . • • 3. Load values assume anchor spacing shall be no less than two times L (The full embedment length if tta S AD anchor strap is • • a represented by L Reduce the load value proportionately for spacing less than that. •••• , .� � • • • • • •••• ■u • STAD Table 13 — STAD /LSTAD Strap Tie Anchor Down TYPICAL STAD TYPICAL STAD TYPICAL STAD8RJ EDGE INSTALLATION CORNER INSTALLATION RIM JOIST INSTALLATION Figure 13* - STAD /LSTAD Strap Tie Anchor Down NER -608 • • •• • • • •••• III•o.. • • • • •• III ' • • Stock Number Steel Ga Hanger Dimensions (in.) Fastener Schedule'' 2 Allowable Load (lbf) W H D Header Joist F = 460 lbf/in F = 625 lbf/in Uplift Qty Type Qty Type 100% 115% 125% 100% 115% 125% 133% 160% THDH26 -2 12 3- 7/16 5-3/8 4 20 16d 8 16d 3765 4330 4710 3765 4330.4710 2235 2235 THDH28 -2 12 3 -7/16 7 -1/8 4 36 16d 10 16d 6260 7145 7285 6260 7200 7825 2665 2665 THDH210 -2 12 3- 7/16 9-1/8 4 46 16d 12 16d 7215 7470 7640 7910 8260 8260 3490 3490 THDH46 12 3- 9/16 5-3/8 4 20 16d 8 16d 3765 4330 4710 3765 4330 4710 2235 2235 THDH48 12 3 -9/16 7 -1/8 4 36 16d 10 16d 6260 7200 7825 6260 7200 7825 2665 2665 THDH410 12 3- 9/16 9-1/8 4 46 16d 12 16d 7910 8260 8260 7910 8260 8260 3490 3490 THDH26 -3 12 5-1/8 5-3/8 4 20 16d 8 16d 3765 4330 4710 3765 4330 4710 2235 2235 THDH28 -3 12 5-1/8 7 -1/8 4 36 16d 10 16d 6260 7200 7825 6260 7200 7825 2665 2665 THDH210 -3 12 5-1/8 9 -1/8 4 46 16d 12 16d 7910 8260 8260 7910 8260 8260 3490 3490 Page 18 of 19 SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 lbf/in = 6.89 kPa; 1 psi = 6.89 kPa. 1. A 16d nail is 3 -1/2 inches (89 mm) long and 0.162 (4.1 mm) inches in diameter. 2. 16d nails driven into the joist shall be installed at 30 to 45 degrees horizontally toward the header. 3. The allowable torsional moment capacity for these connectors shall be 4457 inch-lbf (504 N -m). Table 14 — THDH Joist Hanger 3 16 d COMMON NAIL JOIST NAILS 45° Figure 14* — THDH Joist Hanger • • NER -608 • • • • • • • •• • •• • • • • • • HEADER • • • ••• A • • • • �• • ••• ••• • • • ••• • •••• • • • • • • •••• •••••• • ••• • • • • • • • •••• • • •••• • • • • •• • • • HEACERTIAILS THDH HANGER (TOP VIEW) JOIST Stock No Steel Ga Dimensions (in.) Fasteners Load Direc. Allowable Loads (Ibf) Strap Base W1 W2 H L Embed' Nail Bolt Nails Bolts 100% 133% 160% 100% 133% 160% WAS44 12 16 3 -9/16 3 -1/2 6-3/4 2 -1/4 3-1/2 14ea 16d 2ea 1/2 Bear. 6775 6775 6775 6775 6775 6775 Uplift 1980 2600 2600 2600 2600 2600 Fl 1405 1405 1405 1415 1415 1415 F2 1300 1300 1300 1300 1300 1300 WAS46 12 16 3- 9/16 5-1/2 6-3/4 2 -1/4 3 -1/2 14ea 16d 2ea 1/2 Bear. 13815 13815 13815 13815 13815 13815 Uplift 1980 2600 2600 2600 2600 2600 Fl 1405 1405 1405 1405 1405 1405 F2 1300 1300 1300 1300 1300 1300 WAS66 12 12 5-1/2 5-1/2 6-3/4 2 -1/4 5 14ea 16d 2ea 1/2 Bear. 16005 16005 16005 16005 16005 16005 Uplift 1980 2640 3165 2700 3600 4325 Fl 1980 2100 2100 2085 2165 2165 F2 1540 1540 1540 1540 1540 1540 Page 19 of 19 SI: 1 inch = 25.4 mm; 1 Ibf = 4.45 N; 1 Ibfrn = 6 89 kPa. 1. The WAS connector shall be embedded into concrete to the depth indicated. The minimum side cover shall be 3 inches (76 mm). 2. A 16d nail has a length of 3 -1/2 inches (89 mm) and diameter of 0.162 inches (4.1 mm). 3. The bolts shall comply with the specifications of ASTM A307. 4. The compression strength of concrete shall be 2500 lbf/in (17.2 MPa) at 28 days. 5. Loads for nails and bolts shall not be combined. Table 15 — WAS Post Base Anchor • • • • • • •• • •• • • • • • • • •• • •••• • • • • • • •••• • •••• • • • • •• •• •••• • • • • • • Figure 15* — WAS Post Base Anchor • • • NER -608 • • • • • *THESE DRAWINGS ARE FOR ILLUSTRATION PURPOSES ONLY. THEY ARE NOT INTENDED FOR USE AS CONSTRUCTION DOCUMENTS FOR THE PURPOSE OF DESIGN, FAB- RICATION OR ERECTION. • • • •••• • • • • •••• • • • • • •• • •• • • • • • • •• • DEC -05 -2003 FRI 0320 Phi USP STR■''; I, JR Florida Building Code Online G5ninlz li y l :t = 1=1.;+:1.•41--- h :di.itir�i i OyNiaw P rcduct Search �Or nizerion Product Vlaw Sdardi Attachmanim poussz lyore+ au,,�'' r,aalr,'� e'`asszt User: robert Lutz - United Steel Products Company - Product M m Application #: Date Submitted: Product Manufacturer: Address/Phone/tuna Category: Subcategory: Evaluation Method: Validation Date Valid A uthorized Evaluat ion Installation D Product Appr Application S FAX NO. 7275358199 FL819 10/30/2003 United Steel Products Company 703 Rogers Drive • Montgomery, Rai 5600 • • • • •• • • Structural Compoiattt• • Aged Help •••• Woad ConmctorS 4taragirs P. 02 Page 1 of • •• • • • • • • • •• • •• • Evaluation Repor! !roan a Product • e • 5 • Evaluation Entity: • • • • • . • • Referenced Standards from the Flr>iicla p3uldirig Code: Section Sta:n�szd • � r;5,.;r. . 19 SUBMITTAL WITH SPEG)�'Y4 N 3 . ► IGN CONCEP ACCEPTED AS NOTED : STANTIALLY C ONFORMS TO DES CONCEPT T D AND RESUBMIT —: sstiogIED Evaluatio - • �TANTIAL:Y CONFORM �O DESIGN CO �C cc� ECTED • DOES NOT CONFORM TO DESIGN CONCENTa#u� • ... .................... . QuaJaty p `` PONSIVE SUBMITTAL AS NUt ED ...... • � 1EALEO RESUBMITTAL REQUIRED '' t5 i . ''''':,�TEO FOR RECORD ONLY REVIEWED BY JC(TRC ....... ❑NOT REV limited to verifying THE FOLLOWI i s lim 9 111G 'c n � The specified is signed and Submittals SpeA'r n t and nos used the 3 . The +s signed and sealed nderstoud th made) 3. The Sp Many Engineer has No moiled �pGk of calculations wa s ^o Configuration ucto e fort n th e submitta i consistesnt or wi Structural gcwaa made). r ' ontr set forth it check not relieve the General 4. The (No detailed , Change ='i• 1�T C on e e Documents. Contract Documents a C co +:anc Manager Notations do Manage' from Construction Construction Manager The General Contractor i Construction t echniques , tractor I dreg " rmed in a safe i uvftiys all qul s� le for confirming N� * ith other trades and assuring coo tin � � and satisfactory manner. y GINEERING INC. V31 1l4$tl] TRC WORLDWi� o . r . tllod 1 f _ + Date: _ Approved Ys ti 1,1 lc Ni An, • • • • • • • • • • • • • ational Evaluation Service, Inc. 5203 Leesburg Pike, Suite 600, Falls Church, Virginia 22041 -3401 Phone: 703 /931 -2187 w.natevai.org Fax: 703/931 -6505 NATIONAL EVALUATION REPORT Report No. NER ® 532 Re- Issued June 1, 2002 Revision A July 1, 2003 DIVISION 06 — WOOD AND PLASTICS Section 06090 — Wood and Plastic Fastenings UNITED STEEL PRODUCTS COMPANY, INC. 703 ROGERS DRIVE MONTGOMERY, MN 56069 800- 328 -5934 infoaUSPconnectors.com www.USPconnectors.com Page 1 of 11 Copyright© 2003, National Evaluation Service, Inc. • • • • • •• • • REPORT HOLDER: EVALUATION SUBJECT. •••• • . . • • • INTERNATIONAL CODE COUNCIL ,d • • •• • • • • • • • • • ••.• USP LUMBER CONNECTORS liTdJ' GTt BF ,' HGA,- KCBQ, KCCQ AND KECGQ: •: • • • •••• S. • •• S. • This report is limited to the specific product and data and test reports submitted by the applicant in its application requesting this report. No independent tests were performed by the National Evaluation Service, Inc. (NES), and NES specifically does not make any warranty, either expressed or implied, as to any finding or other matter in this report or as to any product covered by this report. This disclaimer includes, but is not limited to, merchantability. This report is also subject to the limitation listed herein. • • • • • • • • • DEC 05-20U 1 k 1 u3 0 2ki FM ubr 5 I IUU1 UUNN Florida Building Code Online Page: I. - PHA NU. le f0i0ti Ud Page 9.12 '�:• reakfast Nook Han or Product Model # or Name TU1 11140 GIRDER TRUSS HANGER IPL►ER TRUSS HANGER COLUMN BASE OLUMN BASE COLUMN BASE • LUMN CAP COLUMN CAP OLU} N CAP *MOT CAP COLUMN CAP OLUMN CAP • e LUMN CAP • • • f • LUMN CAP S • S . dr_n +Al9� +�tfrhm•+°'�� ^ ,u..1;tt, 'h#n• Amu W ti ridabuilding.orpr /pr ded.aspIPT =819 • Il ifil.iiiiilni 040.∎,, IS .w r n� ag l ,5 ,4r lls: KID - if hl�fi, ?tl l F°"9I a+�+RIR•E�YSEEMm(d_ . + _„1,., totes !!44, •4 0 ' S. :""`•'Gt.79¢�''�.9CiH�B�mautilau - •. ..•• :! 4- ..Norigi?*, L.tillYlf,,,O -7C: F.i +i gli •• •••• • • • • •••• •• •• pYri9f'a and Disclaim; @2000 The State of Florida. All rights yes ®►+Ad. • • • • • •• • r. u� Page 2 of 2 . • • ••• • • •• •• • • • S. 421•lA" . ,Sp. Fh .h,, 5, - ..;1IIA'•t�;N .F i ,7 li 4. t ,. ,fif4r�{ '?I. i III 6f1fl >. 12/5/2003 Page 2 of 11 NES' Product Evaluation 2:0 PROPS EVAL I�`1f Iti 3.0 :DESpiA.- 4_1 41 81-- NATIONAL EVALU SERVICE, INN Copyright© 2003 back to the NES �iom T._ 1.0 SUBJECT USP Lumber Connectors: 1.1 HTHJ Series 1.2 GTU Series 1.3 BN Series 1.4 HGA Series 1.5 KCBQ Series 1.6 KCCQ and KECCQ Series 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Structural connection for wood construction 3.0 DESCRIPTION 3.1 Models National Evaluation Report No. NER -532 3.1.1 HTHJ Series: Truss Hip & Jack Connector Reversible are formed from 18 gauge galvanized sheet steel conforming to ASTM A 653 Structural Grade 33. The minimum yield strength is 33 ksi (227.53 MPa) and the minimum tensile strength is 45 ksi (310.26 MPa). See Figure 1 and Table 1. 3.1.2 GTU Series: Girder Hanger (Heavy) manufactured from 7 gauge hot rolled steel plate conforming to ASTM A 36. The minimum yield strength is 36 ksi (248.21 MPa) and the minimum tensile strength is 58 ksi (399.90 WA). Connector is welded with 3/16 inch (4.76 mm) fillet welds, E60XX electrode l hqure 2• •. • and Table 2. •..• • .. • .' ... • • 3.1.3 BN Series: "Breakfast Nook" hangers are fakicpe.d from No 14 gau e, • ASTM A 1011 Grade 33 Hot Rolled steel, with a minimum yield strength of Fy 8• • • • iM ksi ( 227.53 MPa) and a minimum ultimate strength F S2ksi (35&53�1Aa). T The • BN connectors are designed to connect four set of AM- trussed or other wood: ". framing members in the traditional "breakfast nook" d ration' •edr3nector • • • welded with 1/8 inch (3.18 mm) fillet welds, E60XX eleciredes. See•leure 3 antis •; • Table 3. • • • • • 3.1.4 HGA Series: HGA10 and HGAM10 Framing Angle; are fablictedfrom N,o. • 14 gauge ASTM A 653 SQ Grade 33 G60 galvanizetl. eet with a minimum Alt' • strength of Fy = 33 ksi (227.53MPa), and minimum ultimate tensile of Fu = 45 ksi (310.26 MPa). The HGA10 connectors .. are designed to connect wood - framing members together and the HGAM10 is designed to connect wood- framing members to concrete or masonry. The connectors are pre - punched for installation with 1/4 inch (6.35 mm) nominal wood screws (WS2 or WS15) manufactured by USPC or concrete /masonry screws that are provided with each connector. See Figure 4 and Table 4. 3.1.5 KCBQ Series: KCBQ Column Bases are fabricated from No. 7 gauge ASTM A653 SS Grade 33 G60 galvanized steel with a minimum yield strength of Fy = 33 ksi (227.53 MPa) and a minimum ultimate strength of Fu = 45 ksi (310.26 MPa). The column base connectors are embedded into concrete up to th base plate with minimum embedment depth and concrete cover as specified in load table. They are designed to provide support for column posts, utilizing 1/4 inch (6.35 mm) nominal diameter wood screws (WS2) manufactured by USPC. The connection consists of a strap formed into a U -shape with a solid base located between the upstanding legs. See Figure 5 and Table 5. 3.1.6 KCCQ and KECCQ Series: The KCCQ and KECCQ Column Caps are fabricated from No. 7 gauge ASTM A 570 Grade 33 hot - rolled steel with a minimum yield strength of Fy = 33 ksi (227.53 MPa) and a minimum ultimate strength of Fu = 52 ksi (358.53 MPa) and NO. 3 gauge ASTM A 36 hot rolled steel with a minimum yield strength of 36 ksi (248.21 MPa) and a minimum ultimate strength of 58 ksi (399.90 MPa). The column cap connectors are painted subsequent to fabrication. They are designed to connect column posts to beams, utilizing 1/4 inch (6.35 mm) nominal diameter wood screws (WS3) manufactured by USPC. The connection consists fo a U- shaped formed plate welded to two vertical straps with 3/16 inch (4.76 mm) fillet welds, E60XX electrodes. See Figure 6 and Table 6. Page 3 of 11 National Evaluation Report No. NER -532 - NATIONAL EVALUATION SERVICE,-INC. Copyrgh 2003 P?rouct ova 9:0 & s 2.0 PROPERTY: FORM/ EVALUATION back to °the F home page 3.2 Design The design of the connected wood members shall be submitted to and acceptable to the local code official. Tabulated design loads for the connectors are based on the lowest load obtained from comparing: • least test load that causes 1/8 inch (3.18 mm) deflection. • lowest ultimate test load with a safety factor of 3. • allowable fasteners and compression perpendicular -to -grain values in accordance with the 1997 AFPA National Design Specification® for Wood Construction, based on wood with a specific gravity of 0.55. • rational analysis for non - gravity resisting fasteners, which are not load tested. The connected wood member shall be designed for the design loads. Allowable values are for connections in wood seasoned to a moisture content of 19 percent or less and used under continuously dry conditions. For connections in wood that is unseasoned or partially seasoned, the allowable loads in this report shall be multiplied by the moisture content factor, CM, specified in the applicable building code. 4.0 INSTALLATION 4.1 General USP Lumber Connectors shall be installed in accordance with the gianutacturer's published installation instructions. The manufacturer's published. irrstallatiop Instructions and this report shall be strictly adhered to and a copy of these • • Instructions shall be available at all times on the job sife'dut!ng indAllatton. • • •• • The instructions within this report govern if there are •ar•eonflicts between the • manufacturer's published installation instructions and; hie•peport. • • • • •••• • 4.2 Design ... .:' • • Tabular load capacities are based on wood with a minlpZuj pecific gravity of 0.55 • for GTU Series and 0.50 for HTHJ Series and a mgisture,contentL,esg than 1,9 • percent. Tabulated allowable design loads are for loads of normal c#uratiorj. Adjustments to these values shall be permitted for other durations offloading, i.e. plus 15 percent for two months duration (snow), or pft?s 33percerif fc r wind 3r seismic. Tabulated allowable design loads shall be reduced 10 perccfit for design load durations longer than 10 years: The resulting allowable design load after adjustment shall not exceed the maximum design load shown in the tables. 5.0 IDENTIFICATION Each of the USP Lumber Connectors covered by this report shall be labeled with the manufacturer's name /and or trademark, series designation and this National Evaluation Service evaluation report number, NER -532. 6.0 EVIDENCE SUBMITTED 6.1 Manufacturer's descriptive literature, shop drawings, Mill order certificates from Thyssen Steel Group and Quality Control Manual, July 17, 2001. 6.2 HTHJ Series: 6.2.1 Engineering calculations for design capacities, Hughes Manufacturing, Inc., March 25, 1997, signed and sealed by Thomas F. Devening, P.E. 6.2.2 Test report under ASTM D 1761, testing conducted at . Hughes Manufacturing, Inc., March 11, 1997, witnessed by Thomas F. Devening, P.E. 6.3 GTU Series: 6.3.1 Engineering calculations for design capacities, Hughes Manufacturing, Inc., March 5, 1997, signed and sealed by Thomas F. Devening, P.E. 6.3.2 Test reports under ASTM D 1761, Crump Engineering, Inc., June 1, 1994, CE Job NO.-93183, signed and sealed by Manual R. Linares, Ill, P.E. The HSU Series connectors are covered in pages 156 -170. Page 4 of 11 NES Product Evaluation Listing 'fto SUBJECT 2.0 PROPERTY =FOR' EVALUATION is Sa 3.0. DES ` IPTtOR: LEVIDEI E a 0 CONDITIONS F NATIONAL EVALUATION SERVICE, INC c 2003_ Re- Iss ued J une 1; ,2i?2 Revisrbn lout/ 1 2603 National Evaluation Report No. NER -532 6:4 Engineering calculations and. load tables in accordance with the 1997 NDS, January 2, 2001, signed and sealed by Thomas A. Kolden, P.E. 6.5 BN Series: 6.5.1 Engineering calculations for design capacities, United Steel Products Company, May 13.2002, signed and sealed by Thomas A. Kolden, P.E. 6.5.2 Test reports under ASTM D 1761, Stork Twin City Testing Corporation, Project No. 3018 01- 30942.6, September 27, 2001, signed by Scott W. Britzius and Derrick J. Swanson, P.E. 6.6 HGA Series: 6.6.1 Engineering calculations for design capacities, United Steel Products Company, May 9, 2002, Revised November 6, 2002, signed and sealed by Thomas A. Kolden, P.E. 6.6.2 Test report under ASTM D 1761, HGA 10, Stork Twin City Testing Corporation, Project No. 3018 02- 31365.1, February 1, 2002, signed by Scott W. Britzius and Derrick J. Swanson, P.E. 6.6.3 Test report under ASTM D 1761, HGAM 10, Stork Twin City Testing Corporation, Project No. 032153, September 23, 2002, signed by Thaddeaus Hamois and John D. Lee, P.E. 6.7 KCBQ Series: 6.7.1 Engineering calculations for design capacities, United Steel Products Company, October 31, 2001, signed and sealed by Thomas A. Kolden, P.E. 6.7.2 Test reports under ASTM D 1761, Stork Twin City Testing Corporation, Project No. 18 -01 30942, September 10, 2001, signed by Scott W. Britzius and Derrick J. Swanson, P.E. . . • 6.8 KCCQ & KECCQ: • 6.8.1 Engineering calculations for design capacitie • United ° Steer Products Company, October 31, 2001, signed and seen') Thomas A. Bolden, P.0 •. • • 6.8.2 Test reports under ASTM D 1761, Stork Twiii 'CitK TestiNg•Gtsporation, Project No. 18 -01 30942.3, September 24, 2'0!3'1, signed by Scott `017: Britzius and Derrick J. Swanson, P.E. •••• • • • •• •• •••• 7.0 CONDITIONS OF USE • •• • • • • The ICC-ES Legacy Evaluation Subcommittee for thQ National Ev&ILiatorl Service • finds that the USP Lumber Connectors described in•ktie report copnplies with V" • 2000 International Building Code@ with 2002 Accumulative Supplegw rthe 2000 International Residential Code© with 2002 Accumulative Supplement, the BOCA National Building Code /1999, the 1999 Standard Building Code©, the 1997 Uniform Building Codemi, and the 1998 International One and Two Family Dwelling Code subject to the following conditions: 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by the building official, shall be submitted at the time of permit application. 7.2 Connector loads are determined in accordance with the applicable Code. The allowable loads shall not exceed those shown in the tables of this report. Loads in the tables are predicated on the use of fasteners indicated in the tables, wood with a minimum specific gravity of 0.55 for GTU Series and 0.50 for HTHJ Series and lumber moisture content less than 19 percent. The scope of this Evaluation Report is limited to use of these connectors with lumber that has not been pressure treated with chemicals such as those for fire- retardant treatment and preservative treatment. 7.3 Allowable loads in the attached tables are for connectors only. All framing members shall be designed in accordance with the requirements of their appropriate design specifications as referenced in the applicable Model Code 7.4 Loads designated as "normal" loads are permitted to be increased for duration of load in accordance with the 1997 AFPA National Design Specification® for Wood Construction up to the allowable tabulated for 115 %, 125 %, 133% and 160 %. Page 5 of 11 National Evaluation Report No. NER -532 7.5 Calculations are to be submitted at time of permit application. The individual performing such calculations shall possess the necessary credentials regarding competency and qualifications as required by the applicable Code and the professional registration laws of the state where the construction is undertaken. 7.6 This report is subject to periodic re- examination. For information on the current status of this report, consult the ICC -ES website.. GENERAL NOTES FOR ALL TABLES 1. Allowable loads shown are in pounds. Dimensions are in inches. 2. Unless noted otherwise nails are common wire nails of the penny weight noted in the tables. Nails shall comply with Federal Specification FF- N -105B and shall have the following minimum bending yield strengths, Fy 8d, D = 0.131 in., F = 100,000 psi 10d, D = 0.148 in., F = 90,000 psi 16d, D = 0.162 in., F = 90,000 psi 3. Bolts are ASTM A 307. 4. Wood screws WS3 and WS15 are 114 inch nominal screws manufactured by USPC. 5. Loads designated as "Normal" shall be permitted to be increased for duration of load under the NDS up to the allowable load tabulated for 115 %, 125 %, 133% and 160 %. . 6. "Uplift" loads have been increased 1.33 and 1.60 for wind load and no further increases are permitted. 7. Allowable loads noted in the Design Tables are for fasteners only. All framing members shall be designedDirraocordance with the requirements of their appropriate design specifications as referenced In the Code.: .'. • 8. capacities in the Design Tables are valid for Douglas Fire with a Specific Gravity of GA 0.50 for SIT sei i s except • • the GTU Series uses Southern Pine with a Specific Gravity of G = 0.55 for GTU. If the WM:e brs ark used on loser • grades or other types of wood than those specified in this report, load capacities shall be verfffect by tests ortalculatic�ys,..; by a registered engineer. •••• • • • • Beams or headers supporting joists shall have the following minimum widths based on nal suss attactng The hang ®r€ • • to the beams or headers: • • Nail Size of Beam or Header width ••.••• • • 8d 1.57 inches • " "• 10d 1.78 inches '••• • • 16d 1.94 inches • • • • . • •• • 10. Nails completely penetrating 2x joists or rafters shall be clinched downward.... 11. The connectors have not been evaluated for simultaneous loading conditions. 12. Concrete shall be normal weight having a minimum compressive strength of 2,.500 psi 13. SI Units conversions: 1 in. = 25.4 mm, 1 lbf = 4.5 N 14. A review of the dimensions shown in the Tables and Figures is outside the scope of this Evaluation Report. • • • • Stock No. Hanger Dimensions Fastener Schedule Allowable Loads (lbs.) Steal Ga. W (In.) H (In.) D (In.) Header Jack Truss Hip Truss Fa = 480 psi F = 625 psi Uplift Jack Uplift Hip Qty Type Qty Type Qty Type 100% 115% 125% 100% 115% 125% 133% 180% 133% 160% HTHJ24 -18 HTHJ26 -18 18 18 5-7/8 5-7/8 " -I ta ul 10 16 10d 16d I "1 10d 16d k -I 10d led 1120 2145 1290 2465 1400 2680 1120 2145 1290 2485 1400 2880 545 965 545 1080 325 690 p.i. Page 6 of 11 FORSI: 1 inch a25.4 nun, 1 Ibf ■4,45 paI=6 Table 1 - HTHJ Series Figure 1 - HTHJ Hip /Jack Connectors National Evaluation Report No. NER -532 • • • • • • • •• • •• • • • • • • • • • • •. • • ••. • • • •• • • • • • • • • • • - • • • • • • •.•- • - •••- • • •. -. .• • • • • • • • • •e • •• • • • • • • Stock No. Minimum Vertical Steel Ga. Dimensions (in.) Fastener Schedule Allowable Loads (lbs.) W r W2 H D Supporting Supported Member 2 Direct Load Uplift Load Size Member' Qty Bolt Qty Nail 100% 115% 125% 100% 133% 160% GTU40 2 x 6 3 1/4 5 1/2 .22 1/2 3/4 3/4 3 7110 7110 7110 6250 6250 6250 GTU80 2 x 6 h 47/8 51/2 - 25 1/2 CD CO. 3/4 N 3/4 03 9245 10630 10665 6410 8545 10000 GTU100 2 x 8 7 8 251/2 3/4 3/4 9240 10825 10885 6410 8545 10000 Page 7 of 11 Table 2 - GTU Series FORSI: 1 nch =254 mm, 1lbf =4.45N,1 psi = 6.89kPa 1 The Supporting Member is defined as the vertically aligned Southern Yellow Pine Lumber (G=0.55) nominal 2 x 6 (2 x 8 for HSU100) web of a minimum two-ply plated -wood truss. 2 The supported member shall be so constructed as to have a vertically aligned Southern Yellow Pine (G=0.55) member for the two bolts to pass through with a minimum 1-1/2 Inch edge and 5-1/4 Inch end distance. 3 This series was previously listed as HSU. Figure 2 - GTU High Uplift Girder Truss Hangers National Evaluation Report No. NER -532 • • • • • •• • • • •• • • • • • •• • • • • • • •• •• • • • - • •••• • • •••• Z •• •• •• •••• • •• • • • • • • •••• • • • • •••• • • • • , S •• •• • • • • • • •• • Stock No. Steel Ga. Dimensions (in.) Fastener Schedule Allowable Loads (lbs.) H L Header Joist P = 460 psi F. = 625 psi Uplift' Top Type Qty' Type 100% 115% 125% 100% 115% 125% 133% 160% BN264 BN284 14 14 + 20 10d co co 10d :x t1 /2 10dx 1 1/2 2315 '2315 2660 2660 2890 2890 2315 2315 2660 2660 2890 2890 645 645 645 645 Page 8 of 11 Table 3 - BN Series FOR SI: 1 Inch =28.4 mm, 1 lbf = 4.45 N, 1 psi = 8.89 kPa 1. The BN hanger supports our members simultaneously. Each member shall be 1 -1/2 Inches wide. 2. A 10d x 1 1/2 nail is 0.148 inch diameter by 1 1/2 inches long. A 10d nail Is 0.148 inch diameter by 3 inches long. 3. Two nails are installed in each of four members for a total of eight 4. Allowable loads are distributed equally (within 10%) among the four suppdrted members. 5. The maximum uplift on any member shall not exceed 175 pounds, and the sum of all four members shall not exceed the load depicted. 1/2 I '7 1/ •••• • • • • • ••••• • • • • • •••• • •• ••• • •••• • • • • • • • • • • •••• • • •••• • • • • • • •• • •• • • • • • • • •• • Field adjustable nailing tabs with oversized festering holes for slant nailig 45•j 1 National Evaluation Report No. NER -532 • • • • • • • •• • • • • • • • •• • Stem tivadar 8; ca Fastener arhediiitc Avowable Leada ,ths.! Header Joist Fl y F3 Liptt(t® *Y TyFe rip Type 100% 13<i 189% 10V/34 133% 1611 1100r 111/i 180% 10.% 1213• T3o% Himgt 14 4 ii , 43 4: ali 1025 020 _ 1V31 ¶215 -16 a l is 835 83 . 83L; •0 12136 Ica Hilfda110 14 4 4 W15 1825 1355 1 1575 1675 *475 985 1310' 1580 895 895 8 Page 9 of 11 ford: tl Inc = 26 . 4 Tint ,. fitbP = 4 . 44 N,f}st =88 " Porter. Faaterwte 2:14' I( 1. 1,4' WaaaagaaaIt ter - Hi3:t 8 1C .11w.. :asinesr are neu3aa v°tcn the da es • M3 arcl W515 ref k 1.1SP Leber Da7mectors' 'x' .aee,•'ha1 vela" rraminal nigneirr by 3° at 1 li'V is -ig. 'hc: a acre r.. arm wweideo win Ili p't i. Aii "ar12rtcr: 4 3I te- ftWec w efret CrrpYares SY tan' mstallali n mran..'aart rerG•ildaa wi t the I4:14..mnnc _ICr. 1 Fie.. 1.11ulgF I,' r1, 5"ie1'ta1+pei:tiill•4 . 4 Los n F2 drer_Iirn n L-nr_a f ae ccvrmeeatan persiz to grain of 493 as. 5 I.em3s nel.da a 231!:`4 ar v'g`.ro net 3sc'ar .view earrr■c 1220 ccerdG>a Flo '.trtt'. r tttcraase shalt za pornagcd. k T4GI_ 4 - FICA Fren ng Angle National Evaluation Report No, NER -532 ' "2r HGAM1Q • • • •• • ti.. • • • • •3 •••• • • • • •• • • • • •••• .• • •• • • •• • • • • •• • • • • • • • • • • • • • • • • •• • • • • • • • • • Stock Sleet .3a Dimensions On-) No. of - U;5P 1t 2' AI1rm able Loaft 1 :rt } = Uprr[ No. Strap, Base. W1 VC H L Wood Screws -133% 1003 KCBQ41 3 9115 3 1d2 : 8 5i8 nr c� Cot 12 5010 5535 KCBQ4t3 o�. M 3 8.116 5 1F2 5'5 8 12 5010 5535 KC 8066 5 1.2 _ 51.2 ft 518 12 5010 5535 Page 10 of 11 Table. 5 - KC•8•0 Series. For SI: 1 �rdeh 25.4 anan, 1 B6I = 4.45 A7 ps1= 6.133 k 'a 1 The W82 Wood ` coos ere 2 inches long and 0..2.59 inch Ks. diameter 2 Uolih loads Pave teen increased 33 113% and n3% rear wind or seismic Brads No Purser increase sha be permitted. See the applicable ccze for the amount of increase Rermitted. 3 The KC ISQ shall Os embedded 8 iris into concrete The minimum side cagier three inches I, T e KC3Q hr:, zero .nostril capacity. and Shall not he used in fixed alii.Cations National Evaluation Report No. NER -532 •••• • • • • •••• • • II, _ ••• • • • • ••• • • • • •••• • • y r • •••• • • • • • • • Akt- • • • • • • • •• • •• • • • • • • • •• • • • • • s • ••1•• • • Smelt Number Wood Members Steel Ga. Connector Dimensions (in.) No. of USP 1h3 Wood Screen' Allowable Loads 065.1' Beam Skim Post Wimp W. W, H, H, L Bearing' Uplift' KCCO KECCO KCCQ Beam KECCQ Beam Post Fr.. =580 pet F • 825 psi 133% 168& KCCQ KECCQ KCCQ KECCO KCCQ KECCQ KCCO KECCQ KCCO32S -4 3 181 3 1/2 31/4 8 1/2 11 71/2 16 18 ' 14 18250 13125 21485 14850 5955 5955 83ma8333 7050 KCCO325 -a 31/8 512 31/4 812 11 71/2 18 16 14 19250 13125 21485 14650 5955 5955 7080 KCC044 3 1/2 3 12 35/8 8 1/2' 7 ' 5 1/2 14 , 12 14 - 13720 10780 15315 12030 5955 5105 6125 KCC048 3 12 5 12 3 518 8 1/2 11 - 8 12 16 16 14 21580 15680 24085 18595 5855 5955 7060 KCCO525-4 51/8 312 51/4 a 0 812 13 912 - 16 18 . 14 • 97310 27285 41540 30430 5956 5955 7060 KCC08254 5 181 5 12 51/4 812 13 812 15 18 14 37310 27265 41640 30430 5855 5855 7060 KCCO525 -8 51/8 7 12 51/4 812 13 912 18 18 14 37310 27285 41840 30430 5955 5955 7080 KCC066 5 1/2 5 12 5 1/2 8 12 ' 11 7 12 18 18 14 33860 23100 37815 26760 5955 5955 7080 Page 11 of 11 Table 8 KCCO 8 KECCO Sees FOR SI: 1 inch• 25.4 mm, 11bf• 4.45N, 1 p •6.89kPa I The WSS Wood Sawn as 31ndwo long and 0.292 Inch m diameter 2 Owing loads we for FC1 • 560 psi and 625 ph on bon beam. No income tar cturacin al mad Is permitted. The load Mobs adjusted hc llhlr patpendiodar .td -grab, val es in arrmda ce with me eppNmbla WO. Seeing on the top of the Post shail elan be checked. The beating ants ea the penis %Moss Oro 0900069 1 width or W,, whichever a lower. NO b0nfnbrmon tram me wood saewa Is ooneideted ton bearing. 3 Bean shear and the tension or buckling Crimplth d a• post dad be checked. 4 Upeh loads am inamaed 33 113% end 60% lbw wind or aeimNoloade. No tteaermaeaue some be per. Sea meapp8a0le Cate for the amount at increase moaned. National Evaluation Report No. NER -532 • • • • • •• • • •••• • • •••• • • • • • • •• • • • • • • • •• •••u.a • • • • • • ••1• WT 55 ••••• • •• • • ' 411 . Stott `.No. Ref. No. Description Finish'. Wire Gauge Nail Diameter Length NA11 N8 8d x 1 -1/2 HDG -- 0.131 1 -1/2 — — — — 8d Common Bright 10 -1/4 ga. 0.131 2 -1/2 NA9D N10 10d x 1 -1/2 HDG — — " 0.148 1 -1/2 — — — — 10d Common Bright 9 ga: 0.148 3 — — — — 16d Sinker Bright 9 ga. 0.148 3 -1/4 NA16D N16 16d x 2 -1/2 HDG -- — 0.162 2 -1/2 — — — — 16d Common Bright 8 ga. 0.162 3 -1/2 USP Stock No. Ref. No. Description Finish' Dimensions L SH T WS3 SDS1 /4x3 1/4" x 3" Wood Screw Zinc 3" 3/4° 2 -1/4" IJ P Lumber Connectors A GIBRALTAR COMPANY • General Notes This installation guide lists the most common USP prated truss installations. Refer to USP's current Full Line Catalog for detailed hanger information and additional installation options. Consult the plated truss fabricator for information concerning the use of their products. USP Lumber Connectors TM does not express, and will not accept, responsibility for any wood component including, but not limited to, bearing blocks and backing blocks. Use proper safety equipment during connector installations. Always wear gloves when handling connectors. The type and quantity of fasteners used to install USP products is critical to connector performance. To achieve the allowable loads, install - with the fasteners specified. D.iti aolt:holes a minimum of 11332oand a maximum of 1asolarger. than -he:diameter of the bolt to be installed (per the 1997 NDS®, Sedion 8.1.2.1). Nails 1) HDG = Hot -Dip Galvanized; Bright = No Finish Wood Screw 1) Zinc= Yellow zinc dichromate. Refer to USP Technical Bulletin, USP838 -013 — WS Series Wood Screw Applications, for information on Joining 2, 3, or 4 Ply Wood Trusses. San Francisco Office _ann_927.nd7n Plated Truss Installation Guide Washers should always be used under the head of a bolt or nut when not in contact with the connector, unless noted otherwise. It is permissible to use nail guns to install connectors, provided the specified nails are installed through prepunched nail holes and all nail holes are filled. Refer to USP Technical Bulletins; USP829 -011 — Haisteel, USP812 - 012 — Paslode, and USP814 -011 — Senco, for specific instructions. USP recommends the use of nail guns featuring hole - locating mechanisms. Caution: Always follow nail gun manufacturer's safety guidelines. Joists installed in hangers shall bear fully on the connector seat and shall be cut to fit against the header with a gap no greater than I iao between the joist end and header face • • • Multiple ply members must be fastellerd'sdurely together to act as one unit • • • 3 /8 . •••• NA16D NA!D NA USP name Screw length LISP supplies quality products for building Stronger Safer Structures Minneapolis Corporate Office 1.800- 328 -5934 •• •• • • •• • • SH • • • •••• • •••• • • • • •• • Codes: ICBO 5634, L.A. City RR 25433 •• • Serrations Beveled Reamer Cut Threads Self - Drilling Point Tampa Office 1- 800 -443 -6442 • • • • • • • • •• • • Carried Member USP Stock No. Ref., No. Fastener Schedule Carrying Member Carried Member Header Top Face Truss Maximum Nailing' 1 Ply MSH418 THA418 — - (18) 10d (6) 10d MSH422 THA422 — — (22). (6) 10d MSH422IF THAC422 — — (22) 10d (4) 10d 2 Ply MSH422 -2 THA422 -2 — — (26) 16d (6) 16d MSH422 -2IF THAC422 -2 — — (26) 16d (6) 16d Minimum Nailing g,?( MSH418 THA418 (4) 10d (2) 10d (6) 10d MSH422 THA422 (4) 10d (2) 10d (6) 10d MSH422IF THAC422 (4) 10d (2) 10d (4) 10d MSH426 THA426 (4) 16d (2) 16d (6) 16d 2134y MSH422 -2 THA422 -2 (4) 16d (4) 16d (6) 16d MSH422 -2IF THAC422 -2 (4) 16d (4) 16d (6)16d USP Stock No. Ref. No. Fastener Schedule Carrying Member Carried Member Header Truss HUS410 HUS410 (8) 16d (8) 16d THD410 HHUS41O (38) 16d (20) 10d MSH series Adjustable Strap Hangers 1)11axiimum Naiiinq - All face nails must be used. Double shear nailing required through the truss into header for applicable models. 2) Minimum Nailing - The hanger is installed in a top mount condition with at least the top two header face nail holes filled, and four top flange nail holes filled. Drive double shear nails in straight. HUS410 & THD410 Hangers n ..... -J I Drive bend line nails into header at 45 °. Some model designs may vary from illustrations shown Bend line nailing MSH422 Patented dimple allows 45 nailing Codes: NER 478 NER 608 ICBO 5684 ICBO 5441 L.A. City RR 25361 L.A. City RR 25283 Codes: NER 530 ICBO 5700 L.A. City RR 25337 Patents: #5,217,317 • Typical MS1j4! installation Top Mippt,MinirOulh.• • • DoiAls shear r+,aikdesign • features :ewer pails faster • VIStelation. • •• • HUS410 TF4f1410 Patents: #5.217.317 • • • • • • • ••••• • • Wall Width USP Stock No. •••: Ref.Nb Fastener Schedule Fastener Scheduler Wall USP STC24 Joist Plate 10d : Width Stock No. Ref. No. Thickness . Top Sides Truss TC2 :: (5) 101 10d _. 2 -7/8" or less (4) 10d (8) 10d (20) 10dx1 -1/2 2 x 4 SBP4 TBE4 3" or more (4) 10d (8) 10d (20) 10d 2 -7/8" or less (4) 10d (8) 10d (28) 10dx1 -1/2 2 x 6 SBP6 TBE6 3" or more (4) 10d (8) 10d (28) 10d Wall Width USP Stock No. •••: Ref.Nb Fastener Schedule • Trusg ; 2 x 4 STC24 T C c 4 „ • (5)10%,„,(6) 10d : 2 x 6 STC26 T426` • ` (5)10`d• • • •(t) 10d • ■ 2 x 8 STC28 TC2 :: (5) 101 10d _. USP Stock No. Ref. No. Fastener Schedule Truss Plate TR1 STC (1) 8d (2) 8d TR2 DTC (2) 8d (4) 8d Typical TR2 installation Typical STC24 installation Typical SBP4 inctallatinn Codes: NER 530 , ICBO 5700 L.A. City RR 25337 TR2 (TR1 similar) STC24 TR series Roof Truss Ties 1 slots allow for truss float. Do Not fully seat nails into truss when installing. Locate nails into the center of slots. STC series Scissors.jrusf.:Glips•::• Codes: NER 564 ICBO 3613 L.A. City RR 25307 1) 16d sinkers (9 gauge 3.144” long)`riaybe used. • where 10d commons are speced.••.•. • • •• • 1 slots allow for truss float. Do Not fully seat nails into truss when installing. Locate nails into the center of slots. SBP series Supplementary Bearing Plates 1) Fastener Schedule is for a pair of SBP devices. 2) 10d x 1 -1/2 nails are 9 gauge (0,148" diameter) x 1 -1/2" long. 3) 16d sinkers (9 gauge x 3-114" long) may be used where 10d commons are specified. 4) Multiple ply trusses shall be fastened together to act as a single unit. • • •.• • • ••• •••• • Carried Member USP Stock No. Ref. No. Fastener Schedule' Minimum Vertical Member Ref. No. Carrying Member Carried Member Bolts Nails 2 Ply GT2T2B THG2A (2) 3/4 (12) 16d 2 x 6 GT2T2BH — — (2) 1 (12) 16d 2 x 6 GT2T3B — — (3) 3/4 (12) 16d 2 x 6 GT2T4B THGB2 (4) 3/4 (12) 16d 2 x 8 GT2T6B — — (6) 3/4 (12) 16d 2 x 8 GT2T8B - THGBH2 (8) 3/4 (12) 16d 2 x 8 3 Ply GT3T3B THG3A (3) 3/4 (12) 16d 2 x 6 GT3T3BH -- (3) ..1 . (12) 16d ••2 :» 6 GT3T4B THGB3 (4) 3/4 '.41 :6d .. 2.x 8 • • GT3T4BH — (4)1 •.2'}.'16d • r'x 8. GT3T6B — — (6) 3/4 : /VP 6d • 2 8 GT3T8B THGBH3 THGB4 (8) 3 1 4 (4) 3/4 ' • 41o24 7 :: m :1 6d : ' 8 i •::2 K 8 4 Ply GT4T4B GT4T4BH THG4A (4) 1 1 4.412.16d 2 x 8 GT4T6B — — (6) 314 • (12)'16d . • • 2% 8 GT4T6BH (6) 1 :,4 . 4:16d '„ 2 :x 8 GT4T8B THGBH4 (8) 3/4 (12) 16d .... 8 5 Ply GT5T8BH -- — (8) 1 (12) 16d 2 x 8 Carried Member USP Stock No. Ref. No. Fastener Schedule' Minimum Vertical Member Carrying Member Carried Member Wood Screws Wood Screws 2 Ply HSUS4016 — — (22) WS3 (16) WS3 2 x 6 3 Ply . HSUS8016 - - (28) WS3 (24) WS3 2 x 8 4 Ply HSUS10016 — — , (28) WS3 (24) WS3 . 2 x 10 j rpical"GT2T4B inste.Ilation GT2T4B Codes: NER 530 iCBO 5700 L.A. City RR 25337 HSUS series High Uplift Girder Truss Hangers Typical HSUS4016 inctallatinn GT series Girder Truss Hangers 1) Bolts shall conform to ASTM A 307 Grade A or better. 1) WS3 Wood Screws are 1/4" dia. x 3" long and are included with the HSUS hangers. Hcl Icd111 R • • • • • • • • • • e Carried Member USP Stock No. Ref. No. Fastener Schedule Carrying Member Carried Member Header Truss 1 Ply JUS24 LUS24 (4) 10d (2) 10d JUS26 LUS26 (4) 10d (4) 10d JUS28 LUS28 (6) 10d (4) 10d JUS210 LUS210 (8) 10d (4) 10d THD26 HUS26 (18) 16d (12) 10d x 1 -1/2 THD28 HUS28 (28) 16d (16) 10d x 1 -1/2 THD210 HUS210 (38) 16d (20) 10d x 1 -1/2 2 Ply Y THD26 -2 HHUS26 -2 _ (18)164 ... (12)10d" THD28 -2 ' HHUS28-2 (28) 16d (16) - 10d THD210 -2 HHUS210 -2 (38) 16d (20) 10d THDH26 -2 HGUS26 -2 (20) 16d (8) 16d THDH28 -2 HGUS28 -2 (36) 16d (10) 16d THDH210 -2 HGUS210 -2 (46) 16d (12) 16d 3 Ply THDH26 -3 HGUS26 -3 (20) 16d (8) 16d - THDH28 -3 HGUS28 -3 (36) 16d (10) 16d. THDH210 -3 HGUS210 -3 (46) 16d (12) 16d JUS, THD, & THDH Hangers 1) 16d sinkers (9 gauge x 3-1/4" long) may be used where 10d commons are specified. 2) 10d x 1 -1/2 nails are 9 gauge (0.148" diameter) by 1 -1/2" long. f ive ? the nails: ° =into header at 45 ° . ., Some model designs may very from illustration Shown ©Copyright 2002 United Steel Products Company Codes: NER 478 NER 608 ICBO 5356 ICBO 5441 ICBO 5684 L.A. City RR 25283 L.A. City RR 25327 L.A. City RR 25361 Dade County, FL 01- 0327.04 Drive joist nails into header at 45 °. Patented dimple allows 45° nailing THDH26 -2 Patents: #5,217,317 Some model designs may vary from illustration shown Typical JUS26 installation • .. • ••'Qouble • Stiear nail 1 • atures •• m fewer nails and faster installation. • • JUS28 Patents: #5,217,317 USP844 -021 • • • • • • • • ... • Carried Member USP Stock No. Ref. No. Fastener Schedule Carrying Member Carried Member Header Truss 1 Ply SKH24UR SUR/L24 _ (4) 16d (4) 10d x 1 -1/2 SKH26UR SUR/L26 (6)16d (6) 10d x 1 -1/2 SKH281../R — — (10) 16d (8) 10d x 1 -1/2 SKH210L/R SUR/L210 (14) 16d (10) 10d x 1 -1/2 2 Ply SKHH26UR -2 HSUR/L26 -2 (12) 16d (4) .16d x 2 -1/2 SKHH210UR -2 HSUR/L210 -2 (20) 16d (6) 16d x 2 -1/2 USP Stock No. Ref. No. Fastener Schedule'' Each End SNP3 Carrying Member Carried USP Header , Member Stock No. Ref. No. Top I Face Truss Maximum Nailing — — 1 1 (18) 10d (4) 10d MSH29 THA29 Minimum Nailing' (4) 10d I (2) 10d (4) 10d x 1 -1/2 USP Stock No. Ref. No. Fastener Schedule Each End SNP3 — — (6) 8d @Copyright 2002 United Steel Products Company Bend angle only once MSH29 Adjustable Strap Hanger 1) 10d x 1 -1/2 nails are 9 gauge (0.148" diameter) by 1-1/2" long. 2) 16d sinkers (9 gauge x 3 -1/4" long) may be used where 10d commons are specified. 3) Maximum, Nailina - All face nails must be used. Double shear naig required through the truss into header. 4) Minimum;, Nailing - The hanger is installed in a top mount condition. with at least the top two header face nail holes filled, and lour top flange nail holes filled: Drive double shear nails in straight. 1) 10d x 1 -1/2 nails are 9 gauge (0.148" diameter) by 1 -1/2" long. 2) 16d x 2 -1/2 nails are 8 gauge (0.162" diameter) by 2 -1/2" long. SNP3 Skewed Nail Plate Codes: ICBO 5764 SBCCI 2042 BOCA 99 -62 Codes: NER 530 ICBO 5700 L.A. City RR 25337 Patents: #5,217,317 outbl "Orr-Oft- esgr 'Wes i ewer=riails Waster installation. SKH SKHH series . Skewed 45° Hangers.;: Codes: NER 478 • • • • • ICBO 5684 •• L.A. City RR 25283 Dade County, FL 01- 0327.04 Right skew 3 Typical combination MSH29 installation F & d dimple alb • naOgg. •••• • Slant nailing •.WISH29 •••. SKHH21 OR -2 SKH similar • Left skew Supporting Truss 3 60° Max. Supported Truss_ USP844-021 • • • • • • • • • •••• • •••• USP Stock No. Ref. No. Fastener Schedule' Carrying Member Carried Member per Hip per Jack HJC26 — — (16) 16d (5) 10d (7) 10d HJC28 — — (20) 16d (6) 10d (8) 10d- HTHJ24-18 — — (10) 10d (5) 10d (3) 10d HTHJ26 -18 LTHJR/L (16) 16d (7) 16d (5) 16d HHC26 — — (20) 16d (5) 10d — — HHC28 — — (24) 16d (6) 10d — — HJHC26 MTHM (20) 16d (5) 10d (2) 10d HJHC28' — - (24) 16d (6) 10d (2) 10d Typical HJC28 installation HTHJ26 -18 HJC28 45° 45 Typical HJHC installation top view CO Copyright 2002 United Steel Products Company HHC, HJC, HJHC, & HTHJ series Codes: NER 532 NER 564 ICBO 3613 L.A. City RR 25307 Dade County, FL 01- 0327.04 HJHC28 1) 16d sinkers (9 gauge x 3-114° long) may be used whale 10d commons are specified. . • •• • HHC26 45° • • • • • • • . •• • •• • • • • • s• ••••. .' • S. • Typical HJC /HTHJ installation top view • • Typical HHC installation top view USP844 -021 • • • • • Rise I Run (Inches) Vertical Web Upset (inches) 1/12 '4.'21c 2x4 :614. ;. 6 •.112. • • "' :21( 4 • 5I6' 2/12 • ,,,,Z x 6 .15111 '•••Q x 4 •78 " 3/12 ..• •• .. 6 .1 ... •...2x4 1 -3116 4/12 • 112:3( 6 .1!1/8. 5112 � � .2:( 4 -.1:11.2 2 x 6 . i4671 2x4 1 -3/4 6/12 2 x 6 2 -3/4 2x4 2 -1/16 7/12 2x6 3 -1/4 2 x 4 2 -3/8 8/12 2 x 6 3 -11/16 2 x 4 2 -5/8 9/12 2x6 4 -118 2x4 2 -15/16 10/12 2x6 4 -5/8 2 x 4 3 -1/4 11/12 2 x 6 5 -1/16 2 x 4 3 -1/2 12/12 2 x 6 5-1/2 Panel point installation Connection with face mount hanger attaching to a truss panel point. Filler block installation Wood filler blocking used for supported member width less than hanger width. (Blocking to be designed by truss designer or engineer of record.) CICopyright 2002 United Steel Products Company Backer block installation Wood blocking used to achieve full design load value of a face mount hanger attached to a carrying member. (Blocking to be designed by truss designer or engineer of record) General Blocking Notes • Wood blocking should be of similar size /grade as the truss member to which it is attached. • The blocking should be designed to act as one unit with truss members. • Truss designer shall approve' blocking size /grade, fasteners required, and application. • All fasteners used to attach wood blocking should be independent of the fasteners in the truss hanger. 2, PIx Glider' set �.� sses demonstrates of end vertical upset'to :allow ort die: use of non sloped l anger "s Upset 0 l3ise /Run x'(Web + Setback) This procedure will work with common standard hangers as well as terminal hangers such as USP's HJC, HHC, and HJHC series. Designer should review the D- dimension on the hanger to confirm the flat area on the vertical is sufficient for full bearing. Truss designer shall be :responsible: for all truss design issues, including but riot limited to plate shear and truss bearing rttsses USPB44-021 • • • • • ...... • • • • • • • • • Florida Building Code ° 1 ,5i l4?IW Oy User: Public User - Not Associated with Organization - Application #: Date Submitted: Product Manufacturer: Address/Phone /email: Technical Representative: Technical Representative Address/Phone /email: Category: Subcategory: Evaluation Method: Referenced S Evaluation En Quality Ass Validation Enti Date Validated: Authorized Signa Evaluation/Test R Installation Docu FL815 10/30/2003 United Steel Products Company 703 Rogers Drive Montgomery, MN 56069 Robert Lutz, P.E. 11910 62nd Street North Largo, Fl 33773 (800) 443-6442 - rlutz@uspconnectors.com Structural Components Wood Connectors Anchors • • • . • • • Evaluation Report rppa Prodttt'.. • Evaluation Entity • NGIN • • I• • • nll��ii9H i �d> p IA�i'r E • • U irEfl y : r . Z NO • ed to verifying THE FOLLOWING S naveRl?� ern •• • IN� 1NCI• 8 df •••• •• • • • • • S. • 3tmit 1. The specified Structural the elt:M Specialty E used the . Submittal is signed and seated by tec design intent and has made) tal Engines' has understood all ns was . specified Spec tY g ng,st9 Qhe St ma specfi n structural set forth (' " ,�i,AW a. The configuration set forth in the hec'it"ar tlg+ates or dimensions was made). General c and cm not relieve the Ge Contract Documents (No detailed Change Order m p a ndce with Contract Documental motia t do not constitute a Contractor I Construction Manager lW oiit7Coniractor i Construction Manager regulations The dons, fabrication techniques. is solely codes and reg all $u riles v�s� is p sate responsible performed in a eEi is solely Warble for other trades . rig work with otdes and assuring t` ' manner. nts Uplo. •ed: TRC WORL.DW le ; 4 m By: ua+e. — P IUSUB S T AANTIAL Y CONFORMS TO DESIGN L EPTASTN p sues X14 41EV DESIGN GUNG .•. ' :UNRESPONSIVE SUBMITTAL AS N R 1 RE D p SIGNED & SEALED RESUBMITTAL attonal T REVIEWED By JCJTRC httP : / /www.floridabuilding.org/pr /pr detl.asp7IPT= 815 &fin= ROSrch Need Help ? Page 1 of 2 _ OTED �� p DOES NOT CONFORM TO AN s ' 311 U40T r .1 19133eC • • • • FOA REC ONL 2/17/2004 • • 1 • Natio al Evaluatio Se ce I e c 5203 Leesburg Pike, Suite 600, Falls Church, Virginia 22041 -3401 Phone: 703 /931 -2187 www.nateval.orq Fax: 703/931 -6505 T AL EVALJAT1 N REPORT Rep art NOD NER478 Re- Issued January 1, 2003 DIVISION 06 — WOOD AND PLASTICS Section 06090 — Wood and Plastic Fastenings UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE MONTGOMERY, MN 56069 'NNWW. USPCONNECTORS.COM REPORT HOLDER: EVALUATION SUBJECT: JOIST HANGERS, TRUSS HANGERS, ADJUSTABLE RAFTER CONNECTORS AND SELF - ADJUSTING BEARING CLIPS Page 1 of 29 Copyright 2003, National Evaluation Service, Inc. • .. .. • .. • •. • • .. • • .... • • • • . • • • INTERNATIONAL CODE COUNCIL,. .. .. • • .. .. • .. • • .. • • • • . • • • .. • .. • • .. This report is limited to the specific product and data and test reports submitted by the applicant in its application requesting this report. No independent tests were performed by the National Evaluation Service, Inc. (NES), and NES specifically does not make any warranty, either expressed or implied, as to arty finding or other matter in this report or as to any product covered by this report. This disclaimer includes, but is not limited to, merchantability. This report is also subject to the limitation listed herein. • • • • • • • • • • • • • • Page 2 of 29 T1O ►L 1(AJ_UA'� °_RViCE, iN( era 6p.Yr lght o 200 .SUBJE DENTIFICATI DITmONS Old - U eissued January 1, 2003 back to the NES home page 1.0 SUBJECT USP Lumber Connectors®: 1.1 THF Face Mount Hangers 1.2 HD Face Mount Hangers 1.3 THO Top Mount Hangers 1.4 HHDO Top Mount Hangers 1.5 HDO Top Mount Hangers 1.6 THD Face Mount Truss Hangers 1.7 SKH Skewed Hangers 1.8 TMU Adjustable Rafter Connectors 1.9 IMP Self - adjusting Bearing Clips National Evaluation Report No. NER -478 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Structural connectors for wood construction. 3.0 DESCRIPTION 3.1 GENERAL The USP Lumber Connectors described in this report are formed from sheet metal into various configurations for use in connecting wood members together. 3.2 MATERIALS 3.2.1 Wood: The wood elements shall have dimensions consistent with the hanger dimension stated in Tables 1 through 11. The allowable design values are based on lumber having a specific gravity of 0.5, such as Douglas Fir - Larch, with moisture content not exceeding 19 percent. The following specifies the minimum width of the supporting wood element depending on the connector series, and the nail size when sppplflErt THF, 1% inches (44 mm); HD 1 inches (49 mm); THO 1% inches (44 mm) for 10d 'Malin • and 1 inches (49 mm) for 16d nails; HHDO 2%e.liiches (60•mdnp, J-IDO 1 inches (49 mm); THD 1 inches (49 mm); SKH 1%.1saaes (44 nimi for 10d tmtiS• • and 1 inches (49 mm) for 16d nails; TMU 13/4 iracahss►. • •••• . . • • 3.2.2 Steel: The THO15950, THO15118, THO1795dandTHO171 THD28 -? • . THD 210-2, THD48, THD410, and THD412 conneotais are fabricated from • a o� galvanized steel complying with ASTM A 653 CS with oeIing designation of SW • a minimum yield of 28,000 psi (193 MPa) and a minimum tensile strength of 38,000 psi (262 MPa). All other fasteners listed herein are fabricated from gelvepized etttt • • complying with ASTM A 653 SS Grade 33 with a (Dating designation of Gat a.: minimum yield strength of 33,000 psi (228 MPa) and'aminanum tensile ftrength of • 45,000 psi (310 MPa). Minimum material thickness for No. 12 gaugeeis0.0994 inch (2.5 mm), for 14 gauge is 0.0705 inch (1.8 mm), for 16 gauge is 0.0575 inch (1.5 mm) and for 18 gauge is 0.0466 inch (1.2 mm). 3.2.3 Fasteners: Common wire nails conform to FF- N -105B except that the NA2OD nail is a 2%2 inch (64 mm) long 20d nail, the 10d x 11/2 nail is a 10d nail that is 11/2 inches (38 mm) long, and the 8d x 1 nails is a 8d nail that is 1 inches (38 mm) long. The 8d x 1 nail shall have a bending yield strength of 100,000 psi (690 MPa). The 10d, 16d, and 10d x 1 nails shall have a bending yield strength of 90,000 psi (621 MPa). The 20d and NA2OD nail shall have a bending yield strength of 80,000 psi (552 MPa). 3.3 CONNECTORS 3.3.1 THF Face Mount Hangers: THF series joist hangers are U- shaped connectors used to support I joists and laminated veneer lumber (LVL) members of various widths from 1 to 5% inches (38 to 133 mm). The minimum width of the Page 3 of 29 NATIONAL EVALU SERVICE, :INC. Copyright© 2003 NES Product Evaluation Listing 1.0 SUBJECT 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT . • 4. INSTALLATI EVIDENCE SUBMITT 3.0 DESCRIPTIO Reissued January 1, _2003 back to the NES home page National Evaluation Report No. NER -478 supporting wood member is 1 inches (44 mm). THE hangers have 2 and 2% inch (51 and 64 mm) deep seats with widths varying from 1% to 5 inches (38 to 137 mm), with varying heights. See Figure 1 and Table 1 for nailing schedules, dimensions and allowable loads. 3.3.2 HD Face Mount Hangers: HD series joist hangers are U- shaped connectors used to support wood members of various widths from 1 to 5% inches (38 mm to 140 mm). The minimum width of the supporting wood member is 1 inches (49 mm). The HD hangers have 2 and 2% inch (51 and 64 mm) deep seats with widths varying from 1 to 5% inches (40 to 140 mm), and varying heights. See Figure 2 and Table 2 for nail schedules, dimensions and allowable loads. 3.3.3 THO Top Mount I -Joist Hangers: THO series joist hangers are U- shaped connectors used to support I -joists of various widths from 1% to 43/4 inches. The minimum width of the supporting wood member is 1 inches (44 mm) where the 10d x 1% nails are prescribed and 1 inches (49 mm) where 16d nails are prescribed. The THO hangers have 2, 2%, and 3 inch (51, 60, and 76 mm) deep seats, and varying heights. Seat widths vary from 1 to 4 inches (40 to 121 mm). The 2 Inch (51 mm) and 2% inch (60 mm) deep hangers have double ribs on each top flange and some 2 /a inch (60 mm) hangers have an additional rib in the seat area. See Figure 3 and Table 3 for nail schedules, dimensions and allowable loads. 3.3.4 HHDO Top Mount Hangers: HHDO series joist hangers are U- shaped connectors used to support wood members of various widths from 3 to 5% inches (76 to 140 mm). The minimum width of the supporting wood member is 3 inches (76 mm). The HHDO hangers have 2%, 3, and 3% inch (64, 76, and 89 mm) deep seats, and varying heights. Seat widths vary from 31/2 to 5% inches (79 to 141 mm). NA20D nails are supplied with the hangers. See Figure 4 and Table 4 for nail schedules, dimensions and allowable loads. 3.3.5 HDO Top Mount Hangers: HDO series joist hangers are U- shaped connectors used to support wood members of various widths from 1% to 7 inches (38 to 178 mm). The minimum width of the . supporting wood member is 1 inches (49 mm). The HDO hangers have 2, 2%, 3, and 3i2 inch (59 u , and 89 mm) deep seats, with varying heights. Hangers with 2 Inch (54 mm ) deep seats: • have a seat width of 5 inches (141 mm), hangeis•wIth% inert, 5644 mm) deep • seats have seat widths varying from 1 to 7 inchaa 4O.te 181 Am), end hangars • • with 3 and 3% inch (76 and 89 mm) deep seats have mek, widths varying from: 1,/ Q •; to 4 inches (40 to 119 mm) See Figure 5 and Zhble 5 for nai4 schedules, • dimensions and allowable loads. . • • •... • • • 3.3.6 THD Face Mount Truss Hangers: THD serteet angers ate 1Lsriaped4eisl • • hangers used to support 1% inch (38 mm) wide woc4 des or 1 inch (44 mm) wide LVL The minimum width of supporting wood eldmpnts is 1.: /. inches.(d8• • mm). The THD truss hangers have 3 inch (76 mm) ci ep seats, 1 Tnahes (41 mm) and 1% to 3% inches (48 to 92 mm) wide, and varying J1bI hts. Sae.Figure b end' • • Table 6 for nail schedules, dimensions and allowable loads. ' ..`.' 3.3.7 SKH Skewed Joist Hangers: SKH series hangers are U- shaped joist hangers used to support wood members such as I -joists and wood joists in various widths from 1% to 3 inch (38 to 76 mm). The minimum width of the supporting wood members is 1 inches (44 mm) where 10d nails are specified and 1 inches (49 mm) where 16d nails are specified. The skew of the wood member is to be in the range of 40 to 50 degrees. SKH hangers have 1% inch (48 mm) deep seats, and varying heights. Seat widths vary from 1 to 3 inches (40 to 90 mm). SKH hangers have oversized nail holes on the 45 degree side to allow angled nailing. See Figure 7 and Table 7 for nail schedules, dimensions and allowable loads. 3.3.8 TMU Adjustable Rafter Connectors: TMU series connectors are adjustable rafter connectors for roof slopes from a positive slope of 8:12 to negative slope of 12:1. The minimum width of the supporting header Is 1 inches (44 mm). The seat depth is 3% inches (89 mm), except for the TMU -48 which has a seat depth of 3% inches (86 mm). The seat widths vary from 1 to 3 inches (40 to 90 mm), Page 4 of 29 CO`SUBJE Product EvaluatIon=Listin ZONOITI6NSxOF 2.0 PROPERTY °FOR AIHI EVALUATION IS SOUGHT Reissued January 1, 2003 back to the NES home page and varying heights. The nail holes located on the vertical rafter portion of the connector are provided with raised «dimples" so as to toenail the rafter to the header. See Figure 8 and Table 8 for details regarding nailing schedules, dimensions and allowable loads. 3.3.9 TMP Self- adjusting Bearing Clips: TMP series connectors are used to connect rafters to wall top plates and are fabricated from 18 gauge galvanized steel. The clips adjust from a minimum roof slope of 1:12 to a maximum of 6:12. See Figure 9 and Table 9 for nail schedules, dimensions and allowable loads. 3.4 TORSIONAL TESTS Torsional testing was performed on the products in accordance with ASTM D1761. The frame was made of Douglas Fir -Larch with a moisture content between 17 to 25 percent. See Table 10 for test results. 4.0 INSTALLATION Installation shall comply with the manufacturer's published installation instructions. Copies shall be available at all times on the job site during installation. Notes To All Tables: 1. Uplift loads are increased 331/2% and 60% for wind and seismic loads. No further increase is permitted. 2. The allowable design loads are based on lumber with a specific gravity of 0.50. 3. Allowable design loads are for conditions in which the wood moisture content Is .19% or less. 4. All fasteners are common type nails unless otherwise noted. 5. The 10d z 1? nail is 9 gauge wire (0.148 inch diam by 1% inches long. 6. SI: 1 inch = 25.4 mm; 1 lb = 0.4536 kg; 1 psi = 6.895 kPa 5.0 IDENTIFICATION Each of United Steel Products Company connectors described in this report shall be identified by a stamp or label bearing the manufacturer's nq,me 4nd/or USP® trademark, the model number and this National Evaluation Servicg evaluation rppp�t.. number. • • • • .• • • .. • • • • • • .. 6.0 EVIDE S:. CE SUBMITTED • 6.1 Structural calculations stamped and November 17, 1993. National Evaluation Report No. NER -478 • • • • • sealed WNbcris Br&aiuikri'.E., cre l • • •... • with the i of AS91JI b1761 6inre' 6.2 Load tests conducted in accordance following load test reports issued by Twin City %13$6 g Corporation: HHDO% 210 -2, 214 -2, 216-2 (414192- 0122 -3, 11/5/911; THD -26, 287210 414 b - 0112, 1/4/91); THD -175, 177, 179 (414190 4941' j 0/15/907;SKH -17? 1R, • • 1724 -L (414491 -0112, 12/26/90); SKH- 1520 =t, 1524 -R' X4U092 -0 22, 11/5/91) LBPH -212 (414191- 0276, 2/26/91); TMU -23 'W4190-0941, 10/10/90); TMU -175 (414190-0941, 10 /10/90); TMP -23 (414190 -0941 10/11/90 revised 10/18/90); HHDO -26-2, 28-2, 210 -3, 214-3 (414191 -0276, 2/20/91); HHDO -410, 612, 614, 616 (41491 - 0276, 2/26/91); HHDO26 -2, 210-2 (Uplift) (414092 - 0683.4, 5/29/92); THD26, 210 (Uplift) (414092 - 0683.4, 5/29/92); SKH24, 26, 210 (Uplift) (414092 -0683.4, 5/29/92); TMU26, 25 (Uplift) (414092 - 0683.4, 5/29/92); TMP2 (Uplift) (414092 - 0683.4, 5/29/92); HHDO26 -2, 28-2 (414092- 0683, 2/18/92); SKH46, 410, 414 (Addendum 414094-1356.3, 4/14/94); THD28 -2, 210-2 (Addendum 414094-1356.9, 4/28/94). 6.3 The following load test reports issued by Professional Service Industry Inc.: THO-17950-2, 17118-2 (721- 06008- 5A,1/31/91); THO- 35100, 35140, 35180 (721 - 06008 -4A, 1/18/91); SKH -26-2, 28-2, 210 -2, 212 -2 (721- 96009 -78, 1/31/91); SKH -36, 38, 310, 312 (721- 96009 -6B, 1/18/91); TMP -175 and 2 (721 - 96017 -4, 12/18/90); SKH -24, 26, 28; 210 (721 - 96009 -6A, 1/18/91). Page 5 of 29 Product:Evaldatlon `Ltstlr 2.0 _ PROPERTY FOR WHIC EVALUATION ISSOUG DE SCRIPTI 5 0 ID ENTIFICATIO N 6.0 EVIDENCE SUBM 7.0. CONDITIONS OF Reissued January 1, 2003 back to the NES home page National Evaluation Report No. NER -478 6.4 Test report on wood connectors (HD 26, HD 28, HD 210, HD 212, HD 214, HD 24-2, HD 26-2, HD 28-2, & HD 210-2) in accordance with ASTM D 1761, prepared by Maxim Technologies, Project Number 3013 71- 457.2, dated September 11, 1997, signed by Scott W. Britzius and Derrick J. Swanson. 6.5 Test report on wood connectors (HD26, HD28, HD210, HD212, HD214, HD24- 2, HD26 -2, HD28 -2 & HD210 -2) in accordance with ASTM D 1761, prepared by Maxim Technologies, Project Number 3018 98- 60740, dated February 10, 1998, signed by Scott W. Britzius and Randy R. Hochstein. 6.6 Test report on wood connectors (THF 15925 & THF 15112,) in accordance with ASTM D 1761, prepared by Maxim Technologies, Project Number 3013 70 -8287, dated July 9, 1997, signed by Scott W. Britzius and Amy J. Ostergren. 6.7 Test report on wood connectors (THF 23140, THF 23180, THF 23925, & THF 35925) in accordance with ASTM D 1761, prepared by Huntingdon, Project Number 4140 95 -2951, dated September 27, 1995, signed by Amis L. Kurmis and Derrick J. Swanson. 6.8 Test report on wood connectors (THF 15925 -2 & THF 15112 -2) in accordance with ASTM D 1761, prepared by Twin City Testing Corporation, Project Number 4141 91 -0761, dated August 16, 1991, signed by Jeffrey A Brandt. 6.9 Test report on wood connectors (THF 17112 -2, THF 17925 -2, THF 23100 -2, THF 23118 -2, & THE 23140 -2) in accordance with ASTM D 1761, prepared by Twin City Testing Corporation, Project Number 4141 91 -0021, dated October 17, 1990, revised February 26, 1991, signed by Jeffrey A. Brandt. 6.10 Test report on wood connectors (THF 17140 & 17140 -2) in accordance with ASTM D 1761, prepared by Twin City Testing Corporation, Project Number 414191 -0111, dated November 28, 1990, Revised January 23, 1991, signed by Jeffrey A. Brandt. 6.11 Test report on wood connectors (THF 15925, 15925 -2, 16,140 -2, 23180, & 35925) in accordance with ASTM D 1761, prepared by VIA 'City Testing... Corporation, Project Number 4140 92-0683.4, ailitgti May 29. 3992, signed by.. Jeffrey A. Brandt. • • • • • • 6.12 Test report on wood connectors (THO 15925, li t ) 5925 -2 & TJ-IO 231:60) in accordance with ASTM D 1761, prepared by Tavytrigity Tespfgtdiporatk n1 Project Number 4140 92- 0683.4, dated May 29 i 1n , signeday Jeffrey A..' Brandt. • • • • • • • 6.13 Test report on wood connectors (THO 15950;•THO $5118, J1-1Q 17950,.&. :. THO 17118) in accordance with ASTM D 171, prepared by.la8ntingdon • Engineering & Environmental, Inc., Project Ne tre ,4140 44-2527, dated September 1, 1994, signed by Amis L. Kurmis and Derrick J.$Welison. 6.14 Test report on wood connectors (THO 15118, THO 15118 -2, THO 15950, & THO 15950 -2) in accordance with ASTM D 1761, prepared by Twin City Testing Corporation, Project Number 4141 91 -0761, dated August 15, 1991, signed by Jeffrey A. Brandt. 6.15 Test report on wood connectors (THO 17118, THO 17140, & THO 17950) in accordance with ASTM D 1761, prepared by Twin City Testing Corporation, Project Number 4144 91 -0112; dated December 26, 1990, signed by Jeffrey A. Brandt 6.16 Test report on wood connectors (THO 23140 & THO 23180) in accordance with ASTM D 1761, prepared by Maxim Technologies, Project Number 97- 52712, dated October 7, 1997, signed by Scott W. Britzius and Derrick J. Swanson. Page 6 of 29 National Evaluation Report No. NER -478 P roduct Evaluation Listing ° /IDENcE.SUBMI Reissued January 1, 2003 back to the NES home page 6.17 Test report on wood connectors (THO 23100, THO 23100 -2, THO 23118, THO 23140 -2, & THO 23180 -2) in accordance with ASTM D 1761, prepared by Twin City Testing Corporation, Project Number 4144 91 -0112, dated December 26, 1990, revised January 4, 1991, signed by Jeffrey A. Brandt. 6.18 Test report on wood connectors (TMU 210) in accordance with ASTM D 1761, prepared by Twin City Testing Corporation, Project Number4140 95- 1944.5, dated July 10, 1995, signed by Amis L Kurmis and Derrick J. Swanson. 6.19 Test report on Flexural Testing of Nails, prepared by Maxim Technologies, Project Number 3018 98- 60740.1, dated February 20, 1998, signed by Scott W. Britzius and Randy R. Hochstein. 6.20 Structural calculations stamped and sealed by Thomas A. Kolden, P.E. dated October 10, 1997. 6.21 Structural calculations for the TMU 210 connector stamped and signed by Thomas A. Kolden, P.E. dated January 5, 1998. 6.22 Test report on wood connectors (HD Series) in accordance with ASTM D 1761, prepared by Maxim Technologies, Project Number 3018 98- 60740, dated February 10, 1998, signed by Scott W. Britzius and Randy R. Hochstein. 6.23 Test report on wood connectors (THD- 35100; THD -35140 and THD - 35180) in accordance with ASTM D 1761, prepared by Professional Service Industries, Inc., dated January 18, 1991, signed by Randy T. Webb and Donald A. DeVisser, P.E. 6.24 Test report on wood connectors (THF 23100 Series) in accordance with ASTM D 1761, prepared by Stork/Twin City Testing Corp., Project No. 18-01 30294, dated February 8, 2001, signed by Randy T. Webb and Donald A. DeVisser, P.E. 6.25 Test report on wood connectors (SKH Series) in accordance vAth ASTM D 1761, prepared by Stork/Twin City Testing • Corp., Proj WO 3018.0'•: • 30642.5, dated September 26, 2001, signed b9 Scbtt W. Brllziu send Derrick • J. Swanson, P.E. • • • • • • • 6.26 Test report on wood connectors (THD 610 & 612.Series) in accordance with • ASTM D 1761, prepared by Stork/Twin City Testing, Corp., Vroject No. 304t) • • 01- 30942.4, dated September 25, 2001,. signed by. Scott 1A • Britzius end•• Derrick J. Swanson, P.E. • 6.27 Test report on wood connectors (HDO Series};in 9c 4ordance with ASTIdI•9• • • 1761, prepared by Stork/Twin City Testing Corn., Project No 3648 b1 -31 &.3 dated October 18, 2001, signed by Scott W. Britzlwg acid Derrick Ja Swanson, • P.E. •• • 6.28 Test report on wood connectors (THF 17157 & 25160) In accordance with ASTM D 1761, prepared by Stork/Twin City Testing Corp., Project No. 18 0- 0435.3, dated August 21, 2000, signed by Scott W. Britzius and Derrick J. Swanson, P.E. 6.29 Test report on Lumber Connector Material Strength and Lumber Connector Test Member Wood Density, prepared by Stork/Twin City Testing Corp., Project No. 180 - 0435.3, dated August 21, 2000, signed by Scott W. Britzius and Derrick J. Swanson, P.E. 6.30 Test report on wood connectors (THF 15925, 15112, & 15140 Series) in accordance with ASTM D 1761, prepared by Stork/Twin City Testing Corp., Project No. 3018 01- 31127, dated November 14, 2001, signed by Scott W. Britzius and Derrick J. Swanson, P.E. Page 7 of 29 INSTALLd #I Product Evaluation Ltstin DENCE SUBMITT 2.01PROPERTY.FOR WHIC EV ALUATION .IS SOUGNT:e 4,9 Reissued January 1, 2003 back to the NES home page 7.0 CONDITIONS OF USE National Evaluation Report No. NER -478 The National Evaluation Service Committee finds that the United Steel Products Company wood connectors described in this report comply with or are acceptable alternatives to the methods and products specified in the BOCA National Building Code /1999, the 1999 Standard Building Code, the 1997 Uniform Building Code, the International Building Code 2000, and the International Residential Code 2000 subject to the following conditions: 7.1 The connectors are manufactured, identified and installed in accordance with this report and the manufacturer's installation instructions. 7.2 All framing members shall be designed in accordance with the applicable code. 7.3 The maximum allowable load shall be determined with the applicable duration of load from the appropriate Table 1 through 11. 7.4 Allowable connector loads listed in this report are for lumber with a moisture content of 19 percent or less that are used under continuously dry conditions and a specific gravity of 0.5 minimum. In areas using the Uniform Building Code and for connections in wood that is unseasoned or partially seasoned, or when connections are exposed to wet - service conditions in use, the allowable loads in this report are multiplied by the moisture content factor, C specified by the Uniform Building Code. 7.5 The scope of this evaluation is limited to connectors which are installed on lumber that has not been treated with fire- retardant or preservative- treatment chemicals. 7.6 Design calculations and details for specific applications shall be furnished to the code official verifying compliance with this report and the applicable code, as indicated in this report. The individual preparing such documents shall posses the necessary credentials regarding competency anctguatifications as required by the applicable cede and the proferiogal registfation laws off':' state where the construction is undertaken. • • • • 1 ' • 7.7 In jurisdictions using the International Building Cedev toad combtbations dhall..: be in accordance with Section 1605.3.2 of the aodee • ' •••• • 7.8 This report is subject to periodic re- examinatkr4!•F infpritiatipn on'�fi� current status of this report, consult the NES Prrodnet Evaluat14f Listin'q'o? :' contact the NES. • • • • . • •••• e••• • • • • • • : •••.br • •• • • • • •• • STOCK NO. STEEL GAUGE DIMENSIONS (in) FASTENER SCHEDULE ! ALLOWABLE LOADS (Ibs) Header Joist i F = 460 psi F.,. = 625 psi Uplift W H D Qty - Type Qty - Type 100% 115% 125% 100% 115% 125% 133% 160% THF 15925 18 1% 91 /1s 2 8 - 10d 2 -10d x 1% 895 1030 1120 895 1030 1120 245 280 12 -10d 2 -10d x 1% '1345 1545 1610 1345 1545 1680 245 280 THE 15112 18 1% 11'/ 2 8 -10d 2 -10d x 1% 1895 1030 1120 895 1030 1120 245 280 16 -10d 2 -10d x 1% 1565 1590 ' 1610 1795 2060 2105 245 280 THF 15140 18 1 13 2 12 -10d 2 -10d x 1% 1345 .1545 1610 1345 1545 1680 245 280 20 -10d 2 -10d x1% 1565 1590 1610 2060 2085 2105 245 280 THE 15925 -2 16 3 9 2% 12 -10d 6 -10d 1350 1555 1690 1350 1555 1690 900 1080 THE 15112 -2 16 3 10 2% 14 -lad 6 -10d 1575 1810 1970 1575 1810 1970 900 1080 THE 15140 -2 12 Vs 12% 2% 18 -10d 6 -10d 2135 2455 2615 2135 2455 2670 950 1140 THE 16925 18 1% 9 2 8 -10d 2 -10d x 1% 895 1030 1120 895 1030 1120 245 280 12 - 10d 2 - 10d x 1% 1345 1545 1680 1345 1545 1680 245 280 THE 16112 18 1e /a 11 2 8 -10d 2 -10d x 1% r 895 1030 1120 895 1030 1120 245 280 16 - 10d 2 - 10d x 1% 1680 1705 1725 1795 2060 2240 245 280 THE 16140 18 1% 137/18 2 12 - 10d 2 -10d x 1% 1345 1545 1680 1345 1545 1680 245 280 20 -10d 2 -10d x 1% 1680 1705 1725 2215 .2245 2260 245 280 THE 16925 -2 16 3% 91 /16 2% 12 - 10d 6 - 10d 1350 1555 1690 • 1350 1555 1690 900 1080 THE 16112 -2 16 3% 10% 2% ' 14 -10d 6 -10d 1575 1810 1970 1575 1810 1970 900 1080 THE 16140 -2 12 12% 2% 18 -10d 6 -10d 2135 2455 2670 2135 2455 2670. 950 1140 THE 17925 18 1% 815 /1e 2 8 - 10d 2 - 10d x 1% r 895 1030 1120 895 1030 1120 245 280 12 -10d 2 - 10d x 1% 1345. 1545 1680 1345 1545 1680 245 280 THF 17112 18 1% 10 2 8 - 10d 2 - 10d x 1% 895 1030 1120 895 1030 1120 245 280 • 16 - 10d 2 - 10d x,1% 1795 1820 ; 1840 1795 2060 2240 245 280 THE 17140 18 1% .. • 1:3 3 /8 • • 42 - •100 • • 2 -10d x 1 1345 1545 1680 1345 1545 1680 245 280 ; , •2Q - 3si . _ 2 - 10d x 1% 1795 1820 1840 2240 2400 2415 245 280 THE 17157 18 1 1'6% • • • 3 1 /6 • ` • 24 -108 ' • 2 - 10d x 1% 2290 2290 2290 2290 2290 2290 245 280 THE 17925 -2 16 16 3% 3% 8 .1Q 2% 2 12 -10d IC- la:: 6 -10d 6 -10d 1350 1575 1555 1810 1690 1970 1350 1575 1555 1810 1690 1970 900 900 1080 1080 1 THE 17112 -2 THE 17140 -2 12 3% • •1.4 : 24 : -'t0$ • : • 6 - 10d 2370 2730 2965 2370 2730 2965 950 1140 THE 17157 -2 12 3% • 15% • 2% • 22 -10d • 6 -10d 2610 3000 3260 2610 3000 3260 950 1140 •.• • • • o .•. • • • • • . • • • • • • • ••• • • • • • • • • • • • • • •• •. • • •� .• • ••• • • TABLE 1 - THF SERIES Table 1 continued on next page. as 0 - co National Evaluation Report No. NER478 STOCK NO. STEEL GAUGE DIMENSIONS (In) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Header Joist F = 460 psi F = 625 psi Uplift W H D Qty - Type Qty - Type 100% 115% 125% 100% 115% 125% 133% 160% THF20925 18 2 8% 2 8 - 10d 2 - 10d x 1'/ 895 1030 1120 895 1030 1120 245 280 12 - 10d 2 - 10d x 1 1345 1545 1680 1345 1545 1680 245 280 THF20112 18 2 10% 2 8 -10d 2 -10d x 1% 895 1030 1120 895 1030 1120 245 280 16 - 10d 2 - 10d x 11. 1795 2050 2070 1795 2060 2240 245 280 THF20140 18 2 13% 2 12 - '10d 2 -10d x 1'/z 1345 1545 1680 1345 1545 1680 245 280 20 - 10d 2 - 10d x 11.4 2025 2050 2070 2240 2470 2470 245 280 THF20925 -2 16 4 8 2% 12 -lad 6 -10d 1350 1555 1690 1350 1555 1690 900 1080 THF20112 -2 16 4% 11 21. 16 -10d 6 - 10d 1800 2070 2250 1800 2070 2250 900 1080 THF20140 -2 16 4% 13% 2% 20 -10d 6 -10d 2250 2590 2815 2250 2590 2815 900 1080 THE 23925 18 2 9 2% 12 - 10d 2 -10d x 1% 1345 1545 1680 1345 1545 1680 175 175 THE 23100 • 18 ' 2 9 . 2% 12 - 10d 2 - 10d x 1% 1345. 1545 1680 1345 1545 1680 245 295 THE 23112 ' 18 2 11 3 /18 2% 14 -10d . 2 -10d x 1'/a 1570 1805 1960 1570 1805 1960 245 295 THE 23140 16 2 13% 2% 18 - 10d 2 - 10d x 1% 2025 2330 2535 2025 2330 2535 245 295 THE 23160 16 • 25 /16 15'1 - 2% 22 -10d 2 - 10d x 1% 2475 2850 2890 2475 2850 3035 245 295 THE 23180 16 2 17% 2% 24 -10d 8 -10d x 1' /z 2700 3105 3375 2700 3105. 3375 975 1170 THE 23925 -2 16 . 4% 8% 2% 14 -10d 6 -10d 1575 1810 1970 1575 1810 1970 900 1080 THE 23100 -2 16 4 10 21.4 14 -10d 6 -10d 1575 1810 1970 1575 1810 1970 900 1080 THE 23112 -2 16 4 10 2% 16 -10d 6 -10d 1800 2070 2250 1800 2070 2250 900 1080 THF 23118 -2 16 4 10 2% 16 - 10d . 6 - 10d 1800, 2070 2250. 1800 2070 2250 900 1080 THE 23140 -2 12 - 4% 13 2% 20 -10d 6 - lad 2370 2730 2965 2370 2730 2965 950 1140 THE 23160 -2 12 4% 15 2% 24 - 10d 6 -10d , 2845 3275 3560 2845 3275 3560 950 1140 THF 25925 18 2% 9% 2% 12 -10d 2 -10d x 1% 1345 1545 1680 1345 1545 1680 175 175 THF 25112 18 2% 11%, • • • • 14 - •10d • 2 -10d x 1' /z : 1570 1805 1960 1570 1805 1960 245 295 THE 25120 18 2' /z 2% 11 • 1 2 1 / . . • J. 24 • •2 6 • , •: - • • .: .4- 40d • • 2- 10d x 1% 2 - 10d x 11/a 1570 2025 1805 2280 1960 2280 1570 2025 1805 2280 1960 2280 245 245 295 295 THE 25130 16 THE 25140 16 2% 13 2% 18 - 10d 2 - 10d x 1% 2025 2330 2535 2025 2330 2535 245 295 THE 25160 16 214 151 43 2'/z ' • wig- 10d •: • : - 10d x 1% ' 2475 2850 3035 2475 2850 3035 245 295 • • • • • • • • • • • • • - a • • • • • • • • • • • • • • ' ,' • • • 7'able.l" continued on next page. • • • • • • • • • • • • • ••• • • • • • • • •• •• • • • • • • • • TABLE 1 - THF SERIES - CONTINUED • •• • • • • • • • • • • • • • • • •• ••• • • STOCK NO. STEEL GAUGE DIMENSIONS in ( ) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Header Joist F = 460 psi F„ = 625 psi Uplift W H D Qty I Type Q - T • e 100% 115% 125% 100% 115% 125% 133% 160% THE 25925 -2 16 5 87 /18 21/2 12 -10d 6 -10d ' 1350 1555 1690 1350 1555 1690 900 1080 THE 25112 -2 16 51/2 10 21/2 16 -10d 6 - 10d 1800 2070 2250 1800 2070 2250 900 1080 THE 25140 -2 12 5 13 2Y 20 -10d 6 -10d 2370 2730 2965 2370 2730 2965 950 1140 THE 25160 -2 12 5 15% 2% 24 - 10d 6 - 10d 2845 3275 3560 2845 3275 3560 950 1140 THE 26925 18 2 /a 9 2% 12 -10d 2 - 10d x 1% 1345 1545 1680 1345 1545 1680 175 175 THE 26112 18 2% 11 2% 14 -10d 2 -10d x 1% i 1570 1805 1960 1570 1805 1960 245 295 THE 26140 16 2% 13% 2% 18 -10d 2 -10d x'1% 2025 2330 2535 2025 2330 2535 245 295 THE 26160 16 2% 15 2% 22 -10d 2 -10d x 1% 2475 2850 3035 2475 2850 3035 245 295 THE 26925 -2 16 5% 8 2% 12 -lad 6 -10d 1350 1555 1690 1350 1555 1690 900 1080 THE 26112 -2 16 5% 10 2% 16 - 10d ' 6 -10d ' 1800 2070 2250 1800 2070 2250 900 1080 THE 26140 -2 12 5% 12 2% ' 20 -10d 6 -10d 2370 2730 2965 2370 2730 2965 950 1140 THE 26160 -2 12 5% 15% 2% 24 -10d 6 -10d ! 2845 3275 3560 2845 3275 3560 950 •1140 THE 35925 18 3% 8% 2% 12 -10d 2 -10d 1345 1545 1680 1345 1545 1680 245 245 THE 35112 18 3% 10% 2% 16 -10d 2 -10d 1795 2060 2240 1795 2060 2240 245 245 THE 35140 16 3% 12 2% 20 -10d 2 -10d 2250 2590 2815 2250 2590 2815 245 245 THE 35157 16• 3% 15 2% , 22 -10d 2 -10d ' 2475 2850, 3095 2475 2850 3095 245 '245 THE 35165 16 3% ' 16 2% 24 -10d 8 -10d 2700. 3105 3375 2700 3105 3375 1200 1295 .. ••. • • • • • •. • • • • • • .• . •• • • • •• • • • ••• • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • ... . • • • •.• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • S. .. • • • •• .• TABLE 1 - THE SERIES - CONTINUED STOCK NO. STEEL GAUGE DIMENSIONS (in) FASTENER SCHEDULE , ALLOWABLE LOADS (Ibs) Header' Joist 1 F ® 460 psi F a 625 psi Uplift W H D Qty - Type Qty - Type 100% 115% 125% 100% 115% 125% 133% 160% HD 26 14 1 3% 2 4 -165 2 - 10d xl% 545 625 680 545 625 680 255 290 HD 28 14 1 5% 2 8 -16d 4 -10d x1'/2 1090 1250 1360 1090 1250 1360 510 615 HD 210 14 18/18 73118 2 12 -16d 4 -10d xl% 1 1630 1820 1860 1630 1875 2040 510 615 HD 212 14 1 9% 2 16 -16d 6 -10d xl% 1955 2040 2100 2175 2500 2595 770 920 HD 214 14 1 11% 2 20 -16d 6 -10d xl% , 1955 2040 2100 2450 2535 2595 770 920 HD 216 14 1 13% 2 24 - 16d 8 - 10d xl% 2150 2265 2340 2645 2760 2835 1025 1065 HD 24 -2 14 3 3% 2% 4 - 16d 2 - lad 545 625 680 545 625 680 305 320 HD 26 -2 14 3 5 2% 12 -16d 6 -10d , 1630 1875 2040 1630 1875 2040 I 910 1095 HD 28 -2 14 3 7 2% 14 -16d 6 - 10d 1905 2190 2380 1905 2190 2380 910 1095 HD 210 -2 14 3 9 2% 18 - 16d 10 -10d 2450 2815 3060 2450 2815 3060 1520 1825 HD 212 -2 14 3 11 2% 22 - 16d 10 - 10d , 2990 3440 3740 2990 3440 3740 1520 1825 HD 214-2 14 3 13 2% 24 - 16d 10 - 10d ' 3265 3755 4080 3265 3755 4080 1520 1825 HD 216-2 14 3 15 2% 26 -16d 12 -10d ' 3535 4065 4420 3535 4065 4420 1825 2190 HD 26 -3 14 4% 4% 2% 12 - 16d 6 - 10d 1630 1875 2040 1630 1875 2040 910 1095 HD 28 -3 14 4% 6% 2% 12 -165 6 -10d 1630 1875 2040 1630 1875 2040 910 1095 HD 210 -3 14 4% 8% 2% 18 - 16d 12 -10d 2450 2815 3060 2450 2815 3060 1825 2190 HD 212 -3 14 4% 10% 2% 22 -16d 10 -10d 2990 3440 3740 2990 3440 3740 1520 1825 HD 214-3 14 4% 12% 2% 24 -16d 10 -10d 3265 3755 4080 3265 3755 4080 1520 1825 HD 216-3 14 4% 14% 2% 26 -16d 12 -10d 3535 4065 4420 3535 4065 4420 1825 2190 HD 34 14 2 3 2 4 - 16d 2 - 10d xl% . 545 625 680 545 625 680 255 290 HD 36 14 2 4 2 8 -16d 4 -10d xl% ;1090 1250 1360 1090 1250 1360 510 615 HD 38 14 2 6 - ..2 . .12 - • 4 -10d xl% 1630 1875 2040 1630 1875 2040 510 615 HD 310 14 29 /12 7l tia W. i :11 416 • 6 -10d x1'/2 1905 2190 2380 1905 2190 2380 770 920 HD 312 14 2 9 4; • • • t %• • : • J -:160 • • 10- 10d xl% 2175 2500 2720 2175 2500 2720 1065 1065 HD 314 14 2 11 2% 20 - 16d 10 -10d xl% 2720 3130 3400 2720 3130 3400 1065 1065 HD 316 14 1 2 1$ • 2% • .24-1640. •.'10 -10d xl % 3265 3755 4075 3265 3755 4080 1065 1065 TABLE 2 - HD SERIES 1 Minimum header thickness shall be 1'i`/ Inchss. • • • • • •.• • • • • . • • Tebie it ontinued on next page. • • • •.. • • • • ••• • • • • • • • • • • • • • •.. • • • • • • • • • • • • • • •. •• • • • :• •: 00 0 • • • 0 • STOCK NO. STEEL . GAUGE DIMENSIONS (In) FASTENED SCHEDULE ALLOWABLE LOADS (Ibs) Header' Joist F„ = 460 psi F„ = 625 psi I Uplift W H D Qty - Type Qty.- Type, - j 100% • 115% 125% 100% 115% 125% 133% 160% HD 38 -2 14 5 6 2% 14 - 16d 6 - 10d 1905 2190 2380 1905 2190 2380 910 1095 HD 310-2 14 5% 8 2% 18 -16d 10 -10d i 2450 2815 3060 2450 2815 3060 1520 1825 HD 312 -2 14 5% 1 2% 22 -16d 10 -10d ' 2990 3440 3740 2990 3440 3740 1520 1825 HD 44 14 3 35 /16 2% 4 - 16d 2 - 10d 545 625 680 545 625 680 305 320 HD 46 14 3 4 2% 12 - 16d 6 - 10d ; 1630 1875 • 2040 1630 1875 2040 910 1095 HD 48 14 3 6% 2% 14 - 16d 6 - 10d ', 1905 2190 2380 1905 2190 2380 910 1095 HD 410 14 3 8 2% 18 - 16d 10 -10d, 2450 2815 3060 2450 2815 3060 1520 1825 HD 412 14 3 10 2% 22 - 16d 10 -10d 2990 3440 3740 2990 3440 3740 1520 1825 HD 414 14 3 1213/16 2 %. 24 -16d 10 -10d 1 3265 3755 4080 3265 3755 4080 1520 1825 HD 416 14 3 14 2% • 26 - 16d • 12 - 10d . '3535 4065 4420 3535 4065 4420 1825 2190 HD 418 14 391 19 16% 2% 28 -16d 8 -10d 3810 4380 4570 3810 4380 4570 1215 1425 HD 66 J 14 5% 3 2% 12 - 16d 6 -10d . 1630 1875 2040 • 1630 1875 2040 910 1095 HD 68 .14' 5% ' 5 2% 14 -1 6d • 6 -lad . I 1905 2190 - 2380 1905 2190 2380 910 " 1095 HD 610 14 5% • 7 2% 18 -16d 10 -10d ' 2450 2815 3060 2450 2815 3060 1520 1825 - HD 612 14 5% 913 /18 2% 22 - 16d 10 -10d 2990 3440 3740 2990 3440 3740 1520 1825 HD 614 14 5% 11 2% 24 - 16d 10 -10d 3265 3755 4080 3265 3755 4080 1520 1825 HD 616 -14 5% 13 2% 26 -16d 12 -10d 3535 4065 4420 3535 4065 4420 1825 2190 HD 1770 14 1 7% 2 14 -16d 4 -10d x1% . 1905 2050 2090 1905 2190 2335 510 615 HD 17925 14 1 9 2 18 - 16d 6 - 10d x1%: `2185 2270 2330 2450 2775 2775 770 920 HD 17112 14 1 .11% 2 22 -16d 6 -1 Od x1%. ': 2185 2270 2330 2765 2850 2910 770 920 HD 1714 14 1 13 2 26 -16d 8 -10d x1% 2380 2495 2570 2955 3070 3150 1025 1065 HD 27925 14 2% 8% 2 18 - 16d 6 - 10d x1 2450 2775 2775 2450 2775 2775 770 920 HD 27112 14 2% 10% 2 22 -16d 6 -10d x1% , 2990 3135 3195 2990 3440 3610 770 920 HD 2714 14 2% 12 • • • .2 . 26 ±16d _•• 8 -10d x1% ' 3240 ' 3355 3435 3535 3610 3610 1025 1065 HD 32105 14 3% 9 •='/a• • - ; 22 -1. • • • 10 - lad 2290 3440 3740 2990 3440 3740 1520 1825 HD 3212 14 3% 110 • •2% • 24 -•16t1 • ' 10 -10d i 3265 3755 4080 3265 3755 4080 1520 1825 HD 5112 14 5% 9 2% 22 -16d 10 -10d ' 2290 3440 3740 2990 3440 3740 1520 1825 HD 51135 14 5% 5 1 • 2 % • • 2G - 16V: ': 12 -10d ' 3535 4062 4420 3535 4065 4420 1825 2190 'TABLE 2. -i . D.SERIEi- CONTINUED 1 Minimum header thickness shall be 1 /, • • • • • • • • • • • • • •• • • •• • • • • • • Table 2 continued on next page. ••• • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• • • • • •• • • STOCK NO. STEEL GAUGE DIMENSIONS in ) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Header' Joist F = 460 psi F.,. = 625 psi Uplift W H D Qty -Type Qty -Type 100% 115% 125% 100% 115% 125% 133% 160% HD 5210 14 5 7y /s 2% 18 -16d. 10 -10d 2450 2815 3060 2450 2815 3060 1520 1825 HD 5212 14 5% 9% 2% 22 - 16d 10 - 10d 2990 3440 3740 2990 3440 3740 1520 1825 HD 5214 14 I 5 11'/e 2% 24 - 16d 10 - 10d 3265 3755 4080 3265 3755 4080 1520 1825 HD 5216 14 5% 13% 2% 30 -16d 12 -10d 4080 4570 4570 4080 4570 4570 1825 2190 1 Minimum header thickness shall be 1 inches. • •• • • • • • •• • • • • • • • .• •• • • • • • •• • • • ••• • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • •• • • • • 0 5 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • •• ••• •• •• •• TABLE 2 - HD SERIES- CONTINUED STOCK NO. STEEL GA. DIMENSIONS in (in) FASTENER SCHEDULE ALLOWABLE LOADS Ibs) Header Joist F = 460 psi F = 625 psi Uplift W H D' TF To. Face Type ' -Type 100% 115% 125% 100% 115% 125% 133% 160% THO 15925 18 1 / 9% 2 1% 4 2 10dxl% 2-10dxl% 1005 1005 1005 1005 1005 1005 230 230 THO 15950 18 1 9% 2 1% 4 2 10dxl% 2-10dxl% 1090 1090 1090 1090 1090 1090 115 115 THO 15112 16 1 11% 2 17116 4 2 10dxl% 2- 10dX1% 985 1010 1030 1030 1030 1030 230 230 THO 15118 18 1% 11% 2 1 4 2 10dxl% 2-10dxl% 1205 1205 1205 1205 1205 1205 135 135 THO 15120 16 1 12 2 1 4 2 10dxl% 2- 10dx1 /a 1030 1030 1030 1030 1030 1030 230 230 THO 15140 16 1 14 2% 1% 4 6 10dxl% 2-10dxl% 1030 1030 1030 1030 1030 1030 230 230 THO 15925 -2 16 3 9% 2% 1% 4 6 16d 6 - 10d 2045 2165 2245 2490 2500 2500 905 1085 THO 15950 -2 16 3 9% 2% 1% 4 6 16d 6 - 10d 2045 2165 2245 2490 2500 2500 905 1085 THO 15112 -2 16 3 11% 2% 1 4 6 16d 6 -10d 2080 2200 2280 2535 2535 2535 905 1085 THO 15118 -2 16 3 11 2% 1% 4 6 16d 6 -10d 2030 2150 2230 2465 2535 2535 905 1085 THO 15120 -2 16 3 12 2% 2 4 6 16d 6 - 10d 2415 2535 2535 2535 2535 2535 905 1085 THO 15140 -2 12 3 14 3 2 4 6 16d 6 -10d 2535 2535 2535 2535 2535 2535 950 1140 THO 16925 18 1 9% 2 1% 4 2 10dxl% 2-10dxl% 1005 1005 1005 1005 1005 1005 230 230 'THO 16950 18 1 9% 2 1% 4 2 10dxl% 2- 10dxl% 1005 1005 1005 1005 1005 1005 230 230 THO 16112 16 1 11% 2 1% 4 2 10dxl% 2- 10dxl% 1030 1030 1030 1030 1030 1030 230 230 THO 16118 16 1 11% 2 1% 4 2 10dxl% 2 -10dx1 %a 1030 1030 1030 1030 1030 1030 230 230 THO 16120 16 1 12 2 1% 4 2 10dxl% 2-10dxl% 1030 1030 1030 1030 1030 1030 230 230 THO 16140 16 1 14 3 1% 4 6 10dxl% 2-10dxl% 1030 1030 1030 1030 1030 1030 230 230 THO 16925 -2 16 3 9% 2% 1% 4 6 16d 6 - 10d 2045 2165 2245 2490 2500 2500 905 1085 THO 16950 -2 16 3 9% 2% 1% 4 6 16d 6 - 10d 2045 2165 2245 2490 2500 2500 905 1085 THO 16112 -2 16 3 11 2% 1 9 /16 ICI 6 16d 6 -10d 2080 2200 2280 2535 2535 2535 905 1085 THO 16118 -2 16 3 11 • isminirm : c 16d 6 - 10d 2080 2200 2280 2535 2535 2535 905 1085 THO 16120 -2 16 3 12 mamas ; 6 • 16d 6 -10d 1870 1990 2070 2250 2370 2450 905 1085 THO 16140 -2 12 14 3 1% 4 6 16d 6 - 10d 2535 2535 2535 2535 2535 2535 950 1140 • • • ••- • • • • • • • • • • • • ••• • • • • • • • • S. • • • • •• • • • • •• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• '•• • • • •• •• ••• • • • ••• • • TABLE 3 - THO SERFS ••• ••• • : rabl$ continued on next page. STOCK NO. STEEL GA. DIMENSIONS (In) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Header Joist F = 460 psi F = 625 psi Uplift W H D TF Top Face Type Qty - Type 100% 115% 125% 100% 115% 125% 133% 160% THO 17925 18 1 9% 2 1 /, 4 2 10dx1'/ 2- 10dx1Y . 995 995 995 995 995 995 230 230 THO 17950 18 1% 934 2 1% 4 2. 10dx1% 2-10dx1% 1260 1260 1260 1260 1260 1260 140 140 THO 17112 16 1 11 2 1 4 2 10dx1% 2- 10dx1% 1090 1100 1100 1100 1100 1100 230 230 THO 17118 18 13/4 11 2 1 4 2 10dx1 2-10dx1% 1305 1305 1305 1305 1305 1305 175 175 THO 17140 16 1 14 3 1% 4 6 10dx1%a 2- 10dx1% 1760 1760 1760 1760 1760 1760 230 230 THO 17160 16 1 16 3 1% 4 6 10dx11/ 2- 10dx1% 1760 1760 1760 1760 1760 1760 230 230 THO 17925 -2 16 3 9% 2% 1 4 6 16d 6 -10d 2045 2165 2245 2490 2610 2665 905 1085 THO 17950 -2 16 3 9% 2% 1 4 6 16d 6 - 10d 2095 2215 2295 2555 2665 2665 905 1085 THO 17112 -2 16 3 11% 2% 19 /18 4 6 16d 6 - 10d 2080 2200 2280 2535 2660 2700 905 1085 THO 17118 =2 16 3 11 2% 1 4 6 16d 6 - 10d 1945 2070 2150 2355 2475 2555 905 1085 THO 17140 -2 12 3 14 3 1 4 6 16d 6 -10d 2995 3125 3205 . 3700 3700 3700 950 1140 THO 17160 -2 12 3 16 3 1 4 6 16d 6 -10d 2995 3125 3205 3700 3700 3700 950 1140 THO 20950 18 2 9% 2 2 4 2 10dx1 %a 2- 10dx1% 1030 1030 1030 1030 1030 1030 230 230 THO 20118 18 2 . 11 2 2 4 2 10dx1% 2- 10dx1% 1030 1030 1030 1030 1030 1030 230 230 THO 20140 18 2 14 2% 2 4 6 10dx1% 2- 10dx1% 1760 1760 .1760 1760 1760 1760 230 230 THO 20160 18 2 16 2% 2 4 6 10dx1% 2-10dx1% 1760 1760 1760 1760 1760 1760 230 230 THO 20950 -2 16 4 9% 3 2 4 6 16d 6 - 10d 2665 2665 2665 2665 2665 2665 905 1085 THO 20118 -2 16 4 11% 3 2'/ 4 6 16d 6 - 10d 2700 2700 2700 2700 2700 2700 905 1085 THO 20140 -2 12 4 14 3 2 4 6 16d 6 -10d 3085 3210 3295 3700 3700 3700 950 1140 THO 20160 -2 12 4 16 3 2 4 6 16d 6 - 10d 3085 3210 3295 3700 3700 3700 950 1140 TABLE 3 - THO SERIES - CONTINUED •• ••• • • • .• •• • • • • • • •Table 3 continued on next page. • • • • • • •• ••• •• • • • •• • • • • • • • • • • • • • • • • • • • • ••• ••• ••• • • • • • • • • y • • • • • •• • • •• as • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • STOCK NO. STEEL GA. DIMENSIONS In ( ) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) I Header Joist F. =460 psi .F = 625 psi Uplift W H D TF Top Face Type Qty -!Type 100% 115% 125% 100% 115% 125% 133% 160% THO 23925 18 2% 9% 2% 1% 4 6 10dx1 %a 2 -10dx1 % 1625 1625 1625 1625 1625 1625 245 295 THO 23950 18 2% 9% 2% 1% 4 6 10dx1.% . 2- 106x1% 1625 1625 1625 1625 1625 1625 245 295 THO 23100 18 2% 10 2% 1 4 6 10dx1% 2- 10dx1% 1625 1625 1625 1625 1625 1625 245 295 THO 23112 16 2% 11% 2% 1 4 6 10dx1% 2- .10dx1 1835 1835 - 1835 1835 1835 1835 '245 295 THO 23118 16 2 /a 11 2% . 1% 4 6 10dx1' /a 2- 10dx1% 1835 1835 • 1835 1835 1835 1835 245 295 THO 23120 16 2% 12 2% 1% 4 6 10dx1%a 2- 10dx1% 1835 1835 1835 1835 1835 1835 245 295 THO 23140 18 2% 14 2% 2 4 8 10dx1% 2- 10dx1% 2375 2485 2560 2715 2715 2715 245 265 THO 23160 18 2% 16 2% 2 4 8 10dx1 %a 2 -10dx1 % 2375 2485 2560 2715 2715 2715 245. 265 THO 23180 18 2% 18 2% . 2 4 10 10dx1 % 2 -10dx1 % 2560 2685 2685 2685 2685 2685 245 - 265 THO 23200 '18 2% 20. 2% 2 4 10 10dx1%a 2- 10dx1% 2560 2685 • 2685 2685 2685 2685 • 245 265 THO 23925 -2 12 4% 9% 3 2 4 6 16d 6 - 10d 3005 3130 3215 3665 3665 3665 950 1140 THO 23950 -2 12 4% 9% 3 2 4 6 - 16d • 6 - 10d 2895 3025 3105 3635 3665 3665 950 1140 THO 23100 -2 12 4% 10 3 2 4 6 16d 6 - 10d 3155 3280 3365 3665 3665 3665 950 1140 THO 23112 -2 12 4% 11% 3 2 4 - 6 16d 6 -10d 3255 3380 3465 3665 3665 3665 950 1140 THO 23118 -2 12 4% 11% 3 2 4 6 16d 6 - 10d 3255 3380 3465 3665 3665 3665 950 1140 THO 23120 -2 12 4% 12 3 21/2 4 6 16d 6 -10d 3255 3380 3465 3665 3665 3665 950 1140 THO 23140 -2 12 4% 14 3 2 4 8 16d 6 -10d 3535 3705 3815 4405 4450 4450 950 1140 THO 23160 -2 12 4% 16 3 2 4 8 16d 6 -10d 3535 3705 3815 4405 4450 4450 950 1140 THO 23180 -2 12 4% 18 3 2 4 10 16d 6 -10d 3815 4025 4165 4685 4895 5035 950 1140 T10 23200 -2 12 4% 20 3 2 4 10 16d ( 6 -10d • 3815 4025 4165 4685 4895 5035 950 1140 TABLE 3 = TOO SERIES i CONTINUED S. ••• • • . • • • . . • •• ... •• • • • •• • • • ••• ••• ••• •... • • • • • • • • • • • • • • • I • • • S .. . • .• • • •• . • . • • • • •.• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • S. .• • • • •• •• 000 • • • 600 • • • TTble 3 continued on next page. • • • •• STOCK NO. STEEL GA. DIMENSIONS (in) FASTENER SCHEDULE , ALLOWABLE LOADS (Ibs) Header Joist F = 460 psi F„ = 625 psi Uplift W H D TF Top Face Type Qty - Type 100% .115% 125% 100% 115% 125% 133% 160% THO 25925 18 29 /18 9% 2% 1% 4 6 10dx1% 2- 10dX1%a 1625 1625 1625 1625 1625 1625 245 295 THO 25938 18 2 9 2% 2 4 6 10dx1'/a 2- 10dx1% 1625 1625 1625 1625 1625 1625 245 295 THO 25950 18 2 9% 2% 1 15 / 18 4 6 10dx1% 2 -1001 % 1625 1625 1625 1625 1625 1625 245 295 THO 25100 16 2 10 2% 2 4 6 10dx1% 2 -1001 % 1625 1625 1625 1625 1625 1625 245 295 THO 25110 16 2 11 2% VA 4 6 10dx1% 2- 10dx1'% 1625 1625 1625 1625 1625 1625 245 295 THO 25112 16 29 /18 11% 2% 1% 4 6 ' 10dx1' /a 2-10dx1% 1835 1835 1835 1835 1835 1835 245 295 THO 25115 16 2 11% 2% 2% 4 6 10dx1% 2 -10dX1 % 1835 1835 1835 1835 1835 1835 245 295 THO 25118 16 2 11% 2% 1 4 6 10dx1% 2- 10dx1% 1835 1835 1835 1835 1835 1835 245 295 THO 25120 16 2 12 2% 1 4 6 10dx1% 2- 10dx1% 1835 1835 1835 1835 1835 1835 245 295 THO 25125 16 2 12% 2% 2 4 6 10dx1% 2-10dx1% 1835 1835 1835 1835 1835 1835 245 295 THO 25130 16 2 13 2% 1 4 6 10dx1% 2- 10dx1% 1835 1835 1835 1835 1835 1835 245 295 THO 25140 18 2 14 2% 2 4 8 10dx1% 2- 10dx1% 2375 2485 2560 2715 2715 2715 245 265 THO 25142 18 2 14% 2% 1% 4 8 10dx1% 2-10dx1% 2140 2255 2325 2645 2715 2715 245 265 THO 25160 18 2 16 2% 2 4 8 10dx1% 2-10dx1% 2375 2485 2560 2715 2715 2715 245 265 THO 25180 18 2 18 2% 2 4 10 10dx1% 2- 10dx1% . 2560 2685 2685 2685 2685 2685 245 265 THO 25200 18 2 20 2% 2 4 10 10dx1% 2-10dx1% 2560 2685 2685 2685 2685 2685 245 265 THO 25925 -2 12 5% 9% 3 2 4 6 16d 6 -10d 3555 3665 3665 3665 3665 3665 950 1140 THO 25950 -2 12 5 9% 3 2 4 6 16d 6 -10d 2935 3060 3145 3665 3665 3665 950 1140 THO 25100 -2 12 5% 10 3 2% 4 6 16d 6 -10d 3160 3285 3370 3665 3665 3665 950 1140 THO 25112 -2 12 5% 11% 3 2% 4 6 16d 6 -10d 3255 3380 3465 3665 3665 3665 950 1140 THO 25115 -2 12 5 11% 3 2 4 6 16d 6 -10d 3085 3210 3295 3665 3665 3665 950 1140 THO 25118 -2 12 5% 11% 3 2 4 6 16d 6 -10d 3255 3380 3465 3665 3665 3665 950 1140 THO 25120 -2 12 5% 12 3 2'r "P. 0. 0.q 9 0. t6c1 • • 6 -10d 3255 3380 3465 3665 3665 3665 950 1140 THO 25125 -2 12 5 12% 3 2 • • 0 . 8 :46cd. 6 - 10d 3515 3640 3665 3665 3665 3665 950 1140 THO 25140 -2 12 5% 14 3 f .1 ' 1 '4 • 8' • 16d 6 -1.0d 3535 3705 3815 4405 4450 4450 950 1140 THO 25160 -2 12 5% 16 3 2% 4 8 16d 6 -10d 3535 3705 3815 4405 4450 4450 950 1140 THO 25180 -2 12 5 18 3 0. /a; 4 :: 10: • 1M • • 6 - 10d 3815 4025 4165 4685 4895 5035 950 1140 THO 25200 -2 12 5 20 3 • _2 .4 0. 0. 10: • • 364 • 6 -10d 3815 4025 4165 4685 4895 5035 950 1140 j TABLE 3 - THO SERIES - CONTINUED Table 3 continued on next page. . .. • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • •• • • • • • •• •• ••• • • • ••• • • STOCK NO. STEEL GA. DIMENSIONS (In) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Header Joist F a 460 psi F a 625 psi Uplift W H D TF Top Face Type Qty -Type 100% 115% 125% 100% 115% 125% 133% 160% THO 26925 18 211 /18 9% 2% 1 15/76 4 6 • 10dx1% 2- 10dx1 1625 1625 1625 1625 1625 1625 245 295 THO 26950 18 211 /18 9 2 1 4 6 10dx1% 2- 10dX1%a 1625 1625 1625 1625 1625 1625 245 295 THO 26100 18 2 10 2% 1 4 6 10dx1'% 2 -10dz1 %a 1625 1625 1625 1625 1625 1625 245 295 THO 26112 16 2 11% 2% 1 4 6 10dx1% 2- 10dx1% 1835 1835 1835 1835 1835 1835 245 295 THO 26118 16 12t 1 /10 11% 2% 2 4 6 10dx1% • 2 -10dz1 % 1835 1835 1835 1835 1835 1835 245 295 THO 26120 16 1 2 12 2% 1 / 4 6 10dx1% 2 -10dX1 % 1835 1835 1835 1835 1835 1835 245 295 THO 26140 18 21 14 2% 2 4 8 10dx1% 2- 10dx1% 2375 2485 2560 2715 2715 2715 245 265 MO 26160 18 2 16 2% 2 4 8 10dx1 2- 10dX1 /z 2375 2485 2560 2715 2715 2715 245 265 THO 26180 18 2 18 2% 2 4 10 10dx1% 2- 10dx1% 2560 2685 2685 2685 2685 2685 245 265 THO 26200 18 2 20 2% 2 4 10 10dx1' /a 2-10dx1% 2560 2685 2685 2685 2685 2685 245 265 THO 26925 -2 12 5% 9% 3 2% 4 6 16d 6 -10d 2935 3060 3145 3665 3665 3665 950 1140 11-10 26950 -2 12 5% 9% 3 2% 4 6 16d 6 - 10d 3280 3405 3490 3665 3665 3665 950 1140 THO 26100 -2 12 . 5% 10 . 3 . 2 4 6 • 16d 6 -10d ` 3170 3295 3380 3665 3665 3665 950 1140 THO 26112 -2 12 _. 5% . 11% .. 3 . 2 . 4 .6 . 16d 6 -10d • 3255 3380 3465 3665 3665 3665 950 1140 THO 26118 -2 12 5% 11% 3 2% 4 6 16d 6 -10d 3255 3380 3465 3665 3665 3665 950 1140 THO 26120 -2 12 5% 12 .3 2 4 6 16d 6 -10d 3170 3295 3380 3665 3665 3665 950 1140 THO 26140 -2 12 5% 14 3 2% 4 8 16d 6 - 10d 3515 3705 3815 4405 4450 4450 950 1140 THO 26160 -2 12 5% 16 3 2 4 8 16d 6 -10d 3535 3705 3815 4405 4450 4450 950 1140 THO 26180 -2 12 5% 18 3 2 4 10 16d 6 - 10d 3815 4025 4165 4685 4895 5035 950 1140 THO 26200 -2 12 5% 20 3 2% 4 10 16d 6 -10d 3815 4025 4165 4685 4895 5035 950 1140 TABLE 3 - THO SERIES - CONTINUED •• • ••. • • • • • • • • • • • • • • • • • • . : : 1 nab 3 cOoG i on next page. • ••••••• • •• • ••• •• • • • •• • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • •• • • • • • • • • •• • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • •• • • • • • • •• • •• • • • ••• • • STOCK NO STEEL GA. DIMENSIONS (in) FASTENER SCHEDULE � ALLOWABLE LOADS (Ws) Header Joist F = 460 psi F = 625 psi Uplift W H b TF Top Face Type Qty - Type 100% 115% 125% 100% 115% 125% 133% 160% THO 35925 16 3 9%4 2% 2% 4 6 10dx1% 2- 10dx1% 2050 2050 2050 2050 2050 2050 245 295 THO 35938 16 39 /18 9% 2% 2 4 6 10dx1% 2- 10dx1% 2050 2050 2050 2050 2050 2050 245 295 THO 35950 16 3 9% 2% 27 /16 4 6 10dx1% 2-10dx1% 2050 2050 2050 2050 2050 2050 245 295 THO 35100 16 3 10 2% 2% 4 6 10dx1 2- 10dk1 2050 2050 2050 2050 2050 2050 245 295 THO 35112 16 39 /16 11% 2% 2% 4 6 10dx1% 2- 10dx1% 2050 2050 2050 2050 2050 2050 245 295 THO 35115 16 3 11% 2% 2% 4 6 10dx1% 2-10dx1% 2050 2050 2050 2050 2050 2050 245 295 THO 35118 18 3 11% 2% 2% 4 6 10dx1% 2-10dx1% 2050 2050 2050 2050 2050 2050 245 295 THO 35120 18 3 12 2% 2% 4 6 10dx1% 2- 10dx1% 2050 2050 2050 2050 2050 2050 245 295 THO 35125 18 3 12% 2% 2% 4 6 10dx1% 2- 10dx1% 2050 2050 2050 2050 2050 2050 245 295 THO 35130 18 39 /18 13 2 2% 4 6 '10dx1% 2- 10dx1 2050 2050 2050 2050 2050 2050 245 295 THO 35140 18 3 14 2% 2% 4 8 10dx1% 2- 10dx1% 2715 2715 2715 2715 2715 2715 245 265 THO 35142 18 3 14% 2% 2 4 8 10dx1% 2- 10dx1% 2715 2715 2715 2715 2715 2715 245 265 THO 35157 18 3 15% 2% 2% 4 8 10dx1 % 2- 10dx1 2715 2715 2715 2715 2715 2715 245 265 MO 35160 18 3 16 2% 2% 4 8 10dx1 2-10dx1% 2715 2715 2715 2715 2715 2715 245 265 THO 35180 18 3 18 2% 21/4 4 10 10dx1% 2- 10dx1% 2685 2685 2685 2685 2685 2685 245 265 THO 35200 18 3 6 20 2% 2% 4 10 10dx1% 2-10dx1% 2685 2685 2685 2685 2685 2685 245 265 •• ••• • • • • • • • • • TABLE 3 - THO SERIES - CONTINUED • •• • • •• ••• • • • • •• • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • •• • • • • • • • •• • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • ••• • • • ••• • STOCK NO. STEEL GA. DIMENSIONS In ) FASTENER' SCHEDULE ALLOWABLE LOADS Ibs) Header Joist F = 460 psi F = 625 psi Uplift W H D TF Top Face Type Qty -Type 100% 115% 125% 100% 115% 125% 133% 160% HHDO 26-2 12 3 1 /8 5% 3 2% 4 6 NA2OD 4 - NA2OD 2950 3100 3200 3650 3800 3850 885 915 HHDO 28-2 12 3% 7% 3 2% 4 8 NA2OD 4 - NA2OD 3285 3480 3615 3985 4185 4315 885 915 HHDO 210 -2 12 3% 9% 3 2% 4 . 10 NA2OD 6 - NA2OD 3615 3865 4030 4315 4565 4730 1330 1595 HHDO 212 -2 12 3%. 11% . 3 2% 4 12 NA2OD 6 - NA2OD 3945 4245 4445 4650 4945 5145 1330 1595 HHDO 214-2 12 3% 13 1 /8 3% 2% 4 14 NA2OD 8 - NA2OD 4280 4630 4860 4980 5330 5560 1695 1695 HHDO 216-2 12 3 1 /8 15% 3% 2% 4 16 NA2OD 8 - NA2OD 4610 5010 5275 5310 5710 5975 1695 1695 HHDO 210-3 12 4 11 / 78 9% 3 2% 4 10 NA2OD 6 - NA2OD 3615 3865 4030 4315 4565 4730 1330 1595 HHDO 212 -3 12 4 11% 3 2% 4 12 NA2OD 6 - NA2OD 3945 4245 4445 4650 4945 5145 1330 1595 HHDO 214-3 12 4 11 /18 13 1 /8 3% 2% 4 14 NA2OD 8 - NA2OD 4280 4630 4860 4980 5330 5560 1695 1695 HHDO 216-3 12 411/18 15% 3% 2% 4 16 NA2OD 8 - NA2OD 4610 5010 5275 5310 5710 5975 1695 1695 HHDO 46 12 3 9 / 18 5% 3 2% 4 6 NA2OD 4 - NA2OD 2950 3100 3200 3650 3800 3850 885 915 HHDO 48 12 3 7% 3 2% 4 8 NA2OD 4 - NA2OD 3285 3480 3615 3985 4185 4315 885 915 HHDO 410 12 3 9% 3 2% 4 10 NA200 6 - NA2OD 3615 3865 4030 4315 4565 4730 1330 1595 HHDO 412 12 3 9 / 18 11% 3 2% 4 12 NA2OD 6 - NA2OD 3945 4245 4445 4650 4945 5145 1330 1595 HHDO 414 12 39 /18 13% 3 2% 4 14 NA200 8 - NA2OD 4280 4630 4860 4980 5330 5560 1695 1695 HHDO 416 12 3 15% 3% 2% 4 16 NA2OD 8 - NA2OD 4610 5010 5275 5310 5710 5975 1695 1695 915 HHDO 66 12 5 9 4 8 5% 2% 2% 4 6 NA2OD 4 - NA2OD 2950 3100 3200 3650 3800 3850 885 HHDO 68 12 5 7% 2% 2% 4 8 NA2OD 4 - NA2OD 3285 3480 3615 3985 4185 4315 885 915 HHDO 610 12 5 9 / 18 9% 2% 2% 4 10 NA2OD 6 - NA200 3615 3865 4030 4315 4565 4730 1330 1595 HHDO 612 12 59/18 11% 3 2% 4 12 NA2OD 6 - NA2OD 3945 4245 4445 4650 4945 5145 1330 1595 HHDO 614 12 59 /18 13% • • 3• • • 21/2 • 4 • 14 • WA2OD 8 - NA2OD 4280 4630 4860 4980 5330 5560 1695 1695 HHDO 616 12 5 : 15 3 .: ' a: :4 • • 1 + • NA2OD 8 - NA2OD 4610 5010 5275 5310 5710 5975 1695 1695 HHDO 325-12 12 3% 12 •' 3 • • 2 1 /1 • 4 : 9:2 • •AA2OD 6 - NA2OD 3945 4245 4445 4650 4945 5145 1330 1595 HHDO 525-12 12 5% 12 3 2% 4 12 NA2OD 6 - NA200 3945 4245 4445 4650 4945 5145 1330 1595 TABLE 4 - HHDO SERIES 1 Fasteners are NA20D. The NA2Q3 par 1,2 6 gauge (0 92 inch diameter) by 2% Inches long. • • • • • • • • • • . • • • • • • • • • •• • • •• • • • • • • • • • • . • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • .. .. • • • .. .. ... • • • ••• • • STOCK NO. STEEL GA. DIMENSIONS (in) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Header Joist F = 460 psi F 625 psi Uplift W H D A 1% TF 2% 'Top 4 Face 2 TEL 16d • - •- 2 -10d x 1% 100% 1740 115% 1770 125% 1785 100% 2170 115% 2170 125% 2170 133% 250 160% 300 HDO 24 12 1 3 2 HDO 26 12 1 5 2 1 2% r 6 16d 4 - 10d x 1% 1925 1985 2020 r 2485 2540 2575 ' 500 600 HDO 28 12 1 7 2 1% 2% 4 6 16d 4 - 10d x 1% 1925 1985 2020 2485 2540 2575 500 600 HDO 210 12 18 /16 9 2 1 2% 4 8 16d 4 - 10d x 1% 1925 1985 2020 ' 2485 2540 2575 500 600 HDO 212 12 1 11 2 1% 2% 4 10 16d 6 - 10d x 1% 2115 2200 2255 2355 2355 2355 750 900 HDO 214 12 Vi 13 2 1% 2% 4 12 16d 6 -10d x 1% 2115 2200 2255 2670 2755. 2810 750 900 HDO 216 12 1'1 15 2 1% 2% 4 14 16d 8 -10d x 1% 2300 2415 2490 2860 2970 3045 1000 1200 HDO 24-2 12 3 37 /16 2% 1% 2% 4 4 16d 2 - 10d 2445 . 2445 2445 2445 2445 2445 315 380 HDO 26-2 12 3 5% 2% 1% 2% 4 6 16d 4 - 10d 3050 3050 3050 3050 3050 3050 635 760 HDO 28 -2 12 3 7 2% 1% 2% 4 8 16d 4 - 10d 3540 3795 3825 3825 3825 3825 635 760 HDO 210 -2 12 3 9 2% 1% 2% 4 10 16d 6 - 10d 3820 4115 4310 4495 4565 4565 950 1140 HDO 212 -2 12 3 11 2% 1% 2% 4 . 12 16d 6 - 10d 4105 4270 4340 4775 5110 5330 950 1140 HDO 214-2 12 3 13 2% 1% 2% 4 14 16d 8 - 10d 4385 4540 4635 5055 5410 5410 1265 1520 HDO 216-2 12 3 15 2% 1% 2% 4 16 16d 8 -10d 4400 4540 4635 5335 5755 5875 1265 1520 HDO 210 -3 12 4 9 2% 1% 2% 4 10 16d 6 - 16d 3820 4115 4310 4495 4565 4565 1120 1345 HDO 212 -3 12 4 11 2% 1% 2% 4 12 16d 6 -16d 4105 4440 4660 4775 5110 5330 1120 1345 HDO 214-3 12 4 13 2% 1% 2% 4 14 16d 8 - 16d ' 4385 4760 5010 5055 5410 5410 1495 1710 HDO 216 -3 12 4 6 15 2% 1% 2% 4 16 18d 8 -16d 4665 5085 5360 5335 5755 6030 1495 1795 HDO 34 12 2'/18 3 2% 1 2% 4 4 16d 2 - 10d x 1% 2665 2665 2665 2665 2665 2665 250 300 HDO 36 12 2'/ 5% 2% 1 2% 4 6 16d 4 -10d x 1% 3010 3010 3010 3010 3010 3010 500 600 HDO 38 12 2 71/2 2% 1% 2% 4 8 16d 4 - 10d x 1% 3250 3305 3345 3605 3605 3605 500 600 HDO 310 12 2 9 1 / 2 2% 1% ?• • 4 :: 1:0 . • 16d . 6..10d x 1% 3435 3520 3575 4165 4165 4165 750 900 HDO 312 12 2 11 2% 1 216 4± . 12 : :1 at • 6 - 10d x 1% 3435 3520 3575 4470 4475 4475 750 900 HDO 314 12 2 13 2% 1 2,2 • 2 1.. 94 1661 ' • 8 - 10d x 1% 3625 3735 3810 4475 4475 4475 1000 1200 HDO 316 12 2 a 15 2% 1% 2% 4 16 16d 8 -10d x 1% 3625 3735 3810 4655 4765 4840 1000 1200 • • • • • • • • • • • • • TABLE 5 1-IDO SERIES • • • •• • • • • • • • • • • • • • •I2tble?conti ed of mext page. • •• • • • • •• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• .• • • • • • • • 000 • • • 000 • • STOCK NO. STEEL GA. DIMENSIONS (In) FASTENER SCHEDULE ' ALLOWABLE LOADS (Ibs) I Header Joist • F = 460 psi • F, 625 psi Uplift W H D A TF Top Face Type 100% 115% 125% 100% 115% 125% .133% 160% HDO 44 12 3 3 2% 1 1 /4 2% 4 4 16d 2 -10d' 2445 2445 2445 2445 2445 2445 315 380 HDO 46 12 3 5% 2% 1% - 2% 4 6 16d 4 -10d 1 3050 3050 3050 3050 3050 3050 635 760 HDO 48 12 3 7 2% 1% . 2% 4 8 16d 4 - 10d 1 3540 3795 3825 3825 3825 3825 635 760 HDO 410 12 39 /18 9 2% 1% 2% 4 10 16d 6 -10d I 3820 4115 4310 4495 .4565 4565 950 1140 HDO 412 12 3 11 2% 1% 2% 4 12 . 16d 6 -10d' 4105 4440 4660 4775 5110 5330 950 1140 HDO 414 12 3 13 2% 1 2% 4 14 16d 8 -10d 4385. 4760 5010 5055 5410 5410 1265 1520 HDO 416 12 3 15 2% 1 2% 4 16 16d 8 -10d 4665 5085 5210 5335 5755 6030 1265 1520 HDO 66. 12 5% 5% 2% 1% 2% 4 6 16d 4 - 16d 3050 3050 3050 3050 3050 3050 750 895 HDO 68 12 5% - 71/2 2% 1% 2% 4 8 16d 4 -16d 3540 3795 3825 3825 3825 3825 750 895 • HDO 610 12 5% 9 2% 1%. 2% 4 10 16d 6 -16d! 3820 4115 4310 4495 4565 4565 1120 1345 1 612 12 5% 11 2% 1%. 2% 4 12 16d. 6 -16d' 4105 4440 4660 4775 5110 5330 1120 - 1345 HDO 614 12 5% 13 2% 1 2% 4 14 16d 8 -16d 4385 4760 5010 5055 5410 5410 1495 1710 HDO 616 12 5% 15 2% 1% 2% 4 16 16d 8 -16d' . 4665 5085 5360 5335 5755 6030 1495 1795 TABLE 5 - HDO SERIES - CON1 INUED • •• • •• • • • • • • • • • • • • • • • • • • •• • • • • •• • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • •• • • • • • • ••. • • • • •• • • • • • • • • • • • • ••• • • • • • • • • • • • • •• •• • • • •• • ••• • • • ••• • STOCK NO. STEEL GAUGE DIMENSIONS (in) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Header' Joist F = 460 psi F = 625 psi Uplift W H D Qty Type a -Type 100% 115% 125% 100% 115% 125% 133% 160% THD 26 16 1% 5 3 18 16d 12 -10d x 1% 2430 2795 3040 2430 2795 3040 1520 1825 THD 28 16 1% 7 3 28 16d 16 - 10d x 1''h 3590 3820 3985 3780 3965 3965 2025 2330 THD 210 16 1% 9 3 38 16d 20 -10d x 1% 3970 4255 4445 4715 5000 5115 2535 3040 THD 26 -2 14 3 5 2% 18 16d 12 -10d 2450 2815 3055 2450 2815 3055 1825 2190 THD 28 -2 14 3 7 2% 28 16d 16 -10d 3750 4315 4690 3750 4315 4690 2390 2485 THD 210 -2 14 3 9 2 38 16d 20 -10d 5090 5855 6365 5090 5855 6365 2985 3585 THD 175 14 1 5 3 18 16d 12 -10d x 1% 2450 2815 3055 2450 2815 3055 1535 1845 THD 177 14 1% 6 3 28 16d 16 -10d x 1% 3810 4180 4335 3810 4380 4485 2050 2330 THD 179 14 1 8 3 38 16d 20 -10d x 1% 4335 4625 4815 5170 5490 5680 2560 3070 THD 46 14 3% 5 2% 18 16d 12 -10d 2451 2815 3055 2450 2815 3055 1825 2190 THD 48 14 3% 7 2% 28 16d 16 -10d 3750 4315 4690 3750 4315 4690 2390 2485 THD 410 14 3% 9 2% 38 16d 20 -10d 5090 5855 6365 5090 5855 6365 2985 3585 THD 412 14 3% 11 2% 48 16d 20 -10d 6430 6650 6650 6430 6650 6650 2985 3585 THD 610 12 5% 9 3 38 16d 20 -10d 5360 6160 6700 5360 6160 6700 3200 3410 THD 612 12 5% 11 3 48 16d 20 -10d 6770 7785 8415 6770 7785 8415 3200 3840 TABLE 6 - THD SERIES 1 Minimum header thickness shall be 1 inches. •• •• • • • • • • • • • • • • • • • • • • • • • • ••• •• • • • • • • • • • •• • •• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • •• • • • • •• • • • • • •• • • • • • • • • • • • • • • • • • • o • • • • • • • • • •• •• • • • • • •• ••• • • • • •• • • 02 N 0 CO STOCK NO. STEEL GAUGE DIMENSIONS (in) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Header' Joist F = 460 psi F = 625 psi Uplift W H D Qty - Type Qty - Type 100% 115% 125% 100% 115% 125% 133% 160% SKH 24 16 19 /16 3% 1% 4 -16d 4 -10d x 1% 510 510 510 510 510 510 505 565 SKH 26 16 1 5'/ 1 6 -16d 6 -10d x 1' /a 810 890 890 810 890 890 760 910 SKH 28 16 1 7% 1% 10 -16d 8 -10d x 1% 1350 1465 1465 1350 1465 1465 1015 1215 SKH 210 16 1 9% 1% 144 -16d 10 -10d x 1% ;1790 1790 1790 1790 1790 1790 1265 1520 SKH 26 -2 16 3 41/2 1% 6 - 16d 6 -10d ' 810 930 1015 810 930 1015 905 1085 SKH 28 -2 16 3 6% 1% 10 -16d 8 - 10d 1350 1555 1690 1350 1555 1690 1205 1360 SKH 210 -2 16 3 '/,6 8% 1% 14 -16d 10 - 10d 1890 2175 2365 1890 2175 2365 1505 1565 SKH 212 -2 16 3'/ 10% 1% 16 -16d 10 -10d 2160 2485 2700 2160 2485 2700 1505 1565 SKH 36 16 2 / 4% 1% 6 - 16d 6 - 10d x 1% 810 930 1015 810 930 1015 760 910 SKH 38 16 2 6% 1% 10 -16d 8 -10d x 1% 1350 1555 1585 1350 1555 1585 1015 1215 SKH 310 16 2 8% 1 14 -16d 10 -10d x 1% 1890 2175 2250 1890 2175 2250 1265 1520 SKH 312 16 2 10% 1% 18 -16d 10 -10d x 1% 2160 2485 2500 2160 2485 2500 1265 1520 SKH 1520 16 19 /16 9% 1% 14 -10d 10 -10d x 1% 1340 1340 1340 1340 1340 1340 1265 1520 SKH 1524 16 1 11% 1% 16 -10d 10 -10d x 1% 1810 1990 1990 1810 1990 1990 j 1265 1520 SKH 1520 -2 16 3'/ 8% 1% 14 -10d 10 -10d x 1% 1580 1820 1980 1580 1820 1980 1265 1520 SKH 1524 -2 16 3 '/,6 10% 1 16 -10d 10 - 10d x 1% 1810 2080 2260 1810 2080 2260 1265 1520 SKH 1620 16 1 9 1% 14 - 10d 10 - 10d x 1% 1340 1340 1340 1340 1340 1340 1265 1520 SKH 1624 16 1 11 1% 16 -10d 10 -10d x 1% , 1810 1990 1990 1810 1990 1990 1265 1520 SKH 1720 16 1 9 1% 14 - 10d 10 - 10d x 1% 1580 1820 1980 1580 1820 1980 1265 1520 SKH 1724 16 1 11% 1% 16 -10d 10 -10d x 1' /a 1810 2080 2260 1810 2080 2260 1265 1520 SKH 2020 16 2 9 1% 14 - 10d 10 -10d x 1% 1580 1820 1980 1580 1820 1980 1265 1520 SKH 2024 16 2 11 1% 16 -10d 10 -10d x 1% 1810 2080 . 2260 1810 2080 2260 1265 1520 SKH 2320 16 2% 8% 1 • 't4 $ • • • ;11 -.Ud x 1% 1580 1820 1980 1580 1820 1980 1265 1520 SKH 2324 16 2% 10% • 1 % • • •'t6 L 1 id i I : 4? -'10d x 1% 1810 2080 2260 1810 2080 2260 1265 1520 SKH 2520 16 2 8% 1 7 / 8 • 6 • 14 - ad • ' 1 0 - x 1% 1580 1820 1980 1580 1820 1980 1265 1520 SKH 2524 16 2 10% 1% 16 - 10d 10 -10d x 1% 1810 2080 2260 1810 2080 2260 1265 1520 SKH 2620 16 2 811/16 .¶4 ; : 14; 1Sld : 115 1% 1580 1820 1980 1580 1820 1980 1265 1520 SKH 2624 16 2 6 10 6 •I : : 16 :1bd :. ' lb -.10441% 1810 2080 2260 1810 2080 2260 1265 1520 TAaLi 'i - titti st I . 1 Minimum header thickness shall be 1 nches for 16d common nails and 1% inches for 10d common nails. ... • • • •Tabs 7 contleu • ed on next page. • • • • • i • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • STOCK NO. STEEL GAUGE DIMENSIONS (in) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Header' Joist F = 460 psi F 625 psi Uplift W H D Qty - Type Qty - Type 100% 115% 125% 100% 115% 125% 133% 160% SKH 46 14 3 43/4 2% 10 - 16d 6 - 16d 1360 1565 1590 1360 1565 1590 1090 1305 SKH 410 14 38 /18 8% 2% 16 - 16d 10 -16d 2175 2500 2540 2175 2500 2540 1565 1565 SKH 414 14 3 12% 2 %. 22 -16d 10 -16d 2990 3440 3740 2990 3440 3740 1565 1565 SKH 418 14 3 16% 2% 28 - 16d 10 - 16d 3810 4380 4760 3810 4380 4760 1565 1565 SKH 2020 -2 14 4 9% 3% 14 -10d 10 -10d 1610 1850 2015 1610 1850 2015 1535 1840 SKH 2024 -2 14 4 11% 3% 16 - 10d 10 -10d 1840 2115 2300 1840 2115 2300 1535 1840 SKH 2320 -2 14 4% 9% 3% 14 -10d 10 -10d 1610 1850 2015 1610 1850 2015 1535 1840 SKH 2324 -2 14 4% 11% 3% 16 -10d 10 -10d 1840 2115 2300 1840 2115 2300 1535 1840 SKH 2520 -2 14 5% 9% 3% 14 -.10d 10 -10d 1610 1850 2015 1610 1850 2015 1535 1840 SKH 2524 -2 14 5 11% 3% 16 -10d 10 -10d 1840 2115 2300 1840 2115 2300 , 1535 1840 TABLE 7 - SK SERI - CONTINUED 1 Minimum header thickness shall be 1 nches for 16d common nails and 1 Inches for 10d common nails. •• ••• • • • • • •• • • . • • • • •• ••• •• • • • •• • • • ••• • •• •• • • • • • • • • . • • • • • • • • • •• • • •• • • . • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• • • • • •• • ••• • • • ••• • • STOCK NO. STEEL GA, DIMENSIONS (n) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Plate Joist F = 460 psi Uplift W H D L Qty - Type Qty - Type 100% 115% 125% 133% 160% TMU 26 18 1 5%, 3% 5% 10 -10d 7 -10d x 1% 1120 1290 1305 640 640 TMU 210 18 1 8% 3% 5% 12 -10d 11 -10d x 1% 1165 1340 1340 770 770 TMU 175 18 1 5% 3% 5% 10 -10d 7 -10d x 1% 1120 1290 1305 640 640 TMU 179 18 1 8% 3% 5 12 - 10d 11 - 10d x 1% 1165 1340 1340 770 770 TMU 23 18 2% 8 3% 6% 12 -10d 11 -10d x 1% I 1345 1545 1680 1340 1605 TMU 25 18 2 8 3% 6% 12 -10d 11 -10d x 1% 1345 1545 1680 1340 1605 TMU 31 18 3% 7 3% 8 12 -10d 11 -10d x 1% 1345 1545 1680 1340 1605 I TMU 48 18 3 7 3% 8 12- 10d 11 -10d x 1% 1345 1545 1680 1340 1605 STOCK NO. STEEL GA. DIMENSIONS (in) FASTENER SCHEDULE ALLOWABLE LOADS (1(113s)" s) Plate Joist F = 460 psi .. _.'gip ift W L D Qty - Type _ Qty - Type 100% 115°/0 •1r25% '133% 160/0 TMP2 18 1 5 3% 6 - 10d 4 - 10d x 1% 990 990 ..... 9 P 0 : 22p. • 220, • TMP 175 18 1 5 3% 6 - 10d 4- 10d x 1% 1150 115' • • 4 450 220 220 TMP 23 18 2% 6% 3% 6 -10d 4- 10d x 1% 1785 .1970. " 1970 : UI . 22e TMP 25 18 2 6 /s 3% 6 - 10d 4 - 10d x 1% 1825 1979„ ,. j970 .? P. 22Q TMP 31 18 3% 78/ 3% 6 -10d 4 -10d x 1% 1955 1970• • 8 .4 §70 ° • 20. ° 229 . TMP 4 I 18 3 76/18 3% 6 -10d 4 -10d x 1% 1970 1970 ° ':1070 22b 220 I Page 26 of 29 TABLE 8 - TMU SERIES National Evaluation Report No. NER - 478 1 The TMU is adjustable from 8/12 slope pitch up to 12/12 slope down, and skewed from 0 to 45 degrees in either direction. 2 A tie strap is required for all installations s oped down from 7/12 to 12/12 pitch 3 Web stiffeners are required for wood I- Joists. 4 Provide a rafter tie or framing angle lateral support to the top flange of all wood I -joists not otherwise installed with a strap tie. TABLE 9 - TMP SERIES ••• • • • ••• • ••• • •• • • • ••• • • • The TMP is adjustable form a 1:12 slope to a 6:12 slope. • " " " "• The IMP provides a bearing connection. Lateral support shall be provided by full depth blocking or Dross 6midging. •••• •• • •• • • • • • • • • •• • • • TABLE 10 - ALLOWABLE TORSIONAL MOMENT STOCK NUMBER TORSION (In. -Ibs.) STOCK NUMBER TORSION (In:Ibs.) I STOCK NUMBER TORSION (In:lbs.) HD 26 1012 HDO 24 1660 HHDO 26-2 2940 HD 28 612 HDO 26 2940 HHDO 28-2 3140 HD 210 2852 HD0 2800 HHDO 210-2 880 HD 212 2852 HDO 210 3200 HHDO 214-2 1332 HD 214 4692 HDO 212 3200 HHDO 216-2 1600 HD 312 3412 HDO 24-2 468 HHDO 410 3740 HD 314 3452 HDO 26-2 668 HHDO 210-3 3200 HD 316 2052 HDO 28-2 932 HHDO 214-3 4000 HD 44 3600 HDO 210-2 1200 HHDO 612 4000 HD 46 5428 HDO 27112 1332 HHDO 614 3860 HD 48 5588 HDO 2714 1280 HHDO 616 4000 HD 5210 800 HDO 2716 1532 SKH 24 1840 HD 5212 1200 HDO 314 4000 SKH 26 2052 THO 15925 981 HDO 44 2160 SKH 28 1948 THO 15112 1200 HDO 412 3200 SKH 210 2068 THO 16140 1920 HDO 414 3200 SKH 1520 800 THO 17160 1548 HDO 416 4000 SKH 1524 1012 THO 15950 -2 4000 HDO 210 -3 3460 THD 26 2508 THO 1611 0-2 . 4000 HDO 66 3200 THD 28 2960 THO 17140 -2 3920 HDO 68 3200 THD 26-2 2640 THO 23160 -2 4000 HDO 610 3200 • • • • • • • • • • • •• • • • • • •• • • • •••• • • • •••• ••• • • • • •••• • •••1 • •" •••1 a : ..I THO 23100 1320 THE 15925 ' - 1068 THO 23118 1000 THE 15112 3040 • • • • • • THO 23100 2412 THE 17140 _ 1692 • THO 23200 1948 THE 15925 -2 2268 •••• TMU 26 1092 THE 15112 -2 4535 •••••• TMU 48 3532 THE 23100 2280 • • THE 23118 2772 •• •• - THE 23140 2920 • • • • THF23180 3880 : ••• Page 27 of 29 National Evaluation Report No. NER -478 • • • •. • • •• • •• • • • •S. • • • • • • Page 28 of 29 THE Series Figure. 1 HD Series Figure 2 THO Series Figure 3 National Evaluation Report No. NER -478 � >-` HHDO Series Figure 4 • • • •• • •••• ••• • •••• • •• • •••' • HDD Series Figure 5 •••••• • • • • • •• • • • • • •.•. • • •• • • • • • .4,5. • . l f •••• • • • • •• • • • • • • Page 29 of 29 - 11' ID Series iure 6 F cri National Evaluation Report No. NER-478 T MU S ed F: inur' 8 • • • • • • •• • •• • • ••• •••••• • • • • •••• • • . •••• •••• • ••11•01111 • •••• • •• •• •• •• • • • • • •••• S • ,41 TIAP Serie: igure 9 • • S • • • • • • • •• • S • • • • Of • *THESE DRAWINGS ARE FOR ILLUSTRATION PURPOSES ONLY. THEY ARE NOT INTENDED FOR USE AS CONSTRUCTION DOCUMENTS FOR THE PURPOSE OF FABRICATION OR ERECTION. USP Stock No. Old Hughes Stock No. Old SEMCO Metro Dada Stock No. Notice of Acceptance HJC28 - - Dade NOA 01-0327.04 HJH26L HJH 261. - Dade NOA 00. 1227.01 HJH26R HJH 26R - Dade NOA 00- 1227 .01 HJH28L HJH 281. - Dade NOA 00- 1227.01 HJH28R HJH 28R - Dade NOA 00- 1227.01 HSU40 HSU 40 - Dade NOA 00- 1227.01 H$UB0 HSU 80 -- Dade NOA 00- 127.01 HSU100 HSU 100 - Dade NOA 01.0724.06 JHA213 JHA 213 - Dade NOA 00- 1128.02 JHA21 B JHA 218 -- Dade NOA 00- 1128.02 JHA2 -213 JHA 2 -213 - Dade NOA 117.02 JHA2 -218 JHA 2 -218 d3ade NOtdh- 1't'�b2 JHA29 JHA 29 1 • • de' de N0, X09- 1158.02 JHA413 JHA 413 --6 • • 'Dade NOPl00- 108:02 JHA418 JHA 418 -••• 'Dhde NOA 00- 1428.02 JHA424 JHA 424 --• • • '4ade NOt00.1418.02 JL24 -- • - - • bade HOA 01-0327.04 it- 126 -- -- • i : de NO 11 i Z7114 JL28 - --•, .lade NOA 01- 0327.04 1210 lej , t II 7.4,:t,,,;. EMMA 10 - •,]„ , 0 , •'� r AND _ ' ' .••••••• - -: dada NOA 011 .04 ---• CadeNOA011-0S2'7.04 -- • • Dade NO401- 714 -- Dade NOA 01 ' .04 Dade 110A01 -0327.04 JUS24 -2 .° eeBD 0 - -- Dade NOA 01-0417.11 Dade NOA 01- 0417.11 JUS28 -2 -- - Dade NOA 01-0417.11 X210 -2 ` T I a na al�lons wa -- , ,rua - Dade NOA 01-0417.11 1 . 1 Dade NOA 01-0417.11 Dade NOA 01- 0417.11 ,1! v 8v,tn ri ° s Na model Dade NOA 01- 0417.11 4m. • not � Dade NOA 01- 0417.11 0 with 'Mot- M nagef Dade NOA 01- 0417.11 !i 421or �y' 7 61, t ot , . neat ao tech , PertoLme' IQ ` ;' Dade NOA 01-0417.11 Dade NOA 01- 0417.11 r " JUS26 -3 -- Dade NOA 01-0417.11 - - , ; i INC. -- Dade NOA 01 -0417.11 USP Stock No. Old Hughes Stock No. Old SEMCO Stock No. Metro Dade Notice of Acceptance -- - Dade NOA 02 -0128.03 C46 -- - Dade NOA 02-0128.03 C66 -- - Dade NOA 02 -0128.03 CLPBF - CLPBF Dade NOA 02-0102.05 CLPBF3 -- CLPBF3 DadeNOA02 -0102.05 CPC44 - CPC44 Dade NOA 02 -0102.07 CPC66 -- CPC66 Dade NOA 02-0102.07 OTC DTC - Dade NOA01 -0726.06 EHUH26 EHUH 26 - Dade NOA 00-0822.01 EHUH26 -N EHUH 26-N -- Dade NOA 00- 0822.01 EHUH28 -N EHUH 28-N - Dade NOA 00- 0822.01 EHUH210 EHUH 210 - Dade NOA 000822.01 EHUH210 -N EHUH 210-N - Dade NOA 00 -082201 EHUH26 -2 EHUH 26-2 - Dade NOA 00 0822.01 EHUH26 -2N EHUH 26-2 -N -- Dade NOA 00-0822.01 EHUH28 -2 EHUH 28-2 - Dada NOA 00-0822.01 EHUH28 -2N EHUH 28-2 -N - Dade NOA 00 -0822.01 EHUH2102 EHUH 210-2 -- Dade NOA00-0822.01 EHUH210 -2N EHUH 210-2 -N -- Dade NOA 000822.01 EHUH46 EHUH46 -N EHUH48 EHUH48 -N EHUH 46 EHUH 46-N 11 ' UH 48 � -- ���. ._ ,1 ONF7= Dade NOA tr kose t 1 l;'r`'s , • N r Pas NO i % ' t is 1 1! t Ba1 ErIUH410 EHUH410 -N EHUH2B -3 EHUH28 - 3N HCPLL HCPLR HDPT2 ,�_' '-1 j . • 1mz 111; .. MD L -�� ' ; ILZOIMME =MI e gp:,c CONF-D Veil ., ITPlaed 7 10 ®882.01 a..,, :, NOM ►• •' i ILISfe Ns , , :. gt uE08efli ill 622.r Malt' i' ' w02,ii , is s c �...rI,a2J06+ , `n` ,f1" ° , ft MGR OM r HDPTD . -sPecfi r it • ,� %Mark MD I �;' 1 HHP218L �r(air !!' t� a 1�' ' i 0 s3 HHP218R i ons 1 P2'l��i ' ,; p NtiPflr02 'i02. i HHP41BL HHP418R HJC26 - contract - 90.Ver - We P19,=, : ling AO . Daaboiefial ' 1 ! ?,. t 1Pia , ; r , 01041 ∎- u e NOA 01 -0327.04 CSP USP Dade Approved Lumber Connectors Lumber Connectors- We have the Most Extensive Line in the Industry A GIBRALTAR COMPANY Issue #2 May 2002 Register on -line at Web Site Watch and automatically receive product updates through your e -mail Sari Francisco Office 2150 Kitty Hawk Road Livermore, CA 94550 -9611 1 800 - 227 - 0470 a Fax: 1 - 925 - 373 - 9213 CE to iesl K CO flu ff )rde co ner nuU i Minneapolis Corporate Office 703 Rogers Drive Montgomery, MN 56069 -1324 1 -830 -328 -5934 ® Fax: 1- 507.3648762 www.USPconnectors.com Continued on back Tampa Office 11910 62nd Street North Largo, FL 33773 -3705 1 - 800 - 443 - 6442 Fax: 1- 727 - 535 -8199 I K'GAi M11 NRM6X1178 =NFM 6X1178 -- Dade NOA 01 -0724.06 16X16 NFM6X16 -- Dade NOA 01-0724.06 NFM6X18 NFM6X18 -- Dade NOA 01-0724.06 PA4X40 PA 4X40 -- Dade NOA 00- 1227.01 PA4X60 PA 4X60 -- Dade NOA 00- 1227.01 PA6X6 PA 6X6 -- Dade NOA 00- 1227.01 PABX8 PABXB -- Dade NOA 00-1227.01 PAU44 -- -- Dade NOA 02-0128.03 PAU66 -- -- Dade NOA 02-0128.03 PC4X4 PC 4X4 -- Dade NOA 00- 1227.01 PC4X6 PC 4X6 -- Dade NOA 00- 1227.01 PC6X6 PC 6X6 -- Dade NOA 00-1227.01 PC8X8 PC 8X8 -- Dade NOA 00- 1227.01 RT3 -- -- Dade NOA 02-0128.05 RT7 -- -- Dade NOA 02-0128.05 RT10 -- -- Dade NOA 02 -0128.05 RT12F RT12 -- Dade NOA 01-0912.05 RT12T RT12TW -- Dade NOA 01-0912.05 RT15 -- -- Dade NOA 02-0128.05 RT16 -- -- Dade NOA 02-0128.05 RT16F RT16 -- Dade NOA 01-0912.05 RT16T RT16TW -- Dade NOA 01-0912.05 TA22 TA 22 1 • • Dade NO�,Z)i- %912.05 ' TA22R TA 22R •- • • : Dade NOA 01 -0912.05 , • TA24 TA 24 , • Dade t y p�- !12.05 TA24R TA 24R - • - e • • : Dade NQA,01,0912.05 TAPL12 -- TAPL72 Dade t1Cl►h0'2.0T02.03 TAPL14 -- TAPL14 Dade NOA 02 -0102.03 TAPL16 -- TAPL16 Dade NOA 02-0102.03 TP4X TP 4X -- Dade NOA 00- 1227.01 TP6X TP 6X -- Dade NOA 00- 1227.01 TP8X TP 8X -- Dade NOA 00- 1227.01 TUH26 TUH26 -- Dade NOA 00-1128.02 TUH28 TUH 28 -- Dade NOA 00- 1128.02 TUH26 -2 TUH 26-2 -- Dade NOA 00- 1128.02 TUH28 -2 TUH 28-2 -- Dade NOA 00-1128.02 UH24 UH 24 -- Dade NOA 00- 0822.01 UH26 UH 26 -- Dade NOA OO- 0822.01 UH28 UH 28 -- Dade NOA00 -0822.01 UH210 UH 210/212 -- Dade NOA 00-0822.01 UH36 UH 366 -- Dade NOA 00-0822.01 UH46 UH 46 - Dade NOA 00-0822.01 USP Stock No. JUS210 -3 JUS212 -3 MP34 MPA1 NFM3X1OU NFM3X12U NFM3U NFM35X1OU NFM35X12U NFM35X1178U NFM35X16U NFM35X18U NFM45U NFM6X1178U NFM6X16U NFM6X18U NFM3X8 NFM3X10 NFM3X12 NFM3 NFM35X8 :NFM35X10 NFM35X12 'NFM35X1178 ',NFM35X16 NFM35X18 Old Hughes Stock No. NFM3X1OU NFM3X12U NFM 3U NFM35X1OU NFM35X12U NFM35X1178U NFM35X16U NFM35X18U NFM 451J NFM6X1178U NFM6X16U NFM6X18U NFM 3X8 NFM 3X10 NFM 3X12 NFM 3 NFM 35X8 NFM 35X10 NFM 35X12 NFM 35X1178 NFM 35X16 NFM 35X18 Old SEMCO Stock No. Dade NOA 01- 0724.06 Metro Dade Notice of Acceptance Dade NOA 01-0417.11 Dade NOA01- 0417.11 Dade NOA 01- 0417.11 Dade NOA 01-0417.11 Dade NOA 01 -0724.06 Dade NOA 01- 0724.06 Dade NOA 01 -0724.06 Dade NOA 01 -0724.06 Dade NOA 01- 0724.06 Dade NOA 01 -0724.06 Dade NOA 01 -0724.06 Dade NOA 01- 0724.06 Dade NOA 01 -0724.06 Dade NOA 01 -0724.06 Dade NOA 01 -0724.06 Dade NOA 01 -0724.06 Dade NOA01 -0724.06 Dade NOA 01 -0724.06 Dade NOA01 -0724.06 Dade NOA01 -0724.06 Dade NOA01 -0724.06 Dade NOA 01 -0724.06 Dade NOA 01 -0724.06 Dade NOA 01 -0724.06 Dade NOA 01 -0724.06 NFM 45 Dade NOA 01 -0724.06 USP410 -021 USP Stock No. RT18F RT18T RT20 RT2OF RT2OT RT22F RT22T RT24F RT24T RT3OF RT3OT RT36F RT36T RT48F RT48T SGP2 SGP3 S61.3-126L SKH26R TAl2 TAl2R TA14 TA14R TA16 TA16R TA18 TA18R TA20 Old Hughes Stock No. RT1B RT18TW RT20 RT2OTW RT22 RT22TW RT24 RT24TW RT30 RT3OTW RT36 RT36TW RT48 RT48TW TA 12 TA 12R TA 14 TA 14R TA 16 TA 16R TA 18 TA 18R TA 20 Old SEMCO Stock No. SGP2 SGP3 • • •• • •• -• •• • • .- -• Metro Dade Notice of Acceptance Dade NOA 01- 0912.05 Dade NOA 01- 0912.05 Dade NOA 02- 0128.05 Dade NOA 01 -0912.05 Dade NOA 01 -0912.05 Dade NOA01 -0912.05 Dade NOA 01 -0912.05 Dade NOA 01 -0912.05 Dade NOA 01 -0912.05 Dade NOA01 -0912.05 Dade NOA 01- 0912.05 Dade NOA 01 -0912.05 Dade NOA 01 -0912.05 Dade NOA 01 -0912.05 Dade NOA01 -0912.05 Dade NOA 02-0102.03 Dade NOA 02- 0102.03 Dade NOA01 -0327.04 Dade NOA01 -0327.04 Dade NOA 01-0912.05 Dade NOA 01-0912.05 Dade NOA 01 -0912.05 - Dade Z1/2404942.05 • Dade NOA 01 -0912.05 • • - • • DadeNpAt11- 12.05 .Dade NOA01 -0912.05 Dade NOA 01-8912.05 • Dade NOA01 -0912.05 TA ' 2OR TA 20R For additional product information on allowable loads, fastener schedules, and code evaluation reports, consult USP's Full Line Catalog. Dade Tr-11%12.05 • .• • • • • • • • • • • • JUN -03 -2003 TUE 11:36 AM USP STRUM' CONN Cir rited teel Pro ducts Comp:Inv. FAX NO. 7275358199 P. 02/05 ACCEPTANCE NO: 00-1227.01 APPROVED: MAR 5 2001 EXPIRES: 12/02/2006 V�O'TICI: OF ACCFPTANCE4 SPECIFIC CON1)iT[ONS I. SCOPE. 1.1 '!'hiS renews the Notice of Accsptanee No. 9S- 1216.07. which was issued on 04/01/1999. It approvos wood connectors: as described in Section 2 of this Notice of Acceptance, designed to comply with the South Florida Building Code (SP13C), 1994 !Edition for Miumi•padc County. Par the locations where the actual loads as determined by SFBC Chapter 23. do not exceed the design load indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The United Steel Wood Can nectum shall be fabricated and used in strict compliance with the following documents: Drawing No. IUId -PA.PC iSc fISC TI'; sheet I and 2 of 2. titled "Wood Connectors ". prepared by United Steel Products Company, dated 12112100 with no revisions. The drawings shall boar the Miami -bade County Product Control Approval stamp with'thc Notice ofAecoptattce ntambcr•ttnd approval date.bylhe Miami -Dade Product Control Division. Those documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS S 3.1 Allowable loads Are for Southern Pine or better with a specific gravity of 0.53 and i o ispIr� contain t'of t 9% or • less. • • • • • • 3.? Allowable loads are based•ost testing per ASTM D1761 and calculations per Nationlrairin Sgeifcrxions few • Wood Construction I9 t..Edition & 1993 Errata. �1 r t = �+ pr • •••• • • • T NSY•AL!LAi1ON •••••• • • • The wood connectors shall be installed in strict compliance with the approved drawirts. • • • - L A B E L I N G NG Each wood eot neeior dealt hear a Perin •l ic7 with ilte.manafacturar's nomc or toga- fT statqvAthe. P fotlo ins statement: "Miami -Dads County uct Control Approye4 ". • .• • •• • • • • •• • 6: BUILDING PERMIT 6.1 Application for Building Permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6:1,2 Duplicate ,capics drawings..ss identified in:Section 2 ofthis Notice of Acceptance. clearly marked :td.sli0vr the hartters. artd;mngi s•klected for the proposed installation. 6.2.3 Any other document:required.b }, the 'Building Official.arthc:SFBC in order to properly evaluate the Installation. of these products. 2 Candido Font, PE, Sr, Product Control Examiner Pro duet Control Division • • • • • • , JUN -03 -2003 TUE 11:36 AM USP STRUCT COMN titaite Sleet Pr•�d Company. FAX -NO, 7275358199 P, 03/0 ACCEPTANCE NO.: 00- 1227.01 APPROVED: MAR 1 5 2001 EXPIRES: 1 21p2/2006 • - -- NOTICE t F ACCIE✓PTAIVCE STANDARD Ct�i� 1 }ITI(}l�iS I. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be pemranently labeled with the mane fracturer`s name. city, state, and the following stateanant: ".Miami -Dade County Product Control Approved", or asspccifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if.' a) There has been a change in the South Florida Building Code affectin the evaluation of this product and the product is that in ettraptitinee with the code changes; b) The product ism longer the same product (identical) as the one originally approtied; c ;,lf life Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product; dJ 'Thc•enginccr who originally prepared, signed and sealed the required documentation initially suutnitted is no longer practicing the engineering prelessian. • • • 4. Any revision or change in the materials, use, and/or manufacture of the product or prochs.lhall autome only be • c • ause for termination of this Acceptance; unless prior written approval has been requessatkeitiough tic fP tng of a revisibn application with appropriate fee) and granted by.this of1:ico. • •••• • • • Any of the following shall also be.grounds for removal of this Aceqptance: • • • • ' •••• d 11 satisl"actory ,performance of this product er process. • • z` :Misuse. of this acceptance es an endorsement ofany product, for_ alc aflvertiain r a,!! oflror purpocc_i • l 1e ofAccelitance number. preceded by the words Miami -Dade County; Ftaride,a rid fjs, jrje • 'expiration date may be displayed in advertising literature. Ifaany portion Of the .Notice ofActeptance is, spia�ed,. thin it shall be ,done In its;cntircty., • • • `7i A copy of this Acceptance as Well as approved drawinp a other dodurncnts, where it•applics, shall be provided to the user by the manufacturer or•its •distrfbtttors and shall be available for inspection at the job site at all time. The engineer nee diiot reseal the eopiei, S. Failure to comply with'any of tliiS.Aeceptunceshal( bc. use for' termination and removal of Acceptance. 9. TN'S. lToticc. of Acceptance consists of pages 1., 2.and this least page. 3, FAD OF THIS ACCEPTAr C 3 • • .- t a c t - d i ct a ° F a l k k i l l Sr: Pradttet Exarn iner Pioduct Control Pivisioet -- • • • Iredoet OMd OSretV4!d1 __ia Faeer.ws Arkin i li r7 Isie..r le 1 IRI FG4twaili 0. 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T u4 Cttri'IId .Mb,r 111A11 744e a .*.)v Penel-ntien p I -314° IagrlCO !sta. PRODUCTS CO 107 2114(50 Dom touritottor iw 660611 WOOD CDNNECTTh .0 MTV wl0i VuVIAC worm -- ..111“2 - -- 3110ET W30ER. MAYS a 108.0rNL r£. ma mimosa JL1S1D99' MIAM IDADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) MIAMI-DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 United Steel Products Company. 703 Rogers Drive. Montgomery, MN 56069 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High velocity Hurricane Zone. • DESCRIPTION: JL, JUS, SKH & HJC. Joist Hangers. • •' • • •• • •• • APPROVAL DOCUMENT: Drawing No. HJC/ JUS/ SKH/ JL, sheet 1 and 2, dated 03 /20/alitith no re''isions, prepared by United Steel Products Company signed and sealed by T. A. Kolden PE, bearings Miami -Dade C o u n t y Product C o n t r o l Renewal s t a m p w i t h t h e Notice of Acceptance n u m b e r a n d ExpirOiglgte by flA ti igmi • Dade: County Product Control Division. •••• • ``'o off' • •••• MISSILE IMPACT RATING: None • • • • • • • LABELING: Each unit shall bear a permanent label with the manufacturer's name or logg,•eimstate and • following statement: "Miami -Dade County Product Control Approved or MDCPCA ", unless oth&rwiselfoted • herein. •••• • • • • •• • •• • RENEWAL of this NOA shall be considered after a renewal application has been filed and there has b'egutw' change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 01- 0327.04 consisting of this page, evidence page & approval document mentioned above. The submitted documentation was reviewed by Can ' . ont PE. NOA No: 06 -0601.03 Expiration Date: June 04, 2007 Approval Date: July 20, 2006 Page 1 • • • • • • • • •• • • United Steel Products Company. NOTICE OF ACCEPTANCE: EVIDENCE PAGE A DRAWINGS 1. Drawings prepared by United Steel Products Company, titled "Face Mount Joist Hangers ", Drawing No. HJC /JUS /SKH/JL, sheet 1 and 2 of 2, dated 03/20/01 with no revisions, signed and sealed by T. A. Kolden, PE. B TEST Test reports on wood connectors per ASTM D1761 by Maxim Technologies Inc., signed and sealed by S. L. Muschinske, PE. Report No. Wood Connector Direction Date 1. 3013 - - 3301 JL Series Upward & Down 01/12/97 2. 3013 - - 3301 JUS Series Upward & Down 01/12/97 3. 3013 - - 3301 SKH Series Upward & Down 01/12/97 4. 3013 - - 3301 HJC Series Upward & Down 01/12/97 C CALCULATIONS 1. Face Mount Hangers Series Calculations prepared by T. A. Kolden, signed and sealed by T.:4%.:„ Kolden PE.on 04/12/97. • • • • • •• • • •• • • • • • D STATEMENTS • • • 1. No Financial Interest & Code Compliance letter issued by Thomas F. Devening tg: igned WT.. T F. Devening PE on 04/12/97. • •••• • 2. Letter of No Change issued by United Steel Products Co, dated 05/02/2001 and.4igued by T. A. • . Kolden, PE. • • • 3. Merger Documents issued by the State of Minnesota on 02/14/200 and signed brthrlecretary of State, M. Kiffmeyer. • • .•••• • 4. One time approval letter issued by Metro Dade County on 06/20/05, signed by C. F. Font PE Mt!' accepted by R. Lutz PE. • • • • • • • • • E - Can + o F. ont PE. Sr. Product Control Exgminer NOA No 06- 0601.03 Expiration Date: June 04, 2007 Approval Date: July 20, 2006 PRODUCT CODE STEEL GAUGE DIMENSIONS (In.) FASTENER SCHEDULE FASTENER SCHEDULE ALLOWABLE LOADS (lbs.) V H D A HEADER JOIST JOIST DOWN UPLIFT UPLIFT JUS24.• la , 1 9/16. 3 1/8 • 1 3/4 1 C4) 10d• C2) 10d - 645 - N/A ' JUS26 I8 • 1 9/16. 4 13/16 1 3/4 1 . C4) 10d • C4) Ind • 840 ' 860 JUS28 • 18 , 1 9/16. 6 11/16 1 3/4 1. C6) 1D0' (4) 10d ' 1065 ' 860 • JUS210 • 18 / 1 9/16' 7 13/16 1 3/4 1• CB) 10,21 C4) 10d 1290 ' 860 ' PRODUCT CODE STEEL GAUGE DIMENSIONS Cin.) FASTENER SCHEDULE ALLOWABLE LOADS (lbs.) V H D A HEADER JOIST DOWN UPLIFT HJC26• 12 • 5 7/8• 5 3/8 3 1/4 1 3/4 C16) 16d C12) l0d ' 2245 • 1550 • HJC28' 12 - 5 7/8' 6 3/4 • 3 1/4' 1 3/4• C20) 16d C14) 10d • 2805 ' 2015 - 1 Published load Is for total of hip at 45 degrees and Jack at 90 degrees conbined • 2 Mhdnun header thickness shat be 2 inches for 16d nails. . 3 Allowable DOWN load listed Is at 1007. Duration of Load TYPICAL HJC INSTALLATION 1 Specified Joist nails shall be Installed at 30 to 45 degrees horizontally such that they • penetrate through the end of the Joist and into the header. 2 Minimum header thickness shall be 1 3/4 inches for 10d nails. ' 3 Allowable DOWN load listed Is at 1005 Duration of Load. 4 Uplift Loads listed as N/A had uplift capacity less than the required 700 pounds. TYPICAL JUS INSTALLATION • • • • • • • • ••• • • • • • • • • • • • • ••• • • • • • • • • •• •• • • ••• • • • • • • •• • • • ••• • • • • • •• J ••• ••• ••• • • / • • • • • • • • • • • • • •• • • •• • • • • ••• • • • • • • • • • • • • • • • •• • •• • • GENERAL. NOTES 1) STEEL SHALL CONFORM TO ASTM A653. STRUCTURAL GRADE 33, U.O.N. ' AND A MINIMUM GALVANIZED COATING OF G -60 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED 3) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED B A SHORT TERM DURATION FACTOR OF 33/. FOR WIND LOAD CONDITION. NO FURTHER INCREASE ALLOWED.' 4) ALLOWABLE DOWN LOADS ARE NOT INCREASED BY SHORT TERM DURATION FACTOR - 5) ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 1991 EDITION 6 1993 ERRATA. FOR SOUTHERN YELLOW PINE CG. 0.55 OR BETTER) L TEST PERFORM IN ACCORDANCE WITH ASTM 01761 into :t4" RFa €l .:4' UNITED STEEL PRODUCTS CO 703 ROGERS DRIVE MONTGOMERY MN 56069 FACE MOUNT JOIST HANGERS DATE' _swum_ DRAWING NUMBER' i,,J&/ ,g{ icy /JL SHEET NUMBER' _},1LF_$.__ THOMAS A. KOL DEN, P.E. CIVIL NUMBER FL #50899 01-D3')-?-0¢ PRODUCT CODE STEEL GAUGE DIMENSIONS (In.) DIMENSIONS (In.) FASTENER SCHEDULE ALLOWABLE LOADS CIba) H V H D A HEADER JOIST DOWN UPLIFT JL24 , 20 , 1 9/16 3 1 1/2 15/16 (4) lad (2) 8d x 1 1/2 480 N/A JL26 • 20 • 1 9/16 4 3/4 1 1/2 15/16 (6) 10d (4) 1311 x 1 1/2 670 N/A - ..IL28 ' 20 • 1 9/16 6 3/8 1 1/2 15/16 C10) 10d C6) 8d x 1 1/2 1120 . 750 . JL210 ' 20 • 1 9/16 B 1/4 1 1/2 15/16 (14) 10d (B) 8d x 1 1/2 1560 • 995 - JL262 ' 18 . 3 1/16 5 2 1 1/4 (8) 16d (4) 8d 1075 • N/A , JL282 . 18 , 3 1/16 7 2 1 1/4 C12) 16d C6) Bd 1610 ' 800 . JL2102 ' 18 3 1/16 8 2 1 1/B (14) 16d CB) 8d 1880 ' 1070 PRODUCT CODE STEEL GAUGE DIMENSIONS (In.) FASTENER SCHEDULE ALLOWABLE LOADS (tbe.) V H D A HEADER JOIST DOWN UPLIFT SKH26 ' 16 • 1 9/16' 5 1/4 ' 1 7/8 1 3/16 <6) 16d • C6) 10d x 1 1/2 805 • N/A . 1 Miter cut required on end of Joist to achieve allowable loads. 2 Mininun header thickness shall be 2 inches for 16d nails. 3 Allowable DOWN load listed is at 100% Duration of Load • 4 Uplift Loads listed as N/A had uplift capacity less than the required 700 pounds. ' 5 5141426 is skewed Right or Left. , TYPICAL SKH26L INSTALLATION SKH26L I Mininun header thickness chat be 1 3/4 inches for Od nails and 2 inches for 16d nails. 2 Allowable DOWN load I sted is at 100% Duration of Load. 3 Uplift Loads listed as N/A had uplift capacity less than the required 700 pounds. - TYPICAL JL26 -2 INSTALLATION • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • 000 • • • • • • •• • • • •• • • • •• • ••• ••• ••• • • • • • • • • • • • • • • • • • • •• • • •• • • • • •5I • • • • • • • • • • • • • • • • •• •• 0 • • GENERAL NOTES 1) STEEL SHALL CONFORM TO ASTM A6S3, STRUCTURAL GRADE 331 U.O.N. AND A MINIMUM GALVANIZED COATING OF G -60 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED 3) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED B A SHORT TERM DURATION FACTOR OF 335 FOR WIND LOAD CONDITION. NO FURTHER INCREASE ALLOWED. 4) ALLOWABLE DOWN LOADS ARE NOT INCREASED BY SHORT TERM DURATION FACTOR 5) ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 1991 EDITION P. 1993 ERRATA, FOR SOUTHERN YELLOW PINE CG= 0.55 OR BETTER) B. TEST PERFORM IN ACCORDANCE WITH ASTM D1761 fAlmilx'<IOFAE ETe Isv,isas kPP111141 'Mt 111M silk ?? Oi!li4' 1 f -I r:.rmi MAY ,2001 01-0327.0g UNITED STEEL PRODUCTS CO 703 ROGERS DRIVE MONTGOMERY MN 56069 FACE MOUNT JOIST HANGERS DATE' _.9.2G2.PL41_ DRAWING NUMBER' HwE/5 /SKD/JL SHEET NUMBER' _g a_F g__ THOMAS A. KOLDEN, P.E. CIVIL NUMBER F•L #50899 01 - 0 33 -7. M I A M I•DADE PRODUCT CONTROL NOTICE OF ACCEPTANCE United Steel Products Company 703 Rogers Drive (P. O. Box 80) Montgomery ,MN 56069 The expense of such testing will be incurred by the manufacturer. MIAMI-DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING BUILDING CODE CUMtJ'LIANCE OFFICE; \t1 :rt:t -Dad - nil tati;lt t#Uttri(i:t1 HO WEST rt./taI.Iiit sruEI:r. SUITE; laB) MIAMI. FLORIDA 33 130.15a3 (305) 373.2901 FAX (305) 373. cm (: rult t.iC r.Ns[NC; sErrioX (305) 375.3$27 VAX (JU3) 375-33,5H CONTRACTOR ENt UI[CFNIENT DIVISION (305) 375 -3=166 FAX (305) 375.2905 I'RCMnt►cr co} rnol. n1VISloti (305) J75.29fl3 FAX (305) 372.5339 Your application for Notice of Acceptance (NOA) of: Wood Connectors under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dude County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid alter the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, I3CCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Uuildimt Code. ACCEPTANCE NO.: 02- 0102.05 EXPIRES: 02115P007 Raul Rbilrljale : • Chief Pipdit;` wisiost •••• • • • • • • • • •••• THIS IS THE COVERSIIEET. SEE ADDITIONAL PAGES FOR SPECIFIRGINV GENERAL AL CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTI ••• •••• •• • •• • • • • •• • This application for Product Approval has been reviewed by the BCCO and approved by the Building • • ••• • • Code and Product Review Committee to be used in Miami-Dade County. Florida under the conditions set forth above. APPROVED: 01/31/2002 1404S000 itpc200011 :emplacesMnooce acceptance cover page.dae Internet mail address: postmaasterttbuildingeodeonline .eon t^ I-[omepnge: hitp :llwww.buitdingcadeonline.com Francisco J. Quintana, R.A. Director Miami -Dade County Building Code Compliance Office • • • • • • • • • United Steel Products Co. <ACCEPTANCE No.: 02- 0102.05 APPROVED; January 31, 2002 EXPIRES: February 15, 2007 NOTICE OF ACCEPTANCE: SPECIFIC CONIDITIONS L SCOPE 1.1 This renews Notice of Acceptance (NOA) No. 01-1015.02. which was issued on November 8, 2001. It renews the approval of a wood connector, as described in Section 2 of this NOA. designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFI3C Chapter 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The USP Wood Connectors and its components shall be constructed in strict compliance with the following document: Drawing No CLPBI?, Sheets I of 1, titled "Wood Connectors," prepared by the manufacturer, dated 9/21/01. signed and sealed by Thomas Koklen, I'.E., bearing the Miami- Dade County Product Control renewal stamp with the NOA number and expiration date by the Miami -Dade County Product Control Division. This doCUI11Cnt shall hereinafter be referred to a;s the approved drawings. 3. LIMITATIONS • • 3.1 Allowable loads are for Southern Yellow Pine whit a specific gravity of 0.55: mPtvoistu't•e content ••••:• of _19 % or less. •• • ••• y • •• 12 Allowable loads are based on testing per ASTM 01761 and calculations per Wt;Dtl Desigt? • • Specifications for wood construction 1991 Edition. •••• • • • • •••• • tNSTALL.1TI0i •••• • X1.1 This wood connector shall be installed in strict compliance with the approved c • •• • 5. LAI3CLING • •••• • • • . ... 5.1 Each unit shall bear a permanent label ticith the manufacturer's name or logo. citrstate ancJ,••.•. • • following statement: "Miami - Dade County Product Control Approved ". •. • 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the followin 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings. as identified in Section 2 of this Notice of Acceptance. clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installation of this system. Raul Rodriguez, Chief Product Control Division United Steel Products Co. NOTICE OF ACCEPTANCE: I. Renewal of this Acceptance (approval) shall be considered after a renewal application has been liled and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manutbcturer's name, city, state, and the Following statement: "Miami -Dade County Product Control Approved ", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a) There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes; b) The product is no longer the same product (identical) as the one originally approved; c) If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product; d) The engineer who originally prepared, signed and sealed the required documentation initially submitted is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and /or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has bcin • requested (through the filing ol'a revision application with appropriate fee) and gauped by this7tl3'M • • • • • 5. Any of the following shall also be grounds for removal of this Acceptance: •• •.. a) Unsatisfactory performance of this product or process. • b) Misuse of this Acceptance as an endorsement ofany product. for sales, advert isij,'!2•et•.�tiy° otbe4 :. • • purpose. •••• • • • G. The Notice of Acceptance number preceded by the words Miami -Dade County, Flot'Ilai and foltoi'ed • by the expiration date may be displayed in advertising literature. I f any portion of the Roticc of •••• Acceptance is displayed. then it shall be done in its entirety. •••• • • • • • • • 7. A copy of this Acceptance as well as approved drawings and other documents. where it applies'slKfl4' be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. ENI) OF THIS ACCEPTANCE 3 ACCEPTANCE No.: 02 APPROVED: January 31, 2002 EXPIRES: February 15, 2007 STANDARD CONDITIONS Caul Rodriguez, Chief Product Control Division PRODUCT CODE GAUGE DIHE NSIONS FASTra1CRS ALLOW/1DLE LOADS v 1i HEADER JOIST DOWNWARD dd Od CLPDF • )D • 1 9/16 • 3 • 12 • 3 . 815 - DIM • • 12• 6. 015 • • 015. CLPDF. 3 10 • 2 S/e • 2 1/2. 12 • 6 . 015 • 1115 • BUTTERFLY HANGER ( •• PRODUCT RENZWED AccerrAnceNs^ �.,�• � , FICORAT10? OA t' �• •• •••/2 Th. 1 •• ••• •• • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • pODDCT COM U1. DPIISIDQ • , I111181N0 CODE CDIOhISSE OEftcS • • I ACCEPTIIKCE SiO.r71 -1015 02_, •• • • • • • • • • 1 • • • • • • • • • • • • • • •• • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • 0.6 M•JIROVCD PRODUCTS SHALL BC HARE or STLCL COIA 10 ASIH A653 STRUCTURAL QUALM • GRADE. 33 14)11. VELD 33 1150 AHD A HDOHtni GALVANIZED COATING Or OLD PLR AS Ale t. 8) rASTCHCRS ARC tDNHON %IRC NAILS U OTI/C0V1SC KITED . • 3) in 1.1 -6t E Do u l u pGa..R.Q.st1C I•ll -t{ THE. rPntl0DA•cluRESLS. tu %ost . 745 )10TICC, oP. t.CtEF'f AItCe.nnp - rut. /.PPU cr.ra..-. 1+[ �ciouL aE I') S. F. C.C. 4) ALLUVAOLC LOADS ARC Dn9CR ON inc NATIONAL DESIGN SPCCIr IC'ArION rail VDOD C@is7RUCr1O)t 1991 cowry) I. 1493 r,RRAIA, rap SOUTHERN PINE SO .41.55 tut BETTER) AIM TEST PERFORHAUCC IN ACCORDAHCC VIT11 AST11 0 •1761. 5) ALLOVAIILC LOADS rag V111D 61PLYrT HAVC ALRCAOY DCCN INCRCASCD ST A tiuRAT1014 LflAD [U' 338 AHD till 1.1111CR INCREASE IS ALLOVER. I) FOR OFFICE USE APP8UUD AS Minn t111U EOE seals FIDSIDL BDRDN D Cp E, 1 DATE .. r 31 r,rNr_RA1 NOTF UNITED STEEL PRODUCTS CO 703 ROGERS DRIVE HUNTGOHERY FIN SGOG9 WOOD CONNECTC112S DATC. BRAVING HUMBER. SHEET tAIHDER. pool matins A. KOLDEN, P.E. CIVIL NUMBER FL1150899 MIAMI•DADE BUILDING CODE COMPLIANCE OFr10E (BCCO) PRODUCT CONTROL DIVISION MIAIVII DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SU1'1J 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 NOTICE OF ACCEPTANCE (NOA) United Steel Products Co. 703 Rogers Drive. Montgomery, MN 56069 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer v'n71 incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Wood Connectors EHUH & UH Series. APPROVAL DOCUMENT: Drawing No.MD0603A, titled "EHUH SERIES & UH SERIES" sheet 1 & 2, with no revisions, dated 06/09/03, prepared by United Steel Products Company signed and sealed by R W. Lut , PE bearing the Miami -Dade County Product Control Approval stamp with the Notice of Accept Vince (NOA) *teller* and approval date by the Miami Dade County Product Control Division. MISSILE IMPACT RATING: None • .. .. • •. • • • •• • .• LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, c , Mate anc4 • • following statement "Miami Dade County Product Control Approved ", unless otherwise noted 11erea. . RENEWAL of this NOA shall be considered after a renewal application has been filed and h s beets, fib• • • change in the applicable building code negatively affecting the performance of this product. • • ▪ • • TERMINATION of this NOA will occur after the expiration date or if there has been a revilion•ovhangejgLe materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endo¢ement of ai4.... • product, for sales; advertising or any other purposes shall automatically terminate this NOA Pailurolto co mply • • with any section of this NOA shall be cause for termination and removal of NOA. .. • • .. • ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA 'hall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA #00- 0822.01 and consists of this page 1, evidence page & approval document mentioned above. The submitted documentation was reviewed by Candi In F Font PE. NOA No: 03- 0611.05 Expiration Date: August 21, 2008 Approval Date: October 2, 2003 Page 1 United Steel Products Company. A 1. NOTICE OF ACCEPTANCE: EVIDENCE PAGE DRAWINGS Drawings prepared by United Steel Products Company, titled "EHUH SERIES & UH SERIES ", Drawing No. MD0603A, sheets No. 1 & 2, dated 06/09/03 with no revisions, signed and sealed by R. W. Lutz, PE. B TEST Test reports on wood Caudel, FE. Report Nio. 1. PT # 96 -0904 2 PT # 96 -0905 3 PT #96 -0907 2. PT # 96 -0901 3. PT # 96 -0902 4. PT # 96 -0903 5. PT # 96 -0908A 5. PT # 96 -1009A 6 PT # 96 -1015 D STATEMENTS connectors per ASTM D1761 by Kleinfelder, signed and sealed by C. R. Wood Connector UH 26 UH 28 UH 210 ST 201 ST 201 ST2 -202 EHUH 26 EHUH 28 EHUH 210 E - 1 Direction Down & Up Down & Up Down & Up Down & Up Down & Up Down & Up Down & Up Down & Up Down & Up C CALCULATIONS Report of Design Capacities prepared for Hughes Manufacturing., Inc, Product Model No. of Pages Date 1. EHUH Series 1 through 24 02/28/96 2 UH Series 1 through 27 12/15/96 3 ST Series 1 through 15 12/15/96 Date 09/30/96 09/30/96 10/02/96 09/30/96 11/05/96 11/06/96 11/06/96 01/29/97 03/04/97 • Sign€oure. • T. F. t1wPen g, Ply• •. T.F. Dearing, PP. .. T. F. Deveriihg, PE • •. • • • • • •..• 1. No Change letter issued by United Steel Products Company, on 04/26/00 and si • •' • ' • • • •' • Brunson. • C. 2. No interest letter issued by Thomas F Devening • enrng C °nsulting Engineer, on O1/28/9;7, sia�ned • an, • • • •• sealed by T. F. Devening, PE. een . . 3. Certificate of Merger between • Secretary of the State of een o a on Manufacturing i g Inc. and United Steel Products Co. by TM' • • C i dido F. Font PE. Sr. Product Control Examiner NOA No 03 -0611.05 Expiration Date: August 21, 2008 Approval Date: October 2, 2003 • PRODUCT CODE JOIST SIZE DIMENSIONS - E ASTENER DESIGN LOADS W H A HEADER JOIST DOWN UPLIFT EHUH26 2X6 1 5/8 5 1/4 3 1/2 20 -16d ` ° 10 -10d X 1 1/2 2385 1200 EHUH26N 2X6 1 5/8 5 1/4 3 1/2 20- HN20A•10 -HN20A 3160 1730 EHUH28 2X8 1 5/8 7 1/4 3 1/2 28 -16d 14 -10d X 1 1/2 3470 1845 EHUH28N 2X8 1 5/8 7 1/4 3 1/2 28 - HN20A 14 - HN20A 4110 2515 EHUH210 2X10 1 5/8 9 1/4 3 1/2 32 -16d 16 -10d X 1 1/2 3965 2110 EHUH210N 2X10 1 5/8 9 1/4 3 1/2 32 -HN20A 16 -HN20A 4700 2875 EHUH26 -2 (2) 2X6 3 1/8 5 3/8 3 1/2 22 -16d 11 -10d X 1 1/2 2875 1690 EHUH26 -2N (2) 2X6 3 1/8 5 3/8 3 1/2 22 -HN20A 11 - HN20A 3285 2195 EHUH28 -2 (2) 2X8 3 1/8 7 3/8 3 1/2 32 -16d 14 -10d 4185 2155 EHUH28 - 2N (2) 2X8 3 1/8 7 3/8 3 1/2 32 -HN20A 14 -HN20A • 4775 2790 EHUH28 -3 (2) 2X8 5 1/8 6 13/16 3 1/2 40 -16d 16 -10d 5190 2645 EHUH28 -3N (2) 2X8 5 1/8 6 13/16 3 1/2 40 -HN20A 16 -HN20A 5335 2850 EHUH210 -2 (2) 2X10 3 1/8 9 3/8 3 1/2 40 -16d 16 -10d 5190 1645 EHUH210 -2N (2) 2X10 3 1/8 9 3/8 3 1/2 40 -HN20A 16 -HN20A 5335 2850 EHUH46 4X6 3 9/16 5 1/8 3 1/2 22 -16d 11 -10d 2875 1690 EHUH46N 4X6 3 9/16 5 1/8 3 1/2 22 -HN20A 11 -HN20A 3285 2195 EHUH48 4X8 3 9/16 7 1/8 3 1/2 32 -16d 14 -10d 4185 2155 EHUH48N 4X8 3 9/16 7 1/8 3 1/2 32 -HN20A 14 -HN20A 4775 2790 EHUH410 4X10 3 9/16 9 1/8 3 1/2 40 -16d 16 -10d 5190 2715 EHUH410N 4X10 3 9/16 9 1/8 3 1/2 40 -HN20A 16 -HN20A 5335 2850 EXTRA HEAVY CONNECTER 14 GAUGE NOTE 1.) PENETRATION OF FASTENER IN HEADER IS 2° FOR 16d NAIL & 1 3/4° FOR HN20A NOTE 2.) PENETRATION OF FASTENER IN JOIST IS 1 1/2° •• ••• • • • • • • is •• • • GENERAL NOTES •• • • • 1) STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 33j U. O. N. 2) FASTENERS ARE COMMON WIRE NAILS UNLESS O'EFTEj2W" NOT6IL • • • • • • • • • • • 3) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASER BY•A•SHUR: :• TERM DURATION FACTOR OF 33% FOR WIND LOA1T tN11WTONS. • • NO FURTHER INCREASE ES ALLOWED. 4) ALLOWABLE DOWN LOADS ARE NOT INCREASED BY SHORT TERM DURATION FACTOR. ••• • • • • • • • • • • • • • • •• • • 415 .. • • • nns5:a 9116411k!! Cod Doan NOM ZW-111061kr M1H ia .o- 1'. CM= Divlskyi DATE• 6/9/03 SHEET. 1 OF 2 EHUH26 -2 SHOWN NTS DRAWING NO. MD0603A UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, MONTGOMERY, MN, 56069 RHONE (507) 364 -7333 NAME. EHUH SERIES ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. NO. 55409 MDADE • •• • • • • • • • • I • • • • •• ,• • ••• • PRODUCT CODE J ❑IST SIZE DIMENSIONS FASTENERS DESIGN LOAD A B H W V HEADER J ❑IST 16d 100% 16d UPLIFT 20d 100X 20d UPLIFT UH210' 2X10 3 1 9 1/4 1 5/8 3 3/4 16 5 2320 900 2800 1440 UH24' 2X4 3 1 3 1/4 1 5/8 3 3/4 4 2 580 - - -- 700 - - -- UH26' 2X6 3 1 5 1/4 1 5/8 3 3/4 6 3 1160 720 1400 785 UH28' 2X8 3 1 7 1/4 1 5/8 3 3/4 12 4 1740 735 2100 1110 UH36 3X6 3 1 4 3/4 2 5/8 4 3/4 8 3 1160 - - -- 1400 700 UH46 4X6 3 1 5 1/4 3 5/8 5 3/4 10 3 1450 - - -- 1750 700 UH28 SHOWN UE \ERAL NOTES ,•• ... .. • • • 1) STEEL SHALL CONFORM TO ASTM A653 •• • • • • • • STRUCTURAL GRADE 33, AND A MINIMUM ..• ... .. • • GALVANIZED COATING OF G60. 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE N ❑TED. , , • ••• 3> ALLOWABLE LOADS ARE BASED ON THE•NATIF]NAL • • • DESIGN SPECIFICATIONS FOR WOOD CONS,112U :TVJ, ■: : • . 1997 EDITION FOR SOUTHERN YELLOW RINE • • • • •• (G= 0.55 OR BETTER AND MOISTURE CON'PENT 'OF • • 19% OR LESS) ALL TESTS PERFORMED IN ACCORDANCE WITH ASTM D1761, 4) ALLOWABLE UPLIFT LOADS HAVE BEEN INGOBASED • • • • BY A DURATION FACTOR OF 33% FOR WINDLLD�I]AD• • • • • • CONDITION. NO FURTHER INCREASE IS ALLOWED.: • • • • • • • •• •. • • • • JOIST HANGER U -TYPE 18 GAUGE N❑TES1 1. NAILS ON J ❑IST SHALL BE LONG ENOUGH TO BE DRIVEN THROUGH BOTH PLATES & CLINCHED. 2. PENETRATI ❑N OF FASTENERS IN HEADER & JOIST SHALL BE 2' FOR 16d NAILS & 2 3/8' FOR 20d NAILS. A;r:slaved as scam-dying wilt; tie Ftrrrkb D a. Cod Dsee 02. 0 NOMA Miami and Division UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, MONTGOMERY, MN. 56069 PHONE <507) 364 -7333 NAMEI UH SERIES DATE1 6/9/03 SHEETI 2 OF 2 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. NO. 55409 DRAWING NO. MD0603A MDADE MIA M I-DADE PRODUCT CONTROL NOTICE OF ACCEPTANCE United Steel Products Company 703 Rogers Drive (P. 0. Box 80) Montgomery ,MN 56069 The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01- 0724.06 APPROVED: 09/20/2001 • • •••• BUILDING CODE & PRODUCT REVIEW COMMITTEE 1ts045000tlpc2000lltemplateslnodce acceptance cover pa e.doc Internet mail address: postmasterC?hui ldingeodeonline.com MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE METRO-DADF, FLAOLEP BUILDING 140 WEST FLAMER mum SUITE 1603 MIAMI. FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 COmm:term: LICENSING SKcTION (305) 375.2527 GAX (305)375.255s CONTRACTOR ENFORCEMENT DIVISION (305) 375-2966 FAX (305)375-290S monucI' CONTROL DIVISION (305) 375 -2902 FAX (305) 372 -6339 Your application for Notice of Accentance (NOA) of. Wood Connectors under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. EXPIRES: 10/01/2006 Raul Rodri,;uer Chief Prod utt Cot trol situ •. THIS IS THE COVERSHEET. SEE ADDITIONAL PAGES FOR SPECIFIC 014 tIENERAI CONDITIONS •• -- - • . • • • • . .. . • . S . forth nl.naln •. • •• • • • This application for Product Approval has been reviewed by the BCCO and appi,'ov!d �►y th�•Berilding Code and Product Review Committee to be used in Miami -Dade County, Florida ulde>;tllc conditibhs set • • Francisco J. Quintana, R.A. Director Miami -Dade County Building Code Compliance OlTicc Homcpage: http : / /www.buildingeodeonline.com • • • • • • • • United Steel Products Comjtny. ACCEPTANCE NO: 01- 0724.06 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS t. SCOPE 1.1 This revises the Notice of Acceptance No. 00- 1212.03, which was issued on 03/01/2001. It approves wood connectors; as described in Section 2 of this Notice of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County. For the locations where the actual loads as determined by SFBC Chapter 23, do not exceed the design load indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The United Steel Wood Connectors shall be fabricated and used in strict compliance with the following documents: Drawing No. NFM & DTC -HSU, sheet I and 2 of 2, titled "Wood Connectors ", prepared by United Steel Products Company, dated 07/16/01 with no revisions. The drawings shall bear the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 Allowable loads are for Southern Pine or better with a specific gravity of 0.55 and moisture content of I A% or less. 3.2 Allowable loads are based on testing per ASTM D1761 and calculations per_National Design Specifications for Wood Construction 1991 Edition & 1993 Errata. INSTALLATION 4.1 The wood connectors shall be installed in strict compliance with the approved drawings. 5. LABELING S I ' . Each wood connector shall bear a permanent label with the manufacturer's name or:l : ity, stip acid the following statement: "Miami -Dade County Product Control Approved ". • . • • •• 6. BUILDING PERMIT •••• • • • • 6.1 Application for Building Permit shall be accompanied by copies of the following: •••••• • • 6.1.1 This Notice of Acceptance •••• 6.1.2 Duplicate copies of the approved drawings as identified in Section 2 of this i ofAccepttlice, • clearly marked to show the hangers and angles selected for the proposed insrtltVin. • • 6.1.3 Any.other document required by the Building Official or the SFBC in orderto properly cou the • installation of these products. • • • •• • •• • • • • • • I. • APPROVED: SEP 2 0 2001 EXPIRES: 10/01 /2006 • • • • • • • • • Candido Font, PE, Sr. Product Control Examiner Product Control Division United Steel Products Company. ACCEPTANCE NO: 01- 0724.06 APPROVED: SEP 2 0 2001 EXPI RES: 1 /0 1/2006 NOTICE OF ACCEPTANCE STANDARD CONDITIONS I, Renewal of this Acceptance (approval) shall be considered after a renewal application has been tiled and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (5) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved ", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a) There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes; b) The product is no longer the same product (identical) as the one originally approved; c) If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product; d) The engineer who originally prepared, signed and sealed the required documentation initially submitted is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture or the product or process shall automatically he cause for termination of this Acceptance, unless prior written approval has been requested (through the filing afa revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: • • :i),> Unsatisfactory performance of this product or process. , b) Misuse of this Acceptance as an endorsement of any product, for sales, advertising or aflyethL•r pur .c.. • 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida,•awd•ftllowed by the • • expiration date may be displayed in advertising literature. If any portion of the Notice alPAtttptana: .it;dsplayccl, then it shall be done in its entirety. •••• • • • T. A copy of this Acceptance as well as approved drawings and other documents, where its alias, shal4b j%revideci j� the user by the manufacturer or its distributors and shall be available for inspection at the o3 ito at all tVne. The .• engineer need not reseal the copies. • ••.. • S. Failure to comply with any section of this Acceptance shall be cause for termination and' peat al ofput Lance. • 9. This Notice of Acceptance consists of pages I, 2 and this last page 3. •• • ndido Font, PE, Sr. Product Control Examiner Product Control Division END OF THIS ACCEPTANCE 3 • • • FUR prricE use ' RRP<Ii;iP :; inw.ul.:: 'Alt. 18E L'II:TEt S TC::L PRODUCTS CD 703 RDGEP.S DRIVE Np4TGOH_RY HN 56°89 p• ik+... - � ' 50018 1ILaIL•.L BIIILCatfr CODE 0.1`i_ SE 2041 . k t< "Al 3Y w`DDD CONNECTERS 0 � Iry ? Ln l8111CIHU COL_ 1.0. ;.liiL:L 1 LCCI:PiVICL A{. pi— 07c;4.v6 DATE, ,._)iL !_. GRAVING r8tt•19ER+ -- 1'FI]HAS A. KCit. CIEN. P.E. SHEET LIU /42ER, _J.it�,k C:VIL IUHISFR FLI1500?9 _ .,m L -wz _stn �.�.c.m •- in mo tc� •� c •w Z r � � rir*issunna 1a r � ••• 7 �• 1 _ ter. c c! J y�,■.`y`. ��:� r_yy'��t'+�:il:r r it ■E� =^x � .��: C iti::Eh7:i IPMEIM.- EIMPIEIIIII Y! IJINlSII7iL1� . t . , •a,! : ■. , . .01 . ANA,SecI IIA.n� i�`."���•�lT.' - �� � ' � _ =MI rte a - It ` 1 E _C�. •' .7 L M•F •E1�E • i L - '� 1tP.;-. '..! ��'��r��i3�E!'iRff7 , ■T�'� 1 WITIMINIMMIIMMIPMNIMMMIIMINEWIUMNr 1 � r M J'7 , . r .,. ■, .. •Iii Product Ai Waal Dimensions Fasteners Code Flange Bucket 9nremal An H.R. Saes Design Loads 0)8" tdlnirntm embedment length for one 1 diameter J•Bolt (3)•U• Product Code utiDxes Loll m jols1 (3 ) 6°X4'X310° Angle: ASTtd A33 ....• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • ••• ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • •• • • • • • • ••• • • • • • • • • • • • • • •• •• ••• • • • • ••• • • • ••• • • • • • • • • ••• • • • • • • • • • •• •• • • ± RRD / FLAN 5E MA•` INARv HANGER GENE RAIL r {ITT €s 112* ANCHOR I) STEEL SHALL crIrdrDRH TO AS TM A553. STRIA:TuftA_ U"RAItE 33, ANO A MINIMUM C.A.LVA•:IZED COA (WIG or G -6a ?) FASTENERS ARE CDW.GN `WIRE NAILS UNLESS O-INVISE NOTEJI 3) ALLOWABLE UP ..Ira LOADS HAVE BEEN INCREASED DA A SHORT TERN .URATIUN FACTOR OF 33:: FOR MIND LOOS CCtlDITlCPL- HO FURTI,ER INCREASE ALLOYED. A) :._LOVABLE DIMN LOADS ARE NOT IIICREASED 3Y Sltpn'•T TERN IIIIRATILN rACI_R • Si ALLOWABLE I.FIADS ARC BASED CAl THE NATIDN41. 15110H SrCr rrti.ATIONS rnR VODD CDNSTRUr.l ltlrt 199: EBITIO`a 6 :993 FRRAT,. In1R SDUTI.ERI, YELLOtr P111E (3= 0.55 ER BETTER) 3 ':E51 PERI IBtt' f.v ACCORCANCL VITH AST•! D:7AI CDR DrrICC USE :,,1r,..t) :,. C31.01.11115 IMO 711E S.30 11.0R;DA D!IItt1AG cog r.su_ cE M ..n ST „ UNIT CD STEEL PRODUCT CO 703 ROGERS O.11VE MONTGOMERY HN 5coao 1L7OE CONNECT t.a' t7� k� l'i ( (0 r Llba to..a ..4. 1[1 r1RRtnn 1 n Perpendicular la Wel I. G- th IS CIS :: t01,PL11410E bf(1Cir Joist Toward 1C ' •IICf I!:1. orzsigi. OS Mal Real Plate Thrill gin DTC • DRAWING t1UHSCR. 1.I17MAS A. YOLJErL, P.E. 14: • _,q[[•_rgu____ SHEET NUM3ER. •_3_ ar_I_ CIVIL MUN•BER ri. U5OB9e Producl Code Description Fantrnera Uplift r1RRtnn 1 n Perpendicular la Wel A Mist Forale 10 Woo rl 1) Header Joist Toward Away from Strap Ren (1) - Mal Real Plate Thrill gin DTC • Trtt•LaAnchor 4 -1THRT -117 "1 q- 1 frbr1 -1rr" 14: • 17nri ' San (71 RUTS .ANCrrflR — DTC (1) Load aapOedAway from Strap. (2) Load applied Toward Strap. • (2) Allowable Load for UpiHI. LI & L2 shall nor be combined. The connector shall be subjected to Load In one direction only. (3) Minimum concrete strength anal be 2500 psi an dminimum sirup embedment shat be 4'. (4) M atarial: Strap - 14 moues and Sollam Plate - 213 claws. •• ••• • • • • • CO • • • • • • • • • •• •• •• • • • •• • • • ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • ••• • • • • • • • • • • Is • • • •• • • • • • • • • • • • • • • •• •• • • • •• •• 009 • • • 000 • • • • GIRDER HANGER HEAVY Product FRAIRiAra Coda Description DIrn >ncnma :rn NAil- IV - fitri1 PInrI•• F :nrripr+h4Rnilwr a-T I3 1(13 fllrrla[L117r (HR 9rv) 7.. -7-4-10- (Ri -Z• F ^+4'• 1'1.1n ti (11 Matela: 7 amnia (3116"1 ASTM A3F. (2) All 314' bolls require 3 wood genet ration ants minirnumw o'i vericat width of 5 -117. (3) prdts P STIO A307 O rade A- r4S Main member minimum wiah 4 -112•. GEh1 €RAL. PJGTES upLivr Design I r•Inrrcal 1 f.1% 9417 1) STEEL SHALL CONFORM TO ASTM A653. STRUCTURAL GRA DE 331 U.O.N. AND A MINIMUM GALVANIZED COATING or 0-G0 2) FASTENERS ARE COI'NON WIRE NAILS EIT.LESS 0711ERwISE NOTED - 3) ALLOVA3LE UPLIFT LUAUS HAVE BEEN I >JCMk:ASEU BA A SHUNT TERM SMATTER: FACTOR OF 335 FOR WIND LOAD COMDITiU "J, r.n FURTHER INCREASE ALLJVED. 4) ALLOVA3LE DL'IWN LOADS ARE NOT INCREASED 3Y SHORT 1 ERN CURAT riN !'ACTOR ALLOWABLE LOADS ARC DATED ON - 11.I£ NATIONAL DESIGN SPECIFICATI NS FOR WOOD CONSTRUCTION 1991 EDITION 6 1993 ERRATA, FOR SO.J1HERi•J YELLOW PINE t i- 0.55 CR BETTER) E TEST PERFORM 1M ACCORDANCE WIT) ASTM D1761 - MIAMI.DADE PRODUCT CONTROL NOTICE OF ACCEPTANCE United Steel Products Company 703 Rogers Drive (P. 0. Box 80) Montgomery ,MN 56069 The expense of such testing will be incurred by the manufacturer. APPROVED: 03/15/2001 CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTEE 11.50 45000I1pc2000tltemplateslnocIco acceptance cover page.dot I nternet mail address: postmaster @hoildingcodeonline.com MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE METRO -DADE FLAGLER BUILDING 140 w sr FLAGLER STREET. SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 CONTRACTOR LICENSING SECTION (305) 375 - 2527 FAX (305) 375.2555 CONTRACTOR ENFORCEOIENI" DIVISION (305) 375 -2966 FAX (305) 375 -2903 Your application for Notice of Acceptance (NOA) of: Wood Connectors under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant For quality control testing. If•this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida ,Building Code. ACCEPTANCE NO.: 00-1221.01 EXPIRES: 12/02/2006 Raul Rodrittn•• Chief Prodtcf Control Division THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC CEi`iER • • • • • • .... • • • • .... This application for Product Approval has been reviewed by the BCCO and appcav>;d.by the.Building Code and Product Review Committee to be used in Miami - Dade County, Florida under the coneliticIns set forth above. PRODUCT CONTROL DIVISION (305) 375 -2902 FAX (305) 372 -6339 • • • • .. .... • . • . • • • .. .. .. Francisco J. Quintana, R.A. Director Miami -Dade County Building Code Compliance Office Homepage: http :Nwww.buildingcodeonline.com • • • united teelFr=od efs iEo rrpntry ACCEPTANCE 1�i UI1- f2 7.01 APPROVED: MAR 1 5 2001 EXPIRES: 12/02/2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE 1.1 This renews the Notice of Acceptance No. 95- 1216.07, which was issued on 04/01/1999. It approves wood connectors; as described in Section 2 of this Notice of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County. For the locations where the actual loads as determined by SPBC Chapter 23, do not exceed the design load indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The United Steel Wood Connectors shall be fabricated and used in strict compliance with the following documents: Drawing No. HJH -PA -PC & HSU -TP, sheet I and 2 01 titled "Wood Connectors ", prepared by United Steel Products Company, dated 12/12/00 with no revisions. The drawings shall bear the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 Allowable loads are for Southern Pine or better with a specific gravity of 0.55 and moisture content of l9,% or less. 3.2 Allowable loads are based on testing per ASTM D1761 and calculations per National Design Specifications for Wood Construction 1991 Edition & 1993 Errata. • . • • • • 4. INSTALLATION • • • •' • • • • •• 4.1 The wood connectors shall be installed in strict compliance with the approved drawjr r . . . LABELING •••• • • • • 5.1 Each wood connector shall bear a permanent label with the manufacturer's name or •lvg© state. aatil the • • following statement: "Miami -Dade County Product Control Approved ". •• • •. • • •••• • • 6. BUILDING PERMIT • • • • • • • • • • • • • 6.1 Application for Building Permit shall be accompanied by copies of the following: • • • • •••• • 6.1.1 This Notice of Acceptance • • • • • • • • • 6.1.2 Duplicate copies of the approved drawings as identified in Section 2 of this Notice of Acc8Otatice, clearly marked to show the hangers and angles selected for the proposed installation, 6.1.3 Any other document required by the Building Official or the SFBC in order to properly evaluate the installation of these products. • Candido Font, PE, Sr. Product Control Examiner Product Control Division United Steel Products Company. ACCEPTANCE NO.: 00- 1227.01 APPROVED: MAR 1 5 2001 EXPIRES: 12/02/2006 NOTICE OF ACCEPTANCE STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved ", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a) There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes; b) The product is no longer the same product (identical) as the one originally approved; e) If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product; d) The engineer who originally prepared, signed and sealed the required documentation initially submitted is no longer practicing the engineering profession. 4. - <Any revision or change in the materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested:(thr ugh the, firing of a • revision application • with appropriate fee) and granted by this office. •• • • • • • S. .:Anyo`fthe following shall also be grounds for removal of this Acceptance: • a) Unsatisfactory performance of this product or process. • • • b) Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any otficf purpos • • • • • • • 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, apd by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acclspismce is displayed, then it shall be done in its entirety. • ' •••• ' • 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall heprarided to• the user by the manufacturer or its distributors and shall be available for inspection at the job site at all the.• The engineer need not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF THIS ACCEPTANCE 3 • • •• Candido font, PE, Sr. Product Control Examiner Product Control Division • • • • • • • • • FOR OFFICE USE , A; CJIPI11116 E11111 111E S011111 MIMI OUILOINO COaE Dan MA 5 2001. UNITED STEEL PRODUCTS CO 703 ROPERS RIVE MUNTOOHERT HN 56069 WOOD CONNECTORS DATE. _0t39.- BRAVING NUMBER. __E3Y63D__ SHEET NUMBER. _jjr.s._ 12--`R THOMAS A. HOLDEN. CIVIL NUMBER FLA P.E. 0699 BT - Pr DUCT COLTDDL IMBED GIIILNIDG CODE COIWLNIICE OFFICE ACCEPVACE H11.00- 0.7.71.1511 Header Product Code Description Dnensians Fasteners Bath Conhbted Drew. Lands abs.: Header Header Hip Truss Jack Truss Normal 100* UplFt 1332 H Hags Botts FUH 261-14 )ep/.iach Hanger 2X6 Bight or Left 5 -114• 18 -I6d Hunt 7 -16d IA& • A!a • • • "ma • • • H.D1 28LIH WP/Jaeh Hanger 2X6 Ri ar Lert 7_1!4• 16 -16d Hare ) -16d • 6 6d 7a B • • IB Product Cade DescrHtNn Dnensians Fasteners Design Lands (lbs.) A I Per Flag Ustirt 03357 PA 4040 Post Anchor 104 3 -5 /8' 3 -5/8' 3 -10d 1265 ?Asa 1510 PA 4%60 Post Anchor 450 3 -5/B' 3 -5/a• 3 833 1�4 1 PA 656 Post Anchor 6116 5 -938' • S -9!B• tilt 1H 1070 PA 8X8 Post Anchor BOB 7 -5/8' 7 -518' 4-iUd I6R5 4 -16d 8015 Product 'Code Desortation BnensMns Fasteners Design Loads ohs.) A B Per nap Wart 03773 PC 404 Post Cap 454 2 -3/8' 7 7!B 3 -1Dd I 833 2 -led Spa PC 456 Post Cop 498 3 -9/B' 5 -918' 3- 833 3 -16a 1 905 PC 656 Post Cap 6X6 5-918' 5 -518' 5 -10d 1 1678 1070 PC BXB Post Cap 8%B 7 -518' 7 -318' 6-Iad 6 -16d 21100 HIP & JACK CONNECTORS (HEAVY) Note. I. Material; 7 gauge C3116') ASTH A36. 2. Nall an the header shall have o nbinun penetration aF 2° • ••• • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • •• • • •• • • • • • POST ANCHORS IB G.A. GALVANIZED STEEL 5/22' DIA. Nairn 1. Marne. concrete strength Fc 2500 psi 2. Post anchor connection to concrete is one Ile' die. Anchor Bolt enbedded o nInMA, aF 4• 3. Minimal edge distance Far Anther Batt location For PA 4340 and PA 4060 Post Anchor is 1 -3/4' 4. Hininun edge distance For Anchor Bolt location For PA 606 and PA 85B Past Anchor Is 3' 5. PA 4000. 656. 808 have two mounting holes In the batten 6. Nag penetration shall be o .+inin n of 1 -314• For 10d nails and 2 Far 16d nails • • •• • • • • • • • • • • • • •• • • • • •• • • • • ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • •• • • • • • • • • • • • • • • • • •• •• POST CAPS IB GA. GALVANIZED STEEL Hate 1. Nell penetration shell be o nbdtnun of 1 -3/4' For and 2• For 16d note GENERAL NOTES I) STEEL SHALL CUNFURN TO ASTH A653. STROJ TURAL GRADE 331 1lO.N. AND A MINIMUM GALVANIZED COATING OF G -60 0) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED 3) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BA A SHORT TERN DURATION FACTOR OF 33X FOR VINO LEAD CONDITOSI. NO FURTHER INCREASE ALLOWED. 40 ALLOWABLE DOWN LOADS ARE NOT INCREASED BY SHORT TERN DURATION FACTOR SI ALLOWABLE LOADS ARE BASED ON THE NATIONAL RESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 1991 EDITION 1.1993 ERRATA, FOR SOUTHERN YELLOW PINE CO. 5.55 CR SETTER) 6'TEST PERFORM IN ACCORDANCE WITH ASTH 01761 105 nails FOR OFFICE USE UNITED STEEL PRODUCTS CO 703 ROGERS DRIVE MONTGOMERY HN 56069 ,� I Design Leads Obs.) APPROVED AI COMPLYING WITH WITH DIE Fasteners Stud UpliFt 133'!. Fasteners Stud MAK DA T E D VII '1U 01 A Code 1�1' O� 'o° A AT _ = WOOD CONNECTORS fs a 3 - 5/e' PRODUCT 50 l DIFISIOD ID -10d 1132 10 -16d ODILDIOO CODE COMPLIANCE OFFICE TP 6X 18 ga 5 -5/B' ACCEPTANCE HO. 0o - •12,3..1. I. 10 -10d 1132 10 -lad 1620 DATE M94._ ID ga 7 - 3/11" 8 -1/4' __RO OKAYING NUMBER, _ THOMAS A. !OLDEN, P.E. 10 -I6d 1620 _ _eayro SFEET NUMBER err ; - CIVIL NURSER FL050899 Product Dimensions Design Leads Obs.) Design Loads Clbs.) Fasteners Stud UpliFt 133'!. Fasteners Stud Uplift 1332 Code Materials A D TP 4X 18 ga 3 - 5/e' l0 -1/4' ID -10d 1132 10 -16d 1620 TP 6X 18 ga 5 -5/B' 9 -1/4° 10 -10d 1132 10 -lad 1620 TP BX ID ga 7 - 3/11" 8 -1/4' 10 -10d 1132 10 -I6d 1620 TOP /BOTTOM PLATE ANCHORS IEI Ga. Galvanized Steel GENERAL. NOTES Note 1. MDninUn nail penetratian shall be 1 -3/4 For 10d nails and 2' For 16d nulls I) STEEL SHALL CONFORM TO ASTH A653. STRUCTURAL GRAD 331 U.D.N. AND A MINIMUM GALVANIZED COATING CF G -60 2) FASTENERS ARE CIDOION VIRE NAILS UNLESS OTHERWISE NOTED 3) ALLOWABLE UPLIFT LOADS RAVE BEEN INCREASED DA A SHORT TERM DURATION FACTOR Or 33X. FOR VINO LOAD CONDITION. NO FURTHER INCREASE ALLOWED. • • ••• • • • • • • • 4) ALLOWABLE DOWN LOADS ARE MITT INCREASED BY SHORT TERN T1 r :}OR• • 5) ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFIC TJ 0N 0NS • • • FOR WOOD CONSTRUCTION 1991 EDITION a 1993 ERRATA. FOR • SOUTHERN YELLOW PINE CG= 0.55 DR BETTER) L TEST PERFORM • • •• • • • • • • • • IN ACCORDANCE WITH ASTH 01761 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Product Code HSU 40 HSU 8O • • • ••• ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • •• • • • • • • GIRDER HANGER HEAVY Description Dimensions H Girder Do is Fasteners Girder HgrtHeavy) 3 -1/4' 23' (3) -3/4' t2) -3/4' Girder HgrtHeavy) 4 -7/0 23 -1/2' C6) -3/4' t2) -3/4' -' i11r' Application 0 Carried hit c rnber Naas Carried Menber B -lOd B -10d Design Load fibs.) tlarnai pliFt 1DD /. 1337. 7040 8445 Notes 1. Materials 7 gauge ( 3/16') ASTH A36. 2. Alt 3/4' bolts require 3' cad penetration and nininun rood vertical width of 5 -1 3. Dolts ASTH A307 Grade A 4. Nails on carried ner#er shall have a nininun penetration of I -3/4° 5185 7950 12° „'p Lumber Connectors - A GIBRALTAR COMPANY November 11, 2003 • Michelle Bozdog Custom Designed Truss P.O. Box 10405 Pompano Beach, Florida 33065 Ref: USP arm 24-18 Hip /rack Connector To Whom It May Concern: . The USP HTBJ 2448• Hip /jack Connectors have been evaluated in the National Evaluation See vic 's po N1,imber 532. These products are designed to attac'h.to a two -ply girder truss that has a miniMum 2,x4 .chord.. When properly attached to a truss made of Southern Pine material, these connectors have ppjli hed • load capacity of 1400# (125 %) in direct road,_ and an uplift capacity of 870# • •":. • • • • • • • ir The installation reques 10=10d nails into the.�carrying member and 5 -10d nails perlaip 'd3=1'0d nails pert. � • • Installation instructions are available in USP's Full Line Catalog 203 �.... • • • • • y• oval. These products have been submitted to the Florida Building Commission for' Statewid�.P�gc uct Aii r.. We anticipate approval by the full Conithission in Mid - November 2003 and available: the .Stet e�CA website, by December 2003. • •••• • • • • • •• • •• • • • • • • • •• • Should you have any questions concerning this.installation, yott may contact me at extension .152. Regards, Ro ert Lutz, Florida Registration #5540 Solitheasteriz Office 1191d 62nd Street North R. Largo,' FL 33773 -3705 800 • 727 - 536 - 7891 • Fax: 727 535 - 8199 w y e nnerPrs.com ` e-mail: infotii?USPconnectars.com • JUN -03 -2003 TUE 11:38 AM USP STRUM' COMM 7p MIAMIDA CON TROL l�OT CE QF ACCEP'T.A.NCE United Stec! Products Company 703 Rogers Dsi6c (P. 0. Box 80) Mont;ornery,MN 56069 Your application for Notice of Acceptance (NOD) of: Wood connectors under Chapter i; of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction,. and completely described herein, has been recommended for acceptance by the Mi nti -Dade County B.uitding Code Compliance Office (BCCO) under the conditions specified herein. This'N0A shall not be valid after the expiration date stated below. BCCO.reserves the right to secure this product en at any time from a jobsiLe or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke. this approval, it it is determined by I3CCO that this product or material fails to meet the requirements of the 'South Florida Building Code. The cxpense.of such testing will be incurred by the munuraeturer, ACCEPTANCE NO.: p9 227a EXPIRES: 12/02/2066 • • 7-14IS STHHr CQVFRSI SI= F anm ... ACES: FOl 'WECJFt E N- , .. ,•••• APPROVED: O ,3Ii 512001 • • • • • •••• • • • • • This -application for Product Approval has been reviewed by the 13000 and upprovee by WC Mildint Code Product, Review Committee to be used in Miami-Dade County, Florida. under the cond* uons set forth above; WiliStftp 1 liK21)0014;i60,409ver cater paccdo;. hater act ►Wait *ddreeg;. postm7stcrObuitdinfieedcottlhr .co n FAX NO. 72753581 -99 MIAMI -DADS COUt TY, FLORIDA :vtE'Rtt)AYl1 FL AGL;}tltl l�i�`Ce BUILDING CODE COMPLIANCE OFFICE MEY'RO.pAOR FL.AGLi•:1t 13tfU.DU.,ci 140 WLST 11,40I,ER STtoits -r. Sum! Thu MIAMI. FLORIDA 3 3 13tt -1$b. PPA 375.19.91 .( a$'37S- 2 CONTRACTOR LICENSI C SECTION (30�S 375.2527 FAX (3W5) 3r3•e5,s CONTRACTOR ENFORCEMENT btvislo 13051375.2%6 FAX 13051 iii. 9i35 P OnuCT CONTROL DI `'IStoN 0 01 37S.2902 FAX pas) 372 • • •• Raul Riaticiptir Chief trgeleKvnoutP y oat • • • • ••• • Francisco J. Quintana, R:A.. Director Miami-Dade-Comity Unfitting Code ComPliartec.Onieu llomepagt: btth :l /www.buildiagCQdcaniinc.com • • • • • • • • • • USP Stock No. Ref. No. Description . Finish' Wire Gauge Nail Diameter Length NA11 N8 8d x 1 -1/2 HOG — — 0.131 1 -1/2 - - — — 8d Common Bright 10 -1/4 ga. 0.131 2 -1/2 NASD N10 10d x 1 -1/2 HOG — — 0.148 1 -112 — — — — 10d Common Bright 9 ga. 0.148 3 — — — — 16d Sinker Bright .9 ga. 0.148 3-1/4 NA16D N16 16d x 2 -1/2 HDG — — 0.162 2 -1/2 — — — — 16d Common Bright 8 ga. 0.162 3 -1/2 USP Stock No. Ref. No. Description Finish' Dimensions L SH . T WS3 SDS1 /4x3 1/4" x 3" Wood Screw Zinc 3" 3/4" 2 -1/4" ESP Lumber Connectors^° A GIBRALTAR COMPANY General Notes This installation guide lists the most common USP plated truss installations. Refer to USP's current Full Line Catalog for detailed hanger information and additional installation options. Consult the plated truss fabricator for information concerning the use of their products. USP Lumber Connectors does not express, and will not accept, responsibility for any wood component including, but not limited to, bearing blocks and backing blocks. Use proper safety equipment during connector installations. Always wear gloves when handling connectors. The type and quantity of fasteners used to install USP products is critical to connector performance. To achieve the allowable loads, install with the fasteners specified. Drill bolt holes a minimum of it2oand a maximum of laeuiarger than the diameter of the bolt to be installed (per the 1997 NDS ®, Section 8.1.2.1). Nails 1) HOG = Hot-Dip Galvanized; Bright = No Finish Wood Screw Plated Truss Installation Guide 1) Zinc= Yellow zinc dichromate. Refer to USP Technical Bulletin, USP838 -013 — Series Wood Screw Applications, for information on Joining 2. 3, or 4 Ply Wood Trusses. San Francisco Office Washers should always be used under the head of a bolt or nut when not in contact with the connector, unless noted otherwise. It is permissible to use nail guns to install connectors, provided the specified nails are installed through prepunched nail holes and all nail holes are filled. Refer to USP Technical Bulletins; USP829 -011 — Haisteel, USP812 -012 — Paslode, and USP814 -011 — Senco, for specific instructions. USP recommends the use of nail guns featuring hole-locating mechanisms. Caution: Always follow nail gun manufacturer's safety guidelines. Joists installed in hangers shall bear fully on the connector seat and shall be cut to fit against the header with a gap no greater than 1 ma between the joist end and header face. ' Multiple ply members must be fastened securely togq,ther to act as one unit • • • • • • • • .. • • • • • • •• NA16D NA €R „ 'NA11, USP name Screw length 3 /g " OP supplies quality products for building Stronger Safer Structures Minneapolis Corporate Office 1.Rnn.:12R -5g34 L • ••• • • • • • •• • • •• •• • • •••• • • •••• • •••• • • •••• •• • • • • • . • Codes: 1CB0 5634, L.A. City RR 25433 Serrations Beveled Reamer • • Cut Threads Self- Dnllinp_ ) Fhint Tampa Office 1- 800.443 -6442 • • • • • • • • • • • • Carried Member USP Stock No. Ref. No. Fastener Schedule Carrying Member Carried Member Header Top Face Truss Maximum Nailing' 1 Ply MSH418 THA418 — — (18) 10d (6) 10d MSH422 THA422 — — (22) 10d (6) 10d MSH422IF THAC422 — — (22) 10d (4) 10d 2 Ply MSH422 -2 THA422 -2 — — (26) 16d (6) 16d MSH422 - 2IF THAC422 -2 — — (26) 16d (6) 16d Minimum Nailing 1 Ply MSH418 THA418 (4) 10d (2) 10d ,6) 10d MSH422 THA422 (4) 10d (2) 10d :6) 10d MSH422IF THAC422 (4) 10d (2) 10d (4) 10d MSH426 THA426 (4) 16d (2) 16d (6) 16d .2 Ply MSH422 -2 THA422 -2 0116d (4)16d. (6)160 MSH422 -2IF THAC422 -2 (4) 16d (4) 16d (6) 16d USP Stock No. Ref. No. Fastener Schedule Carrying Member Carried Member Header Truss HUS410 HUS410 (8) 16d (8) 16d THD410 HHUS410 (38) 16d (20) 10d MSH series Adjustable Strap Hangers lAlaximum Nailing - All face nails must be used. Double shear nailing required trough the truss into header for applicable models. Minimum Nailing - The hanger is installed in a top mount condition with at least the top two header face nail holes filled, and four top flange nail holes filled. 'Drive double shear nails in straight. HUS410 & THD410 Hangers Bend Line Nailing @Copyright 2002 United Steel Products Company Drive bend line nails into header at 45 °. Some model designs may vary from illustrations shown Bend line nailing Codes: NER 478 NER 608 ICBO 5684 ICBO 5441 L.A. City RR 25361 L.A. City RR 25283 Codes: NER 530 ICBO 5700 L.A. City RR 25337 Patents: #5,217,317 Typical MSH422 - 2IF installation Top Mount Minimum MSH422 naij4 �r=fi.4 header. at A.l • • 'to ... • .. • Patented dimple allows 45° nailing Double shear I assign 'fettures fewer nails ed•4arster in��llation. . • HUS410 THD410 Patents: #5,217,317 USPB44 -021 .... • • • • • • • • Wail Width USP Stock No Ref. No. Fastener Schedule Fastener Schedule'' Wall USP STC24 Joist Plate (6) 10d Width Stock No Ref. No Thickness" Top Sides Truss (6)10d ; 2 -7/8" or less (4) 10d (8) 10d (20) 10dx1 -112 2 x 4 SBP4 TBE4 3" or more (4) 10d (8) 10d (20) 10d 2 -7/8" or less (4) 10d (8) 10d (28) 10dx1 -1/2 2 x 6 SBP6 TBE6 3" or more (4) 10d (8) 10d (28) 10d Wail Width USP Stock No Ref. No. Fastener Schedule Plate • 2 x 4 STC24 TC • • 24 , 7,(5)10d .. (6) 10d 2 x 6 STC26 TC2& •: • •(5) 10d ' ( 10d 2 x 8 STC28 TC28: ::: • (5)10d. (6)10d ; USP Stock No. Ref. No. Fastener Schedule Truss Plate TR1 STC (1) 8d (2) 8d TR2 DTC (2) 8d (4) 8d Typical TR2 installation Typical STC24 installation SBP4 Typical SBP4 installation ©Copyright 2002 United Steel Products Company Codes: NER 530 ICBO 5700 L.A. City RR 25337 TR2 (TR1 similar) STC24 Codes: NER 564 ICBO 3613 L.A. City RR 25307 TR series Roof Truss Ties 1 slots allow for truss float. Do Not fully seat nails into truss when installing. Locate nails into the center of slots. STC series Scissors Truss Clips 1) 16d sinkers (9 gauge x long) may be used •`• • where 10d commons are spe :ified.. • • •• . •• •• •••• 1 slots allow for truss float, Do•Net•fylly • seat nails into truss when installing. Locate •••••, nails into the center of slots. • • •••• • • • •• • .. • . • • SBP series Supplementary Bearing Pla tes 1) Fastener Schedule is for a pair of SBP devices. 2) 10d x 1 -1/2 nails are 9 gauge (0.148" diameter) x 1 -1/2" long. 3) 16d sinkers (9 gauge x 3 -1/4" long) may be used where 10d commons are specified. 4) Multiple ply trusses shall be fastened together to act as a single unit. USP844 -021 • • • • .• • • • Carried Member USP Stock No. Ref. No. Fastener Schedule' Minimum Vertical Member Carrying Member Carried Member Bolts Nails 2 Ply GT2T2B THG2A (2) 3/4 (12) 16d 2 x 6 GT2T2BH — — (2) 1 (12) 16d 2 x 6 GT2T3B — — (3) 3/4 (12) 16d 2 x 6 GT2T4B THGB2 (4) 3/4 (12) 16d 2 x 8 GT2T6B — — (6) 3/4 (12) 16d 2 x 8 GT2T8B THGBH2 (8) 3/4 (12) 16d 2 x 8 3 Ply GT3T3B THG3A .. (3) 3/4 (112)16d 2 x 6 GT3T3BH _ - - (3) 1 (12) 16d 2 x 6 GT3T4B THGB3 (4) 3/4 (12) 16d 2 x 8 :GT3T4BH - — (4) 1 (12) 16d 2 x 8 GT3T6B — — (6) 314 (12) 16d 2 x 8 GT3T8B THGBH3 (8) 3/4 (12)16d i•248 ..2 x.8 4 Ply GT4T4B THGB4 (4) 3/4 '(0 271 isd GT4T4BH THG4A (4) 1 •(4 R): fed • 2 ?c'8 GT4T6B — — (6) 3/4 '(1 tl d • 2x.8 GT4T6BH — — (6) 1 '(i2).16d :./ z 8 GT4T8B THGBH4 (8) 3/4 ¶1Z)'1"G1 •7 d• 5 Ply GT5T8BH — — (8) 1 1V,),1,41 2 x 8 Carried U USP M Ref. No. W Fastener Schedule' Minimum Carrying C Carried M Wood Screws W Wood Screws M 2 Ply H HSUS4016 — — — ( (22) WS3 ( (16) WS3 2 2 x 6 3 Ply H HSUS8016 — — — ( (28) WS3 ( (24) WS3 2 2 x 8 4 Ply H HSUS10016 — — — ( (28) WS3 ( (24) WS3 2 2 x 10 , GT2T4B installation GT2T4B HSUS series High Uplift Girder Truss Hangers Typical HSUS4016 installation ©Copyright 2002 United Steel Products Company Codes: NER 530 ICBO 5700 L.A. City RR 25337 GT series Girder Truss Hangers 1) Bolts shall conform to ASTM A 307 Grade A or better. • • .. • 1) WS3 Wood Screws are 1/4" dia. x 3" long and are included with the HSUS hangers. HSUS401 6 •... • • . •. • • • • S. • USP844-021 • • •' • • • . • • • • • • USP Stock No. Ref. No. Steel Gauge • Pimensions Pasteper Schedule a . Allowable Loads (Lbs.) WI W2 14 D Support ng Truss Supported' Truss 100% 115% 125% Up lft Bolts Wood Screws Boltsa Nails Wood Screws? 133% 160% GTU40 — — 7 3-1/4 5- 112 22 -1/2 6 (5) 3/4 — — 2) 3/4 (8 10d — — 7110 7110 7110 6250 6250 GTU80 — — 7 4-718 25-1/2 6 (6 3/4 — — (2) 3/4 (8) 10d — — 8560 9845 10665 8400 10000 GTU100 — — 7 7 8 25-1/2 Q (6) 3/4 — — (2) 3/4 (8) 10d — — 8560 9845 10655 8400 10000 GTWS2T — — 10 10 3-1/4 4 — — — — 16 16 4 4 — — — (22) WS3 (28) WS3 — — — — — — — — (16) WS3 (24) WS3 6730 8570 7740 9855 8415 10710 6530 9790 7835 11750 GTWS3T — — GTWS4T — — 10 6-1/2 — — 16 4 — - (28) WS3 — — — — (24) WS3 8570 9855 10710 9790 11750 High Uplift Girder Truss Hangers ® GTU & GTWS series The GTU and GTWS series girder -to- girder hangers feature high uplift capacities along with high gravity load ratings. GTU – Utilizes bolting through the vertical member of the supported truss, which spreads the load more effectively throughout the multiple truss members. GTWS – Low profile version, which utilizes USP's WS3 Wood Screw, shown on page 18. Materials: See chart Finish: GTU – USP primer; GTWS – G90 galvanizing Codes: SBCCI, BOCA – NER 532, FL577, FL578, FL819, Dade County, FL 04- 0427.04 — GTU40 & GTU80, Dade County, FL 01- 0724.06 — GTU100 Installation • Use all specified fasteners. See General Notes, page 14. • WS Wood Screws are included with hangers where specified. • GTU4O and GTU80 shall be installed to a minimum 2x6 vertical member of a girder truss having a maximum 2x8 bottom chord. • GTU10O shall be installed to a minimum 2)(10 vertical member of a girder truss having a maximum 2x8 bottom chord. • GTWS2T shall be installed to a minimum 2x4 vertical member of a girder truss with no restriction on the size of the bottom chord. • GTWS3T shall be installed to a minimum 2x6 vertical member of a girder truss with' no restriction on the size of the bottom chord. .GTWS4T shall be installed to a minimum 2x8 vertical member of a girder truss vtth, no restriction on the size of the bottom chord. ▪ W2 GTU1OO 1) Allowable loads are based on 1997 NOS ®. 2) Uplift loads have been ncreased 33-1/3 /o or 60 /o for wind or seismic loads; no further increase shall be permitted. 3) Bolts shall conform to ASTM A 307 or better. 4) GTU series 3/4 girder bolts and GTWS WS3 wood screws require a minimum 3" wood penetration. 5) WS3 wood screws are 1 /4 "x 3° long and are included with the GTWS hangers. 6) All bolts of the GTU hangers shall be Installed in the vertical member satifying all code sparing requirements. 7) The wood screws of the GTWS hangers may be Installed hi both vertical and horizontal members. New products or updated product Information are designated in red. GTWS2T • Typical GTU4O installation Typical GrWS. in;tallatiptf •' • • •• • • • GTWS3T •• •• •• • • ••. 16" • • •• • • ••• • ••• •. • •• 4" •• • Bolts must be L 'v' o s eparately. S ee page 2 2 for available sizes. _ f 4 4 4 4 4 4 • • •••U.• • • • :• B • • • • • 4 • •e • • 4 4 1 i I I 1 N I 0 I 4 . 4 • • Customer Service /Technical Assistance Montgomery, MN Corporate Office ti 1-800-328-5934' Carried Member USP Stock No. Ref. No. Fastener Schedule Carrying Member Carried Member Header Truss 1 Ply JUS24 LUS24 (4) 10d (2) 10d JUS26 LUS26 (4) 10d (4) 10d JUS28 LUS28 (6) 10d (4) 10d JUS210 LUS210 (8) 10d (4) 10d THD26 HUS26 ' (18) 16d (12) 10d x 1 -1/2 THD28 HUS28 (28) 16d (16) 10d x 1 -1/2 THD210 HUS210 (38) 16d (20) 10d x 1 -1/2 ...•a .:. ..:, THD26 -2 H US26 -2 (113) led: : ` (1,2)10d ..:; THD28-2 HHUS28-2 (28) (16) 10d THD210 -2 ` HHUS210-2 (38) 161 _ (20) 10d_ THDH26 -2 HGUS26-2 (20)16d (8) 16d THDH28 -2 HGUS28 -2 (36) 16d (10) 16d THDH210 -2 HGUS210 -2 (46) 16d (12) 16d :ply THDH26 -3 HGUS26 -3 (20) 16d (8) 16d . THDH28 -3 HGUS28 -3 (36) 16d (10) 16d THDH210 -3 HGUS210 -3 (46) 16d (12) 16d JUS, THD, & THDH Hangers 1 ;6hsinkers (9 gauge x 3-114" long) may be used where 10d commons are specified. 2) 10d x 1 -1/2 nails are 9 gauge (0.148" diameter) by 1 -1/2" long. ©Copyright 2002 United Steel Products Company Codes: NER 478 NER 608 ICBO 5356 ICBO 5441 ICBO 5684 L.A. City RR 25283 L.A. City RR 25327 L.A. City RR 25361 Dade County, FL 01- 0327.04 Drive joist nails into header at 45° Patented dimple allows 45° nailing THDH26 -2 Patents: #5,217,317 Some model designs may vary from illustration shown Typical JUS26 installation • •••• • • S. •• • • •• • • • • .. • •• • • • • • • TI3uble deer nail ••••• ••design • feetures •• fiewer nails arid faster • • totlption. • • • JUS28 Patents: #5,217,317 USP844 -021 • • Carried Member Y x USP . Stock No Ref. No Fastener Schedule'a Carrying Member Carried Member Header Truss 1 Ply SKH24UR SUR/L24 (4) 16d (4) 10d x 1 -1/2 SKH26UR SUR/L26 (6) 16d (6) 10d x 1 -1/2 SKH28UR —'— (10)16d (8) 10d x 1-1/2 SKH210UR SUR/L210 (14) 16d (10) 10d x 1 -1/2 2 Ply SKHH26UR -2 HSURIL26 -2 (12)16d (4) 16d x 2 -112 SKHH21OL/R -2 HSUR/L210 -2 (20) 16d (6) 16d x 2 -1/2 USP Stock No. Ref. No. Fastener Schedule Each End SNP3 Carrying Member Carried USP Header Member Stock No. Ref. No. Top I Face Truss Maximum Nailing MSH29 THA29 — — I (18) 10d I (4) 10d Minimum Nailing (4) 10d I (2) 10d I (4) 10d x 1 -1/2 USP Stock No. Ref. No. Fastener Schedule Each End SNP3 — — (6) 8d MSH29 Adjustable Strap Hanger 1) 10d x 1 -1/2 nails are 9 gauge (0.148° diameter) by 1 -112" long. 2) 16d sinkers (9 gauge x 3 -1/4° long) may be used where 10d commons are specified. 3) Maximum Nailing - All face nails must be used. Double shear nailing required through the truss into header. 4) Minimum Nailing - The hanger is installed in a top mount condition with at least the top two header face nail holes filled, and bur top flange nail holes filled. Drive double shear nails in straight. SKH . SKHH series Skewed 45° Hangers. 1) 10d x 1 -1/2 nails are 9 gauge (0.148" diameter) by 1 -1/2" long. 2) 16d x 2 -1/2 nails are 8 gauge (0.162" diameter) by 2 -1/2" long. SNP3 Skewed Nail Plate @ Copyright 2002 Untied Steel Products Company Bend angle only once Codes: ICBO 5764 SBCCI 2042 BOCA 99 -62 Codes: NER 530 ICBO 5700 L.A. City RR 25337 Patents: #5,217,317 Codes: •••• NER 478 •.... ICBO 5684 L.A. City RR 25283 ..'.• Dade County, FL 01- 0327.04 Right skew 3 • • 60° Max. Typical combination MSH29 installation Patented dimple allows 45 naiyng • • • •. .. • MSH29 .. • • SKHH21OR -2 SKH similar Slant nailing' Left skew Supporting Truss 3 • Supported Truss USP844 -021 • • • • • • • • USP Stock No. Ref. No. Fastener Schedule' Carrying Member Carried Member per Hip per Jack HJC26 — — (16) 16d (5) 10d (7) 10d HJC28 — — (20) 16d (6) 10d (8) 10d HTHJ24 -18 — — (10) 10d (5) 10d (3) 10d HTHJ26 -18 LTHJRIL (16) 16d (7) 16d (5) 16d HHC26 — — (20) 16d (5) 10d — — HHC28 — — (24) 16d (6) 10d — — HJHC26 MTHM :: (20) 16d - (5):10d (2) 10d HJHC28 - (24) 16d (6) 10d (2) 10d Typical HJC28 installation HTHJ26 -18 45° 45 Typical HJHC installation top view O Copyright 2002 United Steel Products Company HJC28 HHC, HJC, HJHC, HTHJ series Codes: NER 532 NER 564 ICBO 3613 L.A. City RR 25307 Dade County, FL 01- 0327.04 HJHC28 1) 16d sinkers (9 gauge x 3-114° long) may be used where 10d commons are specified. HHC26 •••• • s 45° •••• •45' •.. • S. • • • Typical HJC /HTHJ installafion top view • • • • • •... • • Typical HHC installation top view • USP844 -021 • •• • • • • • • • USP Simpson Model No. Fasteners Uplift Floor Roof • Face Joist 160 100 133 Ti-H026 HUS26 6-16d 14-16d 1550 2785 3335 TH028 HUS28 8-16d 22 -16d 2000 3380 3655 TH. 26-2 14:1 (Min) 14-1Od 20-16d 1515 .2880 3840 THD26 -2 : #8,126 -2 (Max) 20 -10d 20-16d 2175 3310 3840 THDH26 2 HGlLS26.2 20-16d 8-16d 2325 . 3940 5240 THD28 -2 HAl28 -2 (Min) 26-16d 14 -1.0d 1530 3745 4305 THD28 -2 +17142842 (Min) 26-16d 16-10d 3485 3745 4990 THDH28 -2 I4GUS -2 36-16d 12 -16d 3220 6805 - 7925 THDH28 -3 ' HGUS28 -3 36 -116d 12 -16d 3220 6805 7925 THD46 , MUMS 20-16d 8-16d 2325 3940 4930 SKHH46L i HSi.46 12 -16d 4-16d 815 1610 2000 SKHH46R 'MUMS 12 -16d 4-16d 815 : 1610 2000 HTHJ24IS 111.1U26 3-7/2" Heel 16-10d 8-10d 745 1915 1915 HTHJ241 THJ1i26 5-1/2" fleet 16-10d 14-10d 1310 2350 2350 HTHJ2618 ' MA 2 Member (2 -2x4 BC) 22 -16d 8- 10dx1 -1/2 1075 2915 . 2915 HTHJ2618 MTHM 2 Member (2 -2x6 BC) 34-16d 8 -1Odx1 -112 1075 3505 3505 HTHJ2618 .MTHM 2 Member (2-2x8 BC) 42 -16d 8 -14dx1 -112 . 1075 4335 4335 HTHJ2618 MTHM 3 Member (2 -2x4 BC) 22 -16d 16- 1Odx1 -1/2 1790 3035 : 3800 HTHJ2618 . MTHM 3 Member (2-2x6 BC) 34 -16d 16- 1Odx1 -1/2 1790 . 4650 4650 HTHJ2618 , MTHM 3 Member (2 -2x8 BC) 42 -16d 16-1 Odx1 -1/2 1790 50+ • • : • 5024, „, SKHH26L. . 6 6 -16d 6- 10x1 -1/2 7 -..' : 80c • ".1000 SKHH26R 6 6 -16d 6- 1Ox1 -1/2 765••• • 800 : • 1000 � SKHH26 -2L . HSUL26.2 - 12 -16d 4- 16dx2 -1/2 813• • • 1610 2000 SKHH26 -2R HSUR26 -2 12 -16d 4- 16dx2 -1/2 815.. • 161 •• • GTWS2T Tl GQ2 -SDS3 (MIN) 2x6 BC 22 -1/4x3 SDS 10 -114x3 SDS 36° ': •; 792(1” • •7920 • GTWS2T THGQ2 -SDS3 (MIN) 2x8 BC 28 -1/4x3 SDS 10 -1/4x3 SDS 3600" �10080 w , ,10080.. • GTWS2T THGQ2 -SDS3 (MAX) 2x6 BC 22 -1/4x3 SOS 14-1 /4x3 SDS 4533 ;9240. ,•p770 •, GTWS2T THGQ2 -SDS3 (MAX) 2x8 BC 28 -114x3 SDS 14 -1/4x3 SDS . 4535 11760 12435 GTWS3T THGQ3- SDS4.5 (MIN) 2x6 BC • 22- 114x4 -112 SOS 10- 114x4 -1/2 SDS 3600 7920 7920 GTWS3T THGQ3- SDS4.5 (MIN) as BC 28- 1/4x4 -1/2 SDS 10- 114x4 -112 SDS 3600 10080 10080 GTWS3T THGQ3 -SDS4.5 (MAX) 2x6 BC 22- 1/4x4 -112 SDS 14- 1/4x4 -1/2 SDS• 4535 9140 9140 GTWS3T THGQ3- SDS4.5 (MAX) 2x8 BC 28- 1/4x4 -1/2 SDS 14 -1/4x4 -1/2 SDS 4535 11635 11635 GTWS4T THGQH4 -SDS6 (MIN) 2x8 BC 34 -1/4x6 SDS 12 -1/4x6 SDS 3875 13875 _ 13875 GTWS4T THGQH4- SDS6.(MIN) 2x10 BC 40 -1/4x6 SDS 12 -1/4x6 SDS 3875 16320 16320 GTWS4T THGQH4 -SDS6 (MAX) 2x8 BC . 34 -1/4x6 SDS 26 -1/4x6 SDS 9900 14280 14335 GTWS4T THGQH4-SDS6 (MAX) 2x10 40 -1/4x6 SDS 26 -1/4x6 SDS 9900 16800 16865 •• • • •• • •. • • •• • •• ••• • • • •.• • ••• • Panel point installation •Gannection vo.*h face mount hanger attaching to a truss panel point. Filler block installation Wood filler blocking used for supported member width Tess than hanger width. (Blocking to be designed by truss designer or engineer of record.) . ©Copyright 2002 United Steel Products Company Backer block installation Wood blocking used to achieve full design Toad value of a face mount hanger attached to a carrying member. (Blocking to be designed by truss designer or engineer of record) General Blocking Notes • Wood blocking should be of similar size /grade as the truss member to which it is attached. • The blocking should be designed to act as one unit with truss members. • Truss designer shall approve blocking size /grade, fasteners required, and application. • All fasteners used to attach wood blocking should be independent of the fasteners in the truss hanger. butt .rn�`c ©r tru emclrlstra ea the ruse of en to �a d vertical •upset llo for tie use non'sioped h r!gers - Upset Rise /Ruh x (Web + Setback) This procedure will work with common standard hangers as well as terminal hangers such as USP's HJC, HHC, and HJHC series. Designer should review the D- dimension on the hanger to confirm .the flat area on the vertical is.sufficient for full bearing. -Truss designershall be responsible for elf truss design issues, including but no limited to, plate shear :.arid truss ' bearin0 Masses Rise I Run Vertical Upset (inches) Web (inches) • 1/12 2 x 4 5/16 2x6 1/2 2 x 4 5/8 2112 2x6 151+1 •4 3112 .2 .. 7/13. .7 X.6. 1 -t'8 •24• 1 -3/16 4/12 •�z•6'• 1 -7�8• 5/12 '3xA� 1 -113• 2x V 2 -5/16' x+1; 1 -314. 6/12 $ x • 2 -314• • 2' 4 2 -1I+: 7112 2 x 6 3-1/4 8/12 2 x 4 2 -3 /8 2 x 6 3 -11/16 2x4 2-5/8 9/12 2 x 6 4 -1/8 2 x 4 2 -15/16 10/12 2 x 6 4-5/8 2 x 4 3 -1/4 11/12 2x6 5-1/16 2 x 4 3-1/2 12/12 2 x 6 5-1/2 USP844 -021 • • • • • • • • • • • • • • • PAGE 2. .. 3 . .................. 4. ........................ 5 ... .. 6 ...................... 7'-O" CORNER SET DETAIL - 7. • ...::.FIELD APPLIED OVERHANG DETAIL 8. ....STANDARD REPAIR FOR BROKEN CHORDS, WEBS,& CHORD SPLICES 9.. STANDARD WEB BRACING • 10 .... OFFSET BEARING JOINT 11. ..... ..... ......... PIGGYBACK CONNECTION DETAIL 12. ..... .... ...... WEB BRACING RECOMMENDATIONS • t 13. .: TRUSS WEB BRACING LETTER 14 .................. 2 AND 3 PLY GIRDER CONNECTION DETAIL •••••• •••••• 15. LEVEL SOFFIT DETAIL FOR 2.5/12 SLOPES AND G t .lf R • 16 -i7 .. ...... BC.SX SUMMARY SHEETS ' • SUBMITTAL WITH SPECIALTY ENGINEER BUBMITT D SUBSTANTIALLY CONFORMS TO DESIGN CONCEPT ,.,.TED ACCEPT o SUBSTANTIALLY CONFORMS TO DESIGN CONCEPT AS NOTED ED AS F T D Q DOES NOT CONFORM TO DESIGN C ONCE REJECTED ❑ UNRESPONSIVE SUBMITTAL AS NU "F D O SIGNED & SEALED RESUBMIT TAL Ri r)i1IRED ACCEPTED FOR RECORD ONLY (] NOT REVIEWED BY JC/TRC Review is limited to verifying THE FOI.LOWING 1. The specified Structural Submittals ham been furnished 2 Submittal is signed and sealed t rho Specialty Enganeer • 3. The Specialty Enyii oar has undenitteid the design intent and has used the specified structural criteria No detailed check of calculations was made) 4. The configuration set forty the submittal is consistent with the Structural Contract Documents (Sic Mailed chtiuk of quantities or dimensions el eve was made). General Notations t o► do Construction c ondo .e a i Mana go' •irborOcompliandce do not with Contract Documents. Contractor I urnrxy"� governing codes and regulations [he General Contractor f Construction Manager is solely responsibly for confirming all quantities. dimensions, tan "cation techniques, coordinating work with other trades and assuring ti at work is performed in a safe and satisfactory manner. SRC WORLDWIDE EN ERING INC. Date: , ®( t By. • TABLE OF CONTENTS GENERAL ENGINEERING PAGES HANDLING AND INSTALLATION AND TEMPORARY BRACING NOTES STANDARD ROOF VALLEY DETAIL STANDARD GABLE END DETAIL STANDARD DROP GABLE END DETAIL STANDARD FALSE BUTTOM DETAIL 4; • • • •. • • . • • •... • • ... • • • . • • • • .... • .. .. • •. • • • • . . • • • • . •. • • • • • • • . • • • • • • • • • Mowls A. Shashotua, PE. MAURICE A. SHASHOUA, P.E,INC• 1908 NW 112 Avenue . Coral Springs, FL 33071 (954) -753 -1988 License Nos.E65251 & 19554 Custom Designed Truss Co, 777 S.W. 12th Avenue, Pompano Beach, FL 33069 (954) 786 -8800 (954) 786 -8804 CUSTOMER: MODEL/TYPE: LOCATION: JOB j: HANDLING AND INSTALLATION NOTES 1. Please read copy of "BRACING WOOD TRUSSEt" attached 2. These trusses must be lifted with care useing a stongback or spreader bar to avoid damage to trusses and /or personnel. Custom Designed Truss Co. is not reponsrble for incorrectly handled and /or installed trusses. Extra care must be taken with spans over 40' -0" and with scissor /vaulted trusses. We highly recommend that a crane and experienced personnel be used during installation. 3. Please review layout carefully to assure. that components are installed as plan shows, are in their proper location, are positioned right side up, are turned in the right direction to preform as engineered. Should you have difficulties; please call us, and we will answer your questions and, if necessary, send a person to check the problem. We will not permit .backcharges if this procedure is not followed. 4. Unless otherwise noted on this. DO NOT CUT ANY CHORDS OR WEBS IN ANY TRUSSES!!! It is the resposibility of the General, Contractor or Owner to advise all trades. We are not responsible for field modifications 'unless athorized by signed agreement by our :amt.. • These trusses are to be spaced 24 inches on center unless noted otenviffe. • • When installing Scissor Trusses, Vaulted Trusses, or Cathedral Trusses allgt/gnce niust ae .. . • made for horizontal displacement at one support. • 7. If floor trusses must support concrete sub —floor, the plywood must t . ored during the ••: pouring operation and throughout the drying period. consult - Architect dr. o1: tA!or ..' .. for shorin ■ instructions. . ..... .. . • .. fl r C i 0 ■ 1 • w ■ ' A 1 I / ..•..• .... , .:. 1. Please read copy of "BRACING :W@OD TRUSSES attached • • • : • . • . 2. These trusses must be substantially braced during installation and before qny load• • .... (plywood, roofing, etc.) is applied. Under no circumstances place entiretiipdl ....' • • of .. • plywood, roofing, or other •building materials on roof or floor system. This can severhy •. • overload the trusses beyond their structural limits and cause failure resulting in ser ious injury or death. 3. Temporary bracing_ specified on truss drawings is required to prevent buckling of the member shown . The bracing used may be a 2x4 No. .3 SPKD or equal lumber, connected w/ (2) 16d nails minimum. This continuous bracing should be connected to a solid point at both ends. If it is possible to provide a continuous brace, this can be accomplished by ° T" bracing the member by applying the same size and grade of lumber as the member on a 90 degree angle w/ 8d nails © 12 Inch centers. Custom Designed Truss co. will not be responsible in any way for an improperly braced roof /floor truss system. 4. Permanent bracing is always required. Special desighn requirements, such as wind bracing, portal bracing, seismic bracing, shear walls, diaphragms, and other load transfer elements and their connections to these trusses must be designed by the project Architect or Engineer. 5. It ' is the responsibility of the General Contractor or Owner to . advise all trades. If any questions arise please call this office for instructions at (954) 786 - 8800 Morris A. Shashoua, P.E illlAURICE A. SHASHOUA, P.E.,JNC. 1908 NW 112 Avenue , Coral Springs, FL 33071 (954 )-753 -1988 License Nos.EB5251 & 19554 STANDARD ROOF VALLEY DETAIL SUPPORTING TRUSSES VALLEY 'USSES Custom Designed Truss Co. 777 S.W. 12th Avenue, Pompano Beach, .FL 33069 (954) 786 -8800 (954) 786 -8804 TOTAL LOAD DESIGN CRITERIA TOP CHORD: 2x4 No. 2D 195P BOT CHORD: 2x4 No. 2D 19SP VERTICALS : 2x4 No. 3 19SP ALLOWED STRESS INCREASE : 1.33 TOP CHORD LIVE LOAD TOP CHORD DEAD LOAD BOTTOM CHORD DEAD LOAD 30 PSF 15 PSF 10 PSF 55 PSF 8. STRAP OR CLIP EACH VALLEY MEMBER TO TOP CHORD OF EACH SUPPORTING TRUSS. TRUSS INSTALLER IS RESPONSIBLE FOR FURNISHING AND INSTALLING BRACE MATERIAL..:. 2r 'TOR OR VALLEY VERTICALS OVER 7' -6" IN LENGTH, BUILDER TO ADD 2x4 "1 BRACE .. . TO SIDE OF VERTICAL FOR INTIRE LENGTH. FASTEN W/ 16d NAILS 6" 0.C. .:11-11S DESIGN IS VALID FOR IIIIIND SPEEDS UP TO 146 MPH, A SHAPE FACTb 1II TO . 1.1, AND A MEAN HEIGHT UP TO 30' -0" • • .. • • .• 1111 DETAIL IS FOR BRACING INFORMATION ONLY. SEE ENGINEERING DRAWS ;FOR •,,,.• -ACTUAL SHAPE, PITCHES, OVERHANGS, HEEL CONDITIONS, AND PLATE INFQ@WTION. . 5. TOP CHORDS OF SUPPORTING TRUSSES MEST BE SHEATHED WITH 1/2" MIIjIMUM PLY- '....' WOOD, FASTEND AS REQUIRED BY GOVERNING CODES, OR SCABBED TO 1 FADE: •• • WITH 2x4 THROUGHOUT VALLEY AREA, FASTENED WITH 10d NAILS AT 6" 0.C. OR •••••• LATERALLY BRACED WITH 1x4 ATTACHED WITH (2) 8d NAILS AT EACH INTERSECTION IF TOP CHORD OF SUPPORTING TRUSSES ARE 2x6 OR. LARGER. 6. THIS DESIGN SHOWS ONLY REQUIRED BRACING FOR INDIVIDUAL VALLEY SET. FOR PERMANENT AND TEMPORARY BRACING, WHICH IS ALWAYS REQUIRED, CONSULT THE p UILDING ENGINEER OR ARCHITECT. REFER TRUSS PLATE INS111UTE PUBLICATION 'HIB -91 SUMMARY SHEET" FOR OTHER IMPORTANT INSTALLATION AND BRACING NOTES. 7. BUILDER TO BEVEL BOTTOM CHORD OF VALLEY MEMBER OR ATTACH 6" WEDGE TO TOP CHORD OF SUPPORTING TRUSSES TO PROVIDE SOLID BEARING. Muds A. Shea" ""a, P.E. MAURICEA. MAMMA, P. ,INC. 18132 HW 112 Avenue ..,. .: • Coral springs. PL 331371 (684}753 -1828 Unarms Nos.E82281 & 1a&&4 . . .• • • • • • • .••.. .••. • ...• .••.. •• ••••• • • • • • STANDARD GABLE END DETAIL 12 MATCH COMMON // // /////// a% /4 - CONTINUOUS BEARING ® MAX LENGTH W/0 BRACE MAX LENGTH WITH BRACE 1x4 "L" BRACES NAIL 8" ON CENTER WITH ad NAILS. 2x4 "L" BRACES NAIL 6" ON CENTER WITH 16d NAILS. SEE CHART BELOW FOR MAXIMUM LENGTHS OF BRACES. MAX LENGTH MAX LENGTH MAX LENGTH MAX LENGTH 1x4 L —BRACE 2x4 L -BRACE 2x6 L —BRACE 2x8 L —BRA 8'_011 9'-8" 12'-9" 15' --10" 7 1_ 3 ". 8 1_ 9 11 11 '_ 10 " 14 10' -9" 13' -10" TOP CHORD: 2x4 No. 2D 195P BOT CHORD: 2x4 No. 2D 19SP VERTICALS : 2x4 No. 3 19SP NAGONAU.Y BRACE DECALS LONGER THAN SHOE IN t91ART 2 -16d N MU SD MIL PAST FIRST 11 55 ALLOWED STRESS INCREASE : 1.33 TOP CHORD LIVE LOAD TOP CHORD DEAD LOAD BOTTOM CHORD DEAD LOAD 3D PSF 15 PSF 10 PSF TOTAL LOAD 55 PSF :-24" 4'_1" 8'-2" 6'-4" 7-8' TRUSS ERECTOR IS RESPONSIBLE FOR FURNISHING AND INSTALLING BRACE MATERIAL. _BUILDER TO ADD A CONTINUOUS P.T. 2x4 LEDGER FLATWISE ON TOP OF BEAR NS N Custom Designed Truss Co, 777 S.W. 12th Avenue, Pompano Beach, FL 33069 (954) 786 -8800 (954) 786 -8804 SUPPORT, UP AGAINST GABLE BOTTOM CHORD. PROVIDE CONNECTION TO •111lAtt•TO • • RESIST 100 PLF UPLIFT AND 265 PLF HORIZONTAL LOAD INWARD OR OUTVdI4i 3. : IRIS DESIGN IS VALID FOR WIND SPEEDS UP TO 146 MPH, A SHAPE FACTOR IL1V• TO ' • • • • • 1.1, AND A MEAN HEIGHT UP TO 30' -0" 4. THIS DETAIL IS FOR BRACING INFORMATION ONLY. SEE ENGINEERING DRAWI�IG:FBR •••••• ACTUAL SHAPES, PITCHES, OVERHANGS, HEEL CONDITIONS, AND PLATING IIrOIMATION.. • 5. WHEN ADJACENT TRUSS HAS A VAULTED BOTTOM CHORD, . STABILITY OF WALL S1TPPOR ;.•.• TING GABLE MUST BE CHECKED BY BUILDING DESIGNER. ADDITIONALLY, A 2x4 LEDGER MUST BE ATTACHED TO THE INSIDE FACE OF GABLE, FOLLOWING PROFILE OF ADJACENT TRUSS BOTTOM CHORD. FASTEN LEDGER TO EACH VERTICAL WITH 3 -10d NAILS: , THIS DESIGN SHOWS ONLY REQUIRED BRACING FOR INDIVIDUAL GABLE TRUSS. FOR PERMANENT AND TEMPORARY BRACING, WHICH IS ALWAYS REQUIRED, CONSULT THE BUILDING ENGINEER OR ARCHITECT. REFER TO TRUSS PLATE INSTITUTE PUBLICATION "HIB -91 SUMMARY SHEET" FOR OTHER IMPORTANT INSTALLATION AND BRACING NOTES. 7. BOTTOM CHORD OF GABLE MUST BE PROTECTED FROM CONCRETE AND MOISTURE. 8. TEMPORARY GROUND BRACING IS REQUIRED FOR ALL GABLE END INSTALLATIONS. 9. THIS TRUSS MAY HAVE A MAXIMUM 7' -0" CANTILEVER WITH NO ADDITIONAL WEBBING. DESIGN CRITERIA • Fliwrts A. Sh"sbntm, P.E. MAURICE A. SHASHOUA, - - 1B1MHW 412 Avenue Coral Springs. FL 29077 (051)-763 -18B11 Lksasa H"s.E86251 1: 1935. •. • • •• • • • •• •• • • • ••: • • •• • • •• • • • • • • •• • • • •,•••• • • SPACING OF VERTICALS 12" 16" ** 3' -0 MAX 2x4 OUTLOOKER 4 ° -6 MAX 2x6 OUTLOOKER 2x4, 6, DR 8 ° L ° BRACE SECTION "A" 12 MATCH COMMON MAX LENGTH W/0 BRACE 5-2" !1 4 -1 STANDARD DROP GABLE END DETAIL MAX LENGTH WITH BRACE 1O' -4" 9 1 _ 6 " 8 '_ 2 " MAX LENGTH 1x4 L —BRACE 8' -0" T-3" 6' -4" '1x4 ° L ° BRACES NAIL B. ON CENTER WITH Bd NAILS. 2x4 ° L ° BRACES NAIL 6 ON CENTER WITH 16d NAILS. SEE CHART BELOW FOR MAXIMUM LENGTHS OF BRACES. 0 CONTINUOUS BEARING MAX LENGTH 2x4 L —BRACE 9 1_ 8 ,1 8'-9" X 1_ 8 " Custom Designed Truss Co. 777 S.W. 12th Avenuie, Pompano Beach, FL 33069 (954) 786-3800 (954) 786 -88.04 MAX LENGTH 2x6 L —BRACE 12' -9" 11' 10' -9" MAX LENGTH 2x8 L —BRACE 15-10" 14' -11" 13' -1 A ALLOWED STRESS INCREASE.: 1.33 DESIGN CRITERIA TOP CHORD: 2x4 No. 2D 195P BOT CHORD: 2x4 No. 2D 19SP VERTICALS : 2x4 No. 3 195P TOP CHORD LIVE LOAD 30 PSF TOP DEAD LOAD 15 PSF BOTTOM CHORD DEAD LOAD 10 PSF DIAGONALLY RIVE MEALS LONER 1IIAN SHOE IN CHART 2 -16d N PLYWOOD COUT. PAST i'; TRUSS TOTAL LOAD 55 PSF *0• :. 2 -16d NAILS •2x4 DIAGONAL BRACE • • ' 1. TRUSS ERECTOR IS RESPONSIBLE FOR FURNISHING AND INSTALLING BRAQC f TERI?L'•. :- 2. BUILDER TO ADD A CONTINUOUS P.T. 2x4 LEDGER FLATWISE ON TOP OF.EiEARING • SUPPORT, UP AGAINST GABLE BOTTOM CHORD. PROVIDE CONNECTION j0•W4LL Tq • ':RESIST 100 PLF UPLIFT AND 265 PLF HORIZONTAL LOAD INWARD OR OUTRD. 3. THIS DESIGN IS VAUD FOR WIND SPEEDS UP TO 146 MPH, A SHAPE FAC1 tC JP TO : : : :• 1.1, AND A MEAN HEIGHT UP TO 30' -0" • 4. THIS DETAIL IS FOR BRACING INFORMATION ONLY. SEE ENGINEERING DRI,NItl( FOR.••••. ACTUAL SHAPES, PITCHES, OVERHANGS, HEEL CONDITIONS, AND PLATING INFIRMATIw: 5. WHEN ADJACENT TRUSS HAS A VAULTED BOTTOM CHORD, STABILITY OF GALL SUPP':• TING GABLE MUST BE CHECKED BY BUILDING DESIGNER. ADDITIONALLY, A 2x4 LEDGER MUST BE ATTACHED TO THE INSIDE FACE OF GABLE, FOLLOWING PROFILE OF ADJACENT TRUSS BOTTOM CHORD. FASTEN LEDGER TO EACH VERTICAL WITH 3 -10d NAILS. 6. THIS DESIGN SHOWS ONLY REQUIRED BRACING FOR INDIVIDUAL GABLE TRUSS. FOR PERMANENT AND TEMPORARY BRACING, WHICH IS ALWAYS REQUIRED, CONSULT THE BUILDING ENGINEER OR ARCHITECT. REFER TO TRUSS PLATE INSTITUTE PUBLICATION "HIB -91 SUMMARY SHEET" FOR OTHER IMPORTANT INSTALLATION AND BRACING NOTES. 7. BOTTOM CHORD OF GABLE MUST BE PROTECTED FROM CONCRETE AND MOISTURE. 8. TEMPORARY GROUND BRACING IS REQUIRED FOR ALL GABLE END INSTALLATIONS. 9. THIS TRUSS MAY HAVE A MAXIMUM 7' -0" CANTILEVER WITH NO ADDITIONAL WEBBING. •• • •• • •• , •. II •• , • •• , • Barris A. Bhashe°a, P.E. MAURICE A.8HASHOUA. P.E,WC. 1908 NW 112 Avenue - - Coral SprirtOa, R. 33071 010 License N00.EB8281 810884 } • • • ••• • • • • • ••• • • • ••• • ••• • RISE BLOCK TO AVOID PLATE ,OVERLAP 4' —O" MAXIMUM el r /!I /! / / /J / A %%'JI.17I / /fJ SEE NOTE #3 STANDARD FALSE BOTTOM DETAIL CONSULT TRUSS ENGINEERING FOR SHAPE, LUMBER, PLATE, AND OTHER INFORMATION —NOT SHOWN BY THIS DETAIL. MATCH COMMON 12 SEE NOTE #2 i� i I (BOTTOM CHORD MAY BE FLAT OR SLOPED ) SUPPORT 1.. TRUSS INSTALLER IS REPONSIBLE FOR FURNISHING AND INSTALLING BRAG M RIAL• .• • •. . .. • • •• 2. SPLICE PLATE TO BE 5x6 AT VERTICALS; 3x6 PLATE BETWEEN VERTICALS. • 3. 1x4 CONTINUOUS LATERAL BRACING AT 6' —O" ON CENTER AND AT JOINTS.WEN • TO EITHER EDGE OF TRUSS BOTTOM CHORD Willi (2) 8d COMMON NAILS. • • • THIS DETAIL I5 FOR BRACING INFORMATION ONLY. SEE ENGINEERING DRAWI . R • ACTUAL SHAPE, PITCHES, OVERHANGS, HEEL CONDITIONS, AND PLATING IN 1E4vIAITON. . • 5.. DIAGONAL BRACING IS REQUIRED AT EACH END OF LATERAL BRACING AND'20' 0" • INTERVALS IN FALSE BOTTOM CHORD AREA. DIAGONAL BRACING MAY BE ��114144TED..� • . y' AT ENDS IF LATERAL BRACING IS ATTACHED TO THE STRUCTURAL BOTTOM CHORD OF'..'.. AN ADJACENT TRUSS THAT HAS A PROPERLY ATTACHED RIGID.CEILING. 6. THIS DESIGN SHOWS ONLY REQUIRED BRACING FOR INDIVIDUAL FILLER. FOR OTHER PERMANENT AND TEMPORARY BRACING, WHICH IS ALWAYS REQUIRED, CONSULT THE BUILDING ENGINEER OR ARCHITECT. REFER TRUSS PLATE INSTITUTE PUBLICATION "HIB -91 SUMMARY SHEET" FOR OTHER IMPORTANT INSTALLATION AND BRACING NOTES. 7. ADD STUD AT CANTILEVER CONDITIONS AND ATTACH WITH 3x4 MINIMUM PLATES. 8. FALSE BOTTOMS MAY BE SHIPPED LOOSE AND ATTACHED IN FEILD BY TRUSS INSTALLER. ATTACH FILLLER WITH 3x6 "NAIL PLATES" ON BOTH FACES OF FILLER AT EACH OCCURANCE OF A VERTICAL. FASTEN 4 "TRUSS NAILS" (.131 DIA. x 1 -3/8 ") IN STRUCTURAL BOTTOM CHORD AND 4 "TRUSS NAILS" IN FILLER. DESIGN CRITERIA TOP CHORD: 2x4 No. 20 19SP BOT CHORD: 2x4 No. 2D 19SP VER11CALS : 2x4 No. 3 195P ALLOWED STRESS INCREASE.: 1.33 TOP CHORD LIVE_LDAD _ _ 30 PSF. TOP CHORD DEAD LOAD 15 PSF BOTTOM CHORD DEAD LOAD 10 PSF TOTAL LOAD 55 PSF • • . Custom Designed Truss Co. 777 S.V. 12th Avenue, Pompano Beach, FL 33069 (954) 786 -8800 (954) 786 -8804 flaunts A. Ebeednua, P.E. MAURICE A. 8HASHOUA, P.E,INC. - 1808 NW 112 Avenue Coral Springs, PL 33071 (904 ).753 -1DB8 License Nee .E13081 819584 • • • • •.• • • ... • • ... •••. • • • .• •. • • TOP CHORD CONNECTION 7' -0" JACKS — 3 16d NAILS 5-0" JACKS — 2 16d NAILS ' - 0" & 1' -0" JACKS — 2 16d NAILS MINP =2.5 1� MAX P = 10 I 3x4 BOTTOM CHORD CONNECTION (2) 16d NAILS COMMON JACKS 7-0" CORNER SET CO w OPTIONAL VERT. CORNER JACK COMMON JACK • T fP.) PARTIAL ROOF LAYOUT 3 3x4 12 2 2x3 9-10-12 CORNER JACK 2x3 4 3x4 NOTE: THIS DESIGN HAS BEEN CHECKED WITH 146 MPH WIND LOAD. WALL HIEGHT 18 FT MAX. PROVIDE FOR UPLIFT AT BEARING WALL CONNECTIONS, 158 LBS AT COMMON JACKS & 258 LBS AT CORNER JACKS. DESIGN CRITERIA Custom Designed Truss Co. 777 S.W. •12th Avenue, Pompano Beach, FL 33069 (954) 786 -8800 (954) 786 -8804 TOP CHORD: 2x4 No. 2D 19SP BOT CHORD: 2x4 No. 2D 19SP VERTICALS : 2x4 No. 3 19SP ALLOWED STRESS INCREASE.: 1.33 TOP CHORD LIVE LOAD 30 PSF TOP - CHORD. DEAD LOAD - 15 PSF BOTTOM CHORD DEAD LOAD 10 PSF TOTAL LOAD 55 PSF . • •• •• 45 (''N : Qpt 1 QLE BEVEL.CUT • > 41.11 END 0E•T0P • A,DIEC BOTTOM CHORDS. •••■ • • . • • •••• • • •••• • • • •••• • • • • •••• • • • • •••• f 4 '16d NALL,S.•, •• • 04mris A. 8hssbasa, P.E. MAURICEA. SHASHOUA, P.E.,WC. 1868 NW 112 AVSnus "" Cars) Springs, FL 33011 (094)-783 -1DB8 Licens• Na .EB8281 & 10884 • • • • •••• • • • • •••• • 1•• • • ••• • • • • • SCAB LUMBER SO. PINE L MAXIMUM OVERHANG 16d NAILS * ** #2 N 2 -05-06 5 • 3 #2 2 -06-06 5 3 #2 DENSE 2 -11 -12 5 3 #1 N 2 -11 -12 5 3 i1 3 -02 -10 5 3 #1 DENSE 3 -05-01 5 3 Custom Designed Truss Co. 777 S.W. 12th Avenue, Pompano Beach, FL 33069 (954) 786 -8800 (954) 786 -8804 DESIGN CRITERIA TOP CHORD: 2x4 No. 2D 19SP BOT CHORD: 2x4 No. 2D 19SP VERTICALS : 2x4 No. 3 19SP ALLOWED STRESS INCREASE.: 1.33 TOP CHORD IJVE LOAD • 30 PSF TOP CHORD DEAD LOAD 15 PSF BOTTOM CHORD DEAD LOAD 10 PSF TOTAL LOAD 55 PSF FIELD APPLIED OVERHANG DETAIL THIS OVERHANG DETAIL IS TO BE USED IN CONJUNCTION WITH MITEK DESIGNS WITH 2x4 I SCAB(TWICE THE OVERHANG LENGTH) TO ONE FACE WITH 16d NAILS AT 8" Q.C. CLUSTER OF NAILS AND GRADE OF LUMBER AS PER TABLE BELOW SEE TABLE SEE TABLE 2L MINIMUM J OVERHANG1 SPAN OF STANDARD TRUSS • • • • • •• • • •••• • • •••• • • •• •• • •• • • • • • • • •• • • • • •• • • • • • •• • • • • •••: • • •••• • •••• • • •••• •• • • • • Morris A. Bhsshsus. P.E. 88ANRICEA.8HASHOW4, P.E.,INC. 1808 NNF'112 Avenue - Card Springs. FL 93071 (9134 )783 -19813 License Nos.E88281 818884 • • • •••• • • • •••• • • • • • • • • • •••• • • ••• • • ••• ••• • •••• • • TOTAL NUIHERDF NAILS EACH SIDE OF BREAK° X INCHES MAXIMUM FORCE (Ibs) 15% LOAD DURATION SYP DF 5PF HF 2x4 2x6 2x4 2x5 2x4 2x8 • 2x4 2x8 2x4 21(6 14 21 24 1528 2439 1497 2246 1272 1208. 1288 1932 1B 27 30" 2991 3136 1925 2888 a 1635 2453 1558 2484 22 33 35" 2555 3632 2353 3529 1999 2998 2024 3038 28 39 42" 3920 4530 2781 4171 2382 3543 2382 3568 30 45 45" 3485 5227 3209 4812 2726 4068. 2760 4140 15% STANDARD REPAIR DETAIL PoR WEBS - • AND DAMAGED OR MISSING CHORD SPLICES • 102 NAILS NEAR SIDE +182 NAILS FAR SIDE s BREAK 5° LAN ST -REPOT Al ••• • •••i ..•• • • . •••• THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERU7IETER BREAK: OR HEEL JOINT AND A MINIMUM OF 8° FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR J01147 SPLICES DIVIDE EQUALLY FRONT AND BACK ATTACH 2x SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER 014 BREAK OR SPUCE) UV/CONSTRUCTION QUALITY ADHESIVE AND 10d NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x8) SPACED 3°oc STAGGERED AS SHOWN.(.131°d13. x 3") THE LENGTH OF THE BREAIC (C) SHALL NOT EXCEED 12°. (C =PLATE LENGTH FOR SPUCE REP AIRS) THE SII4IMUM OVERALL SCAB LENGTH REQUIRED (I.) IS CALCULATED AS FOLLOWS: L =(2)X+0 • • •• •• • • • •a • •• • • • • . • •• • • ••••• • TRUSS CONPIGURAT1L7N' • • • AND aP.EA14 LDCATI • • 'FOR IIUUBBPRMfIONS ONL • • • r�1 NOTES: t THIS REPAIR DETAIL 16 TO BE USED ONLY FDR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE R LLAI 11NG PO1511014 OF THE TRUSS IS UNDAMAGED. THE EIJTRE1RUSS SHALL BE INSPECTED TO VIE3IFYTHAT NO FURTHER REPAIRS ARE RE-CURED. WriEN THE REQUIRED REPAIRS ARE PROPERLY APPUESD, THE MUSS WU_ BE CAPABLE OF SUPPORTING THE LOADS INDICATES!. 2. ALL NIE 1BERS MUST BE RETURNED 70 THEIR ORIGINAL POSITIONS BEFORE APPLIHG REPAIR AND HFI n 94 PLACE DURING APPUCATIDN OF REPAIR. 3. THE END DISTANCE, EDGE DISTANDE AND SPACING OF NAILS SHALL BE SUCH AS TO A.VOID UNUSUAL BPLRTIHG OF THE WOOD. 4. WHEN NAMING THE SCABS, THE LEE OF A BACKUP WEIGH7:IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS DR SPLICE 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY. 6. THIS REPAIR 16 LIMITED TO 'MUMS WITH 140 MORE THAN THREE BRDI EH MEMBERS. Morris A. 8haehoua, P.E. 88AURICE A. SHAEHOUA, P.E.,INC. - 1808 FAN 112 Avenue Carol Springs, FL 331371 • (8511 -753 -1880 License Noe FFlE781 8 10857 • • • • • • • • .• • • • • • 0 NAILING PATTERN 7—BRACE SIE NAR SIZE NAIL SPACING 124 1Od r Q.C. 2x4 16d r O.C. NOTE: NAIL ALONG ENTIRE LENGTH OF 7—BRACE (EACH PLY) LATERAL BRACING DETAIL NOTE: BRACE MUST BE 90% THE LENGTH OF THE WEB TI-HS DETAIL IS TO BE USED AS AN ALTERNATE FOR CONT. LATERAL BRACING TRUSSES @ 24" O.C. TYP. END OF BRACING MEM. SHALL BE CONNECTED TO A FIXED RIGID POINT OR X- BRACING AS NOTED ON THIS DETAIL BBB S1Z 224 2x6 2x6 T —BRACE SIZE OF TRUSS PLYS 2 1 ROWS OF BRACING 1 12.4 1116 2x3 2 224 226 2x8 224 226 228 2 2x4 225 228 OPTIONAL T -BRACE IN CASE THAT CONTINUOUS LATERAL BRACING CANNOT BE ACHIEVED 1 T—BRACE DETAIL Custom Designed Truss Co. 777 S.W. 12th Avenue, Pompano Beach, FL 33069 (954) 786 -8800 (954) 786 -8804 SCAB BRA ING 6TTACHEIX TO WIDE FRS SA4E LENGTH • AND GRADF� .V $/• 1� d NAILS; @'4; 0.C. • •• � ••1 • • • •••• • • . .•.. • •• SCAB BR I IG • :: : :• ••4 • • • • • L BRACE SIZE • • ° la gRUSS PLY! •••• 1 . 2 ,. .• N MB S2E• •1 2x4 1x4 2x6 126 2x8 248 • 2 1 2 314 2x6 223 NAILING PATTERN 2z4 224 218 316 2t3 2113 L- BRACE SIZE NAIL SZE NAIL SPACWG 1x4 1011 8. O.C. 2x4 16d r O.C. NOTE NAIL ALONG EMIR: LENGIN OF L -BRAIX (EACH PLY) DESIGN CRITERIA TOP CHORD: 2x4 No. 2D 19SP BOT CHORD: 2x4 No. 20 19SP VERTICALS : 2x4 No. 3 19SP ALLOWED STRESS INCREASE : 1.33 TOP CHORD LIVE - LOAD TOP CHORD DEAD LOAD BOTTOM CHORD DEAD LOAD TOTAL LOAD 30 PSF 15 PSF 10 PSF 55 PSF 1 A. SIwu1u ue. P.E MAURICE A. SHAUHOUA, P.E,WC. 140BNW112 - CwnI Springs, FL 33071 (054)-753 -1000 License No Nns.E1313201 8 10554 L- BRACING • •• • • • •. • • ••• • .. •• •. • • • • . •. • ••• • TRUSSES © 24" 0.C. TYP. END OF BRACING MEM. SHALL BE CONNECTED TO A FIXED RIGID POINT OR X— BRACING AS NOTED ON THIS DETAIL STANDARD WEB BRACING 1x4 OR 2x3 LATERAL BRACE PER TRUSS DESIGN W/ 2 -10d NAILS PER WEB FOR FORCES UP TP 4600 Ibs. FORCES IN EXCESS OF 4600 Ibs. REQUIRE 2x6 #3 OR BETTER NOTE: PROVIDE X— BRACING C 20' —O" INTERVALS FOR WEB FORCES UP TO 2509 Ibs. AND 10' -0" FOR FORCES GREATER THAN 2509 Ibs T1I DEPT OFFET 5EARING jOiNT" BfcYs WALL if Custom Designed Truss Co, 777 S.W. 12th Avenue, Pompano i3eadh, FL 33009 (V) =EEOO (954) 1B S86 4 131RG JOINT OF TRUSS DEP1N CP IBOTTCM CINoRR DESIGN CRI T ER TOP C}1 R t 2x4 N'. 2D 1961 130T c1dOP.De 2x4140. 210 1331= VERTICALS a 2x4 No. 3 I951* ALLOII D 5T5 INCREASE, a 133 TOP c§ipiRD LIVE LOAD 30 P-` Tor' GNP pnD LOAD 15 POTTOM CNORSJ DEAD LOAD 10 Fat TOTAL LOAD 53 PE • • • .. . • • • •••• • • •••• ••.• • •.. • •. • • •• • X 0' • .••• • ••. • • • •• : • 13iRG CONDITION IS ST UCTU 4LL • ' U... IDIMENSIQ11 "All Pct 'ES NOT EXC ED. THE" s OF THE BOTTOM. C—ORD BBada A. Sheehmm, P.E. MAURICE A. BHASHCUA, P.E.,WC. 1898 NW 112 Avenue • - - Ceral SprNga, FL 39971 (954) -753 -1955 License Nm.EE5251 & 19554 ••• • ••• • ••• • •• • • •••4 • • • • •• • • • !. • • • •• • i PIGGYBACK CONNECTION DETAIL T DESICN 13 NOT REQUIRED TO I UP MI TRUSS CODE APPROVED SCRAP OFFSET » omON U I UP ,> BELOW -- 2 —D uax - - k - 6 x1 /2 EXTERIOR TYPE PLYWOOD ATTACHED TO TRUSSES WITH B— Bd NAIL EIS BELE 1 1�w^P�GGYBACK .`� " , 'TRUSS a — - 1 I ACK TRUSS P_ OC 2x4 PURUNS AT 24" STRUCTURAL TRUSS BELOW 1st PURLIN OFFSET CHART DR Fr 1 r' J :, .t.. 2x4,2x6,2x8,2x10,2x12- AS NEEDED, #2 SPRUCE- PINE- FUR,#2 Had-FUR, #2 S.Y.P., OR PT. S.Y.P. OR BETTER. ATTACH TO ONE #2 W/ 16d (0.128 ° x3.0 ") GUN NAILS @ 4" O.C. THROUGHOUT WEBS AND CHORDS ar i ='1•% A PITCH 3 4 5 6 7 B $' 2x4 PURUNS 48 O.0 STRUCTURAL TRUSS OFFSET 1-9-7 1-4-5 1 -1 -5 11 -5 9-15 8-15 PITCH 3.5 4.5 5.5 6.5 7.5 8.5 DFFSET 1- 6- 8 1 -2 -10 1 -0-3 10-10 9-7 8 -9 BELOW ELEVATED DESIGN FLUSH DESIGN PEAK SCAB DETAIL 4G PIGGYBACK TRUSS, ' - PIGGYBACK TRUSS OVERLAP TRUSSES ATTACH W/ 1Bd NAILS • 0 4" STAGGERED STRUCTURAL TRUSS BELOW • • • • • • • • • • • •• • •• • • • • • •• ••• i AV-T`j���1lj - . 2x4 :STRUCTURAL PURUNS AT 46" TRUSS BELOW O.C. OVERLAPING DESIGN • -• 1. TRUSS ERECTOR IS RESPONSIBLE FOR FURNISHING AND INSTALLING BRACE liaRIAL. •••• ••:, 2. BUILDER MUST PROVIDE TOP CHORD PURLINS AT 24" ON CENTER TO REPb b6' •••••• ••• PLYWOOD SHEATHING DIAPHRAM•MISSING BETWEEN PIGGYBACK AND SUPPf71? TRUSS ' 3. THIS DESIGN IS VALID FOR WIND SPEEDS UP TO 146 MPH, A SHAPE FACI;OR VA TO.... ". : j 1.1, AND A MEAN HEIGHT UP TO 30 •..• • •• . • ' 4. THIS DETAIL IS FOR BRACING INFORMATION ONLY. SEE ENGINEERING DRAWING FOR '••'.. ACTUAL SHAPES, PITCHES, OVERHANGS, HEEL CONDITIONS, AND PLATING INFORMATION. 5. ATTACH PURUNS TO STRUCTURAL TRUSS WITH 2 16d NAILS AT EACH INTERSECTION. BRACE VERTICALS LONGER THAN 48" WITH 1x4's AT HALF POINTS CONNECTED WITH 2 10d NAILS AT EACH INTERSECTION. LATERAL BRACING MUST BE ANCHORED AT ENDS. 6. THIS DESIGN SHOWS ONLY REQUIRED BRACING FOR INDIVIDUAL PIGGYBACK. FOR PERMANENT AND TEMPORARY BRACING, WHICH IS ALWAYS REQUIRED, CONSULT THE BUILDING ENGINEER OR ARCHITECT. REFER TO TRUSS PLATE INSTITUTE PUBLICATION "HIB -91 SUMMARY SHEET" FOR OTHER IMPORTANT INSTALLATION AND BRACING NOTES. DESIGN CRITERIA MorrisA.edaed�.P� �B.IIRICE . A BHASHOUA. P.E,INC. leas Nw ��z n olm e . � xsm� License N7s�� 1 a iescw TOP CHORD: 2x4 No. 2D 19SP BOT CHORD: 2x4 No. 2D 19SP VERTICALS : 214 No. 3 19SP Custom Designed Truss Co. ALL STRESS INCREASE.: 1.33 TOP CHORD LIVE LOAD . _ 30 PSF. TOP CHORD DEAD LOAD 15 PSF BOTTOM CHORD DEAD LOAD 10 PSF ... _. 777 S.W. 12th Avenue, Pompano Beach, FL 33069 (954) 786 -8800 (954) 786 -8804 _...} TOTAL LOAD 55 PSF if WEB BRACING RECOMMENDATIONS X -BRACE BY SIZE MAXIMUM WEB FORCE (Ibs) 24 O.C. 48 Q.C. 72 0.C. BRACING AB MATERIAL TYPE C D BRACING . A MATERIAL B TYPE CD C D 10' -0 .4600* 4600* 4600* 6900* 1344 4600* 4600* 6900* 4034 6382 12' -D" 942* 3942* 3942* 5914* 1344 3942* 3942* 5914* 3942* 5914* 14' -0 450* 3450* 3450* 5175* 1344 3450* 3450* 5175* 3450* 5175* 16' 4' 066* 3066* 3066* 4600* 1344 3066* 3066* 4600* 3066* 4600* 18' -0 2760* 2760* 2760* 4140* 1344 2760* 2760* 4140* 2760* 4140* 20' -0 2509* 2509* 2509* 3763* 1344 2509* 2509* 3763* 2509* 3763* *= CONTROLLED BY CONNECTION TYPE BRACING MATERIALS • • • • • A:. 1 x4 1ND. 45 SYP -OR- 1x4 #2 STD. (DF, HF, SPF) 2x3 #3 STD. CONST. (SPF, DF, HF, OR SYF) C' . 2x4 #3 STD. CONST. (SPF, DF, HF, OR SYF) ` � 2x6 #3 OR BETTER (SPF, DF, HF, OR SYP) X- BRACING/ MATERIAL '-----41)4 �� �'� : `, - '-- Xt � , � �- .... . .. • ., ..,. •••• •., LAfiERAL• .••••. •' \ BRACIW. '''' : . MATERIAL •• 16d NAILS SEE NOTES 4 & 8) � 16d NAILS (SEE NOTES 4 & 8) . DESIGN CRITERIA A ahee6oue, P.E. 011arrla MAURICEA8HASHOU&P.E,INa. ma wwil2Averual corers .FLasmi u N»».E88281 a 18864 /I TOP CHORD: 2x4 No. 2D 19SP DOT CHORD: 2x4 No. 2D 19SP VERTICALS : 2x4 No. 3 19SP Custom Designed Truss Co. ALLOWED STRESS INCREASE.: 1.33 TOP CHORD LIVE LOAD - .. 30 PSF TOP CHORD DEAD LOAD 15 PSF BOTTOM CHORD DEAD LOAD 10 PSF 777 S.W. 12th Avenue, Pompano Beach, FL 33069 • (954) 786 -8800 (954) 786 -8804 TOTAL LOAD 55 PSF •••• • • • • •••• • • • ••• •••• • • • •••• • •••• • NOVEM ER 6, 2003 To whom it may concern: Re: TRUSS WEB BRACING CUSTOM DESIGNED TRUSS CO Dear sir or madam: For any of the trusses designed by this office, where 1x4 lateral bracing is called for on our engineering sheets, the following may be substituted: If one brace is called for, 1x4 "T" or "L" , Hem Fir or southern yellow pine may be used With 8dm &i1G at 8 inches o.c. Jftmo brace are called for, 2x4 "T" or "j: Hem Fir or Southern Yellow Pine may be used • With 12d nails at 8 inches o.c. In Eta cases, the "T" or "X' brace must be installed and centered along at least 90% of the • • • • • • • • •• Len of the web. Please let us know if you have questions reguarding the above. Sincerely; Morris A. Shashoua, P.E., Inc Cc: CDT • MORRIS A. SHASHOUA, P.E. MAURICE .A. SHASHOUA, P.E. , INC. 1908 NW 112 AVE. - CORAL SPRINGS, FL. 33071 (954) 753 -1988 FL. REG. NOS. EB5251 &19554 • • • • • • • • ••••••• •••• • • • • •• •• •••• • • • • • • • • • •• • • • • •••• • • •.• • • • Morris A. Mullane, P.E. MAURICE A. 8HABHOIIA, P.E,IMC. 1888 NW 1-13 Avenue Cats) Springs, FL 39871 (854)-753 -1898 Uremia Nas.EBB281 8 18554 • • • • • SIIPPMTEO )UU33 E55 CSUOITIBU A. TIMES IWIUEU VALUES (L031 INNS 1755160 5115AT15U FACIE!), 5 1.15 1.25 1.33 55UULE Minn an 5150.E HEI ER 01111 COMI1Ion °6•. 5275 6556 0503 7035 31112.E HEHOEII CO1101TI@I 98° 3455 3455 3485 7455 31UItE HEWER ono= °C° 0170 (•••) 110)150 RAILS 4775 45)5 1605 4575 (201160 111.111 5275 5555 S745 5855 1701160 55715 5275 9006 5493 6935 RI TINS DETAIL MAT DE USED WITH A TWO OR THREE PLY SUPPORTING GIRDER ONLY. R1 UPLIFT CAPACITIES ARE IIASED ON (4) 160 COMMON WIRE NAILS DRIVEN INTO EACH SIDE OF TILE MANGER THRUM NAIL HOLES PROVIDED AND INTO THE SUPPORTED MEMBER. THD28 -2 TRUSS HANGER. 160 NAILS • "" BEARING BLOCI( 18" LONG SAME SIZE AND GRADE AS SUPPORTED TRUSS BOTTOM CHORD. (SEE NAILING SCHEDULE FOR CONDITION "C" BELOW FOR DENSE LUMBER). Ri + SEE THE "RI" REVISION OF DRAWING 652,902 FOR ADDITIONAL MAILING SCHEDULE FOR A 3 MENDER SUPPORTING GIRDER ONLY. TOR USE WITH 2x6 SOUTHERN PING 0R DOUGLAS TIR LAM SUPPORTING GIRDER DOTTOH CHORD AID VARIOUS SUPPORTED TRUSS END CONDITIONS: Sl1PPORTED TRUSS CND CONDITIONS: END VIEW 16D NAILS • TYP. TOP VIEW Custom Designed Truss -Co. 777 S.W. 12th Avenue, Pompano Beach, FL 33069 (954) 786 -8800 (954) 786 -8804 TOTAL LOAD DENSE LUMBER 111111 END VERTICAL TIUIU TO DEARIIIG. DENSE LIRIDER DESIGN CRITERIA TOP CHORD: 2x4 . 19SP SOT CHORD: 2x4 I9SP VERTICALS : 2x4 _ 19SP ALLOWED STRESS INCREASE.: 1.33 TOP CHORD UVE LOAD TOP CHORD DEAD LOAD BOTTOM CHORD DEAD LOAD UPLIFT cONDITIDH °A° (SINGLE RENDER) • • • UPLIFT 2X4 I ••• UPLIFT (2X 1 • CONDITION "0 (SINGLE 14E(4U 4 • • • • • PSF PSF PSF PSF • . • • • UPLIFT (2X4 1&EL UPLIFT (2X6 11EEL, • CONDITION °C••••• i (SINGLE MENDER W / -0EARIIIG BLOCK) • • • •• • • • • • • • • • • • •••• • • •••• • •••• • • •••• •• • • • • •• • 'Wards A. Qualms, P.E. MAURICE A. SHASHOl1A, P.E,1HC. 1805 NW 112 Avenue Cared Springs. 91.33071 (8541- 703 -1060 License Nss.ES5251810504 •• • • • • • • •••• • • •••• • • Ag f c ► f f t V sil •C". r is '2571Z and Srcatcr . L.inher to he , peciffed on fru55.c/e icrn, 7 ' hall be fa-,tened fq bearing fvat& with framing andior or evit•alai In arm i 16jeLt to hurricane wind g� f rri shell M f tamed with I,=`8" x r E-I ,v`rap enddded in /lc bean and bay ara.r.oP-Gh&d.Orlibil Gf ord on oil/do/cal tru s) and cured with - -lid nail. 0f6. equnraleri rny over 56" lenrg be-fa5tened to a 244 framed ledger with framing anchor_; - I ge to be' bolted fo wall &rery Ce ery 24:" for oWerli 3 gtdr thdh ") 112" 2 {° 1- "93.1oela Elan 1 . 21t•L Suh- ascis. • res. _ E'25 is f as • aul =qi3 =.{r!• H ;Isc� feYs1 =:Ttetiirn 7 : . ' • Shte sa11d 1x7 iT 1 1.1 2xd •2x3 -.. .. .. Inn L - 1 9 ... • •• • f•r °i eleVianee .'' fah l;a e . vEy P.1ca1 r- • 3• �.R • ahia; ee±l.E 2x1 at .2x1: . 1.3 EGA • 2x.L 2 1 - . V :ir1;th 1K] a• ' 1s • •. • • 1 • cn i=s , v :Est- tete`0VEi1.ith}ic•° niait a7,; a ?- • : 4-gi •fl`•. : hvki tf E11E0 ::TIi > �5=�d i : „ ° • aCurjE�r'e''e = •� Iry ° ���ianij • Ong th , •. • • • • R • • •• • ••••• E r- • _ ::51 • +•• • • • • i > - _ .. , .:••-• 41.'r.°gifidS. 11. tI'' ".-14h :: :'' . ?I 11. •MAX. 24 ° I- °!'s • cpt•l ial- - '• : ft' ifiilIEL-)• .... -."_-: - :HP;.X•: • • . r • �'•? ie •I : LO'CkItia•.. tk, D It::1TE', P1+jiEf. P Ol`1•i.T5• 1.4 lt° OC MAX T WIT I, •`.x},PP •. :` .. • • -i'•l> F. - il glI•- , Flit; 0i = 13ErTEFi• C011TTIf�U • • rst] -. 0:11 L1ITBAA.L.•.BOTTOM 2 :� -.• &_t G -f n . .L D. irll e t c - Dtih ffil �"R)SEJ ii La E • a 4; .. , "H "r$d;a :0C" FPO:. ll.r.T 1: II WITI1 2•'581 - ' - V-' 6 . 11gALP :�:14i tz.friM peT•:. n4l ]IIItIEt1 ::IE' :' f1� I3 :d EILI NG • � `.. 'M ITE 1ttL' jil' 1114. LIPIi.t'Z: =0':]1'118; IIT ThP' 4 i{{I]ti!!f4 ii . `��� :T9 tiztu:'L :S.itF • pR1'-'Il� i1 T .i• r it Morns A. Shashoua, P.E. MAUI ICE A. SHASHOUA, P.E.,INIC. 1908 NW 112 Avenue Coral Springs, FL 33071 (954)- 753 -1988 License Nos: EB5251 8.19554 SI S1 SUMMARY SHEET - GUIDE FOR -r uruery ' - ..u. -.er ;Si ... . Tagline 1!! •rte / 60' or less r GENERAL NOTES Trusses are not marked in any way to Identify the frequency or location of temporary bracing. Follow the recommendations for handling, installing and temporary bracing of trusses Refer to OCSI 1 -03 Guide to Good Practice for Handling Installing & Bradrig of Metal Plate Connected Wood Trusses for more detailed information. Truss Design Drawings may specify locations of permanent bracing on individual compression members. Refer to the BCSI -B3 Summary Reinforcement for more information. All other permanent bradng design is the responsibility of the Bulking Designer. The consequences of improper handling, installing and bracing may be a collapse of the structure, or worse, serious personal injury or death. El resultado de un manejo, instaladon y amostre inadecuados, puede ser la caida de la estructura o aim pear, muertos o heddos. Banding and truss plates have sharp edges. Wear Q gloves when handling and safety glasses when culling banding. Einpaques y placers de metal Henn hordes afilados. Use guantes y lentes protectores orando carte los empaques. HANDLING - MANE]O [ 7( Allow no rare than 3" ofalethan 3" ofalefec- • tion for ev0ry 10' of span. PJO permita mas de 3 pulgadas de pandeo por ado 10 pies de tranw. 40 T �- + +K' 15 Q Pick up vertical Levante de la cuerda bundles at the superior los grupos 'lbp chord. ' - - �z&cline es de trusses. ONE WEEK OR LESS MORE THAN ONE WEEK F.71 Bundles stored on the ground for one I J week or more should be raised by blocking at 8' to 10' on center. Los paquetes almacenados en la Berra por una serene o mss deben ser elevados con bloques a cada 8 0 10 pies. f'7f For long term storage, cover bundles to pre - vent moisture gain but allow for ventilation. Para almacen- amiento par mayor tiempo, cubra los paquetes para prevenir aumento de humedad pero permits ventiladon. NOTAS GENERALES Los trusses no estan marcados de ningun modo que Identfique Is frecuencia o localizeddn de tos arriostres (bracing) temperales. Use las recomendaciones de manejo, instaladon y amostre temporal de los trusses. Vea el ICo lem BCSI 1 -03 Guia de Buena Practice pars el Kanto instaladori •.ri.aec d- lo T. ,r . - u.• '- Playas de Metaloara pars mayor informadan. Los dibujos de diseno de los trusses pueden espeaficar las localizations de los arriostres pennanentes en los miembros individuales en compresibn. Vea la hoja resgmen BcSI -B3 oara las arrio_ der anentes v refueraos &k,s miembros secundarios (websi Para mayor information. 81 resto de arriostres permanentes son la responsabilidad del Disenador del Edifido. A Use special care in windy weather or near power lines and airports. Spreader bar for buss bundles Check banding prior to moving bundles. Q, Avoid lateral bending. • ® Do not store unbraced bundles Wright. ® Do not store on tuleven ground. Utliice cuidado espedal en digs ventosos o term de cables electricos o de aeropuertos. .Revise los empaques antes de mover los paquetes de busses. - Evite la flexion lateral. No almacene verticalmente los trusses sueltos. No almacene en terra desigual. HAND ERECTION - LEVANTAMIENTO A MANO 171 Trusses 20' or LJ less, support at peak. Levante del pica los trusses de 20 o menos. Toe-in I F Trusses up to 20' . Trusses hasty 20 pies HOISTING - LEVANTAMIENTO ryj Hold each truss in position with the erection equipment until temporary bracing is Installed an LI truss is fastened to the beanng points. Sostenga cada truss an position con la gnia haste que el arriostre temporal este instalado y e truss asegurado en los soportes. ® Do not lift trusses over 30' by the peak. No ievante del pico los trusses de mas de 30 pies. HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGITUD DEL TRUSS I • Spreader bar 1/2 too • e_o_ 213 truss lerMi • TRUSSES UP * • •_� TRUSSES HASTA 610 8Tf.G • • •••• • Do not walk on unbraced trusses. No Gamine en trusses sueltos. Tagiine reidsheigy • • • • TagiM • A Refer to BCSi -B2 Summary Sheet - Truss Installs- tion and Truer ry Bracing for more information. Veer el res(men BCSI -82 - Insteladrin de Trusses y Arriostre Temooral para mayor Jnformadon. Q Locate ground braces for lint truss dkediy In line with all rows of top chord temporary lateral bracing. Coloque los arriostres de berry pars el primer truss direcamenle en lines con cada una de las files de arriosbra laterales temporales de is aerda superior. Brace first truss well before erection of additional trusses. Trusses 30' or less, support at quarter points. Levante de los cUartOs de tram los trusses de 30 pins o mends. truss length - ► TRUSSES UP TO 30' TRUSSES HASTA 30 PIES • • • BRACING - ARRIOSTRE • • •• • • • r :, i 'rte. I Trusses up to 30' Trusses hasty 30 pie Greater than 30' - Mas de 30 pies • • Ages • max • • • • • • •9pereler bar 2/3tu wea • • • 3141nuss length ; • _ TRU.Sjs Bed AND OVER 60 TRUSSES HASTA Y SOBRE 60 PIES Top chord Temporary Late Bradng(TCTLB) 2x4 mir 'Consult a Professional Engineer for trusses longer than 60'. 'Consulte a un ingeniero pars trusses de mar de 60 pies. 17( See BG51 -82 for TCTLB options. LJ Vea el 13C.51-132 pars las opdones de TCTLB. ® Refer to BCSI-B6 Summary Sheet - Gable End Frame Bracing. Vea el resrimen Ks-86 - Arriostre del truss terminal de un techo a dos aguaS. 2) BOTTOM CHORD — CUERDA INFERIOR Lateral braces 2x4x12' length lapped over two trusses. 10' -15' max. ,S F j,§ £ P-3 V r,?, J�^; a . r,, R •-+ m+ x r: :5 h . 'boa - g_ . L-tr.• .. _ _ !Aid.:uer_ ern. Iarr.,i,!O wa s,. -i eras B51. L•r s, sit .,..� y..�rti.....r.- - t Ste •rums .- oar-.• BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO f�( This bracing method is for all trusses except 3:<2 and 4x2 parallel chord trusses. Este methdo de arrEste malaria de arnostre es pars todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD — CUERDA SUPERIOR Truss Span Longitud de Tramo Upto30' Hasta 30 pies 30' to 45' 30 a 45 pies 45' to 60' 45 a 60 pies 60' to 80" 60 a 80 pies. Top Chord Temporary Lateral Brace (TCTLB) Sparing Espaciamiento del Arriostre Temporal de la Cuerda Superior 10' o.c. max. 10 pies maxima 8' o.c. max. 8 pies maxima 6' o.c. max. 6 pies maxima 4' c.c. max. 4 pies maximo Q - Set first five trusses with spacer pieces, then add diagonals. Repeat process on groups of four trusses until all trusses are set. Instale los dnco prirneros trusses con espaciadores, luego los arriostres diagonales. Repita este procedimiento en grupps de cuatro trusses hasty que todos los trusses ester instalados. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. 1) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Q Repeat diagonal braces. Repita los arrios1. s diagonales. DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ESMUY IMPORTANTE! ® °- BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 Maximum lateral brace spadng 10' o.c. for 3x2 chards 15' o.c. for 4x2 chards Q Refer to fICSI -B7 Summary Sheet_ - Temporary and Permanent Bracing for Parallel Chord Trusses for more information. Vea el resiimen BC5I -87 - Arriostre_ lemnoral v permanente de The end diagonal lasses de cuerdas brace for cantilevered aamlelas para mayor trusses most be placed informadon. on vertical webs in line with the support. Q Tolerances for Out-of- Plumb. Tolerancias pars Fuera- de- Plomada. ® Refer to Vea el D /50 INSTALLING - INSTALACION Q Tolerances for Out -of- Plane. — Toleranclas para Fuera-de- Plano. Max. Bow ' rt — Length Lateral braces 2x4x12' length lapped over two trusses. D /50 1/4' 1/2 3/4° 1' 1 -1/4° 1 -1/2' 1 -3/4' 2° D (ft.) 1' 2' 3' 4' 5' 6' T 8' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION ® Do not proceed with construction until all bracng is securely Maximum Stack Height and properly in place. for Materials on Trusses No proceda con la construcddn hasty que todos los arriastres esten colocados en forma apropiada y segura. in Do not exceed maximum stack heights. Refer to NIZBLI34 • Summary cheer . Cim ctructb Loading for more %Odor: No exceda las mbximas alturas recomertdadas. V�ej 8CS1 -84 Carta de Construction pars mayor infnrmadn• p(, Do not overload small groups or single trusses. • • • • • • No sobrecargue pequenos grupos o trusses irr divi�i�l� • • • Place loads over as many trusses as possible. • • Coloque las cargas sabre tantos trusses como seiposibie� Q Position loads over load bearing walls. • • Coloque las cargas sabre las paredes saportantes. ALTERATIONS — ALTERACIONES Do not cut, alter, or drill any structural member of a truss unless spedfically permitted by the Truss Design Drawing. No torte, altere o perform ningim miembro estructural de los trusses, a menos que este espedflcamente permfido en el dlbujo del diseito del truss. u�x Bow �eagn, - ►p • • •••• • • • ••• I�//(4I ;; • Diagonal braces every 15 truss spaces (30' max.) Max. Bow 3/4" 7/8' 1° 1 -1/8° 1 -1/4' 1 -3/8' 1 -1/2' 1 -3/4° 2° Truss Length 12.5' 14.6' 16.7' 18.8' 20.8' 22.9' 25.0' 292 533.3' ••• ••• • ••• ••• • ® Tresses that have been overloaded during construction or altered without the Truss Manufadurer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado dutante'la corstrr cdon o ban lido alterados sin una autoriradon preva del Fabri ante de Trusses, pueden redudr o elminar la garantfa del Fabric ante de Trusses. move The firs Manufacturer and Truss Designer mist rely on the fad that the Contractor and sane operator (t applicable) are ca- pable to undertake the work they have agreed to do an a partioidar project. The Contractor shouki seer any required assistance reganling mrarxtmn practices from a competent party. The methods and pracedsees outlived me blended to ermine that the overall mfr techniques employed w® put door and md busses tree pare SAFB.0 These ressornendations far handling, br?arg Ind bracing wood trusses are based upon the collective experience of leading tadadnar personnel In Me mod Miss industry, bid neat, due to the nature of fitsPonsiblatles involved, be premded only as a GUIDE (Muse by a mantled Branng Desna or eschew hl:na4aami Contract= his not blended that these reommendattom be Mtemreted as superior to any &don spas (madded by dire an Architect, E gin:et the Building Designer, to 6rdion/Insmgaten Contractor or reliewwtse) for handllrg, installing and bra.cing woad busts and a deer not prelude the use of otter egidvalea methods for bracing and providing stability for tie wags and mhnma as may be determined by the truss eningadinsareathn Contractos Thus, the Wood Truss Caawil of America and to Truss plate Institute emressly disclaim any responsibility for damages arising from the use, app r, or reliance an to reurei a dafrms and information =biked herein. S i) TT rl .di r WOOD TRUSS COUNQL OF AMER1fCA.. - TRUSS PLATE INSTITUTE 63110 Enterprise lane • Madison, WI 53719 " -- - - 210 N. Lee sr, Ste. 312 • Alameda, VA 22314 608274.4849 • www.woodtrsssmm 703 /683 -1010 • vxvwtidrstarg ITIWARKLIxt7 201505131 • • ••• •• •• • • • • • • • • • • • • • ••• • • • ••• • • • • • • • • • • • • • • • • • • • • • • • O'DONNELL RESIDENCE TRC WORLD WIDE, INC. 3590 N.W 56 Street Fort Lauderdale, FL. 33309 BLDG DEPT PERMIT #: Miami Shores Villa •e Dade County, Florida CALCULATIONS FOR O'DONNELL RESIDENCE Prepared by: Marcus Lee J :\Projects\ Projects-2006 \06FTLI)54 - Rick Derrers Daughters Residence\Eng \06FFL054- Calculation Cover Page.doc APPROVED ZONING DEPT SUBJECT TO COMPLIANCE WITH AU. FEDERAL 4/24/2008 16:37 STATE AND COUNTY RULES AND REGULATIONS CASE B GCpf Suction Pressure -0.45 - 28.499 - 12.214 -0.69 - 39.356 - 23.071 -0.37 - 24.880 -8.595 -0.45 - 28.499 - 12.214 0.40 9.952 26.237 -0.29 - 21.261 -4.976 -0.48 - 29.856 - 13.571 -1.07 - 56.546 - 40.260 -0.53 - 32.118 - 15.833 -0.48 - 29.856 - 13.571 0.61 19.452 35.737 -0.43 - 27.594 - 11.309 CASE A GCpf Suction Pressure 0.54 16.188 32.473 -0.45 - 28.689 - 12.404 -0.47 - 29.263 - 12.978 -0.41 - 26.883 - 10.598 0.77 26.743 43.028 -0.72 - 40.664 - 24.379 -0.65 - 37.459 - 21.174 -0.60 - 35.198 - 18.912 Positive Negative Positive Negative 0.300 -0.800 21.713 - 44.332 0.300 -1.400 21.713 - 71.474 0.300 -1.400 21.713 - 71.474 0.700 -0.800 39.808 -44332 0.700 -0.800 39.808 - 44.332 4/25/2008 Developed by Marcus Toliendal 0 N 1 2 3 4 1E 2E 3E 4E Prj: The O'Donnell Residence Wind Velocity : 146 mph Exposure : C Category : 11 Enclosure: Enclosed Effective Wind Area : 500 ft Height Above Ground: 29 ft Mean Roof Height : 29 ft Roof Angle : 22.62° Roof Type : Gable Components & Cladding (psf) Roof Zone 1 Roof Zone 2 Roof Zone 3 Walls Zone 4 Walls Zone 5 Overhang 2 Overhang 3 GCp Main Wind Resisting Forces GCpf values from linear interpolation -2.200 -2.500 Wind Loads Pressures N 1 2 3 4 5 6 lE 2E 3E 4E 5E 6E GCp.. . 0.18 • • • . . . . Directionality Factor : 0.85 Topographic Factor : 1 q = 0.00256* Kz* Kzt *Kd *V *1 qz = 45.24 q= 45.236 qh = 45.24 - 107.663 - 121.234 • • • • .. . • • •• • • • •• .. ... 0 61;TL0; 4: Ti:e3 3D6r31el! Residence • • ••• • • • • • • • •. 06FT1.054 . • • Z 900 • • • • .. • • • • • a : 9.1 • • • • • g • I :I .•• • • • •• ••. • • . . . . . . • Roof GCp values from Figure 6 -5B page 46 •. .. h <_60ft. • • ••.... • • •.•••. • • • ••.•. • • •.•.• • • ..•..• • • • • • •••.•• 4/25/2008 Components Cladding 06FTL054 - The O'Donnell Residence Developed by Marcus Totlendel 6 : Number of Records • • • The O'Donnell Residence • • • • •Mi 06FTL054 The O'Donnell Residence • • ••Area 'velocity • E *ojire • SiPg ° ry E + rcl sure Roof ifefght Roof Angle • Ropf 444,Above • • Around • (influence GCpi Pressure: Roof Zone 1 Roof Zone 2 Roof Zone 3 Walls Zone 4 Walls Zone 5 Suction: Roof Zone 1 Roof Zone 2 Roof Zone 3 Walls Zone 4 Walls Zone 5 - adit' 141mph : C •••..• 11 •••••• Enclosed • • •••• 29 "ft••• • 22 6+.••• OOO G�bl • 284 • • . • • 1 ± 0.18 30.761 psf 30.761 psf 30.761 psf 53.379 psf 53.379 psf - 48.855 psf - 103.139 psf - 103.139 psf - 57.903 psf - 71.474 psf 20 ft 146 mph C Enclosed 29 ft 22.62° Gable ± 0.18 29 ft 28.037 psf 28.037 psf 28.037 psf 50.974 psf 50.974 psf - 47.494 psf - 93.607 psf - 93.607 psf - 55.498 psf - 66.664 psf 146 mph C I I Enclosed 29 ft 22.62° Gable ± 0.18 29 ft 24.437 psf 24.437 psf 24.437 psf 47.796 psf 47.796 psf - 45.693 psf - 81.006 psf - 81.006 psf - 52.319 psf - 60.307 psf 100 ft2 200 ft 500 ft' 146 mph C I I Enclosed 29 ft 22.62° Gable ± 0.18 29 ft 21.713 psf 21.713 psf 21.713 psf 45.391 psf 45.391 psf - 44.332 psf - 71.474 psf - 71.474 psf - 49.915 psf - 55.498 psf 146 mph C I I Enclosed 29 ft 22.62° Gable ± 0.18 29 ft 21.713 psf 21.713 psf 21.713 psf 42.987 psf 42.987 psf - 44.332 psf - 71.474 psf - 71.474 psf - 47.510 psf - 50.689 psf 146 mph C Enclosed 29 ft 22.62° Gable ± 0.18 29 ft 21.713 psf 21.713 psf 21.713 psf 39.808 psf 39.808 psf - 44.332 psf - 71.474 psf - 71.474 psf - 44.332 psf - 44.332 psf Rev: 580010 User: KW- 0605477, Ver 5.8.0, 1- Nov -2006 p• • • • es l • • • • • • • • Page 1 Use Concrete Rectangular & Tee G7iC:an1 Q d 6 1i i•54 -th oRnel •far lyresidence.ec :BEA jc)1983 -2006 ENERCALC Engineering Software • Description General Information Span Depth Width Beam Weight Added Internally VVVVis Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top 2 7 31.00in #1 Load Factoring Uniform Loads # 1 Summary Span = 22.67ft, Width= 8.00in Maximum Moment : Mu Allowable Moment : Mn *phi Maximum Shear : Vu Allowable Shear : Vn *phi Shear Stirrups... Stirrup Area © Section Region Max. Spacing Max Vu Bending & Shear Force Summary Bending... @ Center @ Left End © Right End Shear... © Left End @ Right End Dead Load 1.000 k it Deflections... DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] 22.67 ft 34.000 in 8.000 in Depth = 34.00in 141.87 k -ft 160.15 k -ft 24.63 k 71.54 k 0.440 in2 0.000 3.778 15.500 15.500 24.632 16.822 Mn *Phi 160.15 k -ft 7.58 k -ft 7.27 k -ft Vn *Phi 71.54 k 71.54 k Uve Load 0.250 k Title : THE 010 Dsgnr: • Description : Scope : rc Fy Concrete Wt. Seismic Zone • • • End Fixity Pinned - Pinned Uve Load acts with Short Term Rebar @ Left End of Beam... Count Size 'd' from Top #1 2 7 3.00 in NI�ELL SI, F • • • • • Job # 06FTL054 • ;DiIte• 4e46P�V1, 24 APR 08 • •:• • • • • • • • ••• •• ,000 psi • • • • • 60,000 psi 145.0 pcf 0 • • •• • • • .• • •••• Code Ref: ACI 5%02, 'p9i 8003 IBC, 2003 NFPA 5000 Rebar @ Right End of Beam... Count Size 'd' from Top #1 2 6 3.00 in Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate Toads within this program is according to ACI 318-02 C.2 Upward 0.0000 in at 0.0000 in at 0.0000 in at Co) Left 14.440 k 17.273 k 17.273 k Short Term k 7.557 Not Req'd 8.411 Mu, Eq. C -1 141.87 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -1 24.63 k 24.43 k 22.6700 ft 22.6700 ft 22.6700 ft Max Reaction @ Left Max Reaction @ Right 11.335 Not Req'd 8.211 15.113 Not Req'd 8.211 Mu, Eq. C -2 106.40 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -,1 18.47 k 18.32 k Co) Right 14.440 k 17.273 k 17.273 k Start 0.000 ft Maximum Deflection - 0.2240 in 18.892 15.500 16.622 Beam Design OK 17.27 k 17.27 k . Downward . -0.1438 in at 11.3350ft -0.2240 in at 11.3350ft -0.2240 in at 11.3350ft End 22.670 ft 22.670 ft 15.500 In 24.432 k MEEMVVIESVA Mu, Eq. C -3 73.65 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -< 12.79 k 12.68 k Rev: 580010 • • • • " • • • • • . . • User. KW- 0605477, Ver 5.8.0, 1- Nov -2006 Concrete Rectangular &Tee dnt �esi jn ds1G • Page 2 (c) 1983 -2006 ENERCALC Engineering Software • 154 e� oRneltfaniY� l dence.ecw:BEA OOOO jj _ • Description B -1 Evaluate Moment Capacity... X : Neutral Axis a = beta * )(neutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X- Balanced )(max = Xbal * 0.75 a -max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Neutral Axis !gross Icracked Elastic Modulus Fr= 7.5 * fc^.5 Z:Cracking Z:cracking > 145: Interior Only ! Eff. Flange Width ACI C -1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST * : 1.400 1.700 1.700 1.100 7.530 in 26,202.67 in4 6,455.97 in4 3,605.0 ksi 474.342 psi 173.526 k/in 8.00 in Center 3.110 in 2.643 in 71.903 k 0.000 k - 72.000 k 18.347 in 13.760 in 15.595 in 318.136 k 0.000 k 318.136 k 5.302 in2 1.200 OK ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor Title : THE O'CZ3111hIELL • ' • • • Job # 06F-11054 Dsgnr: • • ; • ;D�te! 4i4614A, 24 APR 08 Description :. , • • • • • • • i • • Scope: • • • • . Mcr Ms:Max DL + LL R1 = (Ms:DL +LL)/Mcr Ms:Max DL +LL +ST R2 = (Ms:DL +LL +ST)/Mcr I:eff... Ms(DL +LL) I:eff... Ms(DL +LL +ST) • • • • •• • • •• • • : •• ••• •• Left End 2.060 in 1.751 in 47.627 k 0.000 k - 47.639 k 1.776 in 1.332 in 1.509 in 30.787 k 0.000 k 30.787 k 0.513 in2 0.000 OK 0.750 0.900 1.300 • • Faant Mid 1.905 in 1.619 in 44.044 k 0.000 k - 44.007 k 1.7755 in 1.332 in 1.509 in 30.787 k 0.000 k 30.787 k 0.513 in2 0.000 OK Additional Deflection Calcs 60.93 k -ft 97.90 k -ft 0.622 97.90 k -ft 0.622 11,216.064 in4 11,216.064 in4 [ACI Factors (per ACI 318 -02, applied internally to entered loads) Add "I "1.4" Factor for Seismic 1.400 Add "I "0.9" Factor for Seismic 0.900 • Rev. 580010 • • • • • • • • • • User KW- 0605477, Ver 5.8.0, 1- Nov -2006 Concrete • Rectangular & Tee Bbdnt ges • & • • ' • Page 1 (c)1983-2006 ENERCALC Engineering Software • O6tU sow (ft-- ne rAllyresidence.ecw:BFA Mkark Description B -2 [General Information Span Depth Width Beam Weight Added Internally Ma :WM Reinforcing Rebar @ Center of Beam... Count Size 'd' from Top 2 6 26.00in #1 Load Factoring Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered Toads to ultimate Toads within this program is according to ACI 318-02 C.2 Wk. I Uniform Loads #1 Summary Maximum Moment : Mu Allowable Moment : Mn *phi Maximum Shear : Vu Allowable Shear : Vn *phi Shear Stirrups... Stirrup Area © Section Region Max. Spacing Max Vu Bending & Shear Force Summary Deflection Deflects DL + DL + DL + Reactio DL + DL + DL + Dead Load 1.700 k 12.50 ft 29.000 in 8.000 in Span = 12.50ft, Width= 8.00in Depth = 29.00in Bending... @ Center @ Left End @ Right End Shear... @ Left End @ Right End ons... [Bm Wt] LL + [Bm Wt] LL + ST + [Bm Wt] ns... [Bm Wt]] LL + [Bm Wt] LL + ST + [Bm Wt] 0.440 in2 0.000 2.083 13.000 13.000 28.482 28.482 Mn *Phi 99.04 k -ft 7.27 k -ft 0.00 k -ft Vn *Phi 67.24 k 67.24 k Live Load 1.200 k Rebar @ Left End of Beam... Count Size 'd' from Top #1 2 6 3.00 in 92.72 k -ft 99.04 k -ft 28.48 k 67.24 k Upward 0.0000 in at 0.0000 in at 0.0000 in at a Left 12.085 k 19.585 k 19.585 k Short Term k 4.167 Not Req'd 9.969 Mu, Eq. C -1 92.72 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -1 28.48 k 19.23 k 12.5000 ft 12.5000 ft 12.5000 ft • • ••• Title : THE O'[j5 Id :LL RESIDUCF •; • • Job # 06FTL054 Dsgnr. • • • • . •.DSte? 4281 A, 24 APR 08 Description : • . • ••• • • • ••• Scope : • • • • • • • • ; • ••• •• ••• •• Code Ref: ACI 1401 11+92 PQ 2003 IBC, 2003 NFPA 5000 fc Fy Concrete Wt. Seismic Zone End Fixity Pinned- Pinned Live Load acts with Short Term Maximum Deflection - 0.0576 in Max Reaction @ Left Max Reaction @ Right 6.250 Not Req'd 9.731 8.333 Not Req'd 9.731 Mu, Eq. C -2 69.54 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -: 21.36 k 14.42 k (5. Right 12.085 k 19.585 k 19.585 k • • ,00I ps1 • 60,000 psi 145.0 pcf 0 Start 10.417 13.000 19.226 • • • • • Rebar @ Right End of Beam... Count Size 'd' from Top #1 in 0.000 ft 12.500 ft Beam Design OK 19.59 k 19.59 k Downward . - 0.0181 in at 6.2500ft - 0.0576 in at 6.2500ft -0.0576 in at 6.2500ft End 12.500 ft 13.000 in 19.226 k Mu, Eq. C -3 33.99 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -: 10.44 k 7.05 k • •• • • • -�- • • • • • • • • • • • • Page 2 User: KW-0605477, Ver 5.8.0, 1-Nov-2006 Concrete Rectangular & Tee Biirribesigrg • 06m i�54 -the nelrranglyresidence.ecw:BEA _ (c)1983-2006 ENERCALC Engineering Software Description _ Section Analysis B -2 Evaluate Moment Capacity... X : Neutral Axis a = beta * )(neutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X- Balanced )(max = Xbal * 0.75 a -max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Neutral Axis (gross !cracked Elastic Modulus Fr = 7.5`Pc^.5 Z:Cracking Z:cracking > 145: Interior Only ! Eff. Flange Width ACI C-1 & C-2 DL ACI C -1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST " : 1.400 1.700 1.700 1.100 5.960 in 16,259.33 in4 3,407.52 in4 3,605.0 ksi 474.342 psi 173.255 kiln 8.00 in Center 2.280 in 1.938 in 52.714 k 0.000 k - 52.800 k 15.388 in 11.541 in 13.080 in 266.824 k 0.000 k 266.824 k 4.447 in2 0.880 OK ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor • Title : THE O'E Y t! @LL I LSI .N(.'F. • ; • • • Job # 06FTL054 Dsgnr: • • • ; • D te! *Q 8P 24 APR 08 Description : • • • • • • • • • • Scope : • • • • •. • •• • • • • • • • • • • • • • • • • Left End F • • IfldtSt Lrtd 1.905 in 0.000 in 1.619 in 0.000 in 44.044 k 0.000 k 0.000 k 0.000 k - 44.007 k 0.000 k 1.776 in 1.332 in 1.509 in 30.787 k 0.000 k 30.787 k 0.513 in2 0.000 OK Mcr Ms:Max DL + LL R1 = (Ms:DL +LL)/Mcr Ms:Max DL +LL +ST R2 = (Ms:DL +LL +ST)/Mcr I:eff... Ms(DL +LL) I:eff... Ms(DL +LL +ST) 0.750 0.900 1.300 44.32 k -ft 61.20 k -ft 0.724 61.20 k -ft 0.724 8,289.250 in4 8,289.250 in4 • 0.0000 in 0.000 in 0.000 in 0.000 k 0.000 k 0.000 k 0.000 in2 0.000 OK Add "I "1.4" Factor for Seismic 1.400 Add "I "0.9" Factor for Seismic 0.900 Additional Deflection Calcs 1 ACI Factors (per ACI 318-02, applied intemally to entered loads) 1 • Rev: 580010 • • • • • i i • • • • Page • 1 • • User. KW- 0605477, Ver 5.8.0, 1-Nov-2006 Concrete Rectangular & Tee Bbd !lesion • • • (c)1 -2006 ENERCALC Engineering Software • 06f�1 •b - th elPfantllyresidence.emBEA Description B -3 General Information Span Depth Width Beam Weight Added Internally Reinforcing 12.50 ft 15.000 in 8.000 in Mr It Rebar @ Center of Beam... Count Size 'd' from Top #1 2 5 12.00in Load Factoring Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Uniform Loads #1 Summary Dead Load 0.300 k Live Load 0.550 k Span = 12.50ft, Width= 8.00in Depth = 15.00in Maximum Moment : Mu Allowable Moment : Mn *phi Maximum Shear : Vu Allowable Shear : Vn *phi Shear Stirrups... Stirrup Area @ Section 0.440 in2 Region 0.000 2.083 Max. Spacing 6.000 6.000 Max Vu 9.145 6.401 MAN Bending & Shear Force Summary Bending... @ Center @ Left End @ Right End Shear... © Left End @ Right End Mn *Phi 31.53 k -ft 6.42 k -ft 0.00 k -ft Vn *Phi 51.61 k 51.61 k Deflections... Upward DL + [Bm Wt] 0.0000 in at DL + LL + [Bm Wt] 0.0000 in at DL + LL + ST + [Bm Wt] 0.0000 in at Reactions... @ Left DL + [Bm Wt]] 2.630 k DL + LL + [Bm Wt] 6.068 k DL + LL + ST + [Bm Wt] 6.068 k Rebar @ Left End of Beam... Count Size 'd' from Top #1 2 5 3.00 in 29.77 k -ft 31.53 k -ft 9.14 k 51.61 k Short Term k 4.167 Not Req'd 3.201 Mu, Eq. C -1 29.77 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C -1 9.14 k 8.00 k • 12.5000 ft 12.5000 ft 12.5000 ft Title : THE O'[$3NMELL • N(4 • • • • • Job # 06FTL054 Dsgnr: • • • : ; • ;Dite! 4e28PJVi, 24 APR 08 Description : • • • • • • • • • • • Scope : • •• • • • •• • • • •• ••• •• • • • • • • . • ' • • Code Ref: A€I }mot, '1)9 j 118C+ 8003 IBC, 2003 NFPA 5000 fc Fy Concrete Wt. Seismic Zone End Fixity 6.250 Not Req'd 3.125 ,00l pS1 ••• •• 60,000 psi 145.0 pcf 0 Pinned - Pinned Live Load acts with Short Term Maximum Deflection - 0.1629 in Max Reaction @ Left Max Reaction @ Right 8.333 Not Req'd 3.125 Mu, Eq. C -2 22.33 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 6.86 k 6.00 k @ Right 2.630 k 6.068 k 6.068 k • • Rebar @ Right End of Beam... Count Size 'd' from Top #1 in Start • 0.000 ft 12.500 ft 10.417 6.000 6.325 Beam Design OK 6.07 k 6.07 k • . Downward . - 0.0285 in at 6.2500ft - 0.1629 in at 6.2500ft - 0.1629 in at 6.2500ft End 12.500 ft 6.000 in 8.002 k Mu, Eq. C -3 7.40 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 2.27 k 1.99 k Title : THE O'DkiNZL IVSIIONCE • • • ' Job # 06FTL054 Dsgnr: • • • • • • bale: • ?:28PI1i, 24 APR 08 Description : • 1 9:. • �• • • • • • • Scope : • • •• • • Rev: KW- 0605477,vers.8.0.1 -Nov -� Concrete Rectangular & Tee B • a ibesi (c) 1983.2008 ENERCALC Engineering Software • Description B -3 Section Analysis Evaluate Moment Capacity... X : Neutral Aids a = beta * )(neutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X- Balanced Xmax = Xbal * 0.75 a -max = beta * Xbal Compression in Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Additional Deflection Calcs Neutral Axis !gross !cracked Elastic Modulus Fr= 7.5 *Pc".5 Z:Cracking Z:cracking > 175 : No Good! Eff. Flange Width Center 1.605 in 1.364 in 37.108 k 0.000 k - 37.200 k 7.102 in 5.327 in 6.037 in 123.149 k 0.000 k 123.149 k 2.052 in2 0.620 OK ACI Factors (per ACI 318-02, applied intemally to entered Toads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST • : 1.400 1.700 1.700 1.100 3.295 in 2,250.00 in4 473.34 in4 3,605.0 ksi 474.342 psi 175.391 kiln 8.00 in ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 1.605 in 1.364 in 37.108 k 0.000 k - 37.200 k 1.776 in 1.332 in 1.509 in 30.787 k 0.000 k 30.787 k 0.513 in2 0.000 OK Mcr Ms:Max DL + LL R1 = (Ms:DL +LL)/Mcr Ms:Max DL +LL +ST R2 = (Ms:DL +LL +ST)/Mcr I:eff... Ms(DL +LL) I:eff... Ms(DL +LL+ST) • • • .'. • •• molt • ' theoflon•eii • • •• • • • •• • •• • • • • • • • : • • • • ' • • Page 2 dence.ecwBEA Left End • • • *Mitt End 0.000 in 0.000 in 0.000 k 0.000 k 0.000 k 0.0000 in 0.000 in 0.000 in 0.000 k 0.000 k 0.000 k 0.000 in2 0.000 OK 11.86 k -ft 18.96 k -ft 0.625 18.96 k -ft 0.625 907.922 in4 907.922 in4 MakenweAmmonnamas 0.750 Add "I "1.4" Factor for Seismic 0.900 Addi "0.9" Factor for Seismic 0.900 1.300 1.400 Rev: 580003 User. KW- 0605477. Ver 5.8.0, 1- Nov -2006 (c) 1983 -2006 ENERCALC Engineering Software Description COULMN 1 Code Ref: Af•I 14$:0* 1NECURC:2003 MIC, 2003 NFPA 5000 General Information Width 8.000 in Depth 12.000 in Rebar. 2- # 5 d = 2.000 in 2- # 5 d = 10.000 in Pc 4,000.0 psi Fy 60,000.0 psi Seismic Zone 0 LL & ST Loads Act Separately sla Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Dead Load Live Load Short Term 5.600 k 5.600 k k Axial Loads Summary Slendemess per ACI 318 -95 Section 10.12& 10.13 8.00 x 12.00in Column, Rebar: 245 @ 2.00in, 245 @ 10.00in ACI C -1 ACI C -2 Applied : Pu : Max Factored 17.36 k 5.88 k Allowable : Pn * Phi @ Design Ecc. 206.22 k 206.22 k M- critical 1.39 k -ft 0.47 k -ft 0.40 k -ft Combined Eccentricity 0.960 in 0.960 in 0.960 in Magnification Factor 1.00 1.00 1.00 Design Eccentricity 0.960 in 0.960 in 0.960 in Magnified Design Moment 1.39 k -ft 0.47 k -ft 0.40 k -ft Po * .80 317.27 k 317.27 k 317.27 k P : Balanced 133.24 k 133.24 k 133.24 k Ecc : Balanced 5.704 in 5.704 in 5.704 in Actual k Lu / r 55.000 Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustained/M:max Cm El /1000 Pc : piA2 E I / (k Lu) ^2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc * Delta Elastic Modulus ACI Eq. C -1 12.4000 in 0.6500 34.0000 0.4516 0.6000 1,144.37 648.21 0.0357 1.0000 0.960 0.960 ACI Factors (per ACI 318 -02, applied internally to entered loads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C -2 ST ....seismic = ST * : 1.400 1.700 1.700 1.100 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor Title : THE O•ONPl • • • • • Job # 06FTL054 Dsgnr: • • • • ; • • • Mite+ 4+08P 1, 24 APR 08 Description : 'D • • • • • • • • • Scope : • •• • • • 3,605.0 ksi ACI Eq. C-2 12.4000 in 0.6500 34.0000 1.0000 0.6000 830.59 470.48 0.0167 1.0000 0.960 0.960 • • • Rectangular Concrete COl3fl3fl: ' :: ' • • : '.' Page 1 • Owe- thedtloARelitamilyresidence .ecw:COL ••• • • ••- •• ••• •• Beta ACI Eq. C-3 12.4000 in 0.6500 34.0000 1.0000 0.6000 830.59 470.48 0.0143 1.0000 0.960 in 0.960 in • ght• • ••• • • 11.000 ft Unbraced Length 11.000 ft Eff. Length Factor 1.000 Column is BRACED ACI C -3 5.04 k 206.22 k Eccentricity in Column is OK 0.850 0.750 Add"' "1.4" Factor for Seismic 0.900 Add "I "0.9" Factor for Seismic 0.900 1.300 1.400 Rev: 580003 User. KW- 0605477, Ver 5.8.0, 1-Nov-2006 (c)1983 -2006 ENERCALC Engineering Software Description COULMN 2 General Information Loads Width 8.000 in Depth 18.000 in Rebar: 2- # 6 d = 2.000 in 2- # 6 d = 9.000 in 2 -# 6 d= 16.000 in Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered Toads to ultimate loads within this program is according to ACI 318-02 C.2 Dead Load Live Load Short Term 8.400 k 8.400 k k Axial Loads Summary 8.00 x 18.00in Column, Rebar: 246 @ 2.00in, 246 @ 9.00in, 246 @ 16.00in ACI C -1 ACI C -2 Applied : Pu : Max Factored 26.04 k 8.82 k Allowable : Pn * Phi @ Design Ecc. 332.29 k 332.29 k M- critical 2.47 k -ft Combined Eccentricity 1.140 in Magnification Factor 1.00 Design Eccentricity 1.140 in Magnified Design Moment 2.47 k -ft Po * .80 511.22 k P : Balanced 216.74 k Ecc : Balanced 8.340 in Slenderness Actual k Lu / r ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST * : per AC1 318 Section 10.12 & 10.13 55.000 Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustained/M:max Cm El / 1000 Pc : piA2 E I / (k Lu)^2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc * Delta 1.400 1.700 1.700 1.100 Scope : • •• • • • • • Rectangular Concrete Cdlardn ; ; • ** • • • • Page 1 • • afft1054- Iheotlon •elliamilyresidence.ecw:COL fc 4,000.0 psi Fy 60,000.0 psi Seismic Zone 0 LL & ST Loads Act Separately Elastic Modulus ACI Eq. C -1 19.3650 in 0.6500 34.0000 0.4516 0.6000 3,862.25 2,187.72 0.0159 1.0000 1.140 1.140 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor • • ••• • • • ••• Title : THE 1tI3INE :L RRSZD MC : • Job # 06FTL054 Dsgnr: ; • • • • •• •Date. 4:t 8PM, 24 APR 08 Description • ••• • • • • ••• • • • 0.84 k -ft 1.140 in 1.00 1.140 in 0.84 k -ft 511.22 k 216.74 k 8.340 in •• • • • •• • 3,605.0 ksi ACI Eq. C-2 19.3650 in 0.6500 34.0000 1.0000 0.6000 2,803.25 1,587.86 0.0074 1.0000 1.140 1.140 • • • • •• • Code Ref:;AIII %181,02119 2003JBC, 2003 NFPA 5000 Total Height Unbraced Length Eff. Length Factor Column is BRACED Beta ACI Eq. C-3 19.3650 in 0.6500 34.0000 1.0000 0.6000 2,803.25 1,587.86 0.0063 1.0000 1.140 in 1.140 in 0.750 Add "l "1.4" Factor for Seismic 0.900 Add "l "0.9" Factor for Seismic 1.300 11.000 ft 11.000 ft 1.000 Eccentricity in Column is OK ACI C -3 7.56 k 332.29 k 0.72 k -ft 1.140 in 1.00 1.140 in 0.72 k -ft 511.22 k 216.74 k 8.340 in 0.850 ACI Factors (per ACI 318 -02, applied Internally to entered loads) 1.400 0.900 Rev: 580003 User. KW- 0605477, Ver 5.8.0, 1- Nov -2006 (c) 1983 -2006 ENERCALC Engineering Software Description COULMN 3 Scope: • • • • •• • • • Rectangular Concrete CdIdn=n ; ; • 0054 �,e�o�eiitanii General Information Code Ref::A01318 021:14Ai &, 200SJBC, 2003 NFPA 5000 Width 16.000 in Depth 16.000 in Rebar. 2- # 6 d = 2.000 in 2- # 6 d = 8.000 in 2 -# 6 d= 14.000 in i'c 4,000.0 psi Fy 60,000.0 psi Seismic Zone 0 LL & ST Loads Act Separately Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Dead Load Live Load Short Term 5.000 k 12.000 k k Axial Loads Summary 16.00 x 16.00in Column, Rebar: 2-#6 @ 2.00in, 2-#6 @ 8.00in, 246 @ 14.00in ACI C -1 ACI C -2 Applied : Pu : Max Factored 27.40 k 5.25 k Allowable : Pn • Phi @ Design Ecc. 530.31 k 530.31 k M- critical Combined Eccentricity Magnification Factor Design Eccentricity Magnified Design Moment Po` .80 P : Balanced Ecc : Balanced Slenderness per ACI 318 - 95 Section 10.12 & 10.13 Actual k Lu / r 27.500 Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustained/M:max Cm El /1000 Pc : pi ^2 E I / (k Lu) ^2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc" Delta ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST' : 1.400 1.700 1.700 1.100 2.47 k -ft 1.080 in 1.00 1.080 in 2.47 k -ft 815.86 k 379.79 k 6.139 in Elastic Modulus ACI Eq. C-1 16.7050 in 0.6500 34.0000 0.2555 1.0000 0.00 0.00 0.0000 1.0000 1.080 1.080 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor • • ••• • • • ••• Title : THE pleghl N RFSID6NC6 • • Job # 06FTL054 Dsgnr: • • • • •: •Dates 4:18PM, 24 APR 08 Description: • • • • • • • • • •, • 0.47 k -ft 1.080 in 1.00 1.080 in 0.47 k -ft 815.86 k 379.79 k 6.139 in 3,605.0 ksi ACI Eq. C-2 16.7050 in 0.6500 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 1.080 1.080 • • total Unbraced Length Eff. Length Factor Column Is BRACED • • • • • • • • • • •• •• • Column is OK ACI C -3 4.50 k 530.31 k 0.40 k -ft 1.080 in 1.00 1.080 in 0.40 k -ft 815.86 k 379.79 k 6.139 in Beta ACI Eq. C-3 16.7050 in 0.6500 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 1.080 in 1.080 in 0.750 Add "l "1.4" Factor for Seismic 0.900 Add "l "0.9" Factor for Seismic 1.300 Page 1 esidence.ecw:COL 11.000 ft 11.000 ft 1.000 Eccentricity in 0.850 ACI Factors (per ACI 318-02, applied internally to entered loads) 1.400 0.900 Rev 580003 User: KW-0605477, Ver 5.8.0, 1- Nov -2006 (01983 -2006 ENERCALC Engineering Software • • • • Rectangular Concrete C4lan3n • • •• • • .• Page 1 • - • - • vefU054- eneador e elljamllyresidence.eaw :COL Description •• • • • •• ••• •• • ••••••• Code Ref •AGl 3:8402y 1 9i7 U , 2003.IBC, 2003 NFPA 5000 General Information Note: Width 8.000 in Depth 24.000 in Rebar: 2- # 6 d = 2.000 in 2- # 6 d = 12.000 in 2 - # 6 d = 22.000 in Axial Loads Summary COULMN 4 Applied : Pu : Max Factored Allowable : Pn * Phi @ Design Ecc. M- critical Combined Eccentricity Magnification Factor Design Eccentricity Magnified Design Moment Po *.80 P : Balanced Ecc : Balanced Slenderness Actual k Lu / r ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST * : per ACI 318 Section 10.12 & 10.13 55.000 Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustained/M:max Cm El /1000 Pc : piA2 E I / (k Lu) ^2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc * Delta 1.400 1.700 1.700 1.100 Scope: • Pc 4,000.0 psi Fy 60,000.0 psi Seismic Zone 0 LL & ST Loads Act Separately ACI C -1 52.35 k 417.16 k 5.76 k -ft 1.320 in 1.00 1.320 in 5.76 k -ft 641.78 k 301.05 k 9.874 in Elastic Modulus ACI Eq. C-1 26.2050 in 0.6500 34.0000 0.3343 0.6000 9,959.96 5,641.69 0.0124 1.0000 1.320 1.320 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor • ••• Title : THE pQOItlNEtL RES+D6 • • Job # 06FTL054 Dsgnr. • • • • •: :Date: 4:48PM, 24 APR 08 Description: • • • • • : • • • • • • • • • ACI C -2 • • 13.13 k 417.16 k 1.44 k -ft 1.320 In 1.00 1.320 in 1.44 k -ft 641.78 k 301.05 k 9.874 in 3,605.0 ksi ACI Eq. C-2 26.2050 in 0.6500 34.0000 1.0000 0.6000 6,644.73 3,763.82 0.0046 1.0000 1.320 1.320 • • • • 8.00 x 24.00in Column, Rebar: 2-#6 @ 2.00in, 2-#6 @ 12.00in, 246 @ 22.00in Total Height Unbraced Length Eff. Length Factor Column is BRACED • Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Dead Load Live Load Short Term 12.500 k 20.500 k k ACI C -3 11.25 k 417.16 k 1.24 k -ft 1.320 in 1.00 1.320 in 1.24 k -ft 641.78 k 301.05 k 9.874 in aw Beta ACI Eq. C-3 26.2050 in 0.6500 34.0000 1.0000 0.6000 6,644.73 3,763.82 0.0040 1.0000 1.320 in 1.320 in ACI Factors (per ACI 318 -02, applied intemally to entered Toads) 0.750 Add"! "1.4" Factor for Seismic 0.900 Add "I "0.9" Factor for Seismic 1.300 11.000 ft 11.000 ft 1.000 Eccentricity in Column is OK 0.850 1.400 0.900 Rev. 580003 User. KW- 0605477, Ver 5.8.0, 1-Nov-2006 (c) 1983 -2006 ENERCALC Engineering Software Description COULMN 5 General Information Width 12.000 in Depth 12.000 in Rebar. 2- # 6 d = 2.000 in 2- # 6 d = 10.000 in Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Dead Load Live Load Short Term 11.000 k 27.000 k k Axial Loads Summary 12.00 x 12.00in Column, Rebar: 2-#6 @ 2.00in, 2-#6 @ 10.00in ACI C -1 ACI C -2 Applied : Pu : Max Factored 61.30 k 11.55 k Allowable : Pn * Phi @ Design Ecc. 306.39 k 306.39 k M- critical Combined Eccentricity Magnification Factor Design Eccentricity Magnified Design Moment Po *.80 P : Balanced Ecc : Balanced Slenderness Actual k Lu / r per ACI 318 Section 10.12 & 10.13 36.667 Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustained/M:max Cm El /1000 Pc : pi/2 El/ (k Lu) ^2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc * Delta ACI Factors (per ACI 318 -02, applied ACI C-1 & C -2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST * : 1.400 1.700 1.700 1.100 • Rectangular Concrete ecila in ' Pa g e 1 • • 0;( 0054 t eadoraelltandlyresidence.ecw:COL fc Fy Seismic Zone LL & ST Loads Act Separately 4.90 k -ft 0.960 in 1.00 0.960 in 4.90 k -ft 471.37 k 200.14 k 5.582 in Elastic Modulus ACI Eq. C-1 12.3750 in 0.6500 34.0000 0.2512 0.6000 1,991.47 1,128.04 0.0725 1.0000 0.960 0.960 Internally to entered loads) ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor Title : THE Q'Dl9llNELL REtiDE 4C6: •:' Job # 06FTL054 Dsgnr: • • • • : • i :D'3fte; 448PM, 24 APR 08 Description:: • • , • • , , • • • • • Scope: 4,000.0 psi 60,000.0 psi 0 • •• • • • • • • 0.92 k -ft 0.960 in 1.00 0.960 in 0.92 k -ft 471.37 k 200.14 k 5.582 in 3,605.0 ksi ACI Eq. C-2 12.3750 in 0.6500 34.0000 1.0000 0.6000 1,245.89 705.72 0.0218 1.0000 0.960 0.960 0.750 0.900 1.300 • • • • •• • • . . • •• • ••• •• • .• • Code Ref :A011 8-02r1497'Ude, 2003JBC, 2003 NFPA 5000 otal Height Unbraced Length Eff. Length Factor Column is BRACED ACI C -3 9.90 k 306.39 k 0.79 k -ft 0.960 in 1.00 0.960 in 0.79 k -ft 471.37 k 200.14 k 5.582 in Beta ACI Eq. C -3 12.3750 in 0.6500 34.0000 1.0000 0.6000 1,245.89 705.72 0.0187 1.0000 0.960 in 0.960 in 11.000 ft 11.000 ft 1.000 Eccentricity in Column is OK 0.850 Add "I "1.4" Factor for Seismic 1.400 Add "l "0.9" Factor for Seismic 0.900 Rev: 580003 User. KW- 0605477, Ver 5.8.0, 1- Nov -2006 (c) 1983 -2006 ENERCALC Engineering Software Makk Description • •• ••• •• •••• • Code Ref :AG1 318s02 * 1s:97•Uge, 200%113C, 2003 NFPA 5000 General Information Loads COULMN 6 Width 8.000 in Depth 16.000 in Rebar. 2- # 6 d = 2.000 in 2- # 6 d = 14.000 in t'c 4,000.0 psi Fy 60,000.0 psi Seismic Zone 0 LL & ST Loads Act Separately • Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered Toads to ultimate loads within this program is according to ACI 318-02 C.2 Dead Load Live Load Short Term 16.500k 16.500k k Axial Loads Summary Slenderness per ACI 318-95 Section 10.12 & 10.13 8.00 x 16.00in Column, Rebar: 246 @ 2.00in, 246 @ 14.00in Applied : Pu : Max Factored Allowable : Pn *Phi @ Design Ecc. M- critical Combined Eccentricity Magnification Factor Design Eccentricity Magnified Design Moment Po *.80 P : Balanced Ecc : Balanced Actual k Lu / r 55.000 Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustained/M:max Cm El /1000 Pc : piA2 E I / (k Lu)^2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc* Delta ACI C -1 51.15 k 278.10 k 4.60 k -ft 1.080 in 1.00 1.080 in 4.60 k -ft 427.85 k 188.57 k 7.814 in Elastic Modulus ACI Eq. C-1 17.2550 in 0.6500 34.0000 0.4516 0.6000 2,712.58 1,536.51 0.0444 1.0000 1.080 1.080 ACI Factors (per ACI 318 -02, applied intemally to entered loads) ACI C-1 & C-2 DL ACI C-1 & C -2 LL ACI C-1 & C-2 ST ....seismic = ST* : 1.400 1.700 1.700 1.100 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor Title : THE VQOQINEit RE51DiE+JCE: : • Job # 06FTL054 Dsgnr: • • • : • :: Date: 4:Q8PM, 24 APR 08 Description: • ••• • • • -• ••• Scope: • •• • • • • • • • • • • • ACI C -2 17.33 k 278.10 k 1.56 k -ft 1.080 in 1.00 1.080 in 1.56 k -ft 427.85 k 188.57 k 7.814 in 3,605.0 ksi ACI Eq. 0-2 17.2550 in 0.6500 34.0000 1.0000 0.6000 1,968.81 1,115.21 0.0207 1.0000 1.080 1.080 • • • • • • • • • Pa e 1 Rectangular Concrete COlargn • • : •• X 054- Ni % amityresidence.ecw:COL Height Unbraced Length Eff. Length Factor Column is BRACED ACI C -3 14.85 k 278.10 k 1.34 k -ft 1.080 in 1.00 1.080 in 1.34 k -ft 427.85 k 188.57 k 7.814 in Beta ACI Eq. C-3 17.2550 in 0.6500 34.0000 1.0000 0.6000 1,968.81 1,115.21 0.0178 1.0000 1.080 in 1.080 in 0.750 Add'' "1.4" Factor 0.900 Add "l "0.9" Factor for Seismic 1.300 11.000 ft 11.000 ft 1.000 Eccentricity in Column is OK 0.850 or Seismic 1.400 0.900 Rev. 580003 User. KW- 0605477, Ver 5.8.0, 1- Nov -2008 (c)1983 -2008 ENERCALC Engineering Software Description COULMN 7 Loads Width 8.000 in Depth 20.000 in Rebar. 2- # 6 d = 2.000 in 2 -# 6 d= 10.000 in 2 -# 6 d= 18.000 in Axial Loads Summary 1 Applied : Pu : Max Factored Allowable : Pn * Phi @ Design Ecc. M- critical Combined Eccentricity Magnification Factor Design Eccentricity Magnified Design Moment Po *.80 P : Balanced Ecc : Balanced Slenderness per ACI 318 - 95 Section 10.12 & 10.13 Actual k Lu / r ACI C -1 & C-2 DL ACI C -1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST * : 55.000 Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustainedlM:max Cm El /1000 Pc : pi ^2 E I / (k Lu)A2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc * Delta 1.400 1.700 1.700 1.100 Title : THE 6VD tllNeil • • Job # 06FTL054 Dsgnr: : • • : , •; pee:: 4 :08PM, 24 APR 08 Description: . • • • • 1 • • • • • Scope : • •• • • • • • • • • • Rectangular Concrete ( g• " " • ' Page 1 Tim �n s i ' *054- •• = • • on, eII r miiyresidence.ecw:COL Pc 4,000.0 psi Fy 60,000.0 psi Seismic Zone 0 LL & ST Loads Act Separately • • • • • •• ••• •• • • • • • . Code Ref Ad 33842„191jU113, 2003 IBC, 2003 NFPA 5000 WWWWW General Information WWWWWWW kkka Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered Toads to ultimate loads within this program is according to ACI 318-02 C.2 Dead Load Live Load Short Term 1.600 k 1.600 k k 8.00 x 20.00in Column, Rebar: 2-#6 @ 2.00in, 2-#6 @ 10.00in, 2-#6 @ 18.00in ACI C -1 4.96 k 360.58 k 0.50 k -ft 1.200 in 1.00 1.200 in 0.50 k -ft 554.74 k 245.01 k 8.852 in Elastic Modulus ACI Ea. C-1 21.6550 in 0.6500 34.0000 0.4516 0.6000 5,298.01 3,000.99 0.0022 1.0000 1.200 1.200 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor ACI C -2 1.68 k 360.58 k 0.17 k -ft 1.200 in 1.00 1.200 in 0.17 k -ft 554.74 k 245.01 k 8.852 in 3,605.0 ksi ACI Eq. C-2 21.6550 in 0.6500 34.0000 1.0000 0.6000 3,845.33 2,178.14 0.0010 1.0000 1.200 1.200 V.A.M.3333MXWEAti.,,MNIMM,IMWMASSS. 7 ACI Factors (per ACI 318 -02, applied intemally to entered loads) 0.750 0.900 1.300 otallieidht • • • • • • 11.000 ft Unbraced Length 11.000 ft Eff. Length Factor 1.000 Column is BRACED Beta ACI Ea. C-3 21.6550 in 0.6500 34.0000 1.0000 0.6000 3,845.33 2,178.14 0.0009 1.0000 1.200 in 1.200 in Add "l "0.9" Factor for Seismic Eccentricity in Column is OK ACI C -3 1.44 k 360.58 k 0.14 k -ft 1.200 in 1.00 1.200 in 0.14 k -ft 554.74 k 245.01 k 8.852 in 0.850 Add"' "1.4" Factor for Seismic 1.400 0.900 Rev: 580003 User. KW -0605477, Ver 5.8.0, 1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software Description COULMN 8 •• • • • •• ••• •• Code Ref:�A 3GM 842p199if 2003 IBC, 2003 NFPA 5000 General Information Loads Width 8.000 in Depth 15.000 in Reber: 2- # 5 d = 2.000 in 2- # 5 d = 13.000 in Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Dead Load Live Load Short Term 4.000 k 4.000 k k Axial Loads Summary 8.00 x 15.00in Column, Rebar: 245 @ 2.00in, 245 @ 13.00in Applied : Pu : Max Factored Allowable : Pn * Phi @ Design Ecc. M- critical Combined Eccentricity Magnification Factor Design Eccentricity Magnified Design Moment Po * .80 P : Balanced Ecc : Balanced Actual k Lu / r Neutral Axis Distance Phi Max Limit kl /r Beta = M:sustained/M:max Cm EI /1000 Pc : pi^2 E I / (k Lu) ^2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc * Delta ACI Factors (per ACI 318-02, applied ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C -1 & C-2 ST ....seismic = ST * : 55.000 1.400 1.700 1.700 1.100 • • • • • • • Rectangular Concrete Cdlktntn • •• • .. Page 1 • • • 0 054-• e4on •ellLunilyresidence.ecw:COL Pc 4,000.0 psi Fy 60,000.0 psi Seismic Zone 0 LL & ST Loads Act Separately ACI C -1 12.40 k 248.66 k 1.08 k -ft 1.050 in 1.00 1.050 in 1.08 k -ft 382.55 k 175.77 k 6.543 in • • ••• • • • • • Title : THE p'q(3i9NEi L R�SNDLN6• • • Job # 06FTL054 Dsgnr: : • • • Date: 4:43PM, 24 APR 08 Description.: • • • • • • • • • • • Scope : • •• • • • ACI C -2 4.20 k 248.66 k 0.37 k -ft 1.050 in 1.00 1.050 in 0.37 k -ft 382.55 k 175.77 k 6.543 in • • • • • Total Height Unbraced Length Eft. Length Factor Column is BRACED ACI C -3 3.60 k 248.66 k 0.31 k -ft 1.050 In 1.00 1.050 in 0.31 k -ft 382.55 k 175.77 k 6.543 in 11.000 ft 11.000 ft 1.000 Eccentricity in Column is OK Slenderness per ACI 318-95 Secdon 10.12 8 10.13 Elastic Modulus ACI Eq. C-1 15.8600 in 0.6500 34.0000 0.4516 0.6000 2,235.10 1,266.04 0.0131 1.0000 1.050 1.050 internally to entered loads) sM• ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 3,605.0 ksi ACI Eo. C-2 15.8600 in 0.6500 34.0000 1.0000 0.6000 1,622.25 918.90 0.0061 1.0000 1.050 1.050 0.750 0.900 1.300 Beta ACI Ea. C-3 15.8600 in 0.6500 34.0000 1.0000 0.6000 1,622.25 918.90 0.0052 1.0000 1.050 in 1.050 in Add "l "1.4" Factor for Seism c 1.400 Add'! "0.9" Factor for Seismic 0.850 0.900 Rev. 580002 User. KW -0605477, Ver 5.8.0, 1-Nov-2006 (c) 1983 -2006 ENERCALC Engineering Software Description CONTINUOUS FOOTING A General Information • Code Rei'A CT518- 1i2,:19:7t11V, 2003 IBC, 2003 NFPA 5000 • Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term Summary Max Soil Pressure Allowable "X Ecc, of Resultant "Y' Ecc, of Resultant X X Min. Stability Ratio Y -Y Min. Stability Ratio Footing Design Shear Forces Two -Way Shear One -Way Shears... Vu @ Left Vu @ Right Vu © Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom No Overturning No Overtuming •••••• : • • • : : • • Page 1 General Footing Analysis e$igrl� 'M 2,000.0 psf 1.330 0 3,000.0 psi 60,000.0 psi 145.00 pcf 0.00 psf 0.910 k 0.980 k k Creates Rotation about Y -Y Axis (pressures @ left & right) k -ft k -ft k -ft Creates Rotation about Y -Y Axis (pressures © left & right) k k k Title : THE V RIEglIDi:VC6. • Job # 06FTL054 Dsgnr: • • • : • : :Date 4:PM, 24 APR 08 Description: • • • • • • • • • • • Scope : • • • • •• •• • • • •• ••• •• • Dimensions... Width along X -X Axis Length along Y -Y Axis Footing Thickness Col Dim. Along X X Axis Col Dim. Along Y -Y Axis Base Pedestal Height Min Steel % Rebar Center To Edge Distance ...ecc along X -X Axis 0.000 in ...ecc along Y -Y Axis 0.000 in Creates Rotation about X X Axis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) 2.00ft x 1.00ft Footing, 12.0in Thick, w/ Column Support 8.00 x 12.00in x 0.0in high DL +LL DL +LL +ST 1,090.0 1,090.0 psf 2,000.0 2,660.0 psf 0.000 in 0.000 in 0.000 in 0.000 in 1.500 :1 Max Mu Required Steel Area Shear Stresses.... 1 -Way 2 -Way • • • . . ACI C-1 ACI C-2 ACI C-3 Vn * Phi 1.56 psi 1.17 psi 0.43 psi 186.23 psi 0.00 psi 0.00 psi 0.00 psi 93.11 psi 0.00 psi 0.00 psi 0.00 psi 93.11 psi 0.00 psi 0.00 psi 0.00 psi 93.11 psi 0.00 psi 0.00 psi 0.00 psi 93.11 psi ACI C-1 ACI C-2 ACI C-3 Ru / Phi 0.33 k -ft 0.24 k -ft 0.09 k -ft 5.0 psi 0.33 k -ft 0.25 k -ft 0.09 k -ft 5.0 psi 0.00 k -ft 0.00 k -ft 0.00 k -ft 0.0 psi 0.00 k -ft 0.00 k -ft 0.00 k -ft 0.0 psi k k k 0.327 Vu 0.000 1.558 • • 2.000 ft 1.000 ft 12.00 in 8.00 in 12.00 in 0.000 in 0.0014 3.501n Footing Design OK Allowable 0.259 Vn * Phi 93.113 psi 186.226 psi As Rea'd 0.26 in2 per ft 0.26 in2 per ft 0.02 in2 per ft 0.02 in2 per ft • ''' • • •• Page 2 General Footing AnalysiC Qeeigii.* fuo54 -koor • l!amil Description CONTINUOUS FOOTING A Rev: 580002 User. KW -0605477, Ver 5.8.0, 1- Nov -2006 (c) 1983 -2006 ENERCALC Engineering Software 'Soil Pressure Summary Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq. C-1 ACI Eq. C-2 ACI Eq. C-3 ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST ` : Left Right 1,090.00 1,090.00 1,090.00 1,090.00 1,673.00 1,254.75 540.00 1,673.00 1,254.75 540.00 1.400 ACI C-2 Group Factor 1.700 ACI C-3 Dead Load Factor 1.700 ACI C-3 Short Term Factor 1.100 Used in ACI C-2 & C-3 Title : THE gDONNgI:l REt&DF CF ; • • Job # 06FTL054 Dsgnr: • • • : • •; :D9tea 4:18PM, 24 APR 08 Description;: i ••• i • • • ••• Scope : • • • • •• • • • • • • •• ••• •• • ••• • I • • • • • • •Bottom 1,090.00 1,090.00 psf 1,090.00 1,090.00 psf 1,673.00 1,254.75 540.00 1,673.00 psf 1,254.75 psf 540.00 psf [ACI Factors (per ACI 318 -02, applied intemally to entered loads) Add "l "1.4" Factor for Seismic 1.400 0.750 0.900 Add "I "0.9" Factor for Seismic 0.900 1.300 Description FOOTING B General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension Rebar Requirement Actual Rebar "d" depth used 200 /Fy As Req'd by Analysis Min. Reinf % to Req'd Summary 8.000 k 13.000 k 0.000 k 0 0.000 psf 145.00 pcf 1.330 0.00 in 8.438 in 0.0050 0.0018 in2 0.0024 % 3.50ft square x 12.0in thick with 4- #5 bars Max. Static Soil Pressure AIIow Static Soil Pressure Max Short Term Soil Pressure AIIow Short Term Soil Pressure Mu : Actual 1,859.29 psf 2,000.00 psf 1,859.29 psf 2,660.00 psf 4.47 Mn * Phi : Capacity 8.72 Title : THE OID©ANECL• R@Si p ;Iv F • • • • Job # 06FTL054 Dsgnr: . • . , ' •' :Date: 4:t 8PM. 24 APR 08 Description: . •. • • • • • .: • Scope : • • • . •• Footing Di el sion Thickness # of Bars Bar Size Rebar Cover f'c Fy As to USE per foot of Width Total As Req'd Min Allow % Reinf • • • Rev. 580000 User. Kw- 0605477, Ver 5.8.0, 1-Nov -2006 _ (c) 1983 -2006 ENERCALC Engineering Software Square Footing Desigrt •; •• • • • •• ••• Code Ref:AV:1E104 1p$! Ue€, 260,3 IBC, 2003 NFPA 5000 • - !i Allowable Soil Bearing • • • • • • • • • • ft1054- the ¢lon /iellfamilyresidence.ecw:FOO • • • •••3.50Dft 12.00 in 4 5 3.250 3,000.0 psi 40,000.0 psi 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Vu : Actual One -Way Vn`Phi : Allow One -Way Vu : Actual Two -Way Vn`Phi : Allow Two -Way Altemate Rebar Selections... 5 # 4's 3 # 5's 2 #7's 2 #8's 0.259 in2 0.907 in2 0.0014 30.21 psi 93.11 psi 120.60 psi 186.23 psi Footing OK 3 # 6's 1 # 9's 1 # 10's Rev: 580000 User. KW- 0605477, Ver 5.8.0, 1-Nov-2006 _ (c)1983 -2006 ENERCALC Engineering Software Square Footing De sign • • ' ' ' • • ••' Page 1 Description FOOTING C General Information Dead Load 0.500 k Live Load 3.000 k Short Term Load 0.000 k Seismic Zone 0 Overburden Weight 0.000 psf Concrete Weight 145.00 pcf LL & ST Loads Combine Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Min. Reinf % to Req'd Summary Max. Static Soil Pressure Allow Static Soil Pressure Max Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi : Capacity 8.438 in 0.0050 0.0003 in2 0.0014 % 2.00ft square x 12.0in thick with 4- #5 bars 1,020.00 psf 2,000.00 psf 1,020.00 psf 2,660.00 psf 0.83 14.94 Title : THE b1DOit1NE'CL'RESI,p�C : • • • Job # 06FTL054 • Dsgnr: • ' • • • • •• • • • *Dater 4:(:8PM, 24 APR 08 • Descriptiorr: • • • • • Scope : • •• • • • • • • • :: • 1 fti054- tedtlontSelliamiiyresidence .ecw:FOO • • •• • • • •• ••• • •• •••• . Code Ref:ACr311t0?„ 1pr? UBC, 2a03 IBC, 2003 NFPA 5000 Footing Di Thickness # of Bars Bar Size Rebar Cover f'c Fy Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered Toads to ultimate Toads within this program is according to ACI 318-02 C.2 Reinforcing As to USE per foot of Width Total As Req'd Min Allow % Reinf Vu : Actual One -Way Vn *Phi : Allow One -Way Vu : Actual Two-Way Vn *Phi : Allow Two -Way Altemate Rebar Selections... 3 # 4's 2 # 5's 1 #Ts 1 #8's siorl' • • • • • 240 i ft 12.00 In 4 5 3.250 3,000.0 psi 40,000.0 psi 2,000.00 psf 0.259 in2 0.518 in2 0.0014 4.85 psi 93.11 psi 20.35 psi 186.23 psi Footing OK 2 # 6's 1 # 9's 1 # 10's J :1Projects\Projects- 2008108FTL054 - Rkk Derrers Daughters Residence\Eng\Masonry\06FTL054 - Rick Derrers Daughters Residence - Masonry Walls Page 1 of 1 • • • • • •• • • •••• • • •••• • • •• •• • • • • • • • • • • •• • • ••• • • •••• •••• • • • •• • • •••• • • •••• •••• • •••• • •••• • • •• • • • • 3'18 PM 4/24/2009 • 0 00000 s • • • • • • • • • • • • • Wall Type Mortar Bed height fmbF h 181 Wag axial load _ateral Pressun7anteleve bending moment P 15119 w 5061 ves / no M lk -fUftl Allowable overstress Load Factor LF Reinforcing bar size spacing bar (91 s (inl Material Strength prism strength steel stress Im (psq is (ps1 Block size thickness lever arm Inge thickned web thickn. web thickn t fInl d linl tf fini tew fin] tiw lint Check eccentriciy e lint F , , O 1-- z EXTERIOR INFILL WALLS 0 12 3.32 55 no 0.99 1.33 1.1220 6 24 1500 24000 7.825 3.8125 1.25 1 1 38 0 0 GARAGE WALLS (2' -4 ") next to column 0 12 1.50 48 no 0.884 1.33 0.93 6 24 1500 24000 7.625 3.8125 1.25 1 1 OK 8.912 (9 TO ROI EXTERIOR INFILL WALLS 0 10 3.84 55 no 082048875 133 0.88 6 32 1500 24000 7.625 3.8125 1.25 1 1 OK 1.93888882 0 10 1.59 68.5 no 083125 1.33 1.20 8 48 1500 24000 7.825 3.8125 125 i 1 OK 6 27790343 MISC WALLS I ekes* If column Its needed at 3'- 2"openings 1st Boor com 0 12 1.10 131 no 1.6 1.33 1.20 6 8 .1500 .................... ,24000 T 7.825 . 3.8125 . 1.25 1 1 OK 17 4863388 ckeck if column Its needed at 3 " -2 "openings 1 nd Boor cor 0 10 1.92 131 no 1.6375 1.33 1.25 8 8 1500 24000 7.825 38125 125 1 1 OK 10.2810988 ckeck If column Its needed at 3'- 2"openings 1st Boor 0 12 1.10 120 no 1.5 1.33 1.13 6 8 1500 24000 7.825 38125 125 1 1 OK " 16 3934428 ckeck If column its needed at 2 "- 2"openings 1 nd floor 0 10 2.30 120 no 1.008 1.33 0.81 8 8 2000 24000 7.825 3.8125 1.25 1 1 OK ','. 524869565 0 10 0.92 no 0 1 0.03 7 8 1500 24000 7.625 ' 3.8125 1.25 1 1 OK 0 J :1Projects\Projects- 2008108FTL054 - Rkk Derrers Daughters Residence\Eng\Masonry\06FTL054 - Rick Derrers Daughters Residence - Masonry Walls Page 1 of 1 • • • • • •• • • •••• • • •••• • • •• •• • • • • • • • • • • •• • • ••• • • •••• •••• • • • •• • • •••• • • •••• •••• • •••• • •••• • • •• • • • • 3'18 PM 4/24/2009 • 0 00000 s • • • • • • • • • • • • • • • ••• • SO M • • • • • • • • • • • • • • ••• • • • • • • • ••• • • O'Donnell Residence • • • HVAC Load Calculations; HVAC .M1 unti•ntiu, HVAC LOADS for Mr. & Mrs. O'Donnell 1215 N.E. 94th Street Miami Shores, Florida • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • •••• • •• • • • • • • • • ••• • • Prepared By: R.W. Taylor Meyer Air Conditioning 718 N.W. 8th. Ave. Ft.Lauderdale, Florida (954) 522 -1470 Wednesday, March 26, 2008 Project Report • •• • Project Filename: Project Title: Designed By: Project Date: Client Name: Client Address: Client City: Company Name: Company Representative: Company Address: Company City: Company Phone: Company Comment: Reference City: Daily Temperature Range: Latitude: Elevation: Altitude Factor: Elevation Sensible Adj. Factor. Elevation Total Adj. Factor. Elevation Heating Adj. Factor: Elevation Heating Adj. Factor: Winter: Summer: Total Building Supply CFM: Square ft. of Room Area: Volume (ft of Cond. Space: C: \Elite \Rhvacw \Projects \O'Donnell O'Donnell Residence R.W. Taylor 03 -25 -08 Mr. & Mrs. O'Donnell 1215 N.E. 94th Street Miami Shores, Florida Meyer Air Conditioning R.W. Taylor 718 N.W. 8th. Ave. Ft.Lauderdale, Florida (954) 522 -1470 Outdoor Outdoor Dry Bulb Wet Bulb 47 0 90 77 Total Heating Required With Outside Air. Total Sensible Gain: Total Latent Gain: Total Cooling Required With Outside Air: 3,150 3,414 33,231 25 7 ft. 1.000 1.000 1.000 1.000 1.000 Miami Shores, Florida Low Degrees Calculations are based on 8th edition of ACCA Manual J. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads. • •. . • • • • • •• • . • • • • • • • • • • • • Indoor Indoor Grains Rel.Hum Dry Bulb Difference 0 72 0 50 75 55 67,535 Btuh 69,331 Btuh 7,809 Btuh 77,140 Btuh CFM Per Square ft.: Square ft. Per Ton: Air Tumover Rate (per hour): 1.854 443 11.4 67.535 MBH 90 % 10 % 6.43 Tons (Based On Sensible + Latent) 7.70 Tons (Based On 75% Sensible Capacity) C:\ Elite \Rhvacw \Projects \O'Donnell Res' 03- 24- 08.rhv • .•• • Wednesday, March 26, 2008, 10:35 AM Miscellaneous Report • • • • • Winter Summer Winter Summer Calculate: Use Schedule: Roughness Factor Pressure Drop: • Minimum Velocity: Maximum Velocity: Minimum Height: Maximum Height: Main Trunk Yes No 0.00300 0.1000 in.wg./100 ft. 650 ft./min 900 ft./min 0 in. 0 in. 47 90 Winter - Infiltration: 0.600 AC/hr Volume of Conditioned Space: X 33231 Cu.ft. 19,939 Cu.ft./hr X 0.0167 332 CFM 0 CFM Total Building Infiltration: Total Building Ventilation: ' —System 1— Infiltration & Ventilation Sensible Gain Multiplier Infiltration & Ventilation Latent Gain Multiplier: Infiltration & Ventilation Sensible Loss Multiplier: —System 2— Infiltration & Ventilation Sensible Gain Multiplier: Infiltration & Ventilation Latent Gain Multiplier Infiltration & Ventilation Sensible Loss Multiplier: 90 0 77 Runouts Yes No 0.01000 0.1000 in.wg./100 ft. 450 ft./min 750 ft./min 0 in. 0 in. Summer 0.300 AC/hr - X 33231 Cu.ft. 9,969 Cu.ft./hr X 0.0167 166 CFM 0 CFM 16.50 = (1.10 X 1.000 X 15. 37.08 = (0.68 X 1.000 X 54. 27.49 = (1.10 X 1.000 X 25. 16.50 = (1.10 X 1.000 X 15. 37.08 = (0.68 X 1.000 X 54. 27.49 = (1.10 X 1.000 X 25. 30 50 • 72 75 75 re,MTIZZAIC: • • kH TRWE-W ftZIIfa "MTV • 00 Summer Temp. Difference) 55 Grains Difference) 00 Winter Temp. Difference) 00 Summer Temp. Difference) 55 Grains Difference) 00 Winter Temp. Difference) -3.22 54.55 -3.22 54.55 C:\Elite\Rhvacw\Projects\O'Donnell Res' 03-24-08.rhv • • • • • • ir • • Wednesday, March 26, 2008, 10:35 AM Total Building Summary Loads • • • H- Impact Tinted: Glazing -Hi- Impact Tinted Glass H- Impact Tinted: Glazing -Hi- Impact Tinted Glass 11D: Door -Solid Core R-4.1 Ins: Wall - Block, , R-4.1 Insulation 12B -Osm: Wall- Frame, R -11 insulation in 2 x 4 stud cavity, no board insulation, siding finish, metal studs 16E -30: Roof /Ceiling -Under attic or knee wall, Vented Attic, No Radiant Barrier, Light Tile, Slate or Concrete, R -30 insulation 22A -pl: Floor -Slab on grade, No edge insulation, no insulation below floor, any floor cover, passive, light dry soil CustomFloor1: Floor -Over open crawl space or garage, Custom, M�irst example custom floor Subtotals for structure: People: Equipment: Lighting: Ductwork: Infiltration: Winter CFM: 332, Summer CFM: 166 Ventilation: Winter CFM: 0, Summer CFM: 0 Total Building Load Totals: Total Building Supply CFM: Square ft. of Room Area: Volume (ft of Cond. Space: Total Heating Required With Outside Air. Total Sensible Gain: Total Latent Gain: Total Cooling Required With Outside Air: 3,150 3,414 33,231 67,535 Btuh 69,331 Btuh 7,809 Btuh 77,140 Btuh Calculations are based on 8th edition of ACCA Manual J. • All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads. 816 21,216 0 • 30 780 0 24' : : Am-. :•• .0 2926./• :11,6:/1;.• •• '•0 19e • 443% :: •... 8 1821 1,455 0 207 5,118 220 276 47,142 5 0 CFM Per Square ft.: Square ft. Per Ton: Air Turnover Rate (per hour): 27,620 27,620 1,316 1,316 94 94 21,239 21,239 220 220 1,689 1,689 0 0 0 0 154 154 0 52,332 52,332 1,150 1,500 2,650 500 1,200 1,700 0 0 11,256 0 11,556 11,556 9,137 6,159 2,743 8,902 0 0 0 0 67,535 7,809 69,331 77,140 1.854 443 11.4 67.535 MBH 90 % 10 % 6.43 Tons (Based On Sensible + Latent) 7.70 Tons (Based On 75% Sensible Capacity) C: \Elite\Rhvacw \Projects \O'Donnell Res' 03- 24- 08.rhv • • Wednesday, March 26, 2008, 10:35 AM '+.'lh e s sa ° `� §s,a *, ® S stem 1 Zone #1, 1st Floor Summa Loads Avere• e,M- thod Yg k *i � � G `4Y`n C�,. � �.x-" �� ^^ ��,�, di,� � k �t �q, ,.,mss � � �F'� � 3 . _ ... �y�y u� `�a- ,t y � Rs '� ae... ^ ° 4 °y �,h."cx., 6 �p$ ,(' K ,, H- Impact Tinted: Glazing -Hi- Impact Tinted Glass 522 13,572 0 ' 17,457 17,457 1111 Door -Solid Core 24 187 0 94 94 R-4.1 Ins: Wall - Block, , R-4.1 Insulation 1316 " : :7„887. •• :" 4 9,307 9,307 12B -Osm: Wall- Frame, R -11 insulation in 2 x 4 stud cavity, 196 • •'• .439 • :.' 4. .`0 220 220 no board insulation, siding finish, metal studs •' • • • • • ••• ••• 22A -pl: Floor -Slab on grade, No edge insulation, no 207 5,118 0 0 0 insulation below floor, any floor cover, passive, light dry soil Subtotals for structure: 27,203 0 27,078 27,078 People: 0 0 0 0 Equipment: 500 1,200 1,700 Lighting: 0 0 0 Ductwork: 6,317 0 5,919 5,919 Infiltration: Winter CFM: 159, Summer CFM: 80 4,380 2,952 1,314 4,266 Ventilation: Winter CFM: 0, Summer CFM: 0 0 • 0 0 0 System 1 Zone #1, 1st Floor Load Totals: 37,900 3,452 35,511 38,963 :�.. " eti .Ya dr.��g... ..:3 Supply CFM: 1,575 CFM Per Square ft.: 0.989 Square ft. of Room Area: 1,593 Square ft. Per Ton: 404 Volume (ft of Cond. Space: 15,930 Air Tumover Rate (per hour): 5.9 5� Sw - a L4 � �" : Y .i _� G4: _.,:;:,,:.r 'sz n, .. -. .J+c .r, Total Heating Required With Outside Air. 37,900 Btuh 37.900 MBH Total Sensible Gain: 35,511 Btuh 91 % Total Latent Gain: 3,452 Btuh 9 % Total Cooling Required With Outside Air. 38,963 Btuh 3.25 Tons (Based On Sensible + Latent) 3.95 Tons (Based On 75% Sensible Capacity) .F� �. a �':; ". 5 3 .,«x . t ,: d'r � n k b,� �,,g��' ""a t',, — '- _- Z •..i8k:. ._.c� T. h°. �T� '�..Y_�k..K`s1tz6,SXix�iA» 1= ... �e Calculations are based on 8th edition of ACCA Manual J. . All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads. • C: \Elite \Rhvacw \Projects \O'Donnell Res' 03- 24- 08.rhv Wednesday, March 26, 2008, 10:35 AM • p A 7% lay' A� j i J J cx` /...:i 5' e8` B a A l yl T� fi e: # ,w dfix s" +. $,t' �t ti - ..mY � 3?.N . v - :-h � eT 3! Ti` 3 tom. �'�- � -�� � 3C" i„ ` '�. e . - - • 3 " ° �' S.'�'4, , . ,,,, } ' _ ' '.'�,a ' `` i dt .. -. 3 " f - '. a` . ? i ! � r l ' 'h"..- . �, y System 2 Zone #2, 2nd Floor Summary Loads EAv� Method) `�- ,, �_. ..��'� d � �L.X?eaai�.fR .� sy _ xi �''�Y � �� .. Dv;' w,.� ?' ,.�� ' 1 s v� -.- H- Impact Tinted: Glazing -Hi- Impact Tinted Glass 294 7,644 • 0 • 10,163 10,163 H- Impact Tinted: Glazing -Hi- Impact Tinted Glass 30 780 0 1,316 1,316 R-4.1 Ins: Wall - Block, , R-4.1 Insulation 1610Q : 0'f$4; ••• A 11,932 11,932 16E -30: Roof /Ceiling -Under attic or knee wall, Vented 1821' :•: 'P4g5 :.• : • • 40 1,689 1,689 Attic, No Radiant Barrier, Light Tile, Slate or • • • • • • • • • • • •• Concrete, R -30 insulation CustomFloorl : Floor -Over open crawl space or garage, 220 276 0 154 154 Custom, My first example custom floor Subtotals for structure: 19,939 0 25,254 25,254 People: 5 1,150 1,500 2,650 Equipment: 0 0 0 Lighting: 0 0 0 • Ductwork: 4,939 . 0 5,637 5,637 Infiltration: Winter CFM: 173, Summer CFM: 87 4,757 3,207 ' 1,429 4,636 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 System 2 Zone #2, 2nd Floor Load Totals: 29,635 4,357 33,820 38,177 Supply CFM: 1,575 CFM Per Square ft.: 0.865 Square ft. of Room Area: 1,821 Square ft. Per Ton: 485 Volume (ft') of Cond. Space: 17,301 Air Tumover Rate (per hour): 5.5 X45 °g„` '£ah v.... W „ R.,. -., -`1i� u'�Sm� * L� - �� � fi s � ��� ��� ��� `� 5_ � �'�" ' Total Heating Required With Outside Air. 29,635 Btuh 29.635 MBH Total Sensible Gain: 33,820 Btuh 89 % Total Latent Gain: 4,357 Btuh 11 % Total Cooling Required With Outside Air. 38,177 Btuh 3.18 Tons (Based On Sensible + Latent) 3.76 Tons (Based On75 %Sensible Capacity) CC-A Manual J. Calculations are based on 8th edition of ACC All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads. • • C:\ Elite \Rhvacw\Projects \O'Donnell Res' 03- 24- 08.rhv Wednesday, March 26, 2008, 10:35 AM T '�N � "_ LIC $ P° S{' it P"v� "'a'H' 2lr , % -- ..,. Y^ y' _. §, � ..- t. ' ` i '.- :. .. • . .. 4 . M - T.3t .. � . y s -� -' - *T'# e+.? ? P ¢� ' A - � �� � Y � 3.9 � y `-' iSc P " ' a 1i+ : 1e Detailed Room Loads - Room 1- Family Rm' (Ave,lge Method) Calculation Mode: Htg. & clg. Occu - nete: • • • • • • • • • Room Length: 310.0 ft. System Number. 1 1 Room Width: 1.0 ft. Zone Number. 1 Area: 310.0 sq.ft. Supply. i :: ••. :•• :,• •. 314 CFM Ceiling Height: 10.0 ft. Supply d; Gliiniey: :. • : • .. 6.1 AC/hr Volume: 3,100.0 cu.ft. Required VenC:.' : : :.• 0 CFM Number of Registers: 3 „. Actual Winter Vent.: 0 CFM Runout Air: 105 CFM Percent of Supply.: 0 % Runout Duct Size: 6 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 534 ft. /min. Percent of Supply: 0 % Design Loss: 0.100 in.wg. /100 ft. Actual Winter Infil.: 25 CFM Actual Loss: 0.182 in.wg. /100 ft. Actual Summer Infil.: 13 CFM E - Wall -R-4.1 Ins 16 X 10 75 0.243 6.1 456 7.4 • 0 556 W - Wall -R-4.1 Ins 16.5 X 10 135 0.243 6.1 820 7.4 0 1,001 E - GIs -H- Impact Tinted shgc -0.5 10 1.040 26.0 260 26.2 0 262 . 100 %S E - GIs -H- Impact Tinted shgc -0.5 75 1.040 26.0 1,950 26.2 0 1,967 100 %S W - GIs -H- Impact Tinted shgc -0.5 30 1.040 26.0 780 63.7 0 1,912 0 %S (2) Floor- 22A -pl 33 ft..Per. 33 0.989 24.7 816 0.0 0 0 Subtotals for Structure: 5,082 0 5,698 Infil.: Win.: 25.2, Sum.: 12.6. 325 2.129 692 0.637 466 207 Ductwork: 0.200 1,155 0.200 0 1,181 Room Totals: 6,929 466 7,086 • C: \Elite \Rhvacw \Projects \O'Donnell Res' 03- 24- 08.rhv Wednesday, March 26, 2008, 10:35 AM Detailed Room Loads - Room 2 - Bath/Hall (Average Methodd Calculation Mode: Room Length: Room Width: Area: Ceiling Height: Volume: Number of Registers: Runout Air: Runout Duct Size: Runout Air Velocity: Design Loss: Actual Loss: N - Wall-R-4.1 Ins 19.3 X 10 •E - Wall -R-4.1 Ins 6 X 10 W - Wall-R-4.1 Ins 6 X 10 N - GIs -H- Impact Tinted shgc -0.5 100 %S (2) Room Totals: Htg. & clg. 116.0 ft. 1.0 ft. 116.0 sq.ft. 10.0 ft. 1,160.0 cu.ft. 3 80 5 588 0.100 0.285 CFM in. ft. /min. in.wg. /100 ft. in.wg. /100 ft. Occurrences: • • • System Number. Zone Number: Supply Air:• ...•. :• . ;•• Supply Air Grlarsts:: ; ; • • • Required Vent. . • • • • • ; • Actual Winter Vent.: Percent of Supply.: Actual Summer Vent.: Percent of Supply: Actual Winter Infil.: Actual Summer Infil.: 1 • 241 CFM • • 12.4 AC /hr • • 0 CFM • • 0 CFM 0 % 0 CFM 0 % 24 CFM 12 CFM 163 0.243 6.1 990 7.4 - 0 1,208 34.5 0.243 6.1 210 7.4 0 256 60 0.243 6.1 365 7.4 0 445 30 1.040 26.0 780 26.2 0 786 E - GIs -H- Impact Tinted shgc -0.5 3 1.040 26.0 78 63.7 0 191 0 %S E - GIs -H- Impact Tinted shgc -0.5 22.5 1.040 26.0 585 63.7 - 0 1,434 0 %S Floor_22A-pI 31 ft..Per. 31 0.989 24.7 766 0.0 0 0 Subtotals for Structure: 3,774 0 4,320 InfiI.: Win.: 24.2, Sum.: 12.1 313 2.128 666 0.639 449 200 Ductwork: 0.200 888 0.200 0 904 5,328 449 5,424 C:\ Elite \Rhvacw \Projects \O'Donnell Res' 03- 24- 08.rhv Wednesday, March 26, 2008, 10:35 AM • • • r `.`F`T' ' .'�i ?3v � � ;c. '•- ,Je n _'� �y� ^,.- � ' FY_ �� _ 'l Yom. = _ `e� '61 A 6 Detailed Room Loads - Room 3 - Kitchen Avera.e M.thod '' k+a�s- `� _ k . �F '�� J . - ma x �. f. :i„ Calculation Mode: Htg. & clg. Occurrence': •. • ••• ; ; ; � ,,,- At . o ff : 1 Room Length: 402.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 402.0 sq.ft. Supply Air:. •' :: . • • ; • :•• .. 212 CFM • Ceiling Height: 10.0 ft. Supply Air C ar" ers:: ; ;. • : • .. 3.2 AC /hr Volume: 4,020.0 cu.ft. Required Vent.:. : ; ; L 0 CFM •: Number of Registers: 2 Actual Winter Vent.: 0 CFM Runout Air: 106 CFM Percent of Supply.: 0 % Runout Duct Size: 6 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 541 ft. /min. Percent of Supply: 0 % Design Loss: 0.100 in.wg. /100 ft. Actual Winter Infil.: 31 CFM Actual Loss: 0.187 in.wg. /100 ft. Actual Summer Infil.: ck ,' 16 CFM XX . , 9 , k q� It d,. � 5 l5 4'� k S� '� d � Tr Air rk�,�,b�sT � gg d �i kk �+c�' � � w� 7'G �r � � � 4'•ea 'rye" -�.t5' Y " (e / t�- E �� ....�f,�t.�,�S„ , ".s��14 ..r_'', -�.. a � kn :aa �a r.�e�...r.- �a�� a '� . ✓i r"�35^ � -:<x a #�e� �� i dia e ... � .1 '' 3� :F � . ' ; �, `����°��o - :3. r.2cv.: N - Part- 10 °/20 °- 12B -Osm 22 X 10 196 0.112 2.2 439 1.1 0 220 W - Wall-R-4.1 Ins 18.5 X 10 170 0.243 6.1 1,033 7.4 ' 0 1,260 N- Door -11 D 3 X 8 24 0.390 7.8 187 3.9 0 94 W - GIs -H- Impact Tinted shgc -0.5 15 1.040 26.0 390 63.7 0 956 0 %S Floor- 22A -p141 ft..Per. 41 0.989 24.7 1,014 0.0 0 0 Subtotals for Structure: 3,063 0 2,530 Infil.: Win.: 31.3, Sum.: 15.7 405 2.128 862 0.640 581 259 Ductwork: 0.200 785 0.200 0 798 Equipment: 500 1,200 Room Totals: 4,710 1,081 4,787 C: \Elite \Rhvacw \Projects \O'Donnell Res' 03- 24- 08.rhv Wednesday, March 26, 2008, 10:36 AM • • • C:\Elite \Rhvacw\Projects \O'Donnell Res' 03- 24- 08.rhv Wednesday, March 26, 2008, 10:36 AM • • • Y[ l.`[�t�9Q�r 4F t` vs fi} f.a71k'J � N � � ��� �` , .... �� ...e .,= +dSa `"..R ".r' 'r G5@ "rck$ -4` �. �' m'H^ -' �f,,•" a N ` i 3F�'��2FS� � "�'.m` � K Y}F' �' - � �:. M"�i4�,�' `:. ..sre ` . i y. ' � b• jyy T' SX� Wj'G1 - .T �.� kS�t' .S .g am �' 4 Detailed Room Loads - Room 4 - Dining Rm (Average. Me#,hod) Calculation Mode: Htg. & clg. Occurr :••• • ••• . • • • ; 1 Room Length: 285.0 ft. System Number: • 1 Room Width: 1.0 ft. Zone Number: 1 Area: 285.0 sq.ft. Supply Air:• : :• : • • • 160 CFM Ceiling Height: 10.0 ft. • •'. Supply Air CI�ariges: : . . • � • 3.4 AC /hr Volume: 2,850.0 cu.ft. Required Vent.:• • • • • • ••• 0 CFM Number of Registers: 2 Actual Winter Vent.: ••• 0 CFM Runout Air: 80 CFM Percent of Supply.: 0 % Runout Duct Size: 5 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 587 ft. /min. Percent of Supply: 0 % Design Loss: 0.100 in.wg. /100 ft. Actual Winter Infil.: 14 CFM Actual Loss: 0.284 in.wg. /100 ft. Actual Summer Infil.: 7 CFM � , 40 z� a , ° � � ! $ R q t9 S S .,^ �3' -Y 'a _ N - Wall -R-4.1 Ins 17.5 X 10 �. £`a s +• y . . .. � AW: ., 90 0.243 K i' 'n.x ` � • 6.1 547 7.4 0 667 N - GIs -H- Impact Tinted shgc -0.5 10 1.040 26.0 260 26.2 - 0 262 100 %S N - GIs -H- Impact Tinted shgc -0.5 75 1.040 26.0 1,950 26.2 0 1,967 100 %S Floor- 22A -pl 18 ft..Per. 18 0.989 24.7 445 0.0 0 0 Subtotals for Structure: 3,202 0 2,896 Infil.: Win.: 13.5, Sum.: 6.8 175 2.126 372 0.640 251 112 Ductwork: 0.200 715 0.200 " 0 602 Room Totals: 4,289 251 3,610 • • • C:\Elite \Rhvacw\Projects \O'Donnell Res' 03- 24- 08.rhv Wednesday, March 26, 2008, 10:36 AM • • • . •• Detailed Room Loads - Room 5 - Foyer /Stairs (Average Mgthod) • Calculation Mode: Room Length: Room Width: Area: Ceiling Height: Volume: Number of Registers: Runout Air: Runout Duct Size: Runout Air Velocity: Design Loss: Actual Loss: N - Part -10 °120 ° -R-4.1 Ins 9 X 10 E -Wall-R-4.1 Ins 8 X 10 S -Wall-R-4.1 Ins 15 X 10 E - GIs -H- Impact Tinted shgc -0.5 100 %S S - GIs -H- Impact Tinted shgc -0.5 100 %S (2) S - GIs -H- Impact Tinted shgc -0.5 100 %S Floor- 22A -pl 32 ft..Per. Subtotals for Structure: Infil.: Win.: 24.8, Sum.: 12.4 Ductwork: Room Totals: Htg. & clg. 155.0 1.0 155.0 10.0 1,550.0 2 82 5 604 0.100 0.300 ft. ft. sq.ft. ft. cu.ft. CFM in. ft. /min. in.wg. /100 ft. in.wg. /100 ft. Occurrence %:' • • System Number: Zone Number: Supply Ai r: • .. • • • • • • • : • • Supply Air C ariges: : : :. • ; • Required Vint.:• • • • • ; ; :•• Actual Winter Vent.: Percent of Supply.: Actual Summer Vent.: Percent of Supply: Actual Winter Infil.: Actual Summer Infil.: • • • • • •• • • • 1 • •• 165 CFM • 6.4 AC /hr • 0 CFM 0 CFM 0 % 0 CFM 0 25 CFM 12 CFM •• ••1 • • • • 1 90 0.243 4.9 437 2.4 0 219 65 0.243 6.1 395 7.4 0 482 113.5 0.243 6.1 690 7.4 - 0 841 15 1.040 26.0 390 26.2 0 393 14 1.040 26.0 364 26.3 0 368 22.5 1.040 26.0 585 26.2 0 590 32 0.989 24.7 791 0.0 • 0 0 3,652 0 2,893 320 2.128 681 0.638 459 204 0.200 867 0.200 0 619 5,200 459 3,716 C: \Elite \Rhvacw \Projects \O'Donnell Res' 03- 24 -08.rhv Wednesday, March 26, 2008, 10:36 AM C:1 Elite \Rhvacw\Projects\O'Donnell Res' 03- 24- 08.rhv • ••■ • Detailed Room Loads - Room 6 - Living Rm' (Avera• e.Method) Calculation Mode: Room Length: Room Width: Area: Ceiling Height: Volume: Number of Registers: Runout Air. Runout Duct Size: Runout Air Velocity: Design Loss: Actual Loss: N - Wall-R-4.1 Ins 15.5 X 10 70 0.243 6.1 425 7.4 0 519 E - Wall-R-4.1 Ins 21 X 10 180 0.243 6.1 1,094 7.4 0 1,334 S - Wall -R -4.1 Ins 15.5 X 10 70 0.243 6.1 425 7.4 0 519 N - GIs -H- Impact Tinted shgc -0.5 10 1.040 26.0 260 26.2 0 262 100 %S N - GIs -H- Impact Tinted shgc -0.5 75 1.040 26.0 1,950 26.2 0 1,967 100 %S E - GIs -H- Impact Tinted shgc -0.5 30 1.040 26.0 780 63.7 0 1,912 0 %S (2) S - GIs -H- Impact Tinted shgc -0.5 10 1.040 26.0 260 26.2. 0 262 100 %S (2) S - GIs -H- Impact Tinted shgc -0.5 75 1.040 26.0 1,950 26.2 0 1,966 100 %S (2) Floor -22A p152 ft..Per. Room Totals: Htg. & clg. 325.0 ft. 1.0 ft. 325.0 sq.ft. 10.0 ft. 3,250.0 cu.ft. 5 97 CFM 6 in. 492 ft. /min. 0.100 in.wg. /100 ft. 0.155 in.wg. /100 ft. Occurrence:' •�• • ' • • • • • System Number: • 1 Zone Number: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 40 CFM Actual Summer Infil.: 20 CFM 52 0.989 24.7 1,286 0.0 0 0 Subtotals for Structure: 8,430 0 8,741 Infil.: Win.: 40.3, Sum.: 20.1 520 2.129 1,107 0.638 746 332 Ductwork: 0.200 1,907 0.200 - 0 1,815 11,444 746 10,888 Wednesday, March 26, 2008, 10:36 AM C: \Elite \Rhvacw\Projects \O'Donnell Res' 03- 24- 08.rhv • • ••• • Detailed Room Loads - Room 7 - Master Suite (Average Method) Calculation Mode: Room Length: Room Width: Area: Ceiling Height: Volume: Number of Registers: Runout Air. Runout Duct Size: Runout Air Velocity: Design Loss: Actual Loss: Htg. & clg. 355.0 ft. 1.0 ft. 355.0 sq.ft. 9.5 ft. 3,373.0 cu.ft. 5 91 CFM 6 in. 462 ft. /min. 0.100 in.wg. /100 ft. 0.138 in.wg. /100 ft. Occurrences:. • System Number. Zone Number: Supply Air: . Supply Air Change9 .: : • • • Required Vent r • • • • ; Actual Winter Vent.: Percent of Supply.: Actual Summer Vent.: Percent of Supply: Actual Winter Infil.: Actual Summer Infil.: •. • • • ...� • •2 2 x .454 CFM . 8.1 AC /hr 0 CFM 0 CFM 0 % 0 CFM 0 % 44 CFM 22 CFM N -Wall-R-4.1 Ins 15 X 9.5 E -Wall-R-4.1 Ins 21 X 9.5 S - Wall-R-4.1 Ins 15.5 X 9.5 N - GIs -H- Impact Tinted shgc -0.5 100 %S E - GIs -H- Impact Tinted shgc -0.5 13 %S (2) S - GIs -H- Impact Tinted shgc -0.5 100 %S (2) UP- CeiI- 16E -30 355 X 1 Subtotals for Structure: Infil.: Win.: 43.8, Sum.: 21.9 Ductwork: People: 230 Iat/per, 300 sen /per: Room Totals: 105 0.243 6.1 638 7.4 0 778 169.5 0.243 6.1 1,030 7.4 0 1,256 72.2 0.243 6.1 439 7.4 0 535 37.5 1.040 26.0 975 26.2 _ 0 983 30 1.040 26.0 780 43.9 0 1,316 75 1.040 26.0 1,950 26.2 0 1,966 355 0.032 0.8 284 0.9 0 329 6,096 0 7,163 489 2.459 1,203 0.738 811 361 0.200 1,460 0.200 0 1,625 2 460 600 8,759 1,271 9,749 Wednesday, March 26, 2008, 10:36 AM 5 � � � p � "'`` � " H .£ '� 'tt , u ° t 4. :v�y�.x: r 8 ® ° :�z Detailed Room Loads - Room 8 - Master Bath (Avera9e.Method) • ` .�`F'. h �.- �e�e..y el..f... _". �, ,.'. . . ': . ' '_r z .:�.` 'r . . +'a.�i!v'4 ) . ;#�J. - .._+'x, Calculation Mode: Htg. & clg. Occurrences:. .• • •• • • • : • • • • 1: • Room Length: 134.0 ft. System Number: • 2 Room Width: 1.0 ft. Zone Number: 2 Area: 134.0 sq.ft. Supply Air: • • • : :. •.:0 , v • • ••46 CFM Ceiling Height: 9.5 ft. Supply Air Change:" : °°°° • •. 2.2 AC/hr Volume: 1,273.0 cu.ft. Required Vent! • : . i„ . 0 CFM • •: Number of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 46 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 523 ft. /min. Percent of Supply: 0 % Design Loss: 0.100 in.wg. /100 ft. Actual Winter Infil.: 6 CFM Actual Loss: 0.309 in.wg. /100 ft. Actual Summer Infil.: 3 CFM * .�:., n ` f � _....� 9 � x ie - i..s:x% lx .,, ;.7.f.... ` 3� ' E N - Wall-R-4.1 Ins 7 X 9.5 58.5 0.243 6.1 355 7.4 0 434 N - GIs -H- Impact Tinted shgc -0.5 8 1.040 26.0 208 26.3 0 210 100 %S UP-Ceil-16E-30 134 X 1 134 0.032 0.8 107 0.9 0 124 Subtotals for Structure: 670 0 768 Infil.: Win.: 5.9, Sum.: 3.0 67 2.466 164 0.737 110 49 Ductwork: 0.200 167 0.200 0 163 Room Totals: 1,001 110 980 C: \Elite \Rhvacw\Projects \O'Donnell Res' 03- 24- 08.rhv • Wednesday, March 26, 2008, 10:36 AM C: \Elite \Rhvacw\Projects \O'Donnell Res' 03- 24- 08.rhv • ..• • Detailed Room Loads - Room 9 - Master C/' (Average M athogl) Calculation Mode: Room Length: Room Width: Area: Ceiling Height: Volume: Number of Registers: Runout Air: Runout Duct Size: Runout Air Velocity: Design Loss: Actual Loss: Htg. & clg. 98.0 ft. 1.0 ft. 98.0 sq.ft. 9.5 ft. 931.0 cu.ft. 1 74 CFM Percent of Supply.: 5 in. Actual Summer Vent.: 545 ft. /min. Percent of Supply: 0.100 in.wg. /100 ft. Actual Winter Infil.: 0.245 in.wg. /100 ft. Actual Summer Infil.: Occurrences:. • • •• • • ' • ' ' ' • System Number: • '2 Zone Number: . • : : . •. :. o : • • •.74 CFM Supply Air Changel:1 . . . . • • .• AC/hr Required Vents :•• 0 CFM Actual Winter Vent.: 0 CFM E - Wall -R-4.1 Ins 8 X 9.5 76 0.243 S - Wall -R-4.1 Ins 8 X 9.5 76 0.243 UP- CeiI- 16E -30 98 X 1 98 0.032 Subtotals for Structure: Infil.: Win.: 13.6, Sum.: 6.8 Ductwork: Room Totals: 152 6.1 462 7.4 6.1 462 0.8 78 1,651 7.4 0.9 0 % 0 CFM 0 % 14 CFM 7 CFM 563 0 563 0 91 1,002 0 1,217 2.461 374 0.737 - 252 112 0.200 275 0.200 0 266 252 1,595 Wednesday, March 26, 2008, 10:36 AM C:\Elite\Rhvacw\Projects \O'Donnell Res' 03- 24- 08.rhv Wednesday, March 26, 2008, 10:36 AM •• .. . • ••• 1� � Y' I r t r -42211 tx,41�z" P 4 [ e g fi e' n a, " . r ° +' ° n r - �'� �� � € , ' - w I �y *.. , Detailed Room Loads - Room 10 - Stairs/Halls (AveragQ Metljoil) Calculation Mode: Htg. & cig. Occurrences:. • •• • : • • • ; V Room Length: 238.0 ft. System Number. • 2 Room Width: 1.0 ft. - Zone Number: 2 Area: 238.0 sq.ft. Supply Air. • ::.'. ; • • • - 419 CFM Ceiling Height: 9.5 ft. Supply Air Changes "s .. . • : • •. AC/hr Volume: 2,261.0 cu.ft. Required Vent. .. ,„ • • 0 CFM Number of Registers: 2 Actual Winter Vent.: .. 0 CFM Runout Air 59 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 681 ft. /min. Percent of Supply: 0 % Design Loss: 0.100 in.wg. /100 ft. Actual Winter Infil.: 13 CFM Actual Loss: f;.��„3- ..r 0.520 in.wg. /100 ft. _ 11. .xr Actual Summer Infil.: .v -'zc �c�S- 7 CFM E -Wall-R-4.1 Ins 8 X 9.5 76 0.243 6.1 462 7.4 0 563 S - Wall -R-4.1 Ins 7.5 X 9.5 33.8 0.243 6.1 205 7.4 0 250 S - GIs -H- Impact Tinted shgc -0.5 37.5 1.040 26.0 975 26.2 0 983 100 %S UP- Ceil- 16E -30 238 X 1 238 0.032 0.8 190 0.9 0 221 Subtotals for Structure: 1,832 0 2,017 Infil.: Win.: 13.2, Sum.: 6.6 147 2.458 362 0.740 244 109 Ductwork: 0.200 439 0.200 0 425 Room Totals: 2,633 244 2,551 C:\Elite\Rhvacw\Projects \O'Donnell Res' 03- 24- 08.rhv Wednesday, March 26, 2008, 10:36 AM a ` T., T .-, •• . A + Mi ( �' v-s .. �. ".' J'� yY 'trti Ag a a '' 'r- 't.. ii+Yn ." � '�' -'SF+ �_.. u� —� 33 • • • •w. a a �"' C `' 4 fi t ' S � b o a,ga •. f + ten ^k - 1 G° 7 r ° IX' S 1iT -�"ro Detailed Room Loads - Room 11- Laundry (Average► Method' . Calculation Mode: Htg. & clg. Occurrences: • • s • • • • • • : ;1; Room Length: 94.0 ft. System Number: • 2 Room Width: 1.0 ft. Zone Number: 2 Area: 94.0 sq.ft. Supply Air: •. • • :: • •. : * ; • • .37 CFM Ceiling Height: 9.5 ft. Supply Air Cha�es • : :. : : • ; • *9:.5 AC/hr Volume: 893.0 cu.ft. Required Vent.:• • • *•• :: ;•• 0 CFM Number of Registers: 1 Actual Winter Vent.: e• • 0 CFM Runout Air: 37 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 428 ft. /min. Percent of Supply: 0 % Design Loss: 0.100 in.wg. /100 ft. Actual Winter Infil.: 6 CFM Actual Loss: 0.208 in.wg. /100 ft. Actual Summer Infil.: 3 CFM V 3- �s'� ._ � �: 1 ...v w •r,.r:- �,��..�,. ,p � � 0 � � � Jb M , ;,o;,� Gt .� < .. ' S �,. `3-^' 2v E V' , dS.. �taA ! . .1.. Ey vS v' � _ S 5 w .q .p _ PPJ'� Prc e� �• b n a �i N -Wall-R-4.1 Ins 7.5 X 9.5 71.2 0.243 6.1 433 7.4 0 528 UP- CeiI- 16E -30 94 X 1 94 0.032 0.8 75 0.9 0 87 Subtotals for Structure: 508 0 615 Infil.: Win.: 6.4, Sum.: 3.2 71 2.456 175 0.744 118 53 Ductwork: 0.200 137 0.200 0 134 Room Totals: 820 118 802 • C: \Elite \Rhvacw\Projects \O'Donnell Res' 03- 24- 08.rhv Wednesday, March 26, 2008, 10:36 AM x 0 i n P'- 8 . r ..: , sL � ..o ,�_ 3`� - 4 ti � �.' 34� � "`� 4 E''.q'Y �' �:. ® 0 9�`rrf �Y �r. y� � _ F� ,,.. b, L . � .� �. ate° -"o" »� . ' �� �� � e ,'. Detailed Room Loads - Room 12 - B /Rm #2/CI (Average Mgthod) • ....N_ .. Calculation Mode: Htg. & clg. Occurrences: '.' •. • . :. :1 Room Length: 211.0 ft. System Number: •. ' 2 Room Width: 1.0 ft. Zone Number. 2 Area: 211.0 sq.ft. Supply Air. • :: • • • q pp y ;.. ;•• ..141 CFM Ceiling Height: 9.5 ft. Supply Air Charges i i •• 4.2 AC/hr Volume: 2,005.0 cu.ft. Required Vert: • • • ,. • • • • •. ••• 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Runout Air: 70 CFM Percent of Supply.: 0 % Runout Duct Size: 5 in. Actual Summer Vent.: . 0 CFM Runout Air Velocity: 515 ft. /min. Percent of Supply: 0 % Design Loss: 0.100 in.wg. /100 ft. Actual Winter Infil.: 11 CFM Actual Loss: 0.219 in.wg. /100 ft. Actual Summer Infil.: 5 CFM e '�, �,•+.' �A,A�w`, . '' ��' Y "h . �S �� g� .4 �_= a _ :,... �.. :°'w„ F; §'' d aa F.'.z`a. t �v v a..bii..m . nps°r. ',, _ g �� ., , .ri�. W - Wall -R-4.1 Ins 12.8 X 9.5 101.6 0.243 6.1 617 7.4 0 753 W - GIs -H- Impact Tinted shgc -0.5 20 1.040 26.0 520 58.8 ` 0 1,176 13 %S (2) UP- Ceil- 16E -30 211 X 1 211 0.032 0.8 169 0.9 0 196 Subtotals for Structure: 1,306 0 2,125 Infil.: Win.: 10.9, Sum.: 5.4 122 2.459 299 0.740 202 90 -Ductwork: 0.200 321 0.200 0 503 People: 230 lat/per, 300 sen /per: 1 230 300 Room Totals: 1,926 432 3,018 C: \Elite\Rhvacw \Projects \O'Donnell Res' 03- 24- 08.rhv Wednesday, March 26, 2008, 10:36 AM .• •• • • • ••• yy�V s � 9a a a - .. x - - Ft'"•€''.,a ,. ^''a "d: � a � kt 4 g } ® K � i �^<' .mod � ` Si`?XJ lA . .li .K6.N' . g "_ S PaJ' d orn,.. Detailed Room Loads - Room 13 - Bath #2 (Averaje Method) . 6, sS fr er4e "33G t� �'` -__„ • �'v,!� k.a Y A �ee;gp - pis �� ���2Z - a+{3 3. �' ,IY � LN ...hiR�' It �$ _ � e < 5.. ts. < uy.�^ ��. iii A'v' Calculation Mode: Htg. & clg. Occurrences: •. • •,,• : : : :1 Room Length: 78.0 ft. System Number: • 2 Room Width: 1.0 ft. Zone Number 2 •• : •• ••• Area: 78.0 sq.ft. Supply Air: •• 57 CFM Ceiling Height: 9.5 ft. Supply Air Chawgig .. • :..: • • 4.6 AC/hr Volume: 741.0 cu.ft. Required Vent.: • • • . . :,. 0 CFM Number of Registers: 1 Actual Winter Vent.: ..: 0 CFM Runout Air. 57 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 653 ft. /min. Percent of Supply: - 0 % Design Loss: 0.100 in.wg. /100 ft. Actual Winter Infil.: 7 CFM Actual Loss: 0.479 in.wg. /100 ft. Actual Summer Infil.: 4 CFM 3 F) ��^^^ k �N���?.�.;,.�� _ " y.Y n y�'Y ra h� _ .. "�t� &....... exz $d am;. , W - Wall -R-4.1 Ins 8.5 X 9.5 74.8 0.243 6.1 454 7.4 0 554 W - GIs -H- Impact Tinted shgc -0.5 6 1.040 26.0 156 55.5 0 333 21 %S . UP- Ceil- 16E -30 78 X 1 78 0.032 0.8 62 0.9 0 72 - Subtotals for Structure: 672 0 959 Infil.: Win.: 7.2, Sum.: 3.6 81 2.464 199 0.743 134 60 Ductwork: 0.200 174 0.200 0 204 Room Totals: 1,045 134 1,223 • • • C: \Elite\Rhvacw \Projects \O'Donnell Res' 03- 24 -08.rhv Wednesday, March 26, 2008, 10:36 AM • •• • Calculation Mode: Room Length: Room Width: Area: Ceiling Height: Volume: Number of Registers: Runout Air: Runout Duct Size: Runout Air Velocity: Design Loss: Actual Loss: N - Wall -R-4.1 Ins 19.3 X 9.5 E - Wall -R-4.1 Ins 13.5 X 9.5 W - Wall -R-4.1 Ins 13.5 X 9.5 N - GIs -H- Impact Tinted shgc -0.5 100 %S (2) E - GIs -H- Impact Tinted shgc -0.5 13 %S W - GIs -H- Impact Tinted shgc -0.5 13 %S UP- CeiI- 16E -30 284 X 1 Subtotals for Structure: Infil.: Win.: 39.3, Sum.: 19.7 Ductwork: People: 230 lat/per, 300 sen/per: Room Totals: Htg. & clg. 284.0 ft. 1.0 ft. 284.0 sq.ft. 9.5 ft. 2,698.0 cu.ft. 4 87 CFM 5 in. 641 ft. /min. 0.100 in.wg. /100 ft. 0.337 in.wg. /100 ft. Occurrences: ' • • System Number. Zone Number: Supply Air: •• ••• Supply Air Char ges: Required Vent.: • Actual Winter Vent.: Percent of Supply.: Actual Summer Vent.: Percent of Supply: Actual Winter Infil.: Actual Summer Infil.: • • • • • • . • •• •2 2 • • • •. 350 CFM ••• • 7.8AC/hr • ' OCFM • ••• •• 0 CFM 0 % 0 CFM 0 39 CFM 20 CFM 153.3 0.243 6.1 932 7.4 0 1,137 113.2 0.243 6.1 688 7.4 0 839 113.2 0.243 6.1 688 7.4 - 0 839 30 1.040 26.0 780 26.2 0 786 15 1.040 26.0 390 58.8 0 882 15 1.040 26.0 390 58.8 0 882 284 0.032 0.8 227 0.9 ' 0 264 4,095 0 5,629 440 2.460 1,082 0.739 730 325 0.200 1,035 0.200 0 1,251 1 230 300 6,212 960 7,505 C: \Elite \Rhvacw \Projects \O'Donnell Res' 03- 24- 08.rhv Wednesday, March 26, 2008, 10:36 AM Calculation Mode: Room Length: Room Width: Area: Ceiling Height: Volume: Number of Registers: Runout Air: Runout Duct Size: Runout Air Velocity: Design Loss: Actual Loss: Htg. & clg. 94.0 ft. 1.0 ft. Occurren -s: •• • System Number: Zone Number: Detailed Room Loads - Room 15 - Bath #3 (Averaje Metho!) 94.0 sq.ft. Supply Air. ••• .. ••• ;•• ••• 9.5 ft. Supply Air Cha. ges . • • 893.0 cu.ft. Required Vett.: • • • • • :•• 1 Actual Winter Vent.: 56 CFM Percent of Supply.: 4 in. Actual Summer Vent.: 640 ft. /min. • Percent of Supply: 0.100 in.wg. /100 ft. Actual Winter Infil.: 0.460 in.wg. /100 ft. Actual Summer Intl: ••• • .•• • • 2 �•• 56 CFM • 3.8 AC/hr • ••• 0 CFM 0 CFM 0 % 0 CFM 0 % 6 CFM 3 CFM S - Wall-R-4.1 Ins 7.5 X 9.5 56.2 0.243 6.1 342 7.4 0 417 S - GIs -H- Impact Tinted shgc -0.5 15 1.040 26.0 390 26.2 0 393 100 %S UP- CeiI- 16E -30 94 X 1 94 0.032 0.8 75 0.9 0 87 Floor- CustomFloorl 1 X 70 70 0.050 1.3 88 0.7 0 49 Subtotals for Structure: Infil.: Win.: 6.4, Sum.: 3.2 71 Ductwork: Room Totals: 895 0 946 2.456 175 0.744 118 53 0.200 214 0.200 0 200 1,284 118 1,199 C: \Elite \Rhvacw \Projects \O'Donnell Res' 03- 24- 08.rhv Wednesday, March 26, 2008, 10:36 AM Detailed Room Loads - Room 16 - B/Rm #4 /CI` (Average Method). Calculation Mode: Room Length: Room Width: Area: Ceiling Height: Volume: Number of Registers: Runout Air: Runout Duct Size: Runout Air Velocity: Design Loss: Actual Loss: S -Wall-R-4.1 Ins 15 X 9.5 W - Wall-R-4.1 Ins 16 X 9.5 S - GIs -H- Impact Tinted shgc -0.5 100 %S •W - GIs -H- Impact Tinted shgc -0.5 13 %S (2) UP- Ceil- 16E -30 235 X 1 Floor- CustomFloorl 1 X 150 Subtotals for Structure: Infil.: Win.: 26.3, Sum.: 13.2 .Ductwork: People: 230 lat/per, 300 sen /per: Room Totals: Htg. & clg. 235.0 1.0 235.0 9.5 2,233.0 3 81 5 592 0.100 0.288 ft. ft. sq.ft. ft. cu.ft. CFM in. ft. /min. in.wg. /100 ft. in.wg. /100 ft. Actual Winter Vent.: Percent of Supply.: Actual Summer Vent.: Percent of Supply: Actual Winter Infil.: Actual Summer Infil.: . Occurrences: • • • •1 • • • System Number: 2 • Zone Number: •• • 2 Supply g y Air Chan es• • • • • • • • • "• • Supply 6.5 AC/hr Required Vent.: . • ' • •• • • • • •. • al CFM 0 CFM 0 % 0 CFM 0 % 26 CFM 13 CFM 127.5 0.243 6.1 775 7.4 132 0.243 6.1 802 7.4 15 1.040 26.0 390 26.2 20 1.040 26.0 520 58.8 235 0.032 0.8 188 0.9 150 0.050 1.3 188 0.7 2,863 295 2.458 724 0.200 717 1 0 945 0 978 0 393 0 1,176 0 218 0 105 0 3,815 0.737 . 488 217 0.200 0 866 230 300 4,304 718 5,198 C: \Elite \Rhvacw \Projects \O'Donnell Res' 03- 24- 08.rhv • • ••• 00 mg • • • ••• Wednesday, March 26, 2008, 10:36 AM C:\ Elite \Rhvacw\Projects \O'Donnell Res' 03- 24- 08.rhv • • . .. • • • .. —Zone 1- 1 Family Rm' 2 Bath/Hall 3 Kitchen 4 Dining Rm' 5 Foyer /Stairs 6 Living Rm' System 1 total System 1 Main Trunk Size: Velocity: Loss per 100 ft.: Net Required: Recommended: 310 6,929 288 116 5,328 221 402 4,710 196 285 4,289 178 155 5,200 216 325 11,444 476 1,593 37,900 1,575 17x16 in. 891 ft. /min 0.084 in.wg 3.25 3.95 Type: Model: Brand: Efficiency: Sound: Capacity: Sensible Capacity: n/a Latent Capacity: n/a 91 %/9% 75% / 25% , Heating System 35,511 35,511 0 Btuh 0 Btuh 11,837 Cooling System 3,452 System 1 Room Load Summary .. • • • 3-6 534 • • • X0$6.'. 1,1114086E • • 314 314 3 -5 588 •; 5,4 4� � • • 241 241 2-6 541 • • 4,77 • • • •212 212 2 -5 587 3,610 251 160 160 2 -5 604 3,716 459 165 165 5-6 492 10,888 746 483 483 35,511 3,452 1,575 1,575 38,963 47,348 : Y2 Wednesday, March 26, 2008, 10:36 AM System 2 Room Load Summary • •• • • —Zone 2- 7 Master Suite 8 Master Bath 9 Master CI' 10 Stairs /Halls 11 Laundry 12 B /Rm #2/CI' 13 Bath #2 14 B /Rm #3 /CI' 15 Bath #3 16 B /Rm #4 /CI' System 2 total System 2 Main Trunk Size: Velocity: Loss per 100 ft.: 1,821 29,635 1,575 17x16 in. 891 ft. /min 0.084 in.wg r Net Required: Recommended: 3.18 3.76 Type: Model: Brand: Efficiency: Sound: Capacity: Sensible Capacity: n/a Latent Capacity: n/a 355 8,759 466 5-6 462 •• • �,7Z9.' • �'?.7j • • • • •454 454 134 1,001 53 1-4 523 ink: : :01{)* • • 46 46 98 1,651 88 1 -5 545 •• 4,595 • 252.. ••• 74 74 238 2,633 140 2-4 681 2,551 244 119 119 94 820 44 1-4 428 802 118 37 37 211 1,926 102 2 -5 515 3,018 432 141 141 78 1,045 56 1-4 653 1,223 134 57 57 284 6,212 330 4 -5 641 7,505 960 350 350 94 1,284 68 1-4 640 1,199 11 56 56 235 4,304 229 3 -5 592 5,198 718 242 242 89 %/11% 75% / 25% Heating System 33,820 33,820 33,820 4,357 0 Btuh 0 Btuh 4,357 11,273 Cooling System 1,575 1,575 38,177 45,093 C:\Elite \Rhvacw\Projects \O'Donnell Res' 03- 24- 08.rhv • ••• • • Wednesday, March 26, 2008, 10:36 AM Mr. Chip Derrer W.R. Derrer Construction 900 SE 6 Court Ft. Lauderdale, Florida 33301 Phone: 305 -586 -1856, Fax: 954 - 763 -3920 Reference: Report of Geotechnical Recommendation O'Donnell Residence 1215 NE 94 Street Miami Shores, Florida GFA Project No. 06 -0285 Dear Mr. Derrer: ftC o� - 102 DELRAY BEACH • BOCA RATON • FORT MYERS • JACKSONVILLE • ORLANDO • STUART Florida's Leading Engineering Source Environmental • Geotechnical • Construction Materials Testing •Threshold and Special Inspections • Plan Review & Code Compliance May 18, 2006 GFA International is pleased to submit this report of geotechnical soil exploration at the above referenced project. The proposed site plan and existing site elevations were not provided at the time of fieldwork. The proposed project site is an empty lot. The existing empty lot was identified in the field and executed our fieldwork based on approximate building footprints. No Finish floor elevations (FFEs) and the structural loads were provided. However, we anticipate that maximum column and wall loads will not exceed 50 kips and 4 kips per linear foot, respectively. If actual loads and final structure locations are significantly different than the above assumption, GFA International should be provided the opportunity to re- evaluate our recommendations. We understand that the proposed project consists of the construction of two -story residential building and a pool. Our geotechnical exploration consisted of performing a total of two (2) standard penetration test (SPT) borings to depths of 20 feet below ground surface (BGS) at the above location. In addition, one (1) exfiltration test was performed in accordance with the South Florida Water Management District (SFWMD) Constant Head "Usual Condition" Open Hole Test Method. In general, the subsurface conditions encountered consisted of very loose to loose fine to medium grained sand with varying amount of limestone and shell fragments that extended approximately 6 feet and followed very loose to firm (weak) LIMESTONE with varying amount of fine to medium grained sand. The apparent groundwater tables were encountered in the borings at depths about 6.0 feet BGS. In general, the ground water table will fluctuate seasonally depending upon local rainfall or other local influences. 1215 Wallace Drive • Delray Beach, Florida 33444 • (561) 347 -0070 • (561) 395 -5805 (fax) • www.teamgfa.com O'Donnell Residence 1215 NE 94 Street Miami Shores, Florida, FL GFA Project No.: 06 -0285 May 18, 2006 Page 2 of 2 The calculated hydraulic conductivity coefficient for the exfiltration test was 4.8 x 10 ft /sec /ft -ft of head for EX -1. For detailed information on subsurface soil conditions encountered in the borings and exfiltration test locations, please refer to the "Record of Test Boring and Hydraulic Conductivity Test Result" sheets attached to this report. Based on the presence of very loose SANDS found within the foundation's load bearing zone of influence, anticipated design loads associated with the proposed development, and our experience on similar project, it is our opinion that the soils at the site are generally suitable for shallow foundations to support the proposed structure, once a ground improvement technique (Excavation and Heavy Proof Roll) has been completed. Excavation and Heavy Proof Roll Our recommendations of site preparation for continuous footings and /or isolated footings are noted below. This approach to improving and maintaining the site soils has been found to be successful on projects with similar soil conditions. 1. Based on the existing soil conditions, the geotechnical site preparation must include excavation to a minimum depth of three (3) feet of the loose sands found in the subsurface soil profile extending to at least five feet outside the building footprint. The bottom of excavated subgrade should be compacted before placing any new fill. The excavated soils may be used as backfill material. 2. If the excavation extends below the water table, imported #57 -Stone or Crushed Rock should be used as backfill material to a minimum elevation of 12 inches above the water table. After the site has been backfilled to a dry stable elevation, compaction with a vibratory roller should then be performed. 3. We recommend a steel drum vibratory roller with a minimum static weight of 20,000 lbs. and minimum vibratory impact energy of 36,000 lbs.; (e.g., Dynapac CA -250D or equivalent) be used to compact the project area. The roller should be operated at 2 mph making at least 20 perpendicular overlapping passes. Upon completion of the proof rolling, density tests shall be performed to confirm minimum compaction compliance is achieved. Additional passes may be necessary if compliance compaction is not achieved. 4. Place additional fill material (excavated soil free of deleterious material), as required. The fill material should be inorganic (classified as SP, SW, GP, GW, SP -SM, SW -SM, GP -GM, GW -GM) containing not more than 5 60 O'Donnell Residence 1215 NE 94 Street Miami Shores, Florida, FL GFA Project No.: 06 -0285 May 18, 2006 Page 3 of 3 percent (by weight) fibrous organic materials. Fill materials with silt -size soil fines in excess of 10% should not be used, this includes cyclone sand material. Place fill in maximum 12 -inch lifts and compact each lift to a minimum density of 95 percent of the Modified Proctor maximum dry density (ASTM D -1557) with a vibratory roller as mentioned in item # 3. 5. Perform compliance tests within the fill, to a depth of 12 inches, at a frequency of not less than one test per 2,500 square feet per lift in the building areas, or a minimum of 2 test locations per lift, whichever is greater. 6. The bottom of all footings shall be examined by the engineer or his representative to determine if the soil is vertically free of all organic and /or deleterious material, and if the compaction and soil pressures are achieved or if additional compaction is required. We recommend testing all footing cuts for compaction to a depth of 1 foot. A minimum of one density test per perimeter wall footing shall be recorded. 7. The contractor shall take into account the final contours and grades as established by the plan when executing his backfilling and compaction operations. Use of vibratory compaction equipment at this site may disturb adjacent structures. If the location of the adjacent structures is within very close proximity of the new development, then a representative from this office can monitor the vibration disturbance to the adjacent structures using seismograph equipment under a separate proposal. Foundation Design Provided that the site improvement and preparation recommendations (Excavation and Heavy Proof Roll) presented in this report have been completed, an allowable soil load bearing capacity of 2,500 psf can be used for foundation design. Shallow foundations can consist of strip foundations, isolated foundations beneath columns or a monolithic slab foundation. Shallow foundations shall be embedded a minimum of 12 inches into the bearing soils. This embedment shall be measured from the lowest adjacent grade. Isolated column footings should be at least 36 inches in width; continuous strip footings should have a width of at least 18 inches regardless of contact pressure. GF� O'Donnell Residence 1215 NE 94 Street Miami Shores, Florida, FL GFA Project No.: 06 -0285 Floor Slab Report Limitations May 18, 2006 Page 4 of 4 Based on the test results, assumptions, and the recommended bearing capacity, settlements have been projected to be of 1 -inch or less total and 1 ,4 -inch differential. The ground floor slab may be supported directly on the granular fill pad following the foundation site preparation procedures depicted in this report. For purposes of design, a modulus of subgrade reaction of 150 pounds per cubic inch can be used. The floor slab should be structurally separated from all walls and columns to allow for differential vertical movement unless a monolithic slab is used. Water vapor is likely to rise through the granular fill building pad and condense beneath the base of the floor slab. If moisture entry into the floor slab is not desirable, an impermeable membrane should be installed at the slab bottom - subgrade interface. This preliminary consulting report has been prepared for the exclusive use of the current project owners and other members of the design team. Any third party reliance of our geotechnical report or parts thereof is strictly prohibited without the expressed written consent of GFA International. The methodology (ASTM D- 1586) used in performing our borings and for determining penetration resistance is specific to the sampling tools utilized and does not reflect the ease or difficulty to advance other tools or materials. The evaluation submitted in this report, is based in part upon the data collected during a field exploration. This report has been prepared in accordance with generally accepted local geotechnical engineering practices; no other warranty is expressed or implied. This report does not reflect any variations, which may occur between borings. While the borings are representative of the subsurface conditions at their respective locations and for their vertical reaches, local variations characteristic of the subsurface soils of the region are anticipated and may be encountered. The delineation between soil types shown on the soil logs is approximate and the description represents our interpretation of the subsurface conditions at the designated boring locations on the particular date drilled. The evaluation submitted in this report, is based in part upon the data collected during a field exploration, however, the nature of extent of variations throughout the subsurface profile may not become evident until the time of construction. If variations then appear evident, it may be necessary to reevaluate information and professional opinions as provided in this report. In the event changes are made in the nature, design, or locations of the proposed structure, GFA Gfi� O'Donnell Residence 1215 NE 94"' Street Miami Shores, Florida, FL GFA Project No.: 06 -0285 International shall not consider the evaluation and opinions contained in this report valid, unless the changes are reviewed and conclusions modified or verified in writing. Closure We appreciate the opportunity to be of service to you and if you have any questions or comments, please don't hesitate to call our office. Respectfully Submitted, GFA INTERNATIONAL, INC. CA #4930 /2008 J >` n' : Desnoy:.s, P.E. ofessional E ineer #47885 tate of Florid May 18, 2006 Page 5 of 5 GFP '5' B -2 B -1 El EX -1 NE 94 STREET 40 BORING LOCATION l8E EXFILTRATION TEST LOCATION SCALE: NTS PREPARED: MH DATE: 5/15/2006 ; CHECKED: PROJECT NO: 06 -0285 REVISIONS: CLIENT: W.R. DERRER CONSTRUCTION TITLE: BORING AND EXFILTRATION TESTS LOCATION PLAN O'DONNELL RESIDENCE 1215 NE 94th STREET, MIAMI SHORES, FL LM Engineering, Inc. d/b /a GFA INTERNATIONA 442 NW 35th Street, Boca Raton, Florida 33431 FIG. 1 RECORD OF TEST BORING /,LT ?NATIO ' ' s PROJECT/LOCATION: O'Donnell Residence BORING NO: B -1 PROJECT NO: 06 -0285 START: 4/10/06 FINISH: 4/10/06 WEATHER: Warm BORING LOCATION: Refer to Boring Location Plan DRILLER: Ozzy & Wesley DRILL: CME 55 DRILL CONTILACTOR: GFA International ELEV.: N/A GROUNDWATER: 6.0 feet DATE CHECKED: 4/10/06 BORING METHOD: Standard Penetration Test (SPT) & Auger FLUID LOSS: N/A ELEV./ DEPTH SOIL SYMBOLS AND FIELD TEST DATA 0 2.5 5 7.5 10 12.5 15 ■- ■ -■ —: - -a. . ma Emmummi mammmm gammmram =mom nmarammm ..■■.. - --- .� IMMMMMM .. 1 ..o.a MMMMMM MIMUMM MMIIIMMM ..■ ■.. MIMMWW MMMMMM .. ■ ■.. ..■ ■.. MOSOMM ..■ ■.. ■.■■ -.---a ..■■.. MMMMMM MEMMIMM .■ ■■M■ -- -- .� MMEMMIM ..■ ■.M MMMMMM MIMMMMM .■■■m■ mnnmmm mmmmmm ■.o.a mmummm mmommom mmmmmm nommmom kmmmmom nm mommomm mmmmmm - -.- .� mennimmm mmmmmm nommomm . ■ ■■m■ mmmonmm mmmmmm immommm 1 •• t ..■■..� 1 •• I mmmmmm .� mmmmnm mmmmmm . ■■■M■ 4/10106 3 3 2 2 3 1 2 3 3 3 3 5 4 3 2 Soil and rock samples recovered using MAJOR SOIL COMPONENT SAND LIMESTONE ASTM D -1586 test procedures. OTHER COMPONENTS Loose, light brown, fine to medium grained, trace of shell fragments. Very loose, Tight brown to brown to grayish brown, fine to medium grained, light trace of shell fragments. Very loose, grayish brown, fine to medium grained, trace of limestone and fine root. Very loose, with some Tight brown, fine to medium grained sand. Loose, with some Tight brown, fine to medium grained sand. Loose, trace of light gray, fine grained sand. GFA INTERNATIONAL REC. ( %) 90 6 80 80 90 80 75 STANDARD PENETRATION TEST DEPTH 2'-4' 4'-6' 6'-8' 8' - 10' 13' -15' N 4 2 4 6 7 CURVE 10 30 50 • � PROJECT/LOCATION: O'Donnell Residence ELEV./ DEPTH 17.5 20 22.5 25 27.5 30 32.5 35 37.5 SOIL SYMBOLS AND FIELD TEST DATA ram .... —■ ....�■ uo..I ..u. . immom -u ...1 Nommi 6 5 6 5 MAJOR.SOIL COMPONENT RECORD OF TEST BORING OTHER COMPONENTS Firm, trace of Tight gray, fine grained sand. GFA INTERNATIONAL BORING NO: B -1 REC. (%) 70 • STANDARD PENETRATION TEST DEPTH 18' -20' 11 10 30 50 CURVE RECORD OF TEST BORING PROJECT/LOCATION: O'Donnell Residence BORING NO: B -2 PROJECT NO: 06 -0285 START: 4/28/06 FINISH: 4/28/06 WEATHER: Warm BORING LOCATION: Refer to Boring Location Plan DRILLER: Mike & Oswaldo DRILL: Simco DRILL CONTRACTOR: GFA International ELEV.: N/A GROUNDWATER: 5.9 feet DATE CHECKED: 4/28/06 BORING METHOD: Standard Penetration Test (SPT) FLUID LOSS: N/A ELEV./ DEPTH SOIL SYMBOLS AND FIELD TEST DATA 0 2.5 5 7.5 10 12.5 15 1 1 1 mumm ommmi Nuomm ■ ..- • elomemmi mmassust - .. • -- nrnmmi immumi -- - --m -o..■ nemml Nomm -.■ - -t lim mmi num mimmi = MMMM MENNIIMME - ...U■ . -.■- . . -.•■-I =MEMO • O . -■ - - -' .MMI . . --' 1 • I ' --- °' = MEMO - -I NIMM=• MMMINIMI 2 1 4128/06 4 5 4 3 3 5 5 10 9 5 5 7 5 5 4 Soil and rock samples recovered using MAJOR SOIL COMPONENT SAND LIMESTONE ASTM D -1586 test procedures. OTHER COMPONENTS Loose, grayish brown to light grayish brown, fine grained, with some fine root, trace of limestone and shell fragments. Loose, light grayish brown, fien grained, trace of limestone and shell fragments. Very loose, grayish brown to brown, fine grained, with limestone. Loose, with Tight brown to light grayish brown, fine to medium grained sand. Firm, with light brown to Tight grayish brown, fine to medium grained sand. Loose, with Tight gray, fine to medium grained sand. GFA INTERNATIONAL REC. ( %) 95 9 100 100 100 100 100 STANDARD PENETRATION TEST DEPTH 0' -2' 2'-4' 4'-6' 6'-8' 8' -10' 13' -15' N 7 3 8 14 CURVE 10 30 50 10 • RECORD OF TEST BORING /y NAT ov PROJECT/LOCATION: O'Donnell Residence BORING NO: B -2 ELEV./ DEPTH 17.5 20 22.5 25 27.5 30 32.5 35 37.5 SOIL SYMBOLS AND FIELD TEST DATA 4 4 5 4 MAJOR SOIL COMPONENT OTHER COMPONENTS Loose, with Tight gray, fine to medium grained sand. GFA INTERNATIONAL REC. ( %) 100 STANDARD PENETRATION TEST DEPTH 18' -20' N 9 CURVE 10 30 50 Symbol Description Strata symbols Sand ::• 1 meal --■ -- Misc. Symbols Limestone -� Boring continues Soil Samplers Water table at boring completion Standard penetration test KEY TO SYMBOLS //< z .N HYDRAULIC CONDUCTIVITY TEST RESULTS Q H1 Water Table • D .S___ Elevation A K = Hydraulic Conductivity (cfs /ft. ft.Head) Q = "Stabilized Flow Rate (cfs) d = Diameter of Test Hole (feet) H2 = Depth of Water Table (feet) D = Saturated Hole Depth (feet) Elevation "A" = Proposed Trench Bottom Elevation Hi = Average Head on Unsaturated Hole surface (ft. Head) Test was performed and calculated as presented in the manual "Design of EItration Trench to meet SFWMD Regulatory Criteria ". 9 Soil Boring Logs & Test Results EX -1 Depth Soil Description 0.0' — 4.0' Light brown, fine to medium grained SAND. 4.0' — 5.5' Grayish brown, fine grained SILTY SAND. 5.5' — 7.5' Brown, fine to medium grained SAND with some limestone fragments. 7.5' — 10.0' Brown LIMESTONE with some light brown fine to medium grained sand. Water table: 6.0 feet below grade. K = 4.8 X 10 (cfs/ft. head) O'Donnell Residence 1215 NE 94 Street Miami Shores, Florida GFA Project No.: 06 -0285 DESIGN PRESSURE RATING V � . PosmvE NEGATIVE" IS NEEDED REQUIREMENT WHERE WATER INF + "SO:t1 - 46.0 PS 68.5" MAX. OVERALL WIDTH-- _• I�,1 •, . • .Ih •i; . _.: IR DWG. 6w: TJH OK en: RW OWING I: S-2004 MELD -WEN6 STEEL GLADIATOR and ENERGY SAVER OUTSWING WOODEDGE STEEL DOOR WITH WOOD FRAMES GENERAL NOTES 1. THIS PRODUCT >S DESIGNED TO MEET THE SOUTH FLORIDA BUILDING CODE 1994 EDITION FOR MIAMI —DADE COUNTY. 2. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TD TRANSFER LOADS TO THE STRUCTURE 3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO SASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. 4. IMPACT RESISTANT SHUTTERS REQUIRED. 5. DESIGNED PRESSURE RATING SHALL BE AS FOLLOWS: -SEE DESIGN PRESSURE RATING TABLE SHEET ONE. 6. SIDELITES ARE AN OPTION AND CAN BE IN A SINGLE OR DOUBLE CONFIGURATION. 7. THIS SYSTEM DOES MEET THE WATER REQUIREMENTS IN MIAMI —DADE COUNTY SHED DESCRIPTION WWI l.•.i ONT Ross ' 1 HORIZONTAL, CROSS =TONS 1/4 2/4 & 3/4 AN - vi,IN • *NS up 7 *VIVA TEEE man o olI frame o Lions • 4 ga. (0.021' minimum thickness, a. .. ' mini urn th _ nixed with d o h ave.)- 24.600 psi. I quo polyrren w th 1 0 to • t s is glued to expanded um stur o woo ?oak ra reinforcement. • The head a "ond skit jambs The are H tw o teee bu 2 cod joshed using (3) 7 <" x 2 wire stopies. The threshold used \� an oluminurr autswing bumpface measuring 4.625" 1" k° 31A'. 'A O d . I • • TABLE OF CONTENTS * • ' NG LOCATI * $ & DOOR MODELS BILL ( MA IALS & GLAZING DETAILS 74.5" MAX OVERALL WIDTH 3 6.75" MAX PANEL. WIDTH W /ASTRAGAL lo DOUBLE DOOR ELEVATION SINGLE DOOR W 21.8175" 14" MAX. 15.5" MAX MAX. D.L.t PANEL WIDTH FRAME WIDTH 105.25" MAX. OVERALL WIDTH 36" MAX PANEL. WIDTH 0 up 1 { 0 SIDEUTES ELEVATION I WIDTH BUNGLE` DOOR EL.VA11ON, 6" MAX. D.LO. 19.825" MAX. D.L.O. 1 11 1 1 DAM 12/01/99 SCAM N.T.S. i I 3 INN SEE NOTE 12 SHT 7 .020" MIN. SKIN .020" MIN. SKIN T fK. SEE NOTE # SfT. 7 ,020" MIN. SKIN 1.78" MAX. PANE. THK. GLASS .Ilu MAX. SEE NOTE #1 SW. 7 NEP IAVI a 813.684.3831 RW 5-2004 .25" MAX. SHIM SEE NOTE 11 SHr. 3 JELO -WEN, INC. 31725 HIGHWAY 97 NORTH CHILOQUIN, OR. 97624 PH. 641.7 2057 Ott PO 1 11 SEE NOTE 11 SHT. 7 ME E IJ11111['7.M NOTES: 1. SPACING FOR #18A IS AS 1, 21/2; 4;51/2, THE BOTTOM UP IS THE 2. ATTACH THE STRIKE PLATE ASTRAGAL USING A 18 x BUILDING CONSULTANTS, INC. 813,684.3931 FOLLOWS: FROM TOP DOWN 1.3", 18" & 26 ". SPACING FROM AND THE DE DBOLT PLATE TO THE 2" LG. PHILLIPS FLATHEAD SCREW. .15" MIN. COUNTERSINK . 1•21 Glat 12/01/99 9cr 1 /2" = 1" brio, era TJH O eri RW OfOXIN0 NO.: 5 --2004 4 4 . '4 1.13" MIN. ,.�.,, _,, ► DAB JEW -WEN, INC. 31 725 HIGHWAY 97 NORTH CHILOQUIN, OR. 97624 PH. 541.783.2067 .....„.x 4 '' er 1 . 0 0 01 .. ....,::.__ .25" MAX. SHIM THK. w I V" _ 5 - 4 1 11 a6R :1i :14 i ._ r 15" MIN. r - COUNTERSINK SEE NOTE #1 SHT. 4 .15" MIN. COUNTERSINK SEE NOTE #1 SHT. 7 ;n b ..._. ai., rel t _. Ikzok.. ai. if Rt• 1 di)UI SEE NOTE iji SHT. 4 0 . 4 ;::'"o. 11111W ) = 0 GO a 111 '911 • ; SEE NOTE #1 SPIT. 7 SEE NOTE #1 SHT. 4 reig ■IM.311LATA KKR! WI !LW IIIV.E1111111111111111lNIIIIIIIIIIIIIIIIIIV.al PRODUCT: JEL.D —WEN STEEL OUTSWING WOODEGE DOOR DOUBLE & SINGLE UNIT _PART OR 811110 BILY: H ORI ONTA SUILDINO CONSULTNdf9, INC. 813.684.3831 18" MIN. COUNTERSINK NOTES: 1. SPACING FOR ITEM 3, WHEN USED TO ATTACH THE SWIM TO THE SIDELITE JAMS 15 AS FOLLOWS; FROM THE TOP DOWN 8" & 30 ". THE SPACING FROM THE BOTTOM UP IS THE SAME. HO9JZONTAt_ ,CRd CTION AT' SIDE`JTE TO ETCH SE JAMB. TIP. �p�Y� itiNfr lrlf� • :- ITT1] g g c+►s 12/01/99 sake1 /2" = 1" ow ern TJH Cam. R N m e m o ao.: 5 -2004 ,SINGLE DOOR ANCHORING LOCATIONS SEE DETAIL "G" DETAIL. "G" HINGE DETAIL, we 12/01/99 scazi N.T.S. RW SEE DETAIL ° G" SHEET 5 SEE DETAIL SHEET 5 von 1TE MODELS MOLE DOOR W/901:11TESANWOR1110 LAYOUT X12./01/99 utga N.T.$ Rio. ern TJH arr. ern RW GENERAL NOTES: NON - IMPACT WINDOW 1. GLAZING OPTIONS: A 1NV9' *WALED AI.ED GLASS B.118" TEMPERED D GLASS C. 3118' ANNEALED SASS D. 114' ANNEALED GLASS E. 3118' TOWERED GLASS F. 114• TEMPERED ,GLASS G. LO. GLASS CONSISTING OF MUTES OF 118' ANNEALED GLASS won A 1/4" AIR SPACE BETWEEN. H.1 I.G. GLASS CONSISTING OF,(1) LITE OF 3118' ANNEALED GLASS AND MUTE OF 118' ANNEALED GLASS WITH A 3116• Apt SPACE BETWEEN. ® I. 112' LG. GLASS CONSISTING OP (2) UTES OF W TEMPERED GLASS WITH A 114 AR SPACE BETWEEN. J. 112' I.G. GLASS CONSISTNG OF (1) U TE.OF WS" TEMPERED GLASS AND (1) LUTE OF 118' TEMPERED GLASS WITH A 3114' AIR DACE BETWEEN. 2. CONFIGURATKIN :1/1 OX 3. DESIGN PRESSURES: (SEE TABLE 1, SHEET 3) A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS ® TABLES A$TM E 1302. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300.02. C. DESIGN PRESSURES LESS THAN 40 PSF ARE NOT APPLICABLE IN MIMO -DADE COUNTY. 4. FOR ANCHORAGE REQUIREMENTS SEE SHEETS 8 AND T. THE 33 STRESS INCREASE HAS NOT BEEN USED N THE DESIGN CF THIS PRODUCT. K SHUTTERS ARE CURED WHERE IMPACT RESOURCE RR REQUIRED SHUTTERS MUST BE MIAM -DADE COUNTY APPROVED FOR INSTALLATION IN MU1M►OADE COUNTY. S. SEALANTS: FRAME CORNERS, FIXED MEETING RAIL SEAMS AND VENT CORNERS SEALED WITH CLEAR COLORED SEALANT. 7, REFERENCE& TEST REPORTS FTL -2115% FTL -2900.FIL -29 PTL•2083. FTL- 3654, FTL.4179, AND FIT. -4379. ELCO TEXTRON NOR 04-0721.01, 03022505 ANSIIAF$PA NDS -2001 FOR WOOD CONSTRUCTION ADM -2000 ALUMINUM DE:SI3N MANUAL E. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, 2004 EDITION FOR THE HIGH VELOCITY HURRICANE ZONE (INHZ). F.K cris F.K 12/1594 FtEDRAWN AOVEDALE. EX7R. A1D1 G&W TIPE9& AAR JJ. S/28A78 74' MAX. HEIGH 1070 TECHNOLOGY OWE f<$z P.O. BOX te49 MMM. ft. umi4 iti% Better x T 118' MAX. WIDTH-- 49118• MAX. FIXED UTE DAYLIGHT OPENt NO 48 118" MAX. VENT omicron* OPENING OUTSIDE ELEVATION oar 08433/03 Ansikinw E GENERAL NOTES AND ELEVATION 34 IV MAX. FIXED UTE DAYLIGHT 343/8' MAX. VENT DAYUGHT Ot'E^iNG ALUM. SINGLE HUNG WINDOW, STD. MTG. RAIL 17T8 r; • T 1 2 7 3 8 1 F NOA DRAWING MAP SHEET GENERAL. NOTES. .. ..... .....1 ELEVATIONS.— »... ».1 GLAZING DETAILS..........,. 2 DESIGN PRESSURES...... 3 VERT. SECTIONNS.- .. ».... 4 HORIZ. SECTIONS. 4 PARTS (.19T » ..... »»....... »... 8 EXTRL►SIONS .»....8 ANCttORAQE ISSISUCIFONICIIMID itiuMM ll�pi N G OR . 7 s2J 1/8" GLAZING DETAIL (ORIGINAL DESIGN) Roomy .r oa 1207sr04 FK 12175)4 FIAMMOOW F E n Chietee J.J. 118' mNEALFA OR TEM PEREO GLASS 1 1/2" 1.G. GLAZING DETAIL ORIGINAL DESIGN AODAU SPACE . TOLG. GLASSOETALS Si ACCED IG GL AIDA, aerALLS r. Wes. RECIRAWN ORA AND 400ED ALT. GLAZING OETAR9. 2 OR 3/18• ANKEALED OR 24 r- Guns 3/16" GLAZING DETAIL (ORIGINAL DESIGN) 1 6707F.Oh oLa YORtYE FL SarS P.O. BQX MO NOKOM .fi 94274 VlxaM, Better sr..+ 10111ft Thai 9hv000 1 Full 1 2 d 7 1/4" GLAZING DETAIL (ORIGINAL DESIGN) 1/2"1.G. GLAZING DETAIL (ORIGINAL DESIGN) Fitilr _ GLAZING DETAILS ALUM. SINGLE HUNG WINDOW, STD. MTG. RAIL 1r�4. 2738 N L CIRk, P.E. Pe R99r12 $Yudura! A +56.7 83118" B,E,F +56.7 C,D,G,H,1,J +55.7 -70.6 -$1.2 ' +39.9 -39.8 +36.3 -38.3 -87.0 +56.7 '40.0 +58.7 59.6 +58.7 -60.6 57.0 +56.7 77.6 +58.7 -63.3 +55.1 -55.1 +33.0 +55.0 +50.0 -50.0 * UPGRADE FROM GLASS 1YPE TESTED L. Clerk P.B. PE #38712 sln,mwal +58.7 +58.7 +56.7 +58. B,E,F +58.7 C,D,G,H,I,J +597 47.8 -90,0 -90.0 -793 -90.0 -90.0 +58.7 +56.7 +56.7 +56.7 +56.7 +51.2 -90.0 -66.7 -90.0 -88.0 -90.0 -90.0 .0 63` -71.0 -90.0 76" +4348 -43.8 +58.7 +56.7 +56.7 +56.1 +56.7 +58.7 +56.7 +58.7 +58.7 +50.7 +56.7 .0 -90.0 -90.0 X0.0 -90.0 90.0 77.6 -90.0 l .0 9 -03.0 -90.0 -59.3 -90.0 -90.0 +56.7 +56.7 +58.7 +56.7 +59.7 +56.7 +56.7 +58.7 +58.7 +48.0 +58.7 +56.7 .6 -84:9 -77.1 -61.8 -82.1 -74.6 -60.0 -80.0 -80.0 -72.8 -48.0 +38.2 +56.7 +56.7 +36.3 +58.7 +55.0 +33.8 +56.4 +51.3 +33.0 +55.0 +50.0 +33.0 +55.0 +50.0 +51.7 -51,7 +55.7 59.9 +56.7 -81.7 +46.3 -46.3 +56.7 79.7 +56.7 72,5 +58.7 +56.7 +42.1' +56.7 +56.7 -48.0 -80.0 -72.8 -42.1 -70.2 -63.8 +55.0 +50.0 392 -63.6 -57.9 -38.3 -60.5 -55.0 33.8 -56.4 -51.3 -33.0 45.0 -50.0 -33.0 -55.0 -50.0 -50.0 -33.0 -55.0 -50.0 -900 +66.7 -90.0 +56.7 -90.0 +56.7 -PI 0 -90.0 -90.0 -90.0 -90.0 -90.0 +56.7 +56.7 +56.7 +56.7 +56.7 +56.7 -90.0 -90.0 -90.0 -90.0 -90.0 +56.7 -90.0 .56.7 -90.0 +56.7 • -90 +56.7 -90.0 +55.7 90.0 -®0.0 -no .90.0 -90.0 -90.0 .85.5 -90.0 -90.0 -73.5 -90.0 -90.0 -66.5 -90.0 -90.0 F3 Mt UPGRADES 1 ALUM. SINGLE HUNG WINDOW STD. MTG RAIL 112" 1.0. (118"T, 114" NR SPADE, 118"T) FTL COMPARATWE ANALYSIS: 10 118" C,D,GIH,1,J A C,D,0,H,I,J 32" B,E,F +56.7 C,D,G,H,I,J +58.7 A +58.7 37" OAF +56.7 C,D,G,H,I,J +56.7 A +56.7 0,E,F +59 7 C,D,G,H,1,J +58.7 WINDOW HBc3HT TABLE 1. GLASS TYPES: A. 118" ANNEALS) PTL -2981, lir TEMPERED FTL 4,, 3118" ANNEALED FTL D. 114" ANNEALED 3118" T1IRIPERE: 114" TEMPERED 112" I.G (3118"A, 3118" AIR SPACE, 118"A) FTL FTL 437 z MAW 41479 FTL* ,,41k7N SECTION 13-8 10»..8x: Ws - Platsi : F.K maw F At7YlITGINLC AND 59 'VNOFE2. amok cog !Web= J.J. O 45 E MORAVA AND ROSINED ALTERNATE EMMOMS. a.. RwiAM RIG 121WV1 0 REDRAWN ANoA00EoAl'1k77NA7EEXTRUSIONS 'IV Ewe: tamtedlOK INTEtTOR NOTE 2 1070 lECIPLOLO3Y OWE PO1f01M9. FL 74275 P.O.00X 1189 MEOW . FL 74274 NOTE 1 1 :Mk _ NOTES: VENTOAYLIGHT FIXED UTE DAYLIGHT MAX WIDTH SECTION A A 1. WINDOWS ARE EQUIPPED WITH ITEM 13, SWEEP LATCH LOCATED ON THE VENT TOP RAIL OR ITEM 41, BOTTOM LOCK LOCATED ON THE VENT BOTTOM RAIL 2. WINDOWS ARE GLAZED WITH ONE OF THE FOLLOWING GLASS ITEMS 21, 23, 24, 29, 51, 52, 53, 54. 55, OR 55. PIC411-1711:— SECTIONS ALI1M SINGLE HUNG WINDOW STD MTG. RAIL 'eel %4S1* porter _ ar.41..,t ' s.t . PE 2PE j 1� 4 • 2236 J F Strozbai 1.817 1.160 1. 9.129 -J #2703. HEAD 6063 -T6 #2704 SILL 6083 -T$ 1.010 #2706. MEETING #2705, JAMB 6063 -T8 n L Clark. P.E. PE 039712 truciumi n um �(;T +�pryf� am �•IC IE !. -�Mf 62704 I. Lari MIN E" ru l • Trr?:i: J:I': fI•`r1,,A 'llama«_)♦ . OR MEM WMVENT - I=Dommunil DERAI Ems'' OP G AIIIIIIII :-, :1 141 10 LEENI •`► r'"_ = 7684PA T ' ".. KEN SWEEPLATCII 096 (_4i•:ui t ; rr>Tt SLM V jF OR: MINN hal DESCRIPTION POT # MEM FAN l.r i3g 3frr', r. Q EMI :11_42211111111111.11111.11.1EKi211.1 IFUN L.'il l:: ,`T` 4 rs 7 = ` ���� � FAN CJl'Af c - [AGMIIIII iumul 10111 Laiail T - WIN Cri4iFre . I.Q. d .v i. ..y EEkIllIMII ii ill ■�Ti •'i KM ' • OM RAH. LOCK 6Z/ { • IMIN __a . ill[ +h Sh. a. ,i• b a • IF1111 [ 1 / " *TEMPERED I t.t_` ACE NM= MIME UM 1 A. GLASS 1' ! T, err ri 61062 62699 VENDOR /MATT, ROR= OR vg OR I C^ ( Y FLORIDA = OR= ADO ARSRAC PM TOLD GtASSRECFPES 2 55 d '- A00 OEMS 551 d 54 (TEMPER I.G. � OPTIONS) UPDATED PARTS UST IErDWG 1405. e • •. •. 2719 1WOTEC. OGT DANE NOKOVne, FL 342T5 P.O. eQx 1528 NOKOMIS, FL 3420 Visibly Saw r_ PARTS LIST AND EXTRUSIONS INN ALUM. SINGLE HMG WINDOW, STD. MTG. FAIL irarnlex Pre HOWNIM FK 00/JY00 F 114' MAX. SW A CONCRETE 1 Mr MIN. OAU 1 114' M. SEE NOTE I !Jr� _ .. :. f� SEE NOTE I M I N . 3k44 CONCRETE OR MIN.1.61ai CMU /EXTERIOR) DETAIL 1 6A EM C E ��A I 1 TN Ad.S Ruud Os pir 01~111: J.J. 011105106 E REVERSE ANOKiA NM. 1 REVISE ANCHORAGE NCIES Resift: ow limprefte FK 1211604 O RC71RAW 4. LADA7EO HOTEL I REMOVED HEAD A MT SECTIONS F.K. 1u15V4 .14 W6D5 6. ANCHORS ARE NOT REQUIRED IN THE HEAD OR SILL (REF. TEST REPORTS. FTL -4263 AND FTL•4378). 1D7011 06Y DANE MOMS. FL 34275 PL. 110X 1528 11X3[01'69.19.24274 VijJbr Sots? CONCRETE 13B' 4(1N c,1w 1 114' ANN. CONCRETE wow ANCHOR \ i + CONCRETE ANC �w1,�wR� • ' CONCRETE ANCHOR 11 ��rttll,�rr.:u r. I�rr� Ilul,r �,lu�l+ (tl�I111 SEE NOTE t TYPICAL JAMB ANCHORAGE Fibs IX WOOD BUCK (SEE NOTE 2) MK NW CONCRETE £, 2x W000 BUCK (SEE NOTE 2) ORt MIN. 1.9144 CMU DETAIL 2 NOTES: 1. Mt MI.CADE COUNTY APPROVED ANCHOR TYPES: 1. moo 114' TWCON 2. ELCO 114' S34 CRETE -FLEX MASONRY SCREWS 3.1112 SCREW ®FOR CONCRETE APPLICATIONS IN Ml ?A1 -DADE COUNTY, USE ONLY ABOVE APPROVED 114' TAPCONS OR SS4 CRETE -FLEX. MINIM DISTANCE FROM ANCHOR To CONCRETE EDGE IS 1.750". FOR WOOD APPLICATIONS USE 412 STEEL, 05 SCREWS OR 114' I .0 O SS4 CRETE -FLEX ANCHORS. 2. AY00D SLICKS DEPICTED 44 THE SECTIONS ON THIS PAGE AS Ix ARE BUCKS YJWOBE' TOTAL THICKNESS IS LNSS THAN 1 NZ'. wir000 8ucK3 OEPfCTED AS 2K ARE 1 h2' TWCICQR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD SUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED SY AUTHORITY HAVING JURISDICTION. 3. WOOD BUCKS LESS THAN 1 112' rem ARE OPTIONAL (PRODUCT MAY BE INSTALLED DIiE::TLY TO CONCRETE). 4. FOR ATTACHMENT TO ALUMINUM: THE MATERIAL SHALL BE A MINIMUM STRENGTH OF ti083T5 N40 A MINIMUM OF 118' THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW JAMB SIMA.AR TO THAT SHOWN IN CETAII. 3 ABOVE FOR 2x WOOD BUCKS. THE ANCI4OR SHALL BE A412 SHEET METAL SCREW WRH FULL ENGAGEMENT INTO THE ALUMINUM. IF THESE CRITERIA ARE MET THE PRESSURES AND ANCHOR QUANTITIES SHOWN IN TABLE 2, SHEET 7 FOR ANCHOR TYPES 1 AND 2 IN CONCRETE MAY BE USED. (EXTERIOR) DETAIL 3 8.53 I18" WIDE x 78' HIGH UNITS TESTED TO FULL DESIGN PRESSURE AT THE FOLLOWING SPACING: &IAMBS: IM' MAX. FROM CORNERS. 8 t? SET MEETING RM . ANC 1T ABOVE THE LOWER AEETMG RAIL ANCHOR. 3' MIN ANCHOR SPACING. 7. FOR 8VSTALLATION IN MIAMI.0ADE COUNTY REFER TO DIMENSIONS OF NOTES MO ANCHOR QUANTIES PER JAWS IN TABLE 2, SHEET 7. ADDITIONAL ANCHORS, WHEN REQUIRED. TOTE EQUALLY SPACED ABOVE AND BELOW THE MEETING RNA. BETWEEN THE CORNER AND MEETING RAIL ANCHORS. 8. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF FOC 2004, SECTION 2003.8.4 (SUPPLEMENT 200S). ANCHORAGE DETAILS ALUM. SINGLE HLWG WINDOW, STD. MTG RAIL SHIM j NTS 6 . 7. I* 2736 IF C,D,G,H,1 A C,D,G,H,I B,E,F C,DjG,H,I,J B.EF CA.G,H,I.J C,D,G,H,I,J A B.E.F C,D,G,H,I,J A B,E,F C,D,G,H,I.J ?1W 1,21C 3M/ VW 4 6 4 4 4 6 6 6 TV 1.2!C 3M )W 1,710 6 4 4 4 6 8 6 8 QUANTITY OF ANCHORS REQUIRED EACH JAMB TABLE 2. WINDOW GLASS WIDTH ME A 18 US" B,E,F C.D,Qd4t,1 o..,er� ANCHORAGE SPACING, 1/1 WINDOWS '4 F K 12118124 J.J. Sl28/08 4 4 11711111111111 6 6 NILE In ILIUM 8 6 WHOM 4 8 6 a s 6 1470 7E QYVRNE 7401■334341. F134276 Pi} 179X IVO 10103:2413 34274 7 d 7 }1NCHOR TYPEJSUBSTRATE KEY 3M = 612 SCREW IN WOOD 2N4 = 114' 634 CRETE -FLEX IN WOOD 103 = 1/4"TAPCON OR 114•S64 CRETE -FLEX IN CONCRETE (SEE APPLICATION NOTES AND DETAILS ON SHEET 8) NOTE: ANCHORS NOT REQUIRED IN HEAD OR SILL GLASSTYFE Y A. 1ffi' ANNEALED B. lir TEP ERED C. 3118' ANNEALED D. 11' ANNEALED E. 3118' TENDERED F. 114" TEMPERED Q IPr 1.G. (118'A,114' AIR SPACE. 1 'A) A H. 112' 1.0. (3f18'A, 9118' AIR SPACE. 118'A) 1, 112' I.G. (U8'T,114' AIR SPACE. IIB"T) J. 112' I.G. (31161, 3116' AIR SPACE. 1 'T) 2738 I F MODUCnitalup NOTES: OUTSWING IMPACT FRENCH DOOR(S) AND SIDE LITE(S) 1. GLAZING OPTIONS: A. 7/16" LAMI CONSISTING OF (1) LITE OF 3/18" ANNEALED GLASS AND (1) LITE OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM. B. 7/16" LAMI CONSISTING OF (2) LITES OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM. C. 7/16" LAMI CONSISTING OF (1) UTE OF 3/16" ANNEALED GLASS AND (1) LITE OF 3/16" HEAT STRENGTHENED GLASS WITH AN .075 VANCEVA INTERLAYER. D. 7116" LAMI CONSISTING OF (2) LITES OF 3/16" HEAT STRENGTHENED GLASS WITH AN .075 VANCEVA INTERLAYER. E. 718" LAMI I.G. CONSISTING OF (1) LITE OF 3/16" TEMPERED GLASS OUTSIDE, 1/4" AIR SPACE AND (1)7/16" LAMI GLASS ASSEMBLY INSIDE (3/18" A,.090 PVB, 3116" HS). F. 718" LAMI I.G. CONSISTING OF (1) LITE OF 3/16" TEMPERED GLASS OUTSIDE, 1/4" AIR SPACE AND (1) 7/18" LAMI GLASS ASSEMBLY INSIDE (3/16" HS,.090 PVB, 3/16" HS). G. 7 /8" LAMI 1.G. CONSISTING OF (1) LITE OF 3/16" TEMPERED GLASS OUTSIDE, 1/4 AIR SPACE AND (1) 7/16" LAMI GLASS ASSEMBLY INSIDE (3/16" A,.075 VANCEVA, 3/16" HS). H. 7 /8" LAMI I.G. CONSISTING OF (1) LITE OF 3/18" TEMPERED GLASS OUTSIDE, 1/4" AIR SPACE AND (1) 7/16" LAMI GLASS ASSEMBLY INSIDE (3/16" HS,.075 VANCEVA, 3/16" HS). 2. DESIGN PRESSURES: TABLE 1, SHEET 3. A A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E1300 -02. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E1300 -02. 3. CONFIGURATIONS: X O )0C, XX0 OX, XXX, XXO, OX)C. O O XXXX, XXXO, OXXX, OR 0)0(0 WHERE Q REPRESENTS EITHER THE NARROW JAMB OR FULL JAMB SIDE UTE. ANY TWO ADJACENT X UNITS CAN BE EITHER TWO SINGLE, X DOORS OR A DOUBLE, NQ( DOOR. THE FRENCH DOOR ASSEMBLY BEAM IS USED TO ASSEMBLE X XX, AND O UNITS TO MAKE THE ABOVE CONFIGURATIONS. 4,,ANCHORAGE: THE 33 1/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. FOR ANCHORAGE REQUIREMENTS SEE SHEETS 9 THRU 11. 5. SHUTTERS ARE NOT REQUIRED. 6. SEALANT: INSTALLATION SCREWS, FRAME AND PANEL CORNERS SEALED WITH CLEAR COLORED SEALANT. VERTICAL ASSEMBLY BEAM SEAMS SEALED ON THE INTERIOR AND EXTERIOR WITH CONTRACTOR'S SEALANT. 7. REFERENCES: TEST REPORTS: FTL- 4311, FTL- 4312, FTL -4315, FTL- 4527, FTL -4528, fTL -4529, FTL -4530 AND FTL -4921. ® ANSUAF&PA NOS-2001 FOR WOOD CONSTRUCTION ADM -2000 ALUMINUM DESIGN MANUAL 8. THIS PRODUCT HAS BEEN. DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, 2004 EDITION INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). Oft MMUS adc ROM Notrlamt two 1 Rsollow A Stalskar 0 CHANGE WOWS 1 4 AND 7. ADO VAMEVA 11ER(AYER OJA89 TYP81$ P* vE amain okras rostsursAkv DPTA9LE'9 IMRE: A14011OP K#EADDSUBSI.MIDAL Tams I P9 BOTTOMNAL REVISE NOON 1: Aso mama A•cr 1070 TECHNOLORYDiV E 4010008, R 94278 P.O. BOY 1129 NOtO711t R 94274 GENERAL NOTES AND DRAWING MAP ALUM. FRENCH DOOR 8 SIDE LITES, IMPACT flulagodrt POMO I 1 « 11 ' 8000 -11 Nor B NOA DRAWING MAP TOPIC SHEET GENERAL NOTES 1 CONFIGURATIONS 1 GLAZING DETAILS 2 DESIGN PRESSURES 3 ELEVATIONS 4 VERT. SECTIONS 5 HORIZ. SECTIONS 6 PARTS LIST 7 EXTRUSIONS 8,11 ANCHORAGE 9-11 PRODUCT REVISED es aom$ rli *Di tlae E1M10S Beidisa Cede Aceepessee .J... r O LIA. • • Lucas A. Turner, P.E PE 158201 Mechanical EXTERIOR 7/18" NOM. 3/16' ANNEALED OR HEAT STRENGTHENED GLASS .090" DUPONT BUTACITE OR SAFLpUKEEPSAFE MAXIMUM PVB INTERLAYER � 3/16' HEAT STRENGTHENED GLASS 91 oR 92 NTERIOR GLAZING DETAIL 7116" LAMI GLASS W/ PVB INTERLAYER 1 5/8" GLASS BITE SETTING BLOCK 3/16" TEMPERED GLASS AIR SPACE 3/16" ANNEALED OR HEAT STRENGTHENED GLASS .090' DUPONT BUTACITE OR SAFLEX/ KEEPSAFE MAXIMUM PVB INTERLAYER - 3/18" HEAT STRENGTHENED GLASS GLAZING DETAIL SETTING BLOCK 7/8" LAMI I.G. GLASS W/ PVB INTERLAYER EXTERIOR INTERIOR 1 5/8" GLASS BITE GLAZING DETAIL 7/16" LAMI GLASS W/ VANCEVA INTERLAYER SETTING BLOCK 718• NOM. 7/16" NOM. 3/16" ANNEALED OR HEAT STRENGTHENED GLASS .075" VANCEVA INTERLAYER r _3(16" HEAT STRENGTHENED GLASS 3/18" TEMPERED GLASS AIR SPACE 3116" ANNEALED OR HEAT STRENGTHENED GLASS -- .075 VANCEVA INTERLAYER -+-- 3/16" HEAT STRENGTHENED GLASS 97 OR 99 INTERIOR 5/8" GLASS BITE GLAZING DETAIL SETTING BLOCK 7/8" LAMI I.G. GLASS W/ VANCEVA INTERLAYER PRODUCT emptying aft eta WWI& Wadies Cads Amylases "aaaig ew er Rolm f lip ow F J c 1 arc 1Z/231ft IgrAbne A a Rakkar te.arraa NEW M E.. ADO NIINCEN4INTERLAYER GLAZING WM& AO (SWAM 7116 WENT 1070 TECHNOLOGY O E FL PA aox 1529 NOKOMIEL R3*74 GLAZING DETAILS ALUM. FRENCH DOOR & SIDE LITES, IMPACT ear■aeart 110-�10- are a " WOO I FULL 2 s 11 I 8000-11 are B Lucas A. Tumor, P.E. PE 1201 Mechanical TABLE 1. DESIGN PRESSURES FOR GLASS TYPES A THROUGH H A - 7/16" LAMI (3116 "A,.090 PVB, 3/16"HS) B - 7/16" LAMI (3/16 "HS,.090 PVB, 3/16"HS) C - 7/16" LAMI (3/16"A,.075 VANCEVA, 3/16 "HS) D - 7/16" LAMI (3/16 "HS,.075 VANCEVA, 3/16 "HS) E - 7 /8" LAMI I.G. (3116 "T, 1/4" AIR SPACE, 3/16 "A,.090 PVB, 3116 "HS) F - 7/8" LAMI I.G. (3/16"T, 1/4" AIR SPACE, 3/16"HS,.090 PVB, 3/16 "HS) G - 7/8" LAMI I.G. (3/16 "T, 1/4" AIR SPACE, 3/16"A,.075 VANCEVA, 3116 "I -IS) H - 7/8" LAMI I.G. (3116 "T, 1/4" AIR SPACE, 3/16 "HS,.075 VANCEVA, 3/16 "HS) CONFIGURATION CONFIGURATION NARROW JAMB 0 NARROW JAMB 0 NARROW JAMB 0 NARROW JAMB Q NARROW JAMB O SINGLE X SINGLE X DOUBLE XX DOUBLE XX FULL JAMB 0 FULL .LOMB Q AMOY A p lr�rb*s i�leaee at naz DOOR WIDTH -33 37' 3 0. 3T' 6 71 314" 8 71 314" SIDE LITE WIDTH 3611/16" 33 11/16" 36 11116" 3611/16" HW 3 C,G A,E _ C,G 0 a . A,E C,G C,G DOOR HEIGHT 6 793/4" +70.0 -80.0 +100.0 -100.0 +70.0 -80.0 +100.0 -100.0 6 - 79 3/4" +70.0 -80.0 36 11/16" C.G +100.0 -100.0 36 11/16" A,B,E,F +70.0 -80.0 30 11/16" C,G +100.0 -100.0 +100.0 -100.0 D,H +100.0 -100.0 INSVIN =IWO TA&E 1 TOINOODEAU. GAS'S Mal 0211 L10118 1 TOAATME 1$X0.02 7 - 83 3/4" +70.0 -80.0 +100.0 -100.0 +70.0 -80.0 +100.0 -100.0 SIDE LITE HEIGHT 7 -833/4" +70.0 -80.0 +100.0 -100.0 +70.0 -80.0 +100.0 -100.0 +100.0 -100.0 +99.9 -99.9 +100.0 -100.0 +100.0 -100.0 l870 NGI, R.$ P.Q. SOX 16 0 NFL61274 87 3/4" +70, 0 -80.0 +100.0 -100.0 +70.0 -80.0 +100.0 -100.0 87 3/4" +70.0 -80.0 +100.0 -100.0 +100.0 -100.0 +95.3 -95.3 +100.0 -100.0 Etc,i VIA& Better FTL- 4311, 4312, 4315 UPGRADE FTL -4311, 4312, 4315 FTL -4527, 4528, 4529, 4530 UPGRADE FTC.- 4527, 4528, 4529, 4530 FTL -4311, 4312, 4315 UPGRADE FTL -4311, 4312, 4315 F1C -4527, 4528, 4529, 4530 UPGRADE FTL -4527, 4528, 4529, 4530 91 3/4" +70.0 -80.0 + 100.0 -100.0 +70.0 -80.0 +100.0 -100.0 91 3/4" +70.0 -80.0 +100.0 -100.0 +70.0 -80.0 +100.0 -100.0 +100.0 -100.0 +91.4 -91.4 +100.0 -100.0 50-95 314" +70.0 -80.0 +100.0 -100.0 +70.0 -80.0 +100.0 -100.0 8 - 96 3/4" +70.0 -80.0 +100.0 -100.0 +70.0 -80.0 +100.0 -100.0 +70.0 -80.0 +100.0 -100.0 +97.4 -97.4 +87.9 -87.9 +100.0 -100.0 DESIGN PRESSURES aAr ALUM. FRENCH DOOR & SIDE LITES, IMPACT s 177311 d 11 Ia..1414.8-11 LAB PRbDuCT 8EYISED aEsoansly g,9t wttb the Reside iluialeg Aceeptessee No trapketios Due Lucas A. Turner, P.E. PE *158201 1Aect*srdcal 95 3/4" MAX. HEIGHT ALL 791/8" MAX DLO ALL 73 13/18" MAX. WIDTH-1 OX OR XO 25" MAX. DLO ALL X UNITS r+--- 713/4" MAX. WIDTH 110 5/8" MAX WIDTH 14 NOTES: 1. CONFIGURATIONS W II1 ITES CAN BE EITHER NARROW JAMB O VERSION. 2. FOR ANCHOR SPACING AND DETAILS SEE SHEETS 9 THROUGH 11. 3. FOR VERTICAL SECTIONS SEE SHEET 5 AND FOR HORIZONTAL SECTIONS SEE SHEET 6. 3611/16" MAX. WIDTH 25" MAX. DLO 145 3/8" MAX. WIDTH %r OXXO (SHOWING EACH VERSION SIDELITE) 3811/16" MAX. WIDTH 33 3/16" eneY_ 0 (FULL JAMB) 0 (NARROW JAMB) PRODUCT REVISED �irithibe F1adda =.i°Z 2010 9adePeedua [ 2/2-r /a c am ter F.K mond is F.K MAW 107591ANO NO ~SE MOS SHEET aw.e aFJC DOC zete arerest A a RINIkker a. 101E TECHNOLOGY DRIVE NOWAK FL MVO paOWISM MOM FL Ba ir EXAMPLE ELEVATIONS ALUM. FRENCH DOOR & SIDE LITES, IMPACT 1 Better eweerr sere eeur a�.+vI w"r FD7RJE I NTS 14 w f1 I 11 I B Lucas A. Turner, P.E. Pe 088201 Mechanical VERTICAL SECTION A NARROW AND FULL JAMB SIDE LITE HEAD MAX. DLO EXTERIOR VERTICAL SECTION C NARROW AND FULL JAMB SIDE LITE SILL INTERIOR VERTICAL SECTION B OUTSWING HEAD ORIGINAL VERSION TOP RAIL A ALTERNATE VERSION TOP RAIL MAX. DLO— EXTERIOR MAX. HEIGHT ORIGINAL VERSION BOTTOM RAIL ALTERNATE VERSION BOTTOM RAIL VERTICAL SECTION D OUTSWING SILL INTERIOR MAX. HEIGHT MEMO' REVISED �q with dtc FTarids Ammildnus Thad Fr FJC tom* , FX tt.osONN Case FiC Der AGMS owe 141296 ts� aft 122341 leatokar A anibur D flattaar LT. NOGY61AIOET1a8SHEET REVSEaEitfa. ffitOYYA TERNAIE WINO .GTTOMRiV.®OM 1ano TECINOLDGY DRIVE RIO1401118, FL MVO P.Q BQX 1E2T NOKOMIS, R. 84274 V th& Better VERTICAL SECTIONS ALUM. FRENCH DOOR & SIDE UTES, IMPACT swabtt ewYe mam woo 1/2 6 d 11 I (Roa1f B Lucas A. Tutee; P.E. PE *68201 Mechanical OXXO HORIZONTAL SECTION SHOWING (1) OF EACH SIDE LITE TYPE DETAIL G STILES AT ASTRAGAL DETAIL H N ARROW JAMB SIDE LITE (AT HINGE JAMB) DETAIL J SLAB AT GLASS BED DETAIL K HINGE JAMB TO HINGE JAMB (NOT SHOWN ABOVE) DETAIL F FULL JAMB SIDE LITE (AT HINGE JAMB) INTERIOR EXTERIOR DETAIL E DETAIL I JAMB, FULL JAMB JAMB, NARROW SIDE LITE JAMB SIDE LITE NOTE: ASSEMBLY HARDWARE QTY (3),11" FROM TOP & BOTTOM AND ONE AT MIDSPAN PRODUCT Will= as ciaRazibla with the Fleas 1 Cods Aceepalice PJE wow PA Waw FJc AwWm A arr MIMS ban 11wNUwe lo AID ClEINGE TIES SHEET NO ;KUM IWO SHEET o,� 4 t0701ECNIVQfAQYDRIVE NOICO 101, R. sa7s P.Q BOX MO AlGT07A.s A. Saf4 BGZ HORIZONTAL SECTION DETAILS ALUM. FRENCH DOOR & SIDE LITES IMPACT 7 0 7 4 0 , 16 d 11 r Lucas A. Turner, P.E. PE #58201 Micheal.* PD750 DOORS) FLANGE) HEX NUT 5/1648 US5 CLAMP 8* RLATC H MECHANISM (ASHLAND) (.00Sf BLOCK 8012 STILE 8014 •P RAIL, (THRFADED ROD DESIGN) 8013 BCTITOM RAIL, (THRFADW ROD DESICHN) 8017 TOP SWEEP 8016 BOTTOM SWEEP SWEEP SCREWS, 84 X 1/2" PHIL PH 8015 ASTRAGAL, ACTIVE& INACTIVE 8021B GEARWNCE JAMB SIDE 8020A r.: R HINGE, COVER 8018 r R HINGE, BACK-UP PLATE 8019A (ARHINGS, DOOR SIDE 835 MAR HINOEBBEARINO CFAR HINt SETSCREW 11632 x1/4° --- GEAR HINGE, MTG. SCREW 812 x314" TRUSS HD. GEAR HINGE. MTG. SCREW 812 x1 1/2" TRUSS HD. THREADED ROD 5/1648 X 36" LATCH ASS'YSCREWS AII X 2" SS PHIW.TRIdM $037 S/S SHOOT BOLT ROD(SULLIVAN) 8045 STANDARD FLUSH BOLTS W/ SS ROD (SULLIVAN) 8031 SHOOT BOLT GUIDE SHOOT BOLT GUIDE& STRIKE SCREW 8.32 X 3/8" SS PHUL .TR HD 80388 RIt3JT- STRIKE PLATE AT ASTRAGAL (ACTIVE HINGED LEFT) !0381. LEFT - STRIKE PLATE AT ASTRAGAL (ACTIVE HINGED Raa1ff) STRIKE RATE SC REWS 8-32 X 3/$" SS PH1U.TR 11D STRIKE RATE MIDDIE SCREW 6-24X I/2" FH 8036 KE PLATE ATHFAD &SILL HFAD STRIKE SCREWS SS 8 X 1/2 PHILL Eli STRIKE PLATE SCREWS (*1LL SS 8 X I/2 PHUL UNDERCUT FH 80 ACTIVETRIM SET(ASHIAND) 8044 8014A 8013A (ASHLAND) 6TRODA 7990NUPA 60Q78M 48030 78X2TPAX 48031 78X3IPITX W511043S1 W511044S1 78X38PFTX 7611PT7C 74587.AX 78X12PFHUX 7516LBOLTX t r o t 1 Dwc.Y! 1 DFSCRIPT1oN 2 3 4 7 20 21 22 23 28 29 30 31 32 35 36 37 40 41 42 43 44 45 46 47 48 49 50 31 52 53 S4 56 8006 FRAME - HEAD &HINCE JAM B 8003A 8001C 8008 8007 8009 8032 OUT-SW INOS!LL OUT-SWING SAL COVER DRIP CAP HEAD SJL& JAMB WEATHPRSPRIP(S(2IIEGM.) SCREW COVER INSTALL PLATE FRAME ASSEMBLY SCREW %8X 1" A STRAOA L END SEAL SBAMKOFPARIS PH QUAD DOOR PANEL HT:AD, SILL & JAMB WEATHERSTRIP (SCHEMA L) 680030 68008 08333718500 68007 68009 781PQA 48032 (1833371'8500 68012 68014 68013 68017 68016 68015 6102115 68020A 68018 68019A 68035 4 6 7 21 22 33 36 37 60 61 62 1 4 7 21 22 35 36 37 00 61 81 DWG 8006 8008 8007 8012 8014 8013 8028 F0750 NARROW JAMB SIDE UTE 8006 8008 8007 8009 8014 8013 8039 8028 8010 ASSEMBL' KIT 80 »I 84 DESCRIPTION FRAME- HEA D, SILL &JAMB DRIP CAP SCREW COVER INSTALL PLATE FRAME ASSEMBLYSCREW 88 X 1" P11 QUAD STILE TOP RAIL BOTTOM RAIL THREADED RODS /1648 X 36" FLANLIED HEX NUT 5/16.18 TRUSS CLAMP 8 8X3/4" PH SO DRIVE TEK SCREW SIDE UTE HEAD TRIM SIDELTTEJAMBTRIM FRAME - HEAD & 81U. DRIP CAP SCREW COVER 1NSTALLPLATE FRAMEASS1 MBLYSCREW 88X1" PH QUAD TOP RAIL BOTTOM RAIL THREADED ROD 3/16. 18X36" FLANGE HEX NUT 5116.18 TRUSS CLAMP 88 X3/4" PH SQ DRIVE 7'F7C SCREW SIDEUTEHEADTRIM FRAME JAMB *RENNCH DOOR ASSEMBLY BEAM 910-24 X 2 1/2" PH SCREW 810.24 HEX NUT 812 X I U2" TR HDTEK SCREW 5015511.1. (OPTIMA L) GLASS, BEADS & SIUCONE 90 I------- {GIA2,1NOSEALANT, DOW CORNING 899. M3, 995 OR EQUIVALENT 7/8" LAMI ICI43/16" T. 1/4" SPACE 3116" ANN."075 YANCEYA, 3/16° HS) 91 }.- .- •47/16" LAM1NATI;D (BASS Oil" ANN„A9QPVB,3/16" HS) 92 1- - 17/16" LAMINATED GASS (1116" HS- PVB, 3/16" HS) 93 (•--- a- 47!16" LAMINATED G ASS (3/16" ANN.,.075 VANCEVA, 3/16" HS) 94 7/16* LAMINATED GASS (3/16' HS,.073 VANCEVA, 3/16" H5) 95 }----- -1 7i8" LAM! La (Y16" T, 1/4" SPACE, 3/16" ANN.,.090 PVB„ 3/16" liS) 96 I. -- -1 7/8° LAM! LQ (3/16° T. 1/4" SPACE 3/16" HS- 090PV8.3/16" HS) 98 f -- - --17/8" LAMI1.0. (3/16° T. 1/4" SPACE 3/16" HS...075 VANCEVA, 3116° HS) 105 1 8072 BACK BEAD 106 1$0260 ISLBACKBEAD 107 I,1023A 17/16• BEAD 108 180240 ( 10BPAD 109 1 1424 1 VINYL BULB WSTP (MILT!) PGITI 68006 68008 68007 68009 78IPQA 68012 680I4 68013 6TRODA 7990NUTA 60378M 78X34PSTW 68028 68029 68006 68008 68007 68009 781PQA 61014 68013 6TRODA 7990NU1'A 64378M 68028 68010 68033B 68056 68026A 680234 680240 611147 FD750 FULL JAMB SIDE UTE HPReDucr REVISED as x«111, dm Mcrae Aesegatams r . ,02 Now i FA 4= FA Fx 8aae RwNtwr: A A0011104 84444►fN 01 RaPDATE11611$. ADD11111186460. SIAM 84. Radikaw 8 > L.T. air MUIR Dar 4 f 140PIlOA* PL X78 P Nd PL serf4 FIG" Ilicobly Naar PARTS LIST Ilse ALUM. FRENCH DOOR & SIDE LITE'S, IMPACT adoselodst FDT50 [ NA Sad I a � X41 I Lucas A. Tams. P.E. PE 858201 1 00 3.838 ----+ 1 1 #8006 6063 -T6 1 FRAME, HEAD, JAMB AND SIDELITE SILL �--- -- 3.990 20 #8012 6063 -T6 STILE 1.938 ^-- .100 10 8 F .442 .985 #8022 6063 -T5 BACKBEAD #8026A 6063 -T5 SL BACKBEAD Z2 #80138083 -T8 BOTTOM RAIL szeo 8.250 .750 1 ' 818t--- #8023A 6063 -T5 7/16" BEAD 4 .583 1 O #8003A 8063-T8 OUT-SWING SILL --el 1278 -- 3.638- ---- u' 1 2.236 r I -+---- -4.434 O #8014 6063 -T5 TOP RAIL .438 I 2.822 --�� 6 1 #8028 6063 -T5 SL HEAD TRIM �-- 2.313 ---+-I .957 k- .050 #8024A 6063-T5 6 #8029 6063 -T5 I.G. BEAD 2 SL JAMB TRIM --04 1.383 1-e-- #8004C 6063-T5 � O 3 OS SILL COVER .075J 1.938 1.467 O � #8009 6063 -T5 INSTALL PLATE .075 1.033 Le-xca 28 #8015 806378 ASTRAGAL r i.812-41 1.635 -•-n #80338 6105 -T5 .100 1.000 80 FD ASS'Y BEAM 1 ' #8039 6063 -T6 TRUSS CLAMP 3.838_1 70 #8010 6063 -T6 NARROW SL JAMB 0 1.170 #8008 6063 -T5 DRIP CAP .797 2.240 O #8017 6063 -T5 #8016 6063 -T5 TOP SWEEP 24 BOTTOM SWEEP 4°- 2.260�"""I 075 R� #6021B 6063 -T6 GEAR HINGE, JAMB .072 #8020A 6063 -T6 GEAR HINGE, COVER �a2 1 .301 20 #8018 6063 -T5 HINGE, BACK -UP 1.180 r .311 6 #8007 6063 -T6 6 SCREW COVER .075 ,4 n1 km 2.438 1 30 #8019A 6063 -T6 GEAR HINGE, DOOR PitlaDUCT REVISED * eeaaplyles with the Pee k% Steittiog Cede Ainepteuee • • 12/2.r/O 02 iwtweas FX awaex FX asa oar sass are /dT806 Raft= A nohow a Deft 120364 mow L.T. I IVO702 0101.08 DRIVE WAWA FL WM MO NOI �R.SCI EGT Baser EXTRUSION PROFILES ALUM. FRENCH DOOR & SIDE UTES, IMPACT arw•re 111 18 •► 11 I X14 8000 -ii r Lucas A. Turner, P.E. PE 110201 Meehardoal 11" JAMB ANCHORS HT. QTY. 95 3/4" - (5) 91 3/4" - (5) 87 3/4" - (6) 83 3/4" - (5) 79 3/4° - (5) 18.500" A (SINGLE PANEL) ANCHOR TYPES: 1 OR 2 MAX. o.c. 11" DETAIL A (CONCRETE) 11" 3" MIN. _ 10.571" MAX A JAMB – ANCHORS HT. QTY. '- 95 314" - (8) – 91 3/4" - (8) _ t - 873/4 " - (8) I 833/4 ° -(7) 79 314" - (7) 11" 1 I ___ A DETAIL B (WOOD) (SINGLE PANEL) ANCHOR TYPES: 20R3 1 I I HEAD 8 SILL 1" ANCHOR _ ANCHOR 1 ] CLUSTER (TYPICAL) JAMB ANCHORS HT. QTY. 953/4 " -(5) 91 3/4" - (5) 873/4 " - (5) 83 3/4" - (5) 79 3/4" - (5) II 18.500" MAX o.c. 11" DETAIL C (CONCRETE) ( ) EE NOTE 5 (2 OR MORE PANELS) REGARDING ANCHOR TYPES: OF ENCIR�D 1 OR 2 ANCHOR LOCATIONS (2) EQ. SP. TYP. + 12° A fir 111 Dt71 1 t111 HEAD & SILL ANCHOR CLUSTER (TYPICAL) ® .EQ. SP. TYP. L 1 1 (D III, 111 I . it! 1111 A DETAIL D (WOOD) (2 OR MORE PANELS) ANCHOR TYPES: 2 OR 3 ANCHORAGE SPACING REQUIREMENTS: 1. DETAILS A AND B ABOVE REPRESENT ANCHORING OF SINGLE X DOORS, OR INDIVIDUAL SIDE UTE 0 PANELS WITH FULL OR NARROW WIDTH JAMBS. DETAILS C AND D ABOVE REPRESENT ANCHORING OF ANY MIXTURE OF DOUBLE XX DOORS, SINGLE X DOORS, NARROW JAMB OR FULL JAMB SIDE LITE PANELS, FOR MULTIPLE -PANEL INSTALLATIONS OF TWO OR MORE PANELS. UNLESS OTHERWISE STATED, DIMENSIONS OF DETAILS A THROUGH D ARE MAXIMUMS. 2. ANCHOR TYPES: 1 - 114" ELCO TAPCON 2.1/4" ELCO SS4 CRETE -FLEX 3 - 912 STEEL SCREW (G5) CONCRETE SUBSTRATE USE TYPE 1 AT 13/8" MIN. EMBEDMENT OR TYPE 2 AT 1 3/4" EMBEDMENT. 1 3/4" MIN. EDGE DISTANCE FOR BOTH. WOOD SUSTRATE - USE TYPE 2 OR TYPE 3 AT 13/8° MIN. EMBEDMENT. 3. SINGLE PANEL CONFIGURATIONS: (DETAIL A, CONCRETE SUBSTRATE. DETAIL B, WOOD SUBSTRATE) L . HEAD AND SILL 6" MAX. FROM FRAME CORNERS. JAMBS 11" MAX. FROM FRAME CORNERS, 18.500" MAX. O.C. CONCRETE SUBSTRATE (DETAIL A) AND 10.571° MAX. O.C. WOOD SUBSTRATE (DETAIL B). 4. TWO OR MORE PANEL CONFIGURATIONS: (DETAIL C, CONCRETE SUBSTRATE) HEAD AND SILL 6" MAX. FROM FRAME CORNERS, AND AT 3" AND 6" MAX. ON EACH SIDE OF ASSEMBLY BEAM AND/OR ASTRAGAL LOCATIONS (CLUSTER OF 4). JAMBS....11" MAX FROM FRAME CORNERS AND 18.500" MAX 0.C. 5. TWO OR MORE PANEL CONFIGURATIONS: (DETAIL D, WOOD SUBSTRATE) ® HEAD AND SILL 6" MAX. FROM FRAME CORNERS, AND AT 3 °, 6 ", 9" AND 12" MAX ON EACH SIDE OF ASSEMBLY BEAM AND /OR ASTRAGAL LOCATIONS (CLUSTER OF 8). • PLUS ENCIRCLED ANCHORS OUTSIDE CLUSTERS, REQUIRED ONLY ON PANEL WIDTHS OVER 27 314 ". JAMBS 11" MAX. FROM FRAME CORNERS AND 10.571" MAX. O.C. JAMB ANCHORS HT. QTY. 953/4 " - (8) 91 3/4" - (8) 87 3/4° - (8) 833/4 " - (7) 79 3/4" - (7) 1111 QI I 11" _ 10.571" MAX. —LA mew= REVISED > Cade the Plaid* Ataraptcats ., r t4.4 .. u Ix baud 17,/ , oZ 2.011) PA FX FX NOpNNQff 1141 SHEET R@ YJ0EANa4aa1GE PER FEE2004ANO ROME NOT7EA, Std. a.� JC Oft 01208 Dag Pordidoar es LT. 1077 TEOHNZOGYDRIVE NOON* 8.34270 P.O. ACT 181a NO FL 34274 113GT Wei* Better ANCHORAGE SPACING 1M" ALUM FRENCH DOOR & SIDE LITES, IMPACT eatomeat 414E F0700 1 1/4 9 - 11 I 8000.11 I B Lucas A. Tug. P.E. PEA kfectieftal 3.4 KSI MIN. • • A CONCRETE t • _ • . ANCRETE ANCHOR (NOTE 1) 114" MAX. SHIM 3.4 KSI MIN, �_ x; LL.1 CONCRETE : • . t • •., •' • 1I4' • .. , '' • AIMED. SEE NOTE 1 MAX. . SHIM CONCRETE ANCHOR (NOTE 1) 1x WOOD (NOTE 3) 2x WOOD (NOTE 3) ® WOOD ANCHOR, NOTE 2 TYP. DOOR & SIDE LITE HEAD ERNIE • I A • ...EMBED. SEE NOTE 1 • 114' MAX. GROUT, SEE NOTE 5 MIN. 114` MAX. SHIM 2x WOOD (NOTE 3) Drat a sesilm ANCINORAES AND NOTES hi 13/8' MIN. 114" MAX SHIM 1 -11— WOOD IVtCHOR (NOTE 2 ) A 1/4" MAX. CONCRETE ANCHOR • GROUT, (NOTE 1) SEE NOTE 5 IL A T— . • _ . • .. . •.. . 3.4 KSI MIN. Ai EMBED. NOTE 1•. ' . r s F ' , • •• '` • RETE ANCHOR • EMBED, SEE NOTE 1 it WOOD 1/4" A i A ppt SEE NOTE 5 , ... ; , � -- r� • • • •• • • • . ..•. • • 3.4KSIMIN. _ r; ' • ' . ' It • CONCRETE ., TYPICAL SIDE LITE SILL (DIRECT TO CONCRETE) • EXTERIOR INTERIOR (ALL HEAD & SILL SECTIONS) NOMA ep"FL� A 3.4 KSI MIN.••• CONCRETE .. OR 1.5 KSI MIN. CMU " ix WOOD • „ (NOTE 3) • • 114' MAX. SHIM --- 4 k-- 114' MAX. SHIM �-- TYP. DOOR & SIDE LITE JAMB, & SIDE LITE SILL ® CONCRETE ANCHOR (NOTE 1) Vial* &tor EMBED. A SEE NOTE1 CONCRETE A ANCHOR (NOTE 1) - .ii „tfillil �,f 7lilll �,�,l il� i,ll ■ 3.4 KSt MIN. . CONCRETE , A 1 318” MIN. A TYP. DOOR SILL 1 l 0 r t! • 8000.11 ti1111f I1. it I,J!7lll li.'il 11101111i EMBED. SEE NOTE 1 • •• • i 2x WOO (NOTE 3) NOTES: 1. FOR CONCRETE APPLICATIONS IN MIAMI -DADE COUNTY, USE ONLY MIAMI -DADE COUNTY APPROVED ELC01/4' TAPCONS OR 1/4' SS4 CRETE -FLEX. MIN. DISTANCE FROM ANCHOR TO CONCRETE EDGE IS 1 314 ". MIN. EMBEDMENT: 114" TAPCON -1 3/8 ", 1/4' SS4 CRETE -FLEX -1 3/4'. 2. FOR WOOD APPLICATIONS USE 812 STEEL SCREWS (45) OR ELCO 114' SS4 CRETE -FLEX • 13/8" MIN. EMBEDMENT FOR EITHER. 3. WOOD BUCKS DEPICTED AS 1x ARE LESS THAN 1 1/2" THICK. 1x WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 112' THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION (AHJ). 4. FOR ATTACHMENT TO ALUM: THE MATL SHALL. BE A MIN. STRENGTH OF 8083 -T5 AND A MIN. OF 1/8" THICK. THE ALUM. STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE DOOR FRAME SIMILAR TO THAT SHOWN IN THE DETAILS ON THIS SHEET FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A 1112 SMS WITH FULL ENGAGEMENT INTO THE ALUM. IF THESE CRITERIA ARE MET, THE PRESSURES SHOWN ON SHEET 3 AND ANCHORAGE SPACING FOR CONCRETE SHOWN ON SHEET 9 MAY BE USED. 5. IF SILL 18 TIGHT TO SUBSTRATE. GROUT OR OTHER MATERIAL IS NOT REQUIRED. IF USED, NON - SHRINK, NON- METALLIC GROUT, 3400 PSI MIN., (DONE BY OTHERS) MUST FULLY SUPPORT THE ENTIRE LENGTH OF THE SILL THAT IS NOT TIGHT TO THE SUBSTRATE AND TRANSFER SHEAR LOAD TO SUBSTRATE. wsr�r.e - ND7t4 ,1NpApp�rr�pON�eiraioa�111� lava wocoara r � _ ' ANCHORAGE DETAILS A L UM. FRENCH DOOR & SIDE LITES, IMPACT rarr�r 1 A CONCRETE ANCHOR A (NOTE 1) INTERIOR (ALL JAMB SECTIONS) EXTERIOR 437 tr..11,' .9 0 Lucas A. Turner. P.E. pe new Moth. Vito 1.938 �--- - 4.434 55 #8014 6063-T5 TOP RAIL, LAG BOLT DESIGN 1.487 1.938 .100 8.250 0 #8013A 6063 -T6 BOTTOM RAIL, LAG BOLT DESIGN L .125—T s � .050 3.775 v #8056 6063 -T4 8 O SUBSILL, OPTIONAL 1/4" MAX. GROUT, SEE NOTE 6, SHT. 10 1/4" MAX. GROUT SEE NOTE 5, SHT. 10 1 3/8" MIN. CONCRETE ANCHOR SEE NOTE 1, SHT. 10 W000 ANCHOR SEE NOTE 2, SHT. 10 OPTIONAL OPTIONAL 2x WOOD, SEE NOTE 3, SHT. 10 OPTIONAL SIDE LITE SILL ANCHORAGE 1/4" MAX. GROUT, SEE NOTE 5, SHT. 10 1/4" MAX. GROUT SEE NOTE 5, SHT. 10 CONCRETE ANCHOR — SEE NOTE 1, SHT. 10 �• 'EMBED. SEE * • NOTE 1, SHT. 10 • 3KSI MIN. CONCRETE ' •• WOOD ANCHOR, SEE NOTE 1, SW. 10 1 318" a EXTERIOR INTERIOR I* (ALL SILL SECTIONS) EMBED. SEE • a MOTE 1, SHT. 10 • .. OPTIONAL OPTIONAL 2x WOOD, SEE NOTE 3, SHT. 10 OPTIONAL DOOR SILL ANCHORAGE NwedaF FX Darr ar Jc mow SOON arm }d12ge Usbe Roam A IY,Ila,rr 0 flomlime av LEAVES E REFIRENCE ,wTC4A140A00IXIE10101V1ERORDION Al9 NEW WfE ADD 818811NA IATEFealE TOP 180T11 1111 1 0 1 1.071 0 1070 TECHNOLOGY OWE NOKOMIS, FL 3275 AQ aortae Naomi, FL 91174 ANCHORAGE DETAILS far ALUM. FRENCH DOOR & SIDE LITES, IMPACT anwandm F0750 114 11 d 11 1 ara B PRODUCT REVISED tosoptArs oft 1!k Herat Wefts Code ut:ze L•ata • ..• • 3:• PasoniC:aa lt4 20/0 Luca& A. Tumor, P.E. PE #58201 Mechanical GENERAL NOTES: IMPACT SLIDING GLASS DOOR 1. GLAZING OPTIONS: A. 7/16" LAMI: (2) LITES OF 3116" HEAT STRENGTHENED GLASS WITH AN .090 SENTRY GLAS PLUS (SGP) INTERLAYER. B. 1 1116" LAMI I.G.: 3118" OR 114" TEMPERED, 3/8" OR 5/16" AIR SPACE, 7116" LAMI CONSISTING OF GLAZING OPTION A ABOVE. 2. CONFIGURATIONS: MAXIMUM NOMINAL PANEL SIZE 48" X 120 ". MAXIMUM 6 PANELS AND 3 TRACKS. SEE APPROVED PANEL CONFIGURATIONS SHEET 3. 3. DESIGN PRESSURES: A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300-02. B. POSITIVE DESIGN LOADS FOR SILLS TALLER THAN 15/8" BASED ON WATER TEST PRESSURE. SEE TABLE 1b BELOW. 4. ANCHORAGE: THE 33 113% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, T OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, CURRENT EDITION. FOR ANCHORAGE DETAILS SEE SHEETS 9 TI-010 5. SHUTTERS ARE NOT REQUIRED. 6. INSTALLATION SCREWS, FRAME AND PANEL CORNERS SEALED WITH NARROW JOINT SEALANT. 7. REFERENCES: TEST REPORTS FTL -5254 AND FTL -5273 ELCO TEXTRON NOA: 04 -0721.01, 03-0225.05 ANSI/AF&PA NDS -2001 FOR WOOD CONSTRUCTION ADM -2005 ALUMINUM DESIGN MANUAL 8. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 9. PANEL WIDTHS SMALLER THAN 36" MUST BE VERIFIED FOR COMPLIANCE WITH EGRESS REQUIREMENTS PER FLORIDA BUILDING CODE, AS APPLICABLE TABLE la. DESIGN PRESSURE 5 1/4" SILL HEIGHT MAX 48" (4 NOMINAL PANEL (40 3/32" DLO) WIDTHS MAX 47 518" NOMINAL PANEL (39 23/32" DLO) WIDTHS GLASS TYPE A A B DOOR HEIGHT 98" 118" 120" +1055.0 +105.0 -115.0 +105.0 1 -115.0 1 +105.01 -115.0 -115.0 +105.0 +105.0 TABLE 1b. POSITIVE PRESSURE UMITS BASED ON SILL HEIGHTS ( NEGATWE PRESSURES ARE UNCHANGED) 4 1/2" 3 1/2" 1 5/8" +100.0 +73.3 +105.0 (NOT RATED FOR WATER INFILTRATION. MUST BE PROTECTED BY OVERHANG COMPLYING WITH FLORIDA BUILDING CODE, SEE BELOW) OH HEIGHT r . OH LENGTH O RHANG OH LENGTH OH HEIGHT EQUAL TO 1 OR GREATER 1 5/8" SILL OVERHANG REQUIREMENTS 3/16" OR 1/4" TEMPERED GLASS 3/18" HEAT STRENTHENED GLASS 1 1/16" NOM. 3/8" OR 5/18" AIR SPACE .090 DUPONT SENTRY GLAS PLUS 3/16" HEAT STRENGTHENED GLASS GLAZING TYPE B: 1 1/16" LAMI I.G. GLAZING DETAIL 3118" HEAT STRENGTHENED GLASS 3/16" HEAT STRENGTHENED GLASS .090 DUPONT SENTRY GLAS PLUS GLAZING TYPE A: 7/16" LAMINATED GLAZING DETAIL &wad Op ate, Maid Bp thavatep F.K Dabs DAR are are ftesbat Rawfdas Rakkose nomad es Be. are Sara TEtH110LOGYD WVE t 476 Rd N P.O. LOC 16211 Nom& R. 30774 GENERAL NOTES, GLAZING DETAIL AND MAP ALUM. SLIDING GLASS DOOR, IMPACT a m.esrE least 7rj a31s"so16 Ma - s 1X 1 a 11 I 8100.11 HAT COME INTO CONTACT WITH UGH 11. NOA DRAWING MAP SHEET GENERAL NOTES 1 GLAZING DETAILS 1 DESIGN PRESSURES 1 ELEVATIONS 2 CONFIGURATIONS 2 -3 HORIZ. SECTIONS 4 -5 VERT. SECTIONS 5-6 PARTS UST 7 EXTRUSIONS 7-8 ANCHORAGE 9-11 Approved as complying with the Fiftieth Raiding Dabs AA A 7 NOON —6 ,� • Dade Product Castro! By r'uka� • lk�waa., Lucas A, Turner, P.E. PE 058201 Mechanical DETAIL 'B', SHT. 4-., 1DETAIL'C', SHT. 4 1 1. 4 - 1 -DETAIL 'A', SHT. 4 DETAIL D', SHT. 4/ ham-- 191 7/16" MAX. 4 -PANEL WIDTH --#1 SEE NOTE 4 SEE NOTE 4 OXXX (2 TRACK) DETAIL 'E', SHT. 6 we DETAIL'P, SHT. 6 DETAIL 'B', SHT. 4 - - DETAIL 'C', SHT. 4 ‚I ��- DETAIL 'G' DETAIL 'H', SHT. 5 48" MAX. NOM. PANEL WIDTH 40 3132" MAX. DLO TYP. DETAIL 'J', SHT. 6 PANEL TYPE , OXXXp (3 TRACK RIGHT POCKET) 1 106 518" 120" MAX. MAX. DLO HT. TYP. TYP. Noe Bs Rawl Be awn Maw bow �U77 Itaticreo ameskar fardebnc awowiren _ EB. 1070 TECHNOLOGY DEW NOKOMIS, A. 34275 P.Ct 15X1 t401021103. A. 34274 NOTES: 1. SEE SHEET 3 FOR INDIVIDUAL PANEL CONFIGURATIONS. MAX. NOMINAL PANEL WIDTH = 48 ". 2. SEE SHEETS 4 THROUGH 6 FOR SECTION DETAILS. 3. SEE SHEETS 9 THROUGH 11 FOR ANCHORAGE DETAILS. 4. REINFORCEMENT LOCATIONS: ITEM 17 REINFORCEMENTS (FULL LENGTH OF PANEL) ARE REQUIRED IN THE EXTERIOR INTERLOCKS OF DOORS EXCEEDING 96" HIGH. SEE SECTION DETAIL C, SHEET 4. 5. DLO WIDTH = NOM. PANEL WIDTH - 7 29/32 DLO HEIGHT = DOOR HEIGHT - 33/8 6. 1 LOCK (ITEMS 154 TO 161) AT EACH LOCKSTILE, LOCKING INTO KEEPER (ITEM 170) AT FRAME JAMB OR ASTRAGAL. Approved so c plyia3wtle MO* U 7- 067.6 Worm Dade Product Coshol X 1 401 I.1-1 EXAMPLE ELEVATIONS/CONFIGURATIONS as ALUM. SLIDING GLASS DOOR, IMPACT arbookdoe awe gib SO0780 fUL.L 2 st 11 8100 -11 Ludes A. Turner, P.E. PE 358201 Mechanical 48 MAX. NOM. L___ PANEL WIDTH W�. a PANEL TYPE I,. 106 SEE MAX. NOTE 6 DLO TYP. 5/8" 121 MA H1 TYi PANEL TYPE , �I t 1 PANEL TYPE R . % + 4 39112" TYP. DETAIL 'B', SHT. 4-., 1DETAIL'C', SHT. 4 1 1. 4 - 1 -DETAIL 'A', SHT. 4 DETAIL D', SHT. 4/ ham-- 191 7/16" MAX. 4 -PANEL WIDTH --#1 SEE NOTE 4 SEE NOTE 4 OXXX (2 TRACK) DETAIL 'E', SHT. 6 we DETAIL'P, SHT. 6 DETAIL 'B', SHT. 4 - - DETAIL 'C', SHT. 4 ‚I ��- DETAIL 'G' DETAIL 'H', SHT. 5 48" MAX. NOM. PANEL WIDTH 40 3132" MAX. DLO TYP. DETAIL 'J', SHT. 6 PANEL TYPE , OXXXp (3 TRACK RIGHT POCKET) 1 106 518" 120" MAX. MAX. DLO HT. TYP. TYP. Noe Bs Rawl Be awn Maw bow �U77 Itaticreo ameskar fardebnc awowiren _ EB. 1070 TECHNOLOGY DEW NOKOMIS, A. 34275 P.Ct 15X1 t401021103. A. 34274 NOTES: 1. SEE SHEET 3 FOR INDIVIDUAL PANEL CONFIGURATIONS. MAX. NOMINAL PANEL WIDTH = 48 ". 2. SEE SHEETS 4 THROUGH 6 FOR SECTION DETAILS. 3. SEE SHEETS 9 THROUGH 11 FOR ANCHORAGE DETAILS. 4. REINFORCEMENT LOCATIONS: ITEM 17 REINFORCEMENTS (FULL LENGTH OF PANEL) ARE REQUIRED IN THE EXTERIOR INTERLOCKS OF DOORS EXCEEDING 96" HIGH. SEE SECTION DETAIL C, SHEET 4. 5. DLO WIDTH = NOM. PANEL WIDTH - 7 29/32 DLO HEIGHT = DOOR HEIGHT - 33/8 6. 1 LOCK (ITEMS 154 TO 161) AT EACH LOCKSTILE, LOCKING INTO KEEPER (ITEM 170) AT FRAME JAMB OR ASTRAGAL. Approved so c plyia3wtle MO* U 7- 067.6 Worm Dade Product Coshol X 1 401 I.1-1 EXAMPLE ELEVATIONS/CONFIGURATIONS as ALUM. SLIDING GLASS DOOR, IMPACT arbookdoe awe gib SO0780 fUL.L 2 st 11 8100 -11 Ludes A. Turner, P.E. PE 358201 Mechanical PANEL LETTER PANEL LETTER 4 INTERIOR P SINGLE FIXED K , ` SINGLE INTERLOCK LOCKSTILE INTERLOCK LOCKSTILE R GR L INTERG CK INTERLOCK I LOCKSTILE T (BOX OUT) U (BOX OUT) ASTRAGAL p cs FIXED OUT LOCKSTILE ASTRAGAL LOCKSTILE OUT T (BOX IN) FIXED IN C LOCKSTILE U (BOX IN) ASTRAGAL (ALL PANEL TYPES) fL EXTERIOR LOCKSTILE IN `J S (BOX OUT) A A FACED ASTRAGAL SINGLE in LOCKSTILE INTERLOCK LOCKSTILE OUT S (BOX IN) FIXED � ASTRAGAL LOCKSTILE IN SINGLE LOCKSTILE INTERLOCK Y FIXED DOUBLE G G DOUBLE LOCKSTILE INTERLOCK LOCKSTILE INTERLOCK YR (BOX OUT) I LOCKSTILE LOCKSTILE ASTRAGAL (BOX !N) DOUBLE ASTRAGAL J (BOX IN) ASTRAGAL INTERLOCK IN IN LOCKSTILE IN wR (BOX OUT) ASTRAGAL •fa. f , OUT II ti INTERLOCK LOCKSTILE INTERLOCK CK L (BOX OUT) SINGLE ASTRAGAL Around p S Cade . the we, A v4o 'y 7 Nom c a m •- r Gb � •_ b.A -- Miami Dade rrodact Coat*oi : �,(, (.C,.1t4 Ke+)C NOTE: � ;�_ INTERLOCK r.' OUT L R : SINGLE OUT • INTERLOCK N (BOX ! ASTRAGAL asi SINGLE IN _ - `. INTERLOCK C (BOX IN) SINGLE ASTRAGAL r ; ,. INTERLOCK f _ IN 1. MAXIMUM NOMINAL PANEL WIDTH FOR ALL PANEL CONFIGURATIONS c 48" B SINGLE SINGLE S INTERLOCK INTERLOCK F SINGLE SINGLE INTERLOCK I NTERLOC K E SINGLE SINGLE " L. ,,- /���d� P• Tamer. P.E. Machan c I INTERLOCK I DOUBLE DOUBLE INTERLOCK INTERLOCK ftwoeet: ra AM adro 1070 TECHNOLOGY DRP/E R.34275 P.O. IKIX MS 1Ma00A1� 511274 Y�tstb,(y Bemr a. PANEL TYPES raw ALUM. SLIDING GLASS DOOR, IMPACT ALUM. R,,,,0-„ ,* HaMelesa Raw ar t 0-w 9olr�Mioae sera m 3 er 11 w.Kno/b 8100-11 aea Dam F.IG Opa 5/V07 *Dow* ea wre sx�7 � DETAIL 'A' (FIXED PANEL) — NOTE: 12" LO. '0' PANEL BRKT. LOCATED AT TOP & BOTTOM OF FIXED PANEL DETAIL 'C' NOTE: REINFORCEMENT ITEM 17 REQUIRED ONLY IN EACH OF THE EXTERIOR INTERLOCK OF DOORS OVER 98" HIGH 4 INTERIOR (ALL HORIZ. SECTIONS) 0 . EXTERIOR / DETAIL 'B' AAAroYCd se eon►P17L+8 wltp the Mori& Biddies Code Neal Dade Product Central r i rfott off 1 • at • •ti 1� DETAIL 'D' c y Rood Or Rind OF Road Or FK bac Ot aft Itotabox ura arse 1070 TECHNOLOGY CANE NOKOMIS FL $4275 P.a SO( 1I Nt71t3ANS FL 84274 HORIZONTAL SECTION DETAILS Tic ALUM. SLIDING GLASS DOOR, IMPACT arrreat 803760 acre +a..r NTS 4 a 11 i.w+fa. 8100-11 Igar Lucas A. Turner, P.E. PE 458201 Mectonlcal 4 INTERIOR (ALL HORIZ. SECTIONS) EXTERIOR Rswedito noel OF Rawl 11, Down Sp DETAIL 'H' (POCKET CONDITION) Odic natc air Dar 6/1/07 Rerblone DETAIL 'G' (FIXED PANEL "0") • NOTE: 12" LG.'0' PANEL BRKT. LOCATED AT TOP & BOTTOM OF FIXED PANEL ANCHORS ITEMS 147 AND 149 LOCATED 1 1/2' FROM EACH END OF BRACKET 1070 TECHNOLOGY VANE FL P.O. er'x 1629 NOKOMIS, FL 34274 c ] EXTERIOR INTERIOR [> (ALL VERT. SECTIONS) *weaved � with Elakthig tiom Mad Dade a � o:-o Dale rir R Lie 4 .780 RISER 15/8" SILL HEIGHT SGD790 I NTS I d�a ALTERNATE SILL RISERS 4.409 RISER 5 1/4" SILL HEIGHT HORLZ SECTION DETAILS & ALT. SILL RISERS TOW ALUM. SLIDING GLASS DOOR, IMPACT Woo d 11 I 5 8100 -11 I 2.628 RISER 31/2" SILL HEIGHT I Lutes A. Tuner, P.E. PE e88201 Mechanics! DETAIL E' Approved so emptying wk Florida Code 441* 2494 Control I DETAIL 'J' <:) EXTERIOR INTERIOR 1* (ALL VERT. SECTIONS) Amilee goal Br Foodar Dam IV FJG bait Sae Odic oat W1V7 Reverane MUM *iota Or ea Oft 1070 7ECHNOLOGY ORME NOKOAOIL FL 34276 P.O. BOX Mg NOKOMIS. FL 34274 VERTICAL SECTION DETAILS ALUM. SLIDING GLASS DOOR, IMPACT ad.Wedt sat I rwe scao7;0 11P1 16 0'11 ae.wb. 8100 -11 Ia" Leas A. Tumor, P .E. PE #88209 Mechanical SGD780 PAWL PARTS ITEM DWO P POTS Description 1 8012 -5 68012 BMW PANEL STILE 1644 8102-1 1224 8014A 80138 81036 8101 8105 8107 8192 8136-2 1695 8153N 8153X 8022 8023A 8145 8146 8148 8149 8150 1224 1225 1267 1696 8185 616443 681028 BM 6TP247 (K) 68014A BAN 68013B BM 881038 BM/ 88101 88105 88107 88192 88136 B/W 7516 2LBOLTX 710X34PPSDAX 71895K 710X115PPX 78153N 78153K 88022 (8/W) 68023A (BAN) 88145 (BMW) 68146 (BM) 66148 (B/W) 68149 (B/W) 68150 (BMW) 8TP247 (K) 6TP247 (K) 71267N 71695K RAIL NT 2 1 8104-1 3 4 5 11 12 13 16 18 17 18 1 20 21 22 24 25 28 28 30 32 40 42 44 46 47 48 49 60 62 71032XIFPFX 10-32 X 1" LONG FLATHEAD SS SCREW W/ TYPE "F" TIP 63 7103239 1032 STEEL ZINC U -NUT 54 SILICONE, DON CORNING 899, 995 70 GLASS, / 7/18 LAMI (3/ISHS +.p90 SGP +3116HS) 71 GLASS, 1 1118 LAMI LG. - 3/i8T +1/2 AIRSPACE-11/16 IAMI (3/I6HS+.000 SGP+3116HS) 72 8DURAK518 6/16 DURASEAL IG SPACER 73 6DURAK38 1118 DURASEAL IG SPACER S0D760 FRAME PARTS ITEM 101 102 103 104 106 107 108 109 110 112 113 114 115 116 117 119 120 121 mar Reviler. F DWOS 8133 8134 8108 8109 8136 8116 8118 8115 8117 8124A 8127A 8140 8138 8137 8182 8183 8128A 8135 122 8119 Oats Ogir orK SHA>f 88104 811 STILE ADAPTER (FIXED AND LOCKING) WEATHERSTRIP, .270 X.187 WSW 4PLY GREY INTERLOCK ADAPTER (LEFTAND RIGHT) WEATHER STRP, VINYL BULB 78185X GEMINI LOCK W/ LONG TRIM PLATE POT S 68133W, 8 88134W,8 68108 BAN 68109 8/W 68136W,B 6811&1 68118A 68115A 68117A 68124A W/B 68127A W/B 681404 6813BA 68137A 68162A 68183 68128A 68136 68119 limidonst Niratame Avaskor rJaameei ENT. TOP RAN. / SMALL BOTTOM RAIL TALL BOTTOM RAIL SNAP ADAPTER DOUBLE INTERLOCK STRAIGHT BACK -UP PLATE ASTR INTERLOCK REINFORCEME INTERLOCK SCREW COVER 5/16 X 2" ST.ST. LAGBOLT 1110%3/4" TEK TIP PHIL PAN SCREW 1 1/2" WIDE X1* LONG X 3/4" HIGH FIN SEAL DUST PLUGS S10X 1 1/2" PHIL PAN SHEETMETAL SCREW TANDEM NYLON ROLLER ASSEMBLY TANDEM STAINLESS STEEL ROLLER ASSEMBLY INTERIOR BEAD 7/16 LAMINATED BEAD (OGEE STYLE) 8/16 LAMINATED BEAD (OGEE STYLE) . 1 1/16 LAMINATED BEAD (OGEE STYLE) 9/16" SQUARE BEAD 1 1/16" IC SQUARE BEAD 7/18" SQUARE BEAD VINYL GLAZING BULB VINYL GLAZING BULB SETTING BLOCKS lox 1/2" xi/8" THICK 1 1/2" WIDE X 1" LONG X 3/4" HIGH FIN SEAL DUST PLUGS Description 3 TRACK ,LOMB 2 TRACK JAMB P-HOOK P-HOOK MOUNT FRAME SCREW COVER 3TRACK SILL 2TRACK SILL MID SILL COVER 1NT EXt' SILL COVER 3 TRACK SINGLE HEAD 2 TRACK SINGLE HEAD SILL RISER "P WATER 1 6/8' SILL RISERLOW 31/? SILL RISER WED 4 1/2 SILL. RISER HIGH WATER 51/4 SLL MOUNTING STRIP 2 TRACK SINGLE HEAD W/ SCREEN 2 TRACK SINGLE JAMB W/ SCREEN EXT SILL COVER WI SCREEN owe 163 6177 154 8180 127 128 129' 130 131 132 134 135 853 7SDKEEP 1179 7107034PPSDAX 727 947 41818K 41722W,K,S 72087K 1155 1696 76X38PPAX 781PDX 716860 800780 KIT PARTS, ADDS 01 SS 1/8) DWG 125 126 1270 148 8193 160 8157 78157K 151 8158 76168W 152 8159 155 8161 156 8162 157 8178 158 8163 169 8164 160 8185 181 8170 170 5188 180 8142 1070 DRiVE NVOIOABS FL 84275 P.O. 67 1629 NOW A* R. 34274 POT 781PQA 7PAD118 78159SN 781778 78160K 78161W 7816213N 781788 78163K SGD780 KIT PARTS Damon 18 X 1 TYPE A 1WINFASTTHREAD PAO, OPEN-CELL FOAM ADHESIVE (112 X1 BOX SCREEN LOCK KEEPER #10 X3(4" PHILLIPS PAN HEAD TEK SS SCREEN KEEPER SPACER SET ROLLER ADJUSTMENT HOLE PLUG BLACK BUMPER (FRAME JAMB) 48 X30" PHILLIPS PAN HEAD 18-8 #8 X 1" LONG COMBO SO/PHILLPS SCREW 1&886 15J8"W X3141 X 7/8"H FIN SEAL OUST PLUGS 4 HOLE BUMPER STOP 613 X 318" PAN PHILLIPS TEK SCREW PAD, OPEN-CELL FOAM ADHESIVE (1/2 X 1 1/8) O X3/4" TEK TIP PHIL PAN SCREW "O" PANEL BRACKET —12" LONG 1/8 X1/2" PAN PHILIPS TEK SCREW HANDLE KIT Id -ACTNE BLACK HANDLE KTT IN- AC(IVE SATIN WHITE HANDLE KIT INACTIVE SATBV NICKEL PVD HANDLE KIT IN- ACTIVE BRASS PVD HAND KR' ACTIVE NON -KEYED BLACK HANDLE KITACTR/E NON -KEYED SATIN WHITE HANDLE KIT ACTIVE NON -KEYED SATIN NICKEL PVD HANDLE KITACTVE NON -KEYED BRASS PVD HANDLE KIT ACTIVE KEYED BLACK 78184W WANGLE KIT ACTIVE KEYED SATIN WHITE 781655N HANDLE KIT ACTIVE KEYED SATIN NICKEL PVD 781798 HANDLE KIT ACME KEYED BRASS PVD 78188X 1" KEEPER 68142 SCREEN JMB-HD ADAPTER 4.409 3.630 .780 F SILL RISER - HIGH SILL RISER - MEDIUM SILL RISER - LOW SILL, RISER - 0 (117) DWG NOO..88182 (116) DWG NO. 8137 (115) DWG NO6063-T6 38 (114) DWG NO. 8 40 Appnwol as oompl,yIagwAthe Melds DE V46T.,2r Mid Bids pa ?egret— s..1 .�..LJ 2.628 L SCREEN JMB-HD ADAPTER (180) MAT'L:6033 -T5 NT$ DWG NO: 8142 .062 t's .713 PARTS LIST & EXTRUSIONS ALUM. SLIDING GLASS DOOR, IMPACT atitabdok WON° leak: 1/4 1 d 11 f 8100.11 • F I .7171-+ — FRAME SCREW COVER (105) DW AG N6063-TO O. B Nra T6 .508 —■y .100 INTERLOCK TRIM COVER (18) MATL:6063 -T6 KTS DWG NO. 8156 .138 .847 SILL MOUNTING STRIP (119) MAT'L: 6063 -T6 NTS DWG NO. 8183 `74 W' ? Lucas A. Turret, P.E. P8 558201 1.495 t hat -- 4.741 2.000 7 1.081 f STILE (1) MATL: 6063-T6 DWG NO. 8012 .850 � .912 .050 .040 7/16" BEAD 1 1/16" BEAD (28) MATL: 6063 -T5 (42) MATL: 6063 -T5 DWG NO. 8023A DWG NO. 8149 -01 1.947 r- __ I � 1 .075 LOCKSTILE ADAPTER MATL 8083 -T8 (2) DWG NO. 8104 .125 .583 � I�►� -►J - 1.793 BACK -UP PLATE (15) MATL 8063 -T8 DWG NO. 8105 " a �r+ ----- 9.002 1.938 f ASTRAGAL (28) MATL: 6063 -T6 DWG NO. 8107 .045 ---r -- Ji . 693 --.0.4 2.099 eff- MID SILL COVER (109) MATL: 8063 -T6 DWG NO. 8115 .926 6.794 -I 2 -TRACK SILL (108) MATL:6063 -T6 DWG NO 8118 BOTTOM RAIL - 9" (12) MATL:6063 -T6 DWG NO. 80139 t .100 -1 2.781 E . .110 1.938 TL/BOTTOM /BOTTOM RAIL -41/2" (11) MATL: 6063 -T6 DWG NO. 8014A 2.442 1-•- L 1 1.938 1 -+- 1.172 SNAP RAIL ADAPTER DOUBLE INTERLOCK INTERLOCK (13) MATL: 03-T6 (14) MAIL: 6063-T6 ( VL 3-T6 1.300 • DWG NO. 8101 DWG NO. 8102 --1 7.205 P -HOOK MOUNT (104) MATL, 6063-T6 DWG NO. 8109 111 1.495 .926 1.405 9.323 3 -TRACK SILL (107) MAIL: 6063 -T8 DWG NO. 8110 1.521 5.500 5 1 ' 81 6INT=EXT SILL COVER (110) MATL: 606346 DWG NO.8117 EXT SILL COVER W /SCREEN ( MATL: 6063-T6 DWG NO. 8119 L 1.405 .075 .964 090 .420 --•-1 I P -HOOK (103) MATL: 6063-T8 DWG N0.8108 .374 .045 BACKBEAD (26) MATL: 6063 45 DWG NO. 8022 1.845 "0" PANEL BRACKET MATL: 6063 -T6 (148) MATL: NO. 8188 �G+-- 6.085 ---.a 2-TRACK SINGLE HEAD (113) MATL: 6063 -T6 DWG NO. 8127A 1.801 USED FULL - I-• 3.063 .-I LENGTH OF INTERLOCK REINFORCEMENT 1 " ) MATL: 8105-T6 DWG NO. 8192 2 -TRACK SUGLE HEAD WI SCREEN (120) MAT'L:6063 -T6 DWG NO. 8128A L 1.405 F- 3 -TRACK JAMB (101) MAT'L:6063 -T6 DWG NO. 8133 --� "- 1.084 --� r+- 1.084 r e - 1.084 APPuwal as wilh - WO, Muni Dade Prod t 51. (44..1.- PANEL 8.815 - .090 8.615 3 -TRACK SINGLE HEAD (112) MATL: 6063-T6 DWG NO. 8124A 2 -TRACK JAMB (102) MATL: 6063 -TO DWG NO. 8134 2 -TRACK JAMB W/ SCREEN (1 21) MATL: 606346 DWG NO. 8135 o.x WI'.,, Roltionk Clr"4day EA 1070 7ECHNCLOC3Y DRIVE NOKOMIS, R.3[275 P.Q NO!(tlM A FL 34274 EXTRUSIONS Tic ALUM. SLIDING GLASS DOOR IMPACT swim 11/4 I 8 d 11 ' 8100 -11 Lucas A. Tumor. P.E PE #58201 MeelmNeal HVHZ ANCHORAGE REQUIREMENTS NOTES: 1. APPROVED ANCHOR TYPES: 1)114• ELCO TAPCON 2)1/4" ELCO S54 CRETE -REX 3) #12 STEEL SCREW (G5) 2. ANCHOR LOCATION SPACING: 24117 MAX. TYP. —1+ --•- HEAD & SILL. 8" MAX. FROM FRAME CORNERS. USE SPECIFE D CLUSTER FROM TABLE 2 AT EACH INTERLOCK AND ASTRAGAL LOCATION, e" PLUS SPECIFIED QUANTITY OF ADDITIONAL ANCHORS PER PANEL (THE 8" FROM CORNER ANCHORS ARE INCLUDED). 35/16" - - -_� _ K.g../ ._ 4 3116" ADDITIONAL ANCHORS 24" MAX ON CENTER SEE EXAMPLE CLUSTER CONFIGURATIONS BELOW. JAMBS & P- HOOKS... 711N8" MAX. FROM BOTTOM AND 24 MAX O.C. UTILIZING ANCHOR QUANTITIES FROM TABLE 2 SEE P-HOOK ANCHOR DETAILS ON SHEET 11. ASTRAGAL OR INTERLOCK CENTERLINE, TYP. Oatcgosit 121/32" -- 3 5116" 217132` -- - - -•�- 2- TRACK. 4 ANCHOR CLUSTER ?-TRACK, 5 ANCHOR CLUSTER EXAMPLE HEAD & SILL CLUSTERS 3 5/16" —s 121/32" 151/16 "I o o / S. ANCHOR LOCATION, TYP. --►� 3 5118" 3� J_ � — ' 4k --- 4 3/16 3- TRACK, 4 ANCHOR CLUSTER P- TRACK, 8 ANCHOR CLUSTER 24 1/2' - MAX. TYP. 2 17/32" 1 71111" MAX 241/2" MAX. TYP. —+1 f! EXAMPLE ANCHORAGE - 4 PANEL 2 TRACK 48x96 PANELS ANCH. TYPE 1- H&S C4 +2, JAMBS 14, P-HOOK 8 P-HOOK: FIRST ANCHOR TO BE PERPENDICULAR TO GLASS. ANCHORS THEREAFTER ALTERNATE PERPENDICULAR AND PARALLEL TO GLASS. SEE SHEET 11, P-HOOK INSTALL DETAIL 3 6/16" TYP. 7 11/16" MAX. TABLE 2. ANCHORAGE - ANCHOR TYPE AND HEAD & SILL (H&S) INTERLOCK & ASTRAGAL CLUSTER PLUS ANCHOR QUANTITY PER PANEL OUTSIDE CLUSTER JAMB ANCHOR QUANTITY P-HOOK ANCHOR QUANTITY (SEE P-HOOK DETAILS, SHEET 11) FRAME SIDE H&S Brill NMI fa E011Ka MLA S�ti 7 C4+1 12 :r " :4 fir/ Mr41111111EalMita MLISIME rI v■0 7 L+.1v: al Mal IRA f/11111101 UL* 8 <MKAI ta11111M1lt:111111Ell •3111iL911 OUR 7 Iiit,,..4. ELIE 11101111M111 ME11110111 NM Mil MAIM. 11121111111111 7 C2 +1 7 7 02+1 0 .1 C4 +1 7 02.1 8 a 10 C2 +1 8 8 8 C3+1 a 8 10 02 +1 Nl C.4 1111•11111 11111111111011 8 t=i 8 11113111111L111 1E;i1111111. 9 9 10 MLA 10 10 RUM E ' M I 4 I E . t ! C2+ C. I 1E3 J[J: 1I IIr Iti $ 03 + Lein MalikaillegaMillEalitai [. W!1!1- 10 iumit'man 7 8 K1 8 8 12 8 9 EEA 9 10 M, `a 10 14 KIM Wow' 111111111.4111•1111 7 MIME 8 8 ti 8 8 WWI 9 9 9 9 tM 0 MI 11101 Mal M •1 1EM ''' IEMI E3111 06+2 . L I1' 1 C4 +1 L J J L. IC:T I I 1 J I L "`��'JI 1 .- rizianum 7 v ii111ti 9 Miitil 9 11111111111111 NEM 10 14 ifiiil1111 11LUI NM ISM 6 MOIRA 17 iii [Z:t.T.j 7 7 7 7 ULM 8 8 8 EitEEwEiE'EIEi 10 10 1110111111all 9 9 + 10 10 10 10 24" 24" (2 I DOOR RIGHT SUBSTRATE NOM. PANEL WIDTH 80" (es) 84" (7°) 90" ( 9r of) 30" () 36" (3°) 42" (3°) 48" (4 HIS 03+2 C2+1 06+ +1 «z 3 04+2 + 1 2 40 08+ 1 2 C4 +1 0+3 JAMB 1 8 9 12 9 9 13 9 10 14 10 11 16 11 12 17 12 13 18 13 14 19 13 15 P 7 7 7 7 7 7 8 8 8 8 8 8 9 9 9 9 9 9 10 10 10 10 10 10 "ANCHORS PER PANEL" ARE THOSE AT THE HEAD AND SILL BETWEEN CLUSTERS OR THOSE BETWEEN A CLUSTER AND A FRAME JAMB. NTERLOCK CENTERLINE ASTRAGAL r- CENTERLINE o\ CJ + HEAD & SILL ANCHORAGE (3 PANEL, 2 -TRACK EXAMPLE SHOWN) = (16) ANCHORS TOTAL Raman fivader erg EK aft eak Drag 6/LO7 Rnmw,• laiwislbst Refolm ciwaseex 1078 7EiJt OWE Noicoma FL 94271 P.Q. BOY 1528 NOW FL 94274 3 •7 2 .,c «: C5+2 •,c 1 9 9T. •c +1 C9+3 9 ANCHORAGE TYPES, SPACING AND QUANTITY a.• ALUM. SUDING GLASS DOOR, IMPACT • mdkat a•m ea•+r Boo NTSI 9 > 11 I ea 8100 -11 I� : 5...4142.0o wS tie Dee .V e • Z1:1 • ,2.. Mull p Pace Cesintl BY off 7lr'7 -ro7 Lucas A. Turner, P.E. PE 4E8201 Mechantal SEE NOTE 5 WOOD ANCHOR TYP., SEE NOTE 2 2-TRACK FRAME HEAD WOOD INSTALLATION 1" MIN. E.D. TYP. 2 -TRACK FRAME SILL WOOD INSTALLATION 2x WOOD BUCK TYP., SEE NOTE 3 1" MIN. 217/32" 0. E.D. TYP. 114" MAX. SHIM CENTER ANCHOR STAGGERD ON 3- TRACK, TYP. 3 -TRACK FRAME HEAD WOOD INSTALLATION WOOD ANCHOR TYP., SEE NOTE 2 SEE NOTE 5 114" MAX. 217132" O.G. SHIM 1" MIN. 2 17/32" O.C. ED. TYP, 217132" O.C. 3 -TRACK FRAME SILL WOOD INSTALLATION SEE NOTE 5 a EXTERIOR INTERIOR E> 114" MAX. 217/32" O.C. SHIM CONCRETE ANCHOR TYP., SEE NOTE 1 2 -TRACK FRAME HEAD CONCRETE INSTALLATION 217/32" O.C. .Y, i'a•;... ••. r 21/2" MIN E.D. TYP. + I 3.4 KSI MIN. CONC. TYP. 2 -TRACK FRAME SILL CENTER ANCHOR CONCRETE INSTALLATION STAGGERD ON 3- TRACK, TYP. 2 17/32" O.C. 3 -TRACK FRAME HEAD CONCRETE INSTALLATION CONCRETE ANCHOR TYP., SEE NOTE 1 2 17132" O.C. SEE NOTE 5 SEE f NOTE 1 NOTES: 1. FOR CONCRETE APPLICATIONS IN MIAMI -DADE COUNTY, USE ONLY MIAMI -DADE COUNTY APPROVED ELCO 1/4" TAPCONS (MINIMUM 1318" EMBEDMENT) OR 1/4" ELCO 554 CRETE -FLEX (1314" MINIMUM EMBEDMENT). 4" MINIMUM ON CENTER DISTANCE. 2. FOR WOOD APPLICATIONS USE #12 STEEL SCREWS (G5) OR 1/4" ELCO SS4 CRETE -FLEX MAY BE USED INSTEAD OF #12 SCREWS. 3. WOOD BUCKS DEPICTED AS lx ARE LESS THAN 1 1/2" THICK. lx WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 1/2" THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION (AHJ). 4. FOR ATTACHMENT TO ALUMINUM: THE ALUMINUM SHALL BE A MINIMUM STRENGTH OF 6063 -T5 AND A MINIMUM OF 1/8" THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE DOOR FRAME SIMILAR TO THAT SHOWN IN THE DETAILS FOR 2x WOOD BUCKS. THE ANCHORS SHALL BE #12 SHEET METAL SCREWS WITH FULL THREAD ENGAGEMENT INTO THE ALUMINUM. IF THESE CRITERIA ARE MET, THE DESIGN PRESSURES SHOWN ON SHEET'S ARE ACCEPTABLE WHEN USING THE ANCHOR SPACING AND CLUSTER REQUIREMENTS SHOWN ON SHEET 9 FOR ANCHOR TYPE 3. 5. IF SILL IS TIGHT TO SUBSTRATE, GROUT OR OTHER MATERIAL IS NOT REQUIRED. IF USED, NON- SHRINK, NON - METALLIC GROUT, 3400 PSI MCI., (DONE BY OTHERS) MUST FULLY SUPPORT THE ENTIRE LENGTH OF THE SILL THAT IS NOT TIGHT TO THE SUBSTRATE, AND TRANSFER SHEAR LOAD TO SUBSTRATE. IF SUBSTRATE IS WOOD, 30# FELT PAPER OR MASTIC IS REQUIRED BETWEEN THE GROUT AND WOOD SUBSTRATE, OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION. =ad as saaplykg aidt 1k � frI(U 22 ) 7 467 Mani Dada 1� r i t it ‘el# 217/32" 0.1 '..21//4144.4 :ti. .ti: i ; E.D. TYP. �I 3 -TRACK FRAME S LL CONCRETE INSTALLATION FA amm Sr RK fhwildBX FX com OF F.K larho Ohio Dam mac SIM77 D E AODflEW 513ddSONOBISON MC =NSA 70A1m71 TERNATE21RAOCFRAME VW S RAO. LlafDTN Ns, f7. P•HHOOK FONBETTER BY81M.L4 Eff. ADD R Dfl 60,81607 127 I Nehikrao F etme,e E.O. 1070 TEOH OLOOYOR M NOKOAIS, FL 3427$ P.A licaK 14120 NOKOl08 A. SM74 P ANCHORAGE DETAILS ALUM. SLIDING GLASS DOOM IMPACT NQD780 l NIS 10 d 11 I 8100 -11 Lucas A. Turner, PE. PE #58201 Mechanical 4 3/16" MIN. O.C. DIAGONAL STAGGERED SPACING 4 3/16" MIN. O.C. DIAGONAL STAGGERED SPACING 4 3/16" MIN. 0.C. DIAGONAL STAGGERED SPACING 1 3/8" MIN. 1/4" MAX SHIM —r•I 1 3/8' MIN. --P- I/4" MAX SHIM - WOOD ANCHOR, --� SEE NOTE 2, SHT. 10 ANCHOR QUANTITIES FROM TABLE 2, SHT. 9 PERTAIN TO THIS ANCHOR LOCATION 1" MIN. E.D. TYP. 2x WOOD BUCK TYP., SEE NOTE 3, SHT. 10 2-TRACK FRAME JAMB WOOD INSTALLATION WOOD ANCHOR TYP., SEE NOTE 2, SHT. 10 3 -TRACK FRAME JAMB WOOD INSTALLATION WOOD FRAMING 1 3/6" MIN. P-HOOK WOOD INSTALLATION 1 3/8" MIN. 4 3/18" MIN. O.C. DIAGONAL STAGGERED SPACING CONCRETE ANCHOR TYP., SEE NOTE 1, SHT.10 WOOD ANCHOR SEE NOTE 2, SHT. 10 7 11/16" MAX. FROM CORNER, 241/2" MAX. ON CENTER (FIRST ANCHOR) 4 3/16" MIN. O.C. DIAGONAL STAGGERED SPACING 4 3/16" MIN. O.G. DIAGONAL STAGGERED SPACING CONCRETE ANCHOR SEE NOTE 1, SHT. 10 11" MAX. FROM CORNER 241 12" MAX. ON CENTER 1/4" MAX SHIM INTERIOR j EXTERIOR I r : ' 2-TRACK FRAME JAMB -,,w :.CONCRETE INSTALLATION 1/4" MAX. SHIM 21/2" MIN. E.D. TYP. --r ELCO 1/4" TAPCON (MIN. 1 3/8" EMBEDMENT) OR ELCO 1/4" SS4 CRETE -FLEX (MIN. 13/4" EMBEDMENT) 2 1/2" MIN. E.D. TYP. ELCO 1/4" TAPCON (MIN. 1 318" EMBEDMENT) OR ELCO 1/4" SS4 CRETE -FLEX (MIN. 1 3/4" EMBEDMENT) • . 2 117' MIN. J ! r E.D. TYP. a y z.•∎ -- 3.4 KSI MIN. CONC. OR 1.5 KSI CMU, TYP. ".'" 3 -TRACK FRAME JAMB • CONCRETE INSTALLATION rr N, }',;�;:; P -HOOK CONCRETE INSTALLATION 3.4 KSI MIN. CONC. CONCRETE ANCHOR SEE NOTE 1, SHT. 10 711/16" MAX. FROM CORNER 24 1/2' MAX. ON CENTER (FIRST ANCHOR) aed+uea+� +rhb Date ✓4 2 -- NoAE % l >Ct3 : 3 6/16" ELCO 1/4" TAPCON (MIN. 13/8" EMBEDMENT) OR ELCO 1/4" SS4 CRETE -FLEX (MIN. 1 3/4" EMBEDMENT) CONCRETE ANCHOR, SEE NOTE 1, SHT. 10 ANCHOR QUANTITIES FROM TABLE 2, SHT. 9 PERTAIN TO THIS ANCHOR LOCATION i TYPICAL JAMB CLUSTER 4 3/16" MIN. O.C. '?Inset: tear FJC Ott DEW Rafter Amombrir aa,d.eelr ES, asNc QdfiC7 1070 TECHNOLOGY 018YE MOMS FL 34275 P.O. 80 11629 Noicatia FL 34274 c4 ,T_ Visibly Better ANCHORAGE DETAILS Wit ALUM. SLIDING GLASS DOOR, IMPACT swrosersk I NTS I!1 s 11 l o• � ro � 8100.11 Lucas A. Turner, P.E. PEI Mechanical LLOPAY MODELS 84A, 94, 98, H94 IDEAL MODELS 4F, 4RST; H4SI hOLMES MODEL 48A / 7 - OR 21" HIGH / INTER. STILE OUTSIDE HANDLE 4 / OUTSIDE KEYED IIX;K , LOCK RAiR LOCK OPTION INSTALLER MODEL A 94, H94, 4RST, H4SI 98, 4F RFTAII YODEL DESCR.PIION 84A, 48 WOODCRAIN TEXTURE, RASED PANE_, GALV. INTER. STIt ES / WOODGIA'N TEXTURE, FLUSH PANEL, CA. V. INTER. TILES / ONE INIE'R'MEO STILE BEIVECN EACH EMBOSS LOCATION. ATTACHED W/ PATENTED TOG-L- LOC SYS1EN (TOP & BOT) • D URETHANE ADHESIVE (ALONG CENTER). A 1 t TY�Y�TY�T its>_�T sss�iiYYyfYiiil� /i�y����� 4� n i 16111 [111111,- 1 �I x • M ;�!'- *�IJY�L; :y�-? I � a�, I -_ - 1`i"* t-� r: , t :.K 4 r - #14x5/8" SH.EI MAX. LOCATION OF OPTIONAI ®1 EXC 0 SO. INC HES ' END / / STILE -LOCK / DAR GUIDE OPTIONAI OIITSID KFYFD LOCK POSITION 8 "x2- 1/4'x12 GA. SAW. STEEL PLATE. .• ®ONE PER C- CHANNEL. SEE VIEW 'E". DOOR WIOT- " 18' - 2 ° INSIDE LLEVAT.O\$ • LOCK BAR ' OUTSIDE KEYED ENGAGES IN HANDLE TRACK ON 1 EACH SIDE , OF DOOR. METAL SCREWS SCREWS INTER. STILE 7-1/2' - 1/4'113/4' SELF / TAPPING SCREWS 14 GA_ END HINCFS 18 GA INTERN IATE H6 cE .40 1 ♦ VIEW C" i SNAP IATCI1 ENGAGES ONTO VERTICAL TRACK. ONE SNAP LATCH ON EACH SIDE OF DOOR / END STILE INSIDE HANDLE OUTSIOF KEYED IOCI( SNAP LATCH LOCK 0 910N 1 - END STILE CONE DURATION; (SEE ILLUSTRATION BELOW) ii-- 16 GA. CAI VANIZED 1-PC DOUBLE. END STILES ATTACHED TO DOOR SKIN WITH PATENTED TOC -L -_OC SYSTEM. (2) AT TOP INSIDE, (2) BOTTOM INSIDE, OUTSIDE EDGE OF 18" SECTIONS & (6) ALONG O0ISEX LUG. OF 2' SEC I IONS. 1 A ALTERNA SDIFS, QNFIOIIRATION: (SEC ILLUSI NAT ION BELOW) f / 16 GA. GALVANI7F.D EN") STILES ATTACHED TO DOOR SKIN WRH PATENTED TOG -L• LOC SYSTEM ;(2) AT TOP INSIDE, (2) BOTTOM .NSIOF, (4) Al ONG OUTS SECTIONS & (8) ALONG OUTSIDE EDGE OF 21" SECTIONS] AND SEPARATE 18 GA. GALV,, INNER DOUBLE END STILES ATTACHED TO TOP AND BOTTOM RAIL TOG - LOC SYSTEM. / 1 -PC END STILE CONFIGURATION (ILLUSTRAIECC ) • � - (2) 12 GA. GALV. ST 7 0... TOP ROLLER 16 GA. 1—PC DCURLE END STILE I BRACKE (2 -1/2" x 5 - 3/8"). EACH BRACKET ATTACHED W /(4) • • #14 x518" SI I ET METAL SCR-. NS. VIEW °C' ADJusiABLE SLIDE ATTACHED TO TOP / BRACKET W ;TH (2) 1/4 "x1/2" BOLTS VIEW "8" / AND NUTS PER BRACKET. / LOCK POSITION (BOTH SIDES). TWO POINT IOCKING RF.OUIRED. LOCKS HAVE 5 /A' MIN. ENGAGEMENT. SEE • IAYOUT OF EACH LOCK OPTION BELOW, • DOORS WITH 2" TRACK USE (2) STACKED ' / 1.HR BRACKETS (2•- 1/2 "x5 "x 12 GA.) AS / INNER BOTTOM BRACKET ATTACHED WITH (2) ' ' /4 "x3/4" SELF TAPP.NG SCRLWS. ®ODORS WITI. 3° TRACK USE USE (1) 3 -IN / ROLLER CARRIER (I - 1/8 "4 /4" x 12 ' GA.) AS INNER BOTTOM BRACKET ATTACHED • WRII (2) 1/4'3(3/4' SE ....F TAPPING SCREWS.' SHIP LAP JOINTS SLIDE BOLT ' LOCK ENGAGES INTO VERTICAL ' TRACK. ONE LOCK ON EACH ' SIDE OF DOOR. IME SLIDE BOLT LOCK e 24 GA. (0.0239" MIN. THICK) DDS STEEL (MIN. YIELD STRENGTH: 37.2 ASI) EXTERIOR SKIN WITH 0 -40 GALVAN :Z:NO, BAKED -ON • &AAA PRIMER AND A BAKED -ON POLYESTER PAINTED TOP COAT • APPLIED TO BOTH SIDES OF STEEL SKIN. (ASTM No. A683). �`�` py Building Products Corn an SCOTT HAMILTON, P.E. FLORIDA LICENSE No. 83288 / DESIGN LOADS: + P.S.F. & •54.0 P.S.h'. 1 2 PACE 1 OF 3 • 2" THICK l REV 8 9 10 DATE 11/18/05 12/7/2005 12/7/2005 1) 05/19/2006 12 09/11/2006 13 12/13/2006 /. 17 GA. GALV. STEEL TOP ROLLER / BRACKET. FASTENER INSIDE DETAILS. A ELEVATION FOR AT THE LOCATIONS NOTED ON / INSIDE ELEVATION. ATTACH THE 8'x2 - 1/4 "x12 CA. STEEL PLATE ' TO THE UNDERSIDE OF THE THE C- CHANNEL WITH (4) 1/4 "x3/4 "' SELF TAPPING SCREWS. , 6 "x2 - 1/4 "x12 GA. GALV. STCCL PLATE. ONE PER C- CHANNEL SEE VIEW '5 ". ✓ 14 GA. GALV. ROLLER HINGE. EACH HINGE --- .__FASTENED TO END STILES W /(4) #144/8" SHEET METAL AND (4) 1/4 "x3/4" SELF .0 TAPPING SCREWS. SC_C VIEW "0 ". Al UMIN EXTRUSION & VINT: WEATHERSTRIP. SECTION A - (SID V.EW) , / TOLERANCES .00 - Unless Staled 0"Meratc .0D0 m m .0000 Deyroax CLOPAY BUILDING PRODUCTS 8585 DUKE BLVD. MASON, OHIO 45040 (513) 770 -4800 2 1.03 5.015 r.0O7 11/2' SCALE. NOTED DATE 2/15/95 DRAWN BY. MWW ciirrxrD DY■ SH • DESCRIPTION 1 MIN YIF.10 WAS 38KSI. ADDED 3RACKEI LOCATIONS ADDED 1 PIECE DOUBLE END STILE MIN YIE_) WAS 37.21(51; REVISLU LUCK NOI E.; DWI SHEETS; DESIGN ENGINEER WAS M. WES'IERFIELD. UPDAIE) PER M -0 COMMENTS REVISED MIN YIELD PER W -D COMMENTS (WAS 34 F_TZRNATE 2 -PC END $T11,E CONFIGURATION (I ® 16 GA. END STILE - 18 GA. INNER DOUBLE END STILE 2 -1/2 " -I I- 5/8" (TYP.) VIEW "D' ' 8" TALL C- CHANNEL 18 GA. GAIN. STEF.I ONE B" TALL C- CHANNEL PER DOOR SECTION. (SEE VIEW "0") C- CHANNEL ATTACHED AT EACH STILE LOCATION WITH (1) 1/4 "x3/4 SELF TAPPING SCREW. . '2 GA. GALV. STEEL BOIIOM BRACKET (3 - '/2" a S - 1/2") ATTACHED WITH (2) #14x5/8' SHEET METAL SCREWS. / A PASE 1 OF 3 DRAWING NUNALR• 101300 ( 1ND )GE Or 18 PATENTED TED) MAIL SIZE 16'2 "W x 12 ° H CORRECTED BRACKET MOUNT DEPICTION; PUSHY -NUT FOI RO' LER W LOCKNU"; ADDED ROLLER THE OPTION; RCNSCD JAMS 1 IMENT TABLE; ADDED IDEAL/HOLMES BRANDS. i (2) C 1- 1 -1/4" WIDE x 18 GA GA_V. STRAP. (7) PER DOOR SECLON. OPTIONAL: (8) STRAPS ON 2ND ' (LOCK) SECTION (SEE INSIDE ELEVATION). EACH STRAP ATTACHED WITH (3) 1/4 "x3/4" SELF TAPPING SCREWS (TWO SCREWS TO DOOR, ONE SCREW TO C- C - ANNEL). .701I DESCRIPTION DOUBLE CAR W8 HURRICANE PAN DOOR VTR' MD CLOIPAY MODELS 84A, 94, 98, H94 ' IDEAL MOVLS 4L, 4I ST, H4ST HOLMES MODEL. 48 4 HACK CONFIGURATION: DOORS UP TO 8'0" -UGH / STANDARD HCIGVT MODEL $ 48, 84A, 94, 98, 4RST, 4F / HORI70MAL 'RACK SUPPORT BY DOOR INSTALLLII (FO S. M. IORIZONTAL ANGLE ATTACHED TO FLAG BRACKET WITH (1) 3/8° x 3/4" CARRIAGE BOLT. I ) IIQI ROUBLE TRACK LOW IIEADRO01I IS AVWLAB.E AS AN DPIIOV 13 CA. GALV. SILO. FAG RRACKEi. / HORIZONTAL TRACK ATTACHED TO VERTICAL TRACK WITH (2) 1/4' x 3/4" BOLTS MD NUTS. 1 78 "(7'6'H & 8'0 l I DOORS ORLY) I 83 " 2` GALV. STEEL TRACK, / TRACK "1:ICKNESS: 509.083 ". / 38' • in" 3 1/2'A / 2-'/2"x12 GA. GAI V. SIFF: TRACK 8RACKL1S FASTENED TO WOOD JAMB WITH 5/16'41 -9/8' IAG 4 SCREWS NOT TO EXCEED 14" 0.0. MIN. OF (9) LAG SCREWS REQUIRED.I ® 2" GALV. STEEL TRACK FASTENED TO 12 GA. GALV. STEEL SNACK BRACKETS. TRACK • ATTACHED TO EACH BRACKET WITH TWO 1/4' DIA. RIVETS. 1" DOOR OVERLAP (EACH SIDE) / 112 1/2' MIN. 7x6 SYP WOOD JAMB. SEE •• • V °JAMB PREPAFLAIION NOTE' ON SHEET THREE. TYP. 2 -1/2 "x12 GA. GALV. STEEL TRACK BRACKETS. 24' (6 TRACK BRKIS PER SIDE FOR DOORS UP TO 7'0" MOH). (7 TRACK BRITS PER SIDE FOR DOORS 7'3" TO 8'0" HIGH). • JAMB CONfiGURATION: DOORS UP TO 8'0" HIGH / STANDARD HEICH _ MQp. I�, $• 48, 84A, 94, 98, 4RST, 4F 4 I 3 TRACK AND SCOTT HAMILTON, P.E. FLORIDA LICENSE No. 63286 2 JAMB CONFIGURATION IIOR2ONTAL ANGLE. - • SECTION VIEW OF - TRACK AND 4ORIZONTAL ANSI. TRACK FASTENED TO ANGLE ' WITH 1 /4" RIVETS AT 24" MAX. O.C. SPACING. STOP MOULDING BY DOOR INSTALLER (TO SUIT). 16 GA. GAI V. 1 -PC DO STEEL END STILE (OR ALTERNATE 2 -'C CONFIGURATION. SEE SHEET ONE)A / ® 20 GA. GA_V. SkLL INIL4. SILL. (1) INTER. • STILE BETWEEN EACH EMBOSS (SEE INSIDE I LUNATION ON SHEET ONE). DOORS 18'2' WIDE / HAVE (7) INTER. STEES PER SECTION. • 18 GA GALV. STEEL CENTER HINGE J 7/16" I.D. ROUND FASTENED TO INTER. STILES W /(4) EACH � PUSH NUT / #14x5/8" SHEET METAL SCREWS. ' 14 GA. ROLLER H NOES FASTENED TO END STILES W /(4) EACH #14xb /8" SHEET METAL SCREWS AND (2) 1/ SELF .TAPPING SCREWS PER END I INGE. , - / 2" 10 BALL LONG STEM STEEL ROLLER WITH STEEL OR NYLON LIRE DESIGN I RADS: ' 48.8 P.S.F. & -52.0 P.S.F. 3 Building Products Company TRACK CONFIGURATION: DOORS 8'3" TO 12'0" :i GH ' IICIG -T MODFI$ H94, H4 ST, 98, 4rA/ $ORILONTAL ANGLE ATTAcIFII TO FIAO BRACKET CENILR HANG REQUIRED FOR WITH (t) 3/8' x 3/4' CARRIAGE BOLT. ® j I DOORS OVER 8' HIGH. / 3 -1/2" /.RR '" DOOR OVERLAP (EACH SIDE) / ®2 - 1/2" MIN 24 SYR WOOD JAMB. SEE "JAM! PREPARATION NOTE" ON SHEET THREE, / . -5/8' x 2 -3/8" MIN. x 0.080" IAPLNEJ ANGLE. SEE LA{: BOLT MOUNTING AT TRACK CONFIGURATION. J 0.101" !HICK 3" CALM. STEEL TRACK FASTENED "0 TAPERED ANGLE. TRACK ATTACHED TO TAPERED ANGLE WITH ONE 1/4"x5/8" BOLT & / NU' AT EACH MOUNTING SLOT. MIN T IPA Cl opay �� Stated Otherwise PAGE V IIAT! o S R ON PAGE 2 OF 3 113E 'l SEE REVISION HISTORY ON SHE 2 3" GALV. TAPERED STEEL TRACK AND ANGLE. TRACK THICKNESS: 0. ANGLE THICKNESS: 0.080 ". / • VERTICAL/HORIZONTAL TRACK t • 'UNCTION. TWO 1 /L' BOLTS & NUTS FOR EACH TRACK., ADDITIONAL MOUNTING SLOTS SPACED AT 17' C=NTFRS. •12" ON CENTER / / E. XI' TRACK BOLT AND NUT AT EACH MOUNTING SLOT LOCATION. JAMB COW-IOW/010N: DOORS 8'3" TO 12'0" HIGH / EXTENDED HEIGHT MODEL H94, H4ST, 8, 4F ,. 00 i.03 .000 - 3.015 .0000 *.007 Dew= . t1 /r CLAPAY BUILDING PRODUCTS 8585 DUKE BLVD. MASON, OHIO 45040 j5131 770 - 4800 STOP MOULDING BY DOOR INSTALLER (TO SUIT). 16 GA. GALV. 1 -PC DOUBLE STEEL EN9t SIILE (OR ALTERNATE 2 -PC / CONFIGURATION, SEE SHEET ONE) . 20 GA. GALV. STEEL INTER. STILE: (1) I � - INTER. STILE BETWEEN EACH EMBOSS ' (SEE INSIDE ELEVATION ON SKI ONE). DOORS 16'7' WIDE HAVE (7) INTER. • — Ai SDI FS PFR SECTION. • 18 GA. GALV. STEEL CENTER HINGE ' FASTENED TO INTER. STILES W /(4) EAC- • #14x5/8' SHEET METAL SCREWS. • 14 GA. GALV. STEEL ROLLER HINGES FASTENED TO END • SIILLS W /(4) EACH #I4xS /8' SHEET METAL SCREWS 0. AND (2) 1/4" SELF TAPPING SCREWS PER END HINGE. • 3" DIA. 8 - 1/2° LO \G STEM BALL BEAR'NG STEEL ROLLER. ✓ 7/16" I.D. ROUND PUSH NUT I SCALE' NOTED BATE 2/15/95 DRAWN BY, MWW CRUXES Dri SH 14" MAXIMUM SPACING / FROM I AST MOUNTING / SLOT TO TRACK JUNCTION, B 1 FIOR.ZONTAL TRACK SUPPORT DT DOOR INSTALL FR (TO SUIT).• DOOR !VERTICAL HEIGI IT 'TRACK LENGTH 13 ININEL PAGE. 2 OF 1 BRAVING NUMBER 101300 _2° X 2 HORIZO SECTION VIEW I AND IIRIZONTI TRACK FASTENS WITH 1/4' RNT MAX. 0.C. SPA( VOLE. OK ' LE. ANCLE ' 24" / ONE 5/18" x 1 -5/8" LAG SCREW SPACED AT TH IE DISIANCLS AS 1HE TRACK BOLTS (I.E. 3 -1/2 ° , 11 34', / 46 ", ETC.). ADDITIONAL LAG SCREWS LOCATED Al 28 ", & 40 FROM 130170m. A_SO TWO LAG SCREWS LOCATED ABOVE? VERTICAL/HORIZONIAL TRACK JUNCTION. / 1 1 : r WVIr'H3'WFD • • . . gy. NV"re L t7:1t MAX. SIZE 16'2"W x 12'0'H DESCRIPTION �^ DOUBLE CAR W8 HURRICANE PAN DOOR DER. MD 4- A ICLOPAY MODELS 84A, 94, 98, H94 • IDEAL MODELS 4F, 4RST, H4Sra ✓ HOLMES MODEL 48 / 1 1 /2 MAX. J.C. 1 a 4 FASTENER 2x6 VERTICAL JAMB 2x6 JAMB TO SUPPORTING STRUCTURE. ATTACHMENT: NOTES ✓ 1) ALL THE LOA) FROM THE DOOR IS TRANSFERRED TO 'HE TRACK AND THEN FROM THE TRACK TO THE 24 VERTICAL SY? (GRADE #2 OR BETTER) JAMBS. NO LOAD FROM THE DOOR IS TRANSFERRED "to TI HORIZONTAL (TOP) ..A me. 2) ALL JAMB FASTENERS MAY BE (BUT ARE NOT REQUIRED TO, BE) COUNTERSUNK TO PROVIDE A FLUSH MOUNTING SURFACE. 3) CACTI VERTICAL JAMB SEES A MAXIMJM DESIGN LOAD OF ,+372.8 LB do –416 LB. PER LINEAR FOOT OF JAMS. ✓ ® 4 S // 3L S OON R IIN C R EA SE V FOR WI O LOAD WAS USED IN THE CALCULATION OF ALLOWABLE LOADS FOR ANCHORS AND FASTENERS • HORIZONTAL JAMB (NQ LOAD FROM DOOR) A 3 2 1 _ _ REV Ik0.1E ULSCU!PndN PAGE 3 Oi ,3 113 - 12EE REVISION HISTORY ON SHEET JAMB ATTACLiMLNT AND SUPPORTING STRUCTURE SCOTT HAMILTON. FLORIDA LICENSE DESIGN , LOADS: +46,6 P.S No. 63286 .F. P.E. 3 2x6 JAMO 10 SUF'POR ING STRUCTURE MINI VUM FASTENER REQUIRLMLNIS (NOT TO BE USED FOR ATTACHMNN% OF TRACK BRACKETS OR ANGLE TO 9x6 VFRTICA, JAMBS OR SUPPORTING STRUCTURE) AN HOR 2 ' MIN •I >�� 1 STEEL WASHERS REOLI1RED? 1" 0.0. • 1 O.D. LUDED I WOOD I-. -AME BUILDINGS STUD WALLS 0= DOOR DaENING SHALL BE FRAMED SOLID BY NOT LESS 'THAN (3) 2x6 PRESSURE TREATED CR $2 OR BETTER WOOD STUD OF A STRESS GRADE NOT LESS THAN 1200 PSI NOMINAL EXTREME FIBER STRESS BENDING TO FOR DOORS UP TO 8'0" HIGH AND NOT LESS THAN (4) 2x8 PRESSURE TREATED GRADE f2 OR BETTER WOOD STUD OF A STRESS GRADE NOT LESS THAN 1200 PS NOMINAL EXTREME FIBER STRESS IN r BENDING (F.) FOR DOORS 8'3' TO T2'0" HIGH. STUD WALLS TO BE CONTINUOUS FROM FOOTING 10 TIE BEAMS AND IN ACCORDANCE WITH THE FLORIDA RUILDING CODE BLOCK WALT. OR CONCRETE 2x6 WOOD JAMB SHALL BE ANCHORED TO GROUT REINFORCED BLOCK WALL OR CONCRETE COLUMN. BLOCK WALL CELLS SHALL BE FILLED WITH CONCRETE AND REINFORCED WT:H #5 BAR EXTENDING INTO TI IC ' FOOTING AND INTO ^E BEAMS. ALL BARS SI-ALL BE CONTINUOUS FROM THE TIE BEAMS TO FOOTING PER BLOCK WALL OR CONCRETE COLUMN. BLOCK WALLS AND CONCRETE COLUMNS ICI BE D`CS'ONED BY BUILDING PROFESSIONAL OF RECORD AND IN ACCORDANCE WITH THE FLORIDA BUILDING CODS ✓ JAMB PREPARATION NOTE THE. MCIHOD OF ATTACHMENT TO THE SUPPORTING STRUE -URE OF THE PRESSURE IHEATED 2x6 WOOD JAMBS SHALL BE APPROVED BY THE PROrESSt1NAL OF NICORD FOR THE STRUCTURE AND IN r ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON TI. +S DRAWING. PREPARATION OF JAMBS BY OHERS. / ALL MOUNTING OF TRACK, ANGLES, HORIZONTAL TRACK SUPPORTS, AND ALL OTHER DOOR ' 1∎ARDWARE TO BE INSTALLED PER CLOPAY INSTALLATION INSTRUCTIONS SWPJCD WITH DOOR ' SYSTEM UNLESS OTHERWISE NOTED. / ' MXIMJM ON CENTER DISTANCE BETWEEN FASTENERS 6 -1/4" , BUILDING TYPE FASTENER IYPL C -90 BLOCK (HOL_OW 6§-1/4. x 3 (1 -1/4" EMBED) ITW IAII(:UN CONCRETE ANCHOR (2 -1/2 MIN. EDGE DISTANCE) " A\,3,Oi0PSI MIN. CO l L 4 L)i P,104.)1�l:a ?T.i . C. NCRE T .1 E T a 3 0'JB • "•1" 1 Ei�ii�Lf�!LID ITN R 31 HEAQ TRU • T 4•1 WOO FRAME, I R TM ' 0 GRADE A) (2-1 A - I MI C -' .3 1 : x 5 1 -3,131 f 1Flii'1I F7 1 TN NT :11 1 2' MIN. CLOPAY DOGS NOT / SUPP:Y JAMB ATTACHMENT FASTENERS. ' • – FIRST ANCHOR /SCREW S'ARTNG FROM 80TTOM AT NO MORE T-IAN HALF OF MAXIMJM ON CENTER DISTANCE. i MI Clepay Building Products dt -52.O 13.S.F',1Compan* 1OLERANCES Wass Staled OU,mwlp 2 .00 a e.03 .000 - s.01S .0000 - ,.007 D - t1 /2' SCALE. NOTED DATE 2/15/45 CLOPAY BJIIAING PRODUCT'S DRAWN Br, MWW 8585 DUKF BLVD. MASON, OHIO 45040 cla'cCrr BY. (513) 7F0 -4800 SH PAGE, 3 OF 3 BESCRIPTIDO DOUBLE CAR W8 HURRICANE PAN DOOR MOVING NUMBER 101300 1 i T „rdr'R4' .o NAY. SIZE I I 16'2"W x 12'0 "11 YEW MD D C a BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries P.O. Box 1529 Nokomis, FL 34274 SCOPE: PJLI4.PJOW4 A, k G, c MIAMI DADE COUNTY, FLORIDA METRO -DADE RAM ER BUILDING 140 WEST Fi.AGLI R SPREET, SUITE 1603 MIAML FLORIDA 33130 -1563 (305) 315 -2901 FAX (305) 315 -2908 This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHD). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AM (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AM may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requntements of the applicable building code. This product is approved as descri bed herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Serier"SH-4000”AhuninnanSingleHrmgWindow .. APPROVAL DOCUMENT: Drawing No. 2736, titled "Alum. Single Hung Window WI STD MTG. Rail". sheets 1 through 7 of 7, prepared, signed and sealed by Robert L.Clarlc, P.B., dated 12/15/04 with revision "F", on 09/20/06, bearing the Miami Dade County Product Control Renewal Stamp with the Notice of Acceptance number and expiration date by the Miami Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement "Miami Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered alter a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any caber purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 05. 0104.05 and, consists of this page 1 and evidence page B -1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D. Gascon, P.E. NOA No 06- 0706.04 Expiration Dater September 30, 2011 Approval Date: October 19, 2006 Page 1 PGT Industries NOTICE OF ACCEPTANCE; EVIDENCE k`UBM1TTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No 2736, titled "Series "Mum. Single Hung Window W /STD. MTG. Rail" Sheets 1 through 9 of 9, prepared by the manufacture dated 12/15/04 with revision "D", on 12115/04, signed and sealed by Robert L. Clark, P.E. B. TESTS 1. Test reports oni) Uniform Static Mr Pressure Test, Loading per FBC, TAS 202 -94 along with marked up drawings and installation diagram of aluminum single hung window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL- 3654 signed and sealed by Joseph C. Chan, P.E. "Submitted under NOA # 058-0104.05" 2. Test reports on I) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform. Static Air Pressure Test, Loading per FBC, TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Forced Entry Test, per FBC 2411.3.2.1 (b) and TAS 202-94 along with marked up drawings and installation diagram of aluminum single hung windows, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FfL- 2959, 2960, 2961, 2962, 2963 and 2964 dated various, signed and sealed by Antonio Acevedo, P.E. "Submitted under NOA # 058-0104.05" 3. Test reports on 1) Air Infiltration Test, per FBC, TAS 2.02-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202-94 4) Forced Entry Test, per FBC 24113.2.1 (b) and TAS 202 -94 along with marked-up drawings and installation diagram of aluminum single hung windows, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL- 4179 dated April 07, 2004, signed and sealed by Edmundo J. Largaespada, P.E. "Submitted under NOA # 058.0104.05" 4. Test reports on 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Forced Entry Test, per FBC 2411.3.2.1 (b) and TAS 202-94 along with marked -up drawings and installation diagram of aluminum single hung windows, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FI'L- 4379 dated 11/04/04, signed and sealed by Edmundo J. Largaespada, P.E. Jabne D. Chief, Product Control Division NOA No 06. 0706.44 Expiration Date: September 30,2011 Approval Dates October 19, 2006 E -1 J'GT Industries NOTICE OF ACCEFIANCE: EVIDENCE SSJBNIIJ"TED C. CALCULATIONS 1. Revised Anchor Calculations, ASTM E 1300 -02, and structural analysis, prepared by POT Industries, dated 09/20/06, signed and sealed by Robert L. Clark, P.E. D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS L Statement letter of conformance and no financial, dated May 11, 2001, signed by Robert L Clark, P.E. "Submitted under NOA # 04-0714.06" 2. Laboratory compliance statement as part of test reports for Test Report no. PTL -2959, 2960, 2961, 2962, 2963 and 2964, issued by Fenestration Testing Laboratory, Inc., signed and sealed by signed and seated by Antonio Acevedo, P.E. "Submitted under NOA # 04. 0714.06" G. OTHER L Letter from the consultant stating that the product is in compliance with the Florida Building Code (FBC). 2. Notice of Acceptance No. 05 -0104.05, issued to POT Industries, Series SH -4000 Aluminum Single Hung Window, approved on 03/24/05, and expiring on 09/30/06. E -2 D. Gascon, .E. Product Control Division NOA No 06-0706.04 Expiration Date: September 30, 2011 Approval Date: October 19, 2006 IFCENED JUL ip 7 G CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries 1070 Technology Drive Nokomis, FL 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and "accept d by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series FD-750 Oulswing Alum French Door w/Sidelites — L.M.I. APPROVAL DOCUMENT: Drawing No. 8000 -11, titled "Alum French Door & Side Lites, Impact", sheets 1 through 11 of 11, prepared by the manufacturer, dated 12/23/04 with revision B dated 10/12/06, signed and sealed by Lucas A. Turner, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 05- 0419.03 and consists of this page 1 and evidence pages E-1, E-2 and E-3, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. Po a r / L I MIAMI-DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 331304563 (305) 375 -2901 FAX (305) 375 -2908 www.buldinecodeonline.com NOA No. 07-0103.02 Expiration Date: February 24, 2010 Approval Date: March 15, 2007 Page 1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No 8000 -11, Sheets 1 through 11 of 11, titled "Alum. French door & Side lites, Impact", dated 12/23/04 with revision B dated 10/12/06, prepared by manufacturer, signed and sealed by Lucas A. Turner, P.E. B. TESTS 1. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TM 201 -94, 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, Per FBC 2411 3.2.1 and TAS 202 -94 along with marked -up drawings and installation diagram of aluminum doors of OXXO configuration, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -4921, dated 07/17/06, signed and sealed by Edmund° Largaespada, P. E. 2. Test reports on 1) Uniform Static Air Pressure Test, per FBC, TAS 202 -94 2) Large Missile Impact Test per FBC, TAS 201 -94 3) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 4) Forced Entry Test, per FBC 2411 3.2.1 and TAS 202 -94 along with marked -up drawings and installation diagram of aluminum doors of OXXX configuration, prepared by Fenestration Testing Laboratory, Test Reports No. FTL- 4527, dated 02110/05, signed and sealed by Edmundo Largaespada, P. E. (Submitted under NOA # 05 3. Test reports on 1) Air Infiltration Test, per FBC, TM 202 -94 2) Uniform Static Air Pressure Test, per FBC, TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Forced Entry Test, per FBC 2411 3.2.1 and TAS 202 -94 along with marked -up drawings and installation diagram of aluminum doors of OXXO configuration, prepared by Fenestration Testing Laboratory, Test Reports No. FTL- 4528, dated 02/14/05, signed and sealed by Edmundo Largaespada, P. E. (Submitted under NOA # 05 0419.03) 4. Test reports on 1) Large Missile Impact Test per FBC, TAS 201 -94 2) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked-up drawings and installation diagram of aluminum doors of XXXO configuration, prepared by Fenestration Testing Laboratory, Test Reports No. FTL- 4529, dated 02/14/05, signed and sealed by Edmundo Largaespada, P. E. (Submitted under NOA # 05- 0419.03) E -1 Product Cop _ 7 r NOA No. - Ix .02 Expiration Date: February 24, 2010 Approval Date: March 15, 2007 PGT Industri NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. Test reports on 1) Large Missile Impact Test per FBC, TAS 201 -94 2) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of aluminum outswinging french door, prepared by Fenestration Testing Laboratory, Test Reports No. FTL- 4530, dated 02/14/05, signed and sealed by Edmundo Largaespada, P. E. (Submitted under NOA # 05- 0419.03) 6. Test reports on 1) Large Missile Impact Test per FBC, TAS 201 -94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of aluminum outswinging french door, prepared by Fenestration Testing Laboratory, Test Reports No. FTL- 4311, dated 09/01/04, signed and sealed by Edmundo Largaespada, P. E. (Submitted under NOA # 05- 0103.03) 7. Test reports on 1) Uniform Static Air Pressure Test, per FBC, TAS 202 -94 2) Large Missile Impact Test per FBC, TAS 201 -94 3) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of aluminum outswinging french door, prepared by Fenestration Testing Laboratory, Test Reports No. FTL- 4312, dated 09/13/04, signed and sealed by Edmundo Largaespada, P. E. (Submitted under NOA # 05-0103.03) 8. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, per FBC, TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Forced Entry Test, per FBC 2411 3.2.1 and TAS 202 -94 along with marked-up drawings and installation diagram of aluminum outswinging french door, prepared by Fenestration Testing Laboratory, Test Reports No. FTL- 4315, dated 09/13/04, signed and sealed by Edmundo Largaespada, P. E. (Submitted under NOA # 05- 0103.03)PGT Industries C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC -2004, prepared by A1- Farooq Corporation, dated 12/15 /06, signed and sealed by Lucas A. Turner, P.E. Complies with ASTM E1300 -02 D. QUALITY ASSURANCE L Miami Dade Building Code Compliance Office (BCCO). E -2 Man . Product Control .±' : r r NOA No. 07- 0103.02 Expiration Date: February 24, 2010 Approval Date: March 15, 2007 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 03-0827.08 issued to Solutia, Inc. for "Solutia Interlayers ", dated 03/04/04 and expiring on 03/04/09. 2. Notice of Acceptance No. 05- 1208.02 issued to E.I. DuPont de Nemours & Co., Inc. for "DuPont Butacite PVB Interlayer ", dated 01/05/06 and expiring on 12/11/10. 3. Notice of Acceptance No. 03- 0415.13 issued to Solutia, Inc. for "Vanceva Composites used for lamination of glass ", dated 12/11 /03 and expiring on 12/11/08. F. STATEMENTS 1. Statement letter of conformance, dated February 21, 2007, signed and sealed by Lucas A. Turner, P.E. 2. Statement letter of no financial interest, dated February 21, 2007, signed and sealed by Lucas A. Turner, P.E. 3. Laboratory compliance letter for Test Report No. FTL- 4921, issued by Fenestration Testing Laboratory, Inc., dated June 26, 2006, signed and sealed by Edmundo Largaespada, P.E. G. OTHER 1. Notice of Acceptance No. 05- 0419.03, issued to PGT Industries for their Series FD- 750 Outswing Aluminum French Door and Sidefites- L.M.I., approved on 06/09/05 and expiring on 02/24/10. E -3 Manuel Product Control • :: NOA No. 07 -00.02 Expiration Date: February 24, 2010 Approval Date: March 8, 2007 RI 2 MIAM G CODE COMPLIANCE OFFICE (BCCO) PROD cr CONTROL DIVISION MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 OA www.buildingcodeonline.com CE OF ACCEPTANCE ustries 1070 Technology Drive, Nokomis, FL 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The 1Vliami Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, mYlify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "SGD 780" Aluminum. Sliding Glass Doors ( Reinforced /Non - Reinforced) -Impact APPROVAL DOCUMENT: Drawing No.8100 -11, titled "Alum Sliding Glass Door- Impact", sheets Ithrough 11 of 11, prepared by manufacturer, dated 05/24/07 and last revised on 07/12/07, signed and sealed by Lucas A. Turner, P.E., bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant Limitation: 1. Full length reinforcements are required for Doors height greater than 96 ". 2. Egress operable doors must comply with min clear width per FBC, as applicable. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami - Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of this page 1 as well as evidence sheet E -1 and approval document mentioned above. The submitted documentation was reviewed by Ishaq L Chanda, P. E. NOA No. 07- 0607.02 Expiration Date: August 02, 2012 Approval Date: August 02, 2007 Page 1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's uer's die drawings and sections. 2. Drawing No.8100-11 , titled "Alum Sliding Glass Door- Impact", sheets lthrough 11 of 11, prepared by manufacturer, dated 05/24 /07 and last revised on 07/12/07, signed and sealed by Lucas A. Turner, P.E. B. TESTS Test report on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, per FBC, TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94. 4) Large Missile Impact Test, per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading, per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 2411 3.2.1 (b) and TAS 202 -94 Along with marked up drawings and installation diagram of aluminum Sliding Glass door, prepared by Fenestration Testing Laboratory, Inc., Test Report No(s). FTL -5254, dated 05/17/07 and FI'L -5273 dated 05/07/07 respectively, signed and sealed by Carlos Rionda, P.E. C. CALCULATIONS 1. Anchor verification and comparative analysis dated 05 -31 -07 and last revised on 07/12/07, prepared by PGT, signed and sealed by Lucas A. Turner, P.E. 2. Glazing complies with ASTME- 1300-02 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 03- 0514.15, issued to E.L DuPont de Numerous & Co., Inc., for their "Sentry Glas Plus ® ", expiring on 12/11/10 F. STATEMENTS I. Statement letter of conformance and no financial interest, dated 05- 30-07, signed by Lucas A. Turner, P.E. 2. Letter of lab compliance, part of the above test reports. G. OTHER 1. Test proposal # 07- 2583dated March 19, 2007 approved by BCCO. E -1 Is L.' 1shah 1. Chanda, P.E. Product Control Examiner NOA No. 07- 0607.02 Expiration Date: August 02, 2012 Approval Date: August 02, 2007 (REC1E T r'In➢ I DU iffa NOTI MIAM MADE CODE COMPLIANCE OFFICE (BCCO) CONTROL DIVISION E OF ACCEPTANCE (NOA Clopay Building Products Co. 8585 Duke Blvd. Mason, OH 45040 Ph 2' MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Mani Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Division (In Miami Dade County) and/or the AHJ (m areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined. by Miami- Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone. DESCRIPTION: Sectional GarugeDoor 16* 2<" Wide. - APPROVAL DOCUMENT: Drawing No. 101300, titled 'Double Car W8 Hurricane Pan Door", dated 02/15/95 with last revision on 12/13 /06, sheets 1, 2 & 3 of 3, prepared by Clopay Building Products Co, signed and sealed by S. Hamilton, P.E., bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large and SmallMissiie Impact LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement "Miami -Dade County Product Control Approved or MDCPCA ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. LIMITATION: This approval requires the manufacturer to do testing of all coils used to fabricate door panels under this Notice of Acceptance. A minimum of 2 specimens shall be cut from each coil and tensile tested according to ASTM E-8 by a Dade County approved laboratory selected and paid by the manufacturer. Every 3 months, four times a year, the manufacturer shall mail to this office: a copy of the tested reports with confirmation that the specimen were selected from coils at the manufacturer production facilities. And a notarized statement from the manufacturer that only coils with yield strength of 37200 psi or more shall be used to make door panels for Dade County under this Notice of Acceptance ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 05- 1212.02 and consists of this page, evidence page as well as the approval document mentioned above. The submitted documentation was reviewed by Font PE. NOA No 064227:04 Expiration Date: March 26, 2011 Approval Date: January 11, 2007 Page 1 Clopay Bulldine Products Co. NOTICE OF ACCEPTANCE: EVIDENCE PAGE A. DRAWINGS L Drawing prepared by Clopay Building Products Co., titled "Double Car W8 Hurricane Pan Door ", Drawing No. 101300, dated 02/15/95, with last revision on 12/1306, sheets 1 through 3 of 3, signed and sealed by S. Hamilton, PE. B. TESTS 1. Test report of uniform static air pressure test per PA 202 of large missile impact test per PA 201 and cyclic wind pressure test per PA 203 on "Clopay 16' -2" x 8' 24 ga. steel garage door Model 94", prepared by Hurricane Engineering & Testing Inc, report No. ATLNC 1102.01 -05, dated 011/22/05, signed and sealed by D.W. Johnson, PE. 2. Test report of uniform static air pressure test Per PA 202of large missile impact test per PA 201 and cyclic wind pressure test per PA 203 on "Clopay 16'-2"x 8' 24 ga. steel garage door Model 94", prepared by Hurricane Engineering & Testing, Inc report No ATLNC 0118.01-06, dated 03/07/06, signed and sealed by D. W. Johnson, PE. 3. Test report of salt spray test per ASTM B117 on "3in by 5 in deep drawn steel panel" prepared by Twin City Testing Corporation report No. 30160 -04- 63365, dated 01/26/05, signed and sealed by J. D. Lee, PE. 4. Test report of Tensile Test per ASTM E 8, report No. 7KM -1086, prepared by Q.C. Metallurgical Inc, dated 11/22/05, signed and sealed by F. Grate, PE. C. CALCULATIONS 1. Calculations prepared by S. Hamilton, PE, pages 1 & 2 signed and sealed by M. W Westerfield PE on 05/25/06. D. STATEMENTS. 1. Code compliance letter issued by Scott Hamilton PE, dated 05/19/06, signed and sealed by S. Hamilton PE. 2. No financial interest letter issued by Scott Hamilton P, dated 05/19/06, signed and sealed by S. Hamilton PE. E. QUALITY ASSURANCE. 1. Building Code Compliance Office. E -1 o F. out, PE. Senior Product Control Division NOA No 06-0227.04 Expiration Date: March 26, 2011 Approval Date: January 11, 2007 MIAM COUNTY • • BUILDING CODE COMPLIANCE OFFICE (BCCO) : to • . • PRODUCT CONTROL DIVISION • • • NOTICE OF ACCEPTANCE (NOA) Construction Glass Industries • 10100 N.W. 25 St. Miami FL., 33172 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida. Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "450" Outswing Aluminum Dear w/ Sidelites - I APPROVAL DOCUMENT: Drawing No.W98-01, titled "Series 450 Doors & Sidelites ", sheets 1,1.1 through 7.1 of 7.1, prepared by Al- Farooq Corporation, dated 10/02/98 and last revised on 11-08 -2006, signed and sealed by Dr. Humayoun Farooq, P.E., bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official: This NOA revises & renews NOA # 03 - 0422.02 and, consists of this page 1 as well as approval document mentioned above. The submitted documentation was reviewed by Ishaq I. Chanda, P. E. M • • - Ivo •• • • # �s • • • ••• g . . .. 0 MIAMI-DADE COUNTY, FLORIDA • • MP RO -DARE FLAGLER BUILDING • • 140•W 1.AGLER STREET, SUITE 1603 : : : MIAMI, FLORIDA 33130 -1563 ••• • •' • (305) 375-2901 FAX (305) 375 -2908 www.buildingcodeonline.com • 5•e • • • • • • ••• •• NOA No. 06- 0127.02 Expiration Date: November 09, 2011 Approval Date: November 30, 2006 Page 1 • •• • • • ••• • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • ••• • . • . . . • • • • NOTICE OF ACCEPTANCE: �VACE SrJB1�YITTED A. DRAWINGS (transferred from file.# 03 • • • 1. 2. Drawing No W98 -01, titl `S d sections.: 5a • • & Siielit4s ; sheets 1, 1.1 through 7.1 of 7.1, prepared by Al- Farooq Corporation, ated 10/0 and last revised on 11 -08 -2006, signed and sealed py pr, Humayoun Farooq P.E. B. TESTS (transferred from file # 03- 0423.01)bg �tesbeonaw ted per FBC, PA 201, 202 &203 -94 now known as FBC, TAg 201; 2O2•&:203 .. • 1. Test report on 1) Air Infiltration Test, per PA 202 -94 2) Uniform Static Air Pressure Test, Loading per PA 202 -94 - 3) Water Resistance Test, per PA 202 -94. 4) Forced Entry Test, per SFBC 3603.2 (b) and PA 202 -94 5) Large Missile Impact Test per SFBC and PA201 -94 6) Cyclic Wind Pressure Loading per SFBC and PA203 -94 Along with manufacturer's parts and section drawing marked -up drawings of an aluminum In/out swing door w /sidelites, by Hurricane Testing Laboratory, Inc., Test Report No. HTL -97055 (0080- 912 -97) dated 09/23/97 thru 02/27/98 for specimen #1, 2, 3, 4 tested per PA202 -94, specimen #4, 5A, 5B, 5C tested per PA201 -94 & PA203 -94, signed and sealed by Timothy S. Marshall, P.E. 2. Additional test report on 1) Uniform Static Air Pressure Test, Loading per PA 202 -94 2)1 arge Missile Impact Test per SFBC, PA201 -94 3) Cyclic Wind Pressure Loading per SFBC, PA 203 -94 Along with manufacturer's parts and section drawing marked -up drawings of aluminum out swing door w /sidelites, by Hurricane Testing Laboratory, Inc., Test Report No. HTL- 01071 (0080-0402-02) dated 04/01/20028 tested per PA201 -94 & PA203 -94, signed and sealed by Vinu Abraham, P.E. C. CALCULATIONS 1. Anchor verification dated 12- 21 -05and last revised on 11/06/06, prepared by Al- Farroq Corp., complying w/ FBC 2004 prepared, signed and sealed by Dr. Humayoun Farooq, P.E. 2. Glazing complies with ASTME- 1300 -02 D. QUALITY ASSURANCE L Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 03- 0827.08 issued to Solutia, Inc. for " Solutia Interkayers' , expiring on 03/04/09. F. STATEMENTS (transferred from file# 02-0702.01). 1. Statement letter of conformance and no financial interest, dated 12-21-05, signed by Dr. Humayoun Farooq, P.E. 2. Letter of lab compliance, part of the above test reports. G. OTHER 1. This NOA revises & renews # 03- 0422.02, expiring 11 1.40t t LEA tsba q I. Chanda, P.E. Product Control Examiner NOA No. 06.0127.02 Expiration Date: November 09, 2011 Approval Date: November 30, 2006 Construction Glass Industries E -1 cal CORPORATION construction gloss industries corporation 10100 northwest 25 street mimd, florido 33172 D.L. OPG. HEIGHT product s Series 40 Outeusfi9 Doors 4 Sideiltee I?NGNJEER s Al Farooq Corporation Dr. Fiumeyoun Farooq Structural -Fla. FE • 16851 -1/2' date s 10 -20 -131 I •beet 1 of 1 PANEL HEIGHT D.L. OPG. HEIGHT 80' 66 -1/2' 84' 70 -1/2' 90' 76 -1/2' 96' 82 -1/2' 108' 94 -1/2' PANEL WIDTH D.L. OPG. . WIDTH 24' 12 -7/8' 30' 187/8' 36' 24 7/8' 42' 30 -7/8' • • ••• • • • • •. •• •• • • • • •• •• • • • • • • • • • • - • • • ••• • • • • • . • • • • • • • ••• • • • • ••• • • • • •. • • • • • • • . • • • • • .• _ A . • • • • • • "- EL E VAT I ONS • • • • to •• • • • • • • • 7 . • • • • •• • • • • e STEPS TO USE CHARTS /GIPAPNS SEE SI -IEETS 6 4 1. AMU FRAM 11 1/4' DA. OPG. WIDTH / / • • • WIDTH ,,D.L OPG. WIDTH • 6 7/8' I 6 7/8' 74 -1/2' I • • • • • • • • • / / / / / / a S-0 MULTIPLE SIDELITES S-8 AVAILABLE Engel 0 HUMAYOUri FAR000 STRUCTURES PLA PG./ 16557 NOV 0 S 2006 113-1/16' ..oar FRAME WIDTH • l FRAME HEIGHT m PANEL HEIGHT + 1.750 FRAME WIDTH a PANEL WIDTH H + 2.750' ameacriztamsa mitylitallubdikt Ia~ 127 oZ ��II Ohlklas revisions: A 11.01.01 0 11.t45I C 0150.07 0 12.1450 E 10,11150 RECE 1 AUG TYPICAL ANCHORS SPACED AS SHOWN IN DETAILS AND CHARTS. ANCHORS TO BE AT 6' FROM CORNERS MAX. SPACING 24' O.C. AT HEAD & SILL. LECIM - OUTSOJING DOOR DETAIL - ITEM DESCRIPTION lees sheet 2 of 1) SW P0. PER Jam 1 -1700 5 1001 NOS MS � WO N0 8*0.1NS SW 110 8*10E AIS 901T NF(. PER sox 101000 W98 -01 r Er CORPORATION conetrudTon gags Indust** corporation 10100 northwest 25 street mimni, florid* 33172 product s Series 4$0 Out*tstilg Door* 4 Sidelines ENGMEER a AI Farooq Corporation Dr. kanayoun Farooq Structural -Fla. PE a 144SS1 dater 10-20-31 I *Peet U of 1 HINGE LOCATWNS MAX. DOOR HEIGHT ND. REGD. MAX. SPACING UPTO 90 -3/4' 3 35 1/2' ABOVE 90 -3/4' 4 30 1/2' • •• •• • • • • • • • • • • • • • • • • • ... .• • • • • • • • • • .• • • • • • • • • • • • • • • • • • • •• • . • • • • • • • •• • • • • • ' • • • • • • • • • • . • • `•' TYftic`:AL•' ELEVATIONS •• • • • • • ••• • • • • • • • • • • • •• • • • • • ••• •• MUNTIN HORIZONTAL k (1 oR mow PER PANEL) OPTIONAL TRUE MUNTINS DOOR OR SIDELITE i L.: v RESIDENTIAL HARDWARE .777 . 754 .744 L COMMERCIAL HARDWARE 4>4RDUJARE DESCRIPTION GLASS TYPE 13A leg dde 61 V o Engr. OR. HtBA AR000 FLA. STRUCTURES 3/1r H.S. GLASS MO PM LAYER SAFLEX BY SOLURA 3/18' H.S. GLASS GE -1200 SILICONE GE -12CR swore GLASS TYPE I3B TYPICAL GLAZING DETAILS =Wit Re melds ~ sqZ7.e2— 11 1/8' OR 1/4" 1F31P. CLASS AIR SPACE 3/18' A1*i. CLASS .090 P19 LAYER SMLEX Sf SOLUTIA 3/18" Mpi. G PSS GLASS TYPE 13C LEGEN12 _ - O - CUTSWNG POOR PETAIL - t7EM pESCRIPTION (see *Peet 2 of 1) W98 -01 calk CORPORATION construction glass Industries corporation 10100 northwest 25 street rim*, Florida 33172 product Series 430 Outsatn9 Doors 4 Bidelttee ENGINEER $ Al Farooq Corporation Dr. Humayoun Faroo Structural -Fla. PE • 16851 date $ 10 - 1 sheet 2 of 1 • • •. • • • • • • • • • • • • • • • • • • • . • • • . • • •• • • • • • . • • . • . • • • • • • • . • • • • I • • • • • • • • • • • I •* OF 1 ?1,4LS •• . • . •• ••• •• ix I 131 1 1 -t 151 r 101 (10A1 • • • • • • • •• • • • • • •• • • • • • • • • • • • • • • .•• • • • • •.. *12 X 1 1/4" HEX HEAD S/S SMS (3 PER CONNECTION) 3/8 -16 FULLY THREADED CONTINUOUS ROD 3/8 -t6 HEX NUT Ivy X 1 1/2" X 3 /16 "THK ALUMINUM PLATE SHEAR CLIP (EXT. NO. 506) DOUBLE W32" DIA. JAMB INSTLL, HOLES AT 6" FROM ENDS 4 24 3/16" O.C. MAX. 9/32" DIA. HEAD 4 SILL INSTLL. HOLES AT 6" FROM ENDS, 3 e CENTER OF PAIRS SPACED 6" O.C. 4 24" O.C. MAX. a10 X I" PH- P14 -SS TEKS SCREW, e 3" 4 1" FROM ENDS 4 24" O.G. MAX. '14 X 3/4" HEX HEAD 5/S TEKS SCREW AT 6" FROM ENDS 4 24 3/16" 0 .0. MAX. .320 HIGH WOOL PILE WITH CENTER FIN (ULTRAFAB » 3032) 350 HIGH FOAM -TITS WEATHERSEAL (AMESBURY * 32011) THREE POINT LOCK AT ACTIVE LEAF CUSTOM CGI THREE POINT LOCK MECHANISM WHICH CONSISTS OF (1) TITAN KWIKSET SERIES 150 DEADBOLT (OR EQUAL) (2) DEADBOLT LATCH (TOP 4 BOTTOM) AND CUSTOM CGI INTERIOR LINKAGE MECHANISM REFLECTOLITE SERIES 6000 THREE POINT LOCK MECHANISM HAGER 4 I/2" X 4" SOLID BRASS (OR 5 /5) HINGE SECURED WITH (8) a12 -24 X 1/2" BRASS F.H. M.S. (3 PER PANEL UP TO 1' -6 3/4" HIGH) (4 PER PANEL OVER T -6 3/4" TO 9' -0 3/4" HIGH) FLUSHBOLT AT TOP 4 BOTTOM OF INACTIVE LEAF (DELTA MODEL 5509) WITH REINFORCED TIP 13 1 141 1 16 1 El El 113A1 13731 1/2" NOMINAL (.466 ACTUAL) HEAT STREN'D LAMINATED GLASS (2 PCS) 3/16" THK H.S. GLASS AND .090" SAFLEX INTERLAYER 13C 1" NOMINAL (966 ACTUAL) INSUL. ANN. LAMINATED GLASS 1/8" TEMP. GLASS (OUTBOARD), 3/8" AIR SPACE AND (2 PCS) 3/16" THK ANN. GLASS AND .0W" SAFLEX INTERLAYER OR 1" NOMINAL (666 ACTUAL) INSUL. ANN. LAMINATED GLASS 1/4" TEMP. GLASS (OUTBOARD), 1/4" AIR SPACE AND (2 PCS) 3/16" TI-4K ANN. GLASS AND . .090" SAFLEX INTERLAYER 1/2" NOMINAL (.466 ACTUAL) ANNEALED LAMINATED GLASS (2 PCS.) 3/16" THK ANN. GLASS AND .090" SAFLEX INTERLAYER GE -1200 SILICONE 3/4" X 1 1/4" X 3/4" X I /8 "THK CONTINUOUS ALUMINUM CHANNEL SECURED WITH INSTALLATION SCREWS (SEE ITEM 1 5 1) 1/2" THK (nom) CUSTOM ALUMINUM PANEL CONSISTING OF (2) .090 TI-K. ALUM. SHEETS 4 (1) 1/4" PLYWOOD AT CENTER 1/2" X 1/2" CONTINUOUS CLOSED CELL FOAM TAPE WITH ONE SIDE ADHESIVE PLASTIC WEEP BAFFLE 19 1/5" X 5" X I /8" TI-IK CONTINUOUS ALUMINUM SILL ANGLE ADAPTOR EXT. a EXTRUSION LIST 500, 501, 502, 506, 501, 505, 509, 510 4 511 ALL EXTRUSIONS ARE 6063 -16. w 1) W98 -01 ra k CORPORATION teal glass industries corporation 10100 northwest 25 street mtani, florlde 33172 product : Series 480 °taming Doors I Wets. ENGINEER : Al Parooq Corporation Cr. I.mayoun Farooq Structural -Fla. FE • 16551 date : 10 -20 -S1 I ehaet 3 of 1 • • •• • • • • ••• •• •• • • • •• •• • • • • . • • • • • • • • • •.• • • • • • • • • • • • • • • ••• • • • • ••• cl SEALANT • • • • • • • • • • TYPICAL TYPICAL OPTIONAL SQUARE GLAZING OPTIONAL INSTALLATION INTO 2X4 PT WOOD TYPICAL '!2 SCREWS 2/ END U4 "•XI3/4 TAPCON SCREW • i° FROM ENDS AND 24" OG. (INTERMEDIATE ANCHOWN 1/4 "•X33 /4 " LONG TAPCON SCREW SE T6 PT WOOD NOTE: WOOD BUCKS NOT BY CGI MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM. ii NOTE: 112 ALL ANCHOR CONDITIONS SHOWN ON S g SHEETS 3, 4 AND 5 MAY BE DIRECTLY TO MASONRY WITH 1 /4" MAX. SHIM SPACE 5 Si WITHOUT VARIATION IN CAPACITY. U e W .675 4.Bte INTERIOR EXTERIOR PSIODUCTINIMMIllb �iilplis Z .02 // Leso -+ 505 1 2 A ( TYPICAL PANEL ASSEMBLY TYPICAL PANEL ASSEMBLY TYPICAL PANEL ASSEMBLY OUT SWING DOOR 502 OR 12 • TOP 4 BOTTOM 16 OF INACTIVE PANEL W98 -01 rak CORPORATION won glass kidustries overdue 10100 northwest 25 street mlmnl, fledda 33172 product s Series 450 Outlining Doors 4 Stdelttes ENGR = Al Farooq Corporation Dr. krayou' Farooq Structural -Fla. PE 1 '16551 dates 10 -20 -S1 I sheet 4 of 1 • • • • • • • • .. .. • • • • ... • • • • • • • • • • • • ... • • • • • • • • • • • • • • • • •. • • • • • • • • • • • .. . ... • • ▪ • • • ▪ • • • • • • • • • • • . 4.812 EXTERIOR SEALANT SIDELITE FRAME WIDTH SIDELITE FRAME WIDTH .. • • • .. ... .. • . .. • • . .. • • . • • . • • .. . • • ...... �- 1.844 ---• DOOR FRAME WIDTH THIS SILL IS NOT RATED FOR WATER MULLION 4" WIDE SADDLE THRESHOLD V4 0 X 1 3/4" LONG TAPCON SCREW • 6" FROM ENDS 424" O.C. SMALL SIDELITE STILE (EXT. 503) AT SIDELITES l' -6" WIDE OR SMALLER Pi Qtt�l a NOV IN 8 20 d V O IX4 PT WOOD REFER TO SHEET 2 OF 1 FOR TYPICAL BILL OF MATERIALS FAROi1rJ STRUCIURES KA. PE 1 16557 1/4 SHIM 1/4" r X 3 3/4" LONG TAPCON SCREW • 6" FROM ENDS 4 20" O.C. AT INTERMEDIATE ANCHORS SEE SHEET 6 W98 -01 • • • • • • • • • • • • • • • .9 . • • • ... .. • • • • • • • • • • • .. • • • • • • • • • ... • • • • ... . • • • • • • • • • • • • • • • • • • . . • . • . .. .. • • .. • • • •• . .. • • • • • • • • • .. • • • • • ... .. *10 X 1" PH -PH SMS S/S (2 PER 111 CLIP) .675 4.812 SIDELITE FRAME WIDTH MULLION 11116 5H n 4.812 SEALANT SIDELITE FRAME WIDTH .675 REFER TO SHEET 2 OF 1 FOR TYPICAL BILL OF MATERIALS W98 -01 • CORPORATION construction gloss industries Corporation 10100 northwest 25 street miarni. florida 33172 product : Semen 450 Outesltng Poore 4 Stdelltese ENGINEER : At Farooq Corporation Pr. I•kanayoun Farooq Structural -Fla. FE • 16551 date o I0 -20 -91 sheet 5 of 1 • • ••• • • • ••• .• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• • • • • • • A • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • . • • • • • • PANEL, PERFORMANCE CHART FOR DOORS. SINGLE SIDELITES AND MULLIONS LAMINATED GLASS • • • • •• ... t'AriEL • WIDTH 2/0 2/6 3/0 3/6 2/0 2/6 3/0 3/,6 87.1 100.0 2/0 2/6 3/0 3/6 2/0 2/6 3/0 2/0 2/6 3/0 • PANEL • HEIGHT 6/8 7/0 7/6 EGNiF 9/0 • • OUT -SWING • • DESIGN LOAD CAPACTY-PSF 'ATTN. 1AM. GLASS (TYPE 13A) EXT. 100.0 100.0 100.0 87.1 100.0 100.0 100.0 82A 100.0 100. 100.0 76.8 100.0 100.0 10 100.0 100.0 INT. 100.0 100,0 100.0 100.0 100.0 824 100.0 100.0 100.0 76.8 100.0 100.0 100.0 100.0 100.0 E.S. LAM. GLASS (TYPE 13D) EXT. 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 IOW 100.0 100,0 INT. 110,0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 MULLION LOAD CAPACITY PSF 110.0 110.0 110.0 11 110,0 110.0 110.0 110.0 110.0 110.0 1 10 .0 110.0 11 110.0 102.9 110,0 110.0 110.0 1104 1100 110.0 110.0 110.0 96.6 100.0 100.0 100.0 100.0 80.5 LOADS SHOWN ABOVE ARE FOR DOORS USING THRESHOLD CD WHERE WATER INFILTRATION REQUIREMENTS ARE NOT APPUCABLE AND FOR THRESHOLD IN ANY CONDITION. MUM oursu c6aoPW NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300 -02 (3 SEC. GUSTS) PANEL PERFORMANCE CHART FOR DOORS, SINGLE SIDELITES AND MULLIONS INSULATED LAMINATED GLASS NOMINAL DIMS. PANEL WIDTH 2/0 2/6 3/0 3/6 2/0 2/6 3/0 2/0 2/6 3/0 2/0 2/6 3/0 PANEL HEIGHT 6/8 7/0 7/6 8/0 . OUT -SWING DESIGN LOAD CAPACIYC -PSF 1N8DL. ANN. TAM. GUN (TYPE 130) EXT. 80.0 80,0 80.0 80.0 80,0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 INT, 80.0 80.0 80,0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 LOADS SHOWN ,�, ARE FOR DOORS USING THRESHOLD `t3� WHERE WATER INFILTRATION REQUIREMENTS ARE NOT APPUCABLE AND FOR THRESHOLD IN ANY CONDITION. THESE CHARTS CAN BE USED TO CHECK CAPACITY FOR SINGLE OR DOUBLE LEAF DOORS. REFER TO TABLES ON SHEET 7 TO DETERMINE ANCHORS REQUIRED. STEPS TO USE CHARTS: 1. DETERMINE WIND LOAD BASED ON PROVISIONS OF 2004 FLORIDA BLDO. CODE. 2. DETERMINE WATER INFILTRATION REQUIREMENTS BASED ON PROV6IoNS OF FOC. 3. SELECT A DOOR SYSTEM I.E. INSWING /OUTSWING AND TYPE OF THRESHOLD. 4. CHECK THE ALLOWABLE EXTERIOR AND INTERIOR LOADS FROM APPROPRIATE CHART. THE ALLOWABLE LOADS MUST MEET OR EXCEED THE DESIGN LOADS REQUIREMENTS. 5. SELECT AND CHECK ANCHORS TO MEET LOAD. 0. FOR MULLED SIDEUTE REFER TO MULLION CAPACITY. PANEL WIDTH ■ N ■ ■ PANEL WIDTH i PANEL WIDTH 6 a tl O W drawing no. W98 -01 (sheet 6 of 7 ) MULLION ANCHORS AT SIDSLTTRS MTG. STILE ANCHORS AT DOUBLE DOORS NOMINAL DIMS DESIGN LOAD CAPACTY -PSF NOMINAL DIMS 0220 i LOAD C&PACTf -P8! TIPS 'B' . TYPE 'H' TYPB 'C' PAML WIDTH PANEL 1 HEIGHT C or 8 2.1102028 cum= or 4 ANCHORS amp= or 8 ANCHORS CLVS!ffit 0r' 8 ANCHORS august or 4 ANCHORS PANEL WIDTH PANEL HEIGHT CLTUST6 R OF 8 ANCHORS C .U8TBR OF 4 .011003028 CIASTnR OF 6 ANCBODB anus or 8 MIC1iOR8 CLUSTER OP 4 ANCS0118 2/0 2/6 3/0 3/6 6/9 18.2 110E . 110.0 *100 110.0 2/0 2/6 3/0 3/6 6/S 082 110.0 110.0 110.0 110.0 70.0 110.0 110.0 TOOJ 110.0 70.0 110.0 110.0 100.3 110.0 58.8 1105 110.0 83.5 110.0 SBA 110.0 110.0 83.0 110.0 51.4 1008 110.0 71.7 110.0 514 100.8 *110 71.7 110.0 2/0 2/6 3/0 3/6 7/0 64.0 1105 110.0 110.0 110.0 CO D ` aa� 7/0 84.0 110.0 110.0 110.0 110.0 672 110.0 110.0 95.5 110.0 61.2 110.0 110.0 95.5 110.0 585 110.0 1105 79.6 1105 56.0 110.0 110.0 78.6 110.0 480 955 110.0 662 110.0 410 965 110.0 582 110.0 2/0 2/6 3/0 3/6 7/6 78.4 1105 110.0 1102 1105 2/0 2/6 3/0 3/6 7/6 714 1105 110.0 - 110.0 110.0 62.7 1105 110.0 04.2 110.0 62.7 1105 110.0 59.2 110.0 52.3 104.5 110.0 74.3 110.0 523 104.5 1105 74.3 110.0 44.8 89.6 110.0 63.7 110.0 44.8 89.6 110.0 63.7 110.0 2/0 2/6 3/0 8/0 735 110.0 110.0 104.5 110.0 2/0 2/6 3/0 8/0 73.5 110.0 110.0 104.5 110.0 518 110.0 110.0 63.6 110.0 569 1105 110.0 539 110.0 49.0 98.0 110.0 69.7 110.0 49.0 985 110.0 04.7 110.0 2/0 2/6 3/0 9/0 55.3 1105 110.0 92.9 110.0 2/0 2/6 3/0 9/0 65.3 110.0 1100 92.9 110.0 52.3 104.5 110.0 74.3 110.0 52.3 104.5 110.0 74.3 110.0 43.6 87.1 110.0 81.9 110.0 43.6 87.1 108.9 61.9 110.0 • • • • ••• • •• •• • • • • • • • • • • • • • • •• • • • • • • • ••• • • • • • • • • • •• • • • • • • • • • ••• • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • ••• ••• •• • • • •• ••• • • • • • • • • •��n • • •• • • •WX. • ••• PANEL WIDTH 24' MAX PANEL WIDTH SINGLE DOOR OR SIDELITE 44110. • • •• • • • • ULWON ANCHORS AT S*DWIE MID. SHE ANCHORS PANEL WIDTH PANEL WIDTH MID. SIRE MOORS 3' ION. 104. ANCHOR SPARING PANEL WIDTH PANEL WIDTH 3' MK TIP. ANCHOR SAWING W FOR SIDELITE AVG. PANEL WIDTH = DOOR PANEL + FIXED PANEL 2 PANEL WIDTH le 1 TYPE TYPE 'C'- STEPS TO USE CHARTS; 1. SELECT TYPE OF ANCHOR. 2. FOR SIZE OF UNITS DETERMINE ALLOWABLE LOAD CAPACITY. THIS LOAD CAPACITY MUST MEET OR EXCEED DESIGN WIND LOAD REQUIREMENT DETERMINE IN STEP 1 OF SHEET 6. ANCHORS; 1/4" TAPCONS INTO WOOD STRUCTURES 1 -3/4" MIN. PENETRATION INTO WOOD THRU WOOD BUCKS INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONC. OR MASONRY 1/4" TAPCONS DIRECTLY INTO CONC. OR MASONRY 1 -1/4" MIN. EMBED INTO CONC. OR MASONRY EDGE DISTANCES INTO CONCRETE AND MASONRY = 2 -5/8" MIN. INTO WOOD STRUCTURE = 1" MIN. Env: DR. 18.114AYOUR atr SIRUCTURES FLA. PE S 18557 NOV $ 2006 *Wasfi •p 2 .a2 AB M � i Midge C u 0 m drawing no. W98 -01 (sheet 7 of 3 • • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • • ••• • • • • • •. • • • • • • • ••• • • • • ••• • • •. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • . • • . • • • • • ••• ••• • • •• • • • •• ••• •• • • • • • • • • • • • • • • ••• •• HEAD CORNER DETAIL CORNERS TO BE SEALED WITH LOW MODULUS SILICONE SILPRUF OR EQUIVALENT. PANEL CORNER DETAI SILL CORNER DETAIL 2X2X1/4' ALUM ANGLE SILL CORNER DETAIL Engn DR. HUMAYOUN FAR000 STRUCTURES FLA. PE / 18537 GO 2Oo �Meliri 27•di. rr MOON g 81 aiei ge4A 26N ! o I drawing no. W98 —01 (sheet 7.1of 7 )