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BP-04-343Miami Shores Village Department of Code Enforcement Building Inspection This certificate issued pursuant to the requirements of the International Building Code 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: Permit Type Owner Subdivision /Project ADDITION CLINTON STAPLES Bldg. Permit No. BP2004 -343 Contractor SAWGRASS BUILDERS, INC. Date Issued 9/28/2007 842 96 Street NE Miami Shores Village FL 33138- Signature Not Transferable POST IN A CONSPICUOUS PLACE Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 09/28/2007 Inspector: Grande, Claudio Owner: STAPLES, CLINTON Job Address: 842 96 Street NE Miami Shores Village, FL 33138- Project: <NONE> Block: Contractor: SAWGRASS BUILDERS, INC. Permit Type: Imported Permit Inspection Type: Final Work Classification: Addition Phone Number Parcel Number 1132060142900 Lot: Phone: 561/750 -9614 Building Department Comments ADDING MASTER BEDROOM SUITE 6 Passed 2-ic-A Inspector Comments CREATED AS REINSPECTION FOR INSP- 61673. Pending final on shutters and final certification letter from the engineer. 9/17/07 CG. Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Friday, September 28, 2007 Page 1 of 2 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 PE ' IT APPLICATION FBC 2001 Permit Type (circle); Permit No. Master Permit No. 13gOi -_ Electrical Plumbing Mechanical Roofing Owner's Name (Fee Simple Titleholder) Phone # Owner's Address ii Z CitYV4PuN41, State Tenant/Lessee Name Zip �2 Phone # cit- ' 40 --.9,4 1) , 16ZZ ciao Job Address (where the work is being done)` PG `=?'l w' City Miami Shores Village Is Building Historically Designated YES NO ►gyp County Miami -Dade Zip 1 3 rj(p l - -15o rsorX Contractor's Company Name .. • � 'sic_ Phone # t 1 °nib °c i 4 Contractor's Address ' City OP. ` ! :ref• Qualifier State Certificate or Registration No. C " t 1{ Certificate of Competency No. Architect/Engineer's Name (if applicable) $ Value of Work For this Permit Type of Work: Describe Work: 1 Addition ❑'AAlteration Phone # Square Footage Of Work: 6097 ❑ Repair/Replace ❑ Demolition * * * * * * * * * * * * * * * * Submittal Fee $ 0 Permit Fee $ ii ) (�/ CF $ / � C/O /CC Notary $ °� Training/Education Fee $ / 7j'b Technology Fee $ l a Scanning $ gf °— Radon $ /t 7 Zoning eC Bond $ 300 Code Enforcement $ Structural Plan Review. $. 0 7 g 24t e, v 5q 1, Iasi i3 C) 150.00 e 1N$' Total Fee Now Due $ i o (Continued on opposite side) 11A14 3 l PAl K 10 1 pr Bonding Company's Name (if applicable) Bonding Company's Address City State .r Zip Correction Resubmission of $ is required at this time per item (15). of Miami Shores Village Permit Fee Schedule. Date 79\/.3\er. OL,Xj-)44, LAV4,14-k.:LO HO 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 % tachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspectio 'w ich occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not,/e a/ iroved and a re's- - 5 ged. Owner or Agent The foregoing instrument was acknowled day of L 204 , by C./ d, F d��M 5 who is personally known to me or who has produced ' s identification an . >who did take an oath. NOTARY PUBL Sign: Print: My Commission E * * * * * * * * * * * * * * ** ***** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY: Cho 05/13/03 ** * Contractor The foregoing instrument was acknowledged before me this-- r day of L , 20 Ofq, by Li JL, 0-e who is personally known to me or who has produced NOTARY PUBLIC: Sign: Print: My Coi * ** * * * * * * * * * ** ntification and who take an oath. * * * * * * * ** *********************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SAN 14 VIZ VI ki - 5/rue, t Plans Examiner Engineer Zoning al/72, vY i f- • Mia i Shores Village 10050 4E 2nd Avenue Phone: 305 - 795 -2204 Printed: 1/20/2005 Applicant: CLINTON Owner: STAPLES JOB ADDRESS: 842 NE 96 Contractor SAWGRASS BUILDERS, INC. Local Phone: 561/750 -9614 Parcel # 1132060142900 Building Permit Permit Number: BP2004 -343 Page 1 of 2 STAPLES CLINTON ST Contractor's Address: 3299 NW BOCA RATON BLVD, STE -101 Legal Description: MIAMI SHORES SEC 3 PB 10 -37 LOTS 5 & 6 BLK 75 LOT SIZE SITE VALUE Fees: FEE2004 -9944 FEE2005 -488 FEE2005 -489 FEE2005 -499 FEE2005 -508 FEE2005 -509 FEE2005 -510 FEE2005 -511 FEE2005 -782 FEE2005 -786 FEE2005 -789 FEE2005 -790 FEE2005 -791 FEE2005 -805 Description Structural Fee Building Fee Structural Fee Submittal Fee Submittal Fee Submittal Fee Zoning Review Zoning Review Building Fee CCF CO /CC Training and Education Fee Technology Fee Scanning Fee Amount $50.00✓ $75.00 $50.00 ($200.00)J ($50.00)./ ($150.00),/ $140.00 $80.00 $2,040.00 ✓ $40.80 $50.00 $13.60 $51.00 $90.00 Total Fee2,591.27 Total Receipts: $0.00 Reof R,?8 R.) Lt3 7 5 07- Gr \Astko Signed: (INSPECTOR) 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 responisibility for all work clone by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: Miami Shores Village 10050 NE 2nd Avenue Building Permit Phone: 305 -795 -2204 Permit Number: BP2004 -1209 Printed: 1/20/2005 Applicant: CLINTON STAPLES Owner: STAPLES CLINTON JOB ADDRESS: 842 NE 96 ST Contractor ARCON ROOFING Local Phone: 954- 753 -3100 Parcel # 1132060142900 Page 1 of 1 Contractor's Address: 2280 NW 16 STREET Legal Description: MIAMI SHORES SEC 3 PB 10 -37 LOTS 5 & 6 BLK 75 LOT SIZE SITE VALUE Fees: Description Amount FEE2005 -820 Building Fee $275.00 FEE2005 -821 CCF $4.20 FEE2005 -822 Training and Education Fee $1.40 FEE2005 -823 Technology Fee $6.88 FEE2005 -824 Scanning Fee $15.00 FEE2005 -825 Submittal Fee ($50.00) Total Fees: $252.48 Total Fees: $252.48 Total Receipts: $0.00 Permit Status: APPROVED Permit Expiration: 2/27 /2005 Construction Value: $6,400.00 Work: ROOFING ON NEW MASTER SUITE ADDITION - MASTER PERMIT BP04 -343 Signed: (INSPECTOR) cc- to- In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: NOTICE Of COMMENCEMENT A RECORDEDD COPY MUST BE POSTED ON THE JOB SITE AT TIME OF FIRST INSPECTION PERMIT NO. !/ — 1 ! 3q.✓ TAX FOLIO NO. '32_O 014, A STATE OF FLORIDA: COUNTY OF MIAMI -DADE: THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 11111111111111 1111111111111111111111111111111 0 1. Legal description of property and street/address: e 2_ r4 ca. ' CFP4 2005R0049945 OR Bk 2300 2 Ps 3071; (11,$) RECORDED 01/14/2005 13:59 :22 HARVEY RUVI H s CLERK OF COURT MIAi'MI -DADE COUNTY, FLORIDA LAST PAGE 2. Description of improvement: 3. Owner(s) name and address: Interest in property: Wf Z. (-4 r O W r-41=4‹. Name and address of fee simple titleholder: 4. Contractor's name and address:r Z c''" NSA J-.) c 4 i 'i7 t..))1 E. 6 L s . Surety: (Payment bond required by owner from contractor, if any) Name and address: Am nt of bond $ . Lender's name and address: ersons 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, Name and address: . In addition to himself, Owners designates the following person(s) to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Name and address: 9. Expirat' date of this Notice of Commencement: (the expiration date is 1 year from the date of recording unless a diffe ¢` t: is specifie., g =ture of Owner Print Owner's Name Sworn to and subscrib - • 1 Notary Public Print Notary's Name My commission expires: 123.01 -52 PAGE 4 8/02 Prepared by fore me this 43 day ar\ ,20 f Address: J strip k,,,s % Nom. q- ‘ Ndt Yk O t- C S L- Commission Expires: Jul 13, 2 O 7 liondeATIVO AdarmellerufingC0 hit STATE OF FLORIDA, COUNT OF DADE 1 HEREBY CERTIFY that this is a tru filed in this office o p of the day of 33L NEED R ) 4164 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING PERMIT APPLICATION FBC 2001. Permit No. Master Permit No.1)0 -- Permit Type (circle): Building Electrical Plumbing Mechanical Owner's Name (Fee Simple Titleholder) CI-1 CAT— "5 T1— g-% Phone # 3475— 7 Z. Owner's Address 6)4+ ,C) City i1 vvt- 4 511a <V:5, State ( L Zip `33 39 Tenant/Lessee Name Phone # Roofing Job Address (where the work is being done) City Miami Shores Village Is Building Historically Designated YES County Miami -Dade NO Zip Contractor's Company Name Phone # Contractor's Address City State Zip Qualifier Architect/Engineer's Name (if applicable) Rex iii hone # 1'15e-it —7 c ( ( $ Value of Work For this Permit Square Footage Of Work: 9 O 7 Type of Work: dition ['Alteration ❑New Describe Work: f9)01 � ❑ Repair/Replace ❑ Demolition * ** * * * * * * * * * ** Submittal Fee $2J 11 Notary $ Scanning $ Code Enforcement $ Total Fee Now Due $ * * * * * )* * * * * * * * * * * * * * * * * * * * ** Permit Fee $ / CCF $ CO /CC Training/Education Fee $ Technology Fee $ Radon $ Zoning Bynd $., Structural Plan Review. Ge, '" . rPro (Continued on opposite 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 is occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not ' -r pproved and a reinspection fee will be charged. Signature Signature Contractor The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day , I. ,r _ 2023 by , day of , 20 , by who is personally known to me or who has produced FL J " who is personally known to me or who has produced S31 1.1 0 ide tification take an oath as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: My Commission Expires: (Certificate of Competency Holder) State Certificate or Registration No. Certificate a Competency No. ****************************************** * * * * *: * * * * * * * * * * * * * * * * * * ** * * * ** *** * * * * **** * * * * * * * * *** * * * * * * * * * * ** APPLICATION APPROVED BY: Chc 12/15/03 Plans Examiner Engineer Zoning ail Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 09/28/2007 Inspector: Grande, Claudio Owner: STAPLES, CLINTON Job Address: 842 96 Street NE Miami Shores Village, FL 33138- Project: <NONE> Block: Contractor: SAWGRASS BUILDERS, INC. Permit Type: Imported Permit Inspection Type: Final Work Classification: Addition Phone Number Parcel Number 1132060142900 Lot: Phone: 561/750-9614 Building Department Comments ADDING MASTER BEDROOM SUITE 4 Passed Inspector Comments CREATED AS REINSPECTION FOR INSP-61673. Pending final on shutters and final certification letter from the engineer. 9/17/07 CG. Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Friday, September 28, 2007 Page 2 of 2 July 29, 2005 Miami Shores Division, TpY Ref: 842 NE 96th Sreet. Miami Shores, Florida INSPECTION ENGINEERS, INC. 13192 SW 130TH TERRACE, SUITE 1021. MIAMI, FL 33186 TEL (303) 232 -8691 FAX (305) 232 -8725 Permit No. BP2004 -343 Date: 01-13 -05 Owner : Staples Contractor: Sawgras Contractors Re: In progress Structural Inspection until June 29,2005 Engineer in charge: Adolfo Gonna ez & Ivan Leal Dear Sirs, The following areas have been worked until June 29, 2005. At this moment the contactor is working at the CBS walls and Tie beam on the second floor. All rebars and placed concrete steps were inspected and they are according of the structural drawings , the Roof Trusses Wood design by Morris A. Shashoua P.E. was approved. If there are any questions as to this matter please contact me. Respectfully, Adolfo Go ez, P.E. FL Registration # 58620 LICENSED PROFESSIONAL ENGINEERS BUILDING DIAGNOSTICS INSPECTIONS ANALYSIS MAINTENANCE PLANNING DESIGN June 28, 2005 City of Miami Shores Building Division, City Hall, Ref: 842 NE 96th Sreet. Miami Shores, Florida INFERS INSPECTION ENGINEERS, INC. 13192 SW 130TH TERRACE, SUITE 102 MIAMI, FL 33186 TEL (303) 232 -8691 FAX (305) 232 -8725 Permit No. BP2004 -343 Date: 01 -13-05 Owner : Staples Contractor: Sawgras Contractors Re: In progress Structural Inspection until June 28,2005 Engineer in charge: Adolfo Gonzalez & Ivan Leal Dear Sirs, The following areas have been worked until June 28, 2005. At this moment the contactor is working at the balcony slab and wood deck on the second floor . All rebars and placed concrete steps were inspected and they are according of the structural drawings , Wood deck floor design by Morris A. Shashoua P.E. was approved and was installed , Wood frame is according to the original design submitted to us. If there are any questions as to this matter please contact me. Respectfully Adolfo Go ez, .E. FL Registration # 58620 LICENSED PROFESSIONAL ENGINEERS BUILDING DIAGNOSTICS INSPECTIONS ANALYSIS MAINTENANCE PLANNING DESIGN May 27, 2005 City of Miami Shores Building Division, City Hall, Ref: 842 NE 96th Sreet. Miami Shores, Florida INSPECTION ENGINEERS, INC. 13192 SW 130TH TERRACE, SUITE 102 MIAMI, FL 33186 TEL (303) 232 -8691 FAX (305) 232-8725 Permit No. BP2004-343 Date: 01 -13 -05 Owner : Staples Contractor: Sawgras Contractors Re: In progress Structural Inspection until May 27,2005 Engineer in charge: Adolfo Gonzalez & Ivan Leal Dear Sirs, The following areas have been worked until May 27, 2005. At this moment the contactor is working on the Tie beam on first floor as well as filling the cells on the CBS block on the area being worked. All rebars and placed concrete steps were inspected and they are according to the structural drawings. If there are any questions as to this matter please contact me. Respectfully Adolfo Go n alhz, P.E. FL Registration # 58620 LICENSED PROFESSIONAL ENGINEERS BUILDING DIAGNOSTICS INSPECTIONS ANALYSIS MAINTENANCE PLANNING DESIGN May 5, 2005 City of Miami Shores Building Division, City Hall, Ref: 842 NE 96t Sreet. Miami Shores, Florida INFERS INSPECTION ENGINEERS, INC. 13192 SW 130TH TERRACE, SUITE 102 MIAMI, FL 33186 TEL (303) 232 -8691 FAX (305) 232 -8725 Permit No. DP2004 -343 Date: 01 -13-05 Contractor: Sawgras Contractors Re: In progress Structural Inspection until May 5,2005 Engineer in charge: Adolfo Gonzalez & Ivan Leal Dear Sirs, The following areas have been worked until May 5, 2005. At this moment the contactor is working on the first floor slab. All rebars and concrete steps were inspected and they are according to the structural drawings.. If there are any questions as to this matter please contact me. Respectfully, Adolfo Gonzal z, P.E. FL Registration # 58620 LICENSED PROFESSIONAL ENGINEERS BUILDING DIAGNOSTICS INSPECTIONS ANALYSIS MAINTENANCE PLANNING DESIGN April 1, 2005 City of Miami Shores Building Division, City Hall, Ref: 842 NE 96th Sreet. Miami Shores, Florida INFERS INSPECTION ENGINEERS, INC. 13192 SW 130TH TERRACE, SUITE 102 MIAMI, FL 33186 TEL (303) 232 -8691 FAX (305) 232 -8725 Permit No. BP2004 -343 Date: 01 -13-05 Contractor: Sawgras Contractors Re: In progress Structural Inspection until April 1,2005 Engineer in charge: Adolfo Gonzalez & Ivan Leal Dear Sirs, The following areas have been worked until April 1, 2005. Demolition is completed. At this moment the contractor is working on the foundation area The foundation including 12" x 24" footing was inspected and is according to the structural drawings . If there are any questions as to this matter please contact me. Respectfully, Adolfo Gonzalez, P.E. FL Registration # 58620 LICENSED PROFESSIONAL ENGINEERS BUILDING DIAGNOSTICS INSPECTIONS ANALYSIS MAINTENANCE PLANNING DESIGN Miami Shores Village 10050 NE 2nd Avenue Building Permit Phone: 305 - 795 -2204 Permit Number: BP2004 -343 Printed: 9/2/2005 Applicant: CLINTON STAPLES Owner: STAPLES CLINTON JOB ADDRESS: 842 NE 96 ST Contractor SAWGRASS BUILDERS, INC. Local Phone: 561/750-9614 Parcel # 1132060142900 Page 1 of 2 Contractor's Address: 3299 NW BOCA RATON BLVD, STE -101 Legal Description: MIAMI SHORES SEC 3 PB 10-37 LOTS 5 & 6 BLK 75 LOT SIZE SITE VALUE Fees: Description Amount FEE2004 -9944 Structural Fee $50.00 FEE2005 -488 Building Fee $75.00 FEE2005 -489 Structural Fee $50.00 FEE2005 -499 Submittal Fee ($200.00) FEE2005 -508 Submittal Fee ($50.00) FEE2005 -509 Submittal Fee ($150.00) FEE2005 -510 Zoning Review $140.00 FEE2005 -511 Zoning Review $80.00 FEE2005 -782 Building Fee $2,040.00 FEE2005 -786 CCF $40.80 FEE2005 -789 CO /CC $50.00 FEE2005 -790 Training and Education Fee $13.60 FEE2005 -791 Technology Fee $51.00 FEE2005 -805 Scanning Fee $90.00 Total Fees2,726.27 Total Receipt$2,591.27 Signed: (INSPECTOR) 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 responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: FEE2005 -806 Radon $10.87 FEE2005 -807 Builders Bond $300.00 FEE2005 -4387 Structural Fee $50.00 FEE2005 -11997 Structural Fee $50.00 FEE2005 -11998 Building Fee $35.00 FEE2005 -11999 Revision $75.00 Total Fees: $2,801.27 ∎.b ti . Gam` Permit Status: APPROVED Permit Expiration: 1/21/2006 Construction Value: $68,000.00 Work: ADDING MASTER BEDROOM SUITE SEP 0 8 PAID Signed: (INSPECTOR) 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 responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: FEE2005 -806 Radon $10.87 FEE2005 -807 Builders Bond $300.00 FEE2005 -4387 Structural Fee $50.00 FEE2005 -11997 Structural Fee $50.00 FEE2005 -11998 Building Fee $35.00 Total Fees: $2,726.27 Permit Status: APPROVED Permit Expiration: 1/21/2006 Construction Value: $68,000.00 Work: ADDING MASTER BEDROOM SUITE -E)cAkonce, i 5s. co SEP 0 8 PAID Signed: (INSPECTOR) 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 responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: REG C01 090805 10 10 001 0,31Z68 OIARGE WriAe. ?,w Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING PERMIT A PBL-ICA TIC FBC 2001 Permit Type (circle): Permit No. 3 ? ot4 3 Master Permit No. Electrical Plumbing Mechanical Owner's Name (Fee Simple Titleholder) Phone # Owner's Address, city (f.,1/ -.-_ °tom tate }mot Zip (�� Roofing 1 o lo-7p.. Tenant/Lessee Name Phone # Job Address (where the work is being done) City Miami Shores Village County Miami -Dade Zip Is Building Historically Designated YES NO Contractor's Company Name Contractor's Address O j Phone # City State Zip Qualifier State Certificate or Registration No. Certificate of Competency No. Architect/Engineer's Name (if applicable) $ Value of Work For this Permit Type of Work: Describe Work: Phone # Square Footage Of Work: ❑Addition ❑Alteration ❑New ❑ Reea/Replace, tfli)ciu,z.gt eH eS ANd tiro S or) ❑ Demolition a H-A,01e5 *** * * * * * * ** * * * * ** * * ** * * * * * ** Fees * * * * * * * * ** ** * * * * * * * * *t * * * * * * ** Submittal Fee $ Permit Fee $ 7 Notary $ Training/Education Fee,$ CCF$ Technology Fee $ Scanning $ Radon $ Zoning Bond $ Code Enforcement $ Structural Plan Review. $ O CO /CC Total Fee Now Due $ (Continued on opposite 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 O F 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 Owner or Agent The foregoing instrument was acknowledged before me this day of ,20,by who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: APPLICATION APPROVED BY: chic 05/13/03 Signature Contractor The foregoing instrument was acknowledged before me this day of , 20 by who is personally known to me . or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: 41"1- 3�5 51i-14-elk Plans Examiner Engineer Zoning t\A- " � � J 1 I r, Lk- tl� Ac's, 0 v--4,1 A— 1- Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 -Permit No. 5' e5d1` ' e. /.3' Job Name ,712:i ELECTRICAL CRITIQUE SHEET 4/ �D ed e- 0 ® (WA 71z e-`; e/2. i--e I4, si es/2 -e— .fi g xi2te Frei- i� ;, ,e-7,1 ice ./2 a/P 4/ ; Lew 4- i `e e c L L," a te ® �A- ' we `7721c 5 e de e9 lei- 14-- %---A 1"° e e.PA, /b'_C "20/6' S Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Job Name BUILDING CRITIQUE SHEET Pa/ '-- Miami Shores Village Building D ep artment 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. 04-3 4 3 Job Name SVap��° f/4- z 1v 96 5/ Trusses STRUCTURAL CRITIQUE SHEET l /,des- a `hop Drawings mus / 4e re vie &v ed' d aApraved "as fa La 7.47474 c n d Design feel I- `' Erwin eee -- o(- /2�c "-'d Arid - / 5 ft7/?fal ) r✓/d 9 . Depi. Th' $ is" in ,td/ii f o , 71- (4ss t-rlin c9 e ees fe. &, Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. © '/- 3 V.3 Job Name S 1.4 ?(P s . BUILDING CRITIQUE SHEET t rw.s S 0 (2 0) S AN Cl 4), 14).020 i' 2(;30 /4Nel 2) U ``�-( e SL N2!L red • CAleciirti,er s . Lin / ''? z acf� a ?, . F-6 e, 7. z. / () • Miami Shores Village Building Department +k\ &Id? ert Cki1/4-Lb 10050 .2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 34/3 Permit No. ar : Job -Name 4/n_ a • _f • cit) INN EMI 1111N1' • &rf -s PI? t<<' q\i V9L' • Miami Shores Village Building Department 10050 N.E.2nd Avenue lvlierni Shores, Florida 33138 Tel: (305) 7952204 Faz: (305) 756.$972 Permit No. BP 04 -343. Pagelof2 7/22/04 THIRD CRITIQUE BUILDING CRITIQUE SHEET till need to address structural and P &Z comments. - i AT /A Still need to submit electrical, mechanical, plumbing, roofing, and storm shutter permit applications. - ► E ' -� -: Still need to submit two sets, of NTA's for all opening (garage doors are OK). � � t f � , Need total cost of construction on permit application. ` ! ! E Provide letter of intent from architect or engineer that will rk`r,‘• inspect engineered unit masonry and rd floor balcony slab. Insert mechanical plans into set. t r °; G ri., Follow the procedures for submission of corrected plans for your re- submittal. CRITIQUE SHEET JOB ADDRESS D a A 76 7 APPLICANT 5T Atte, PHONE # APPUCATION SHEET .05 MISCELLANEOUS PERMIT NO., ADDRESS: MIAMI SHORES VILLAGE BUILDING / ZONING DEPARTMEM SECTION BY :. DATE ZONING ELECTRICAL MECHANICAL PLUMBING FIRE PUBLIC WORKS STRUCTURAL _ BUILDING OFFICIAL t. Subtect to compltana with ell Federal, Sta County.Yittage Atlas and reputation. Winne essua no responslbtlEty for acouraoy ottor results fr these plans. 2. This copy at plans must be available building slte or no Inspection wait be conduct DATE MUG: J • COMMENTS F ,'.Jr G Z f-'V ti-r( 8Ai s r'fc-e. ft(55/4/6 A. lei J C'ac.®4 T� u � rLC- � mi-re Wit" s7w6 INITIALS • Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida. 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. 04-343 Job Name 5/4p/es 642 ME 94 SA 7 /fro STRUCTURAL CRITIQUE SHEET 6) Neese oP repore i cr` ilu e of /lave- beeo e4 5erved a 56/ RI ®rii ti Pridad A/proveif (6.44=Pow et f4 hers 6A) 0 0a/can Petri 604M line 61eyi-- Neck ° 4 M" Ste, 0 -0/ 'h %. — VS- r rig A -5 s'ho , ei t -E • Ce Art: !7, • Miami Shores Village cui- Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. Page 1 of 2 7/22/04 THIRD CRITIQUE BUILDING CRITIQUE SHEET BP 04 -343 1. Still need to address structural and P &Z comments. 2. Still need to submit electrical, mechanical, plumbing, roofing, and storm shutter permit applications. 3. Still need to submit two sets of NOA's for all opening (garage doors are OK). 4. Need total cost of construction on permit application. 5. Provide letter of intent from architect or engineer that will inspect engineered unit masonry and 2nd floor balcony slab. 6. Insert mechanical plans into set. Follow the procedures for submission of corrected plans for your re- submittal. Page 2 of 2 PROCEDURES FOR SUBMISSION OF CORRECTED PLANS 1. REPRINT PAGES WITH CORRECTIONS. 2. REMOVE OLD PAGES FROM ALL PLANS AND SUBSTITUTE WITH CORRECTED PAGES. A.MARK OLD PAGES "VOID" ON THE ON THE FACE OF EACH SHEET. B. DO NOT REMOVE BACK SHEET CONTAINING BUILDING DEPARTMENT AND COUNTY STAMPS, MARK THE FRONT OF THIS SHEET VOID AND LEAVE IN SET. C.RETURN ONE SET OF VOIDED PLANS TO BUILDING DEPARTMENT. 3. SUPPLY AN ERRATA SHEET SHOWING LOCATION OF CHANGES /CORRECTIONS IN PLANS. A.HIGHLIGHT ALL CORRECTIONS ON PLANS. CURTIS CRAIG 7/22/04 305 - 795 -2204 Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. Job Name BUILDING CRITIQUE SHEET 1) 1441.6A 4,-,44 Dmw /ny5 A,ri5 1- iYSkv'kierQ in/ p44.-6 Miami Shores Village Building Department �\0"1 cLaItt_Di 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. /4 - 3 4 3 Job Name mile s $4-7-- 16 5'1, STRUCTURAL CRITIQUE SHEET ,SfuJ n eed ,s, /s i'e / /v esir J 2) %ri value o J i -e-d bd 6legi card d ' F/aGy- ill , eed P,ducJ FV /5 4- l Me44/ .4//;4 deta5 41a-11/0"s5 ! doers gavz .e ad'arj So‘ i ra 5e e cif/4 ©O, .5" 4( 17)4 ,l S (i1 hE'ly�2 770 /. GLi r AS S ir_____ o 7v%4.1 es are 5-A7724 -n �lr�rYt°�✓'1 6 ),)_0 Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. BP 04 -343 Page 1 of 2 6/17/04 SECOND CRITIQUE BUILDING CRITIQUE SHEET 1. Still need to address structural, electrical, mechanical and P &Z comments. 2. Still need to submit electrical, mechanical, plumbing, roofing, and storm shutter permit applications. 3. Still need to submit two sets of NOA's for all opening. 4. Need total cost of construction on permit application. 5. Provide letter of intent from architect or engineer that will inspect engineered unit masonry and 2nd floor balcony slab. Follow the procedures for submission of corrected plans for your re- submittal. Page 2 of 2 PROCEDURES FOR SUBMISSION OF CORRECTED PLANS 1. REPRINT PAGES WITH CORRECTIONS. 2. REMOVE OLD PAGES FROM ALL PLANS AND SUBSTITUTE WITH CORRECTED PAGES. A.MARK OLD PAGES "VOID" ON THE ON THE FACE OF EACH SHEET. B.DO NOT REMOVE BACK SHEET CONTAINING BUILDING DEPARTMENT AND COUNTY STAMPS, MARK THE FRONT OF THIS SHEET VOID AND LEAVE IN SET. C.RETURN ONE SET OF VOIDED PLANS TO BUILDING DEPARTMENT. 3. SUPPLY AN ERRATA SHEET SHOWING LOCATION OF CHANGES /CORRECTIONS IN PLANS. A.HIGHLIGHT ALL CORRECTIONS ON PLANS. CURTIS CRAIG 6/17/04 305 - 795 -2204 JOB ADDRESS APPLICANT 5 Oft 61- PHONE # APPUCATUON b fil 1 OA-) SHEET _ OF MISCELLANEOUS CRITIQUE SHEET 3 0 s�3- �• ADDRESS: MIAMI SHORES VILLAGE BUILDING / ZONING DEPARTMENT" SECTION BY DATE ZONING • ELECTRICAL. MECHANICAL PLUMBING FIRE PUBLIC WORKS 'STRUCTURAL BUILDING OFFICIAL 1. Subject to compttance with nit Federal. State. Cau nty.Vtttage mites and regulations. Vdtags assumes no responsibility for accuracy oflor results frost these plans. 2. This copy of plans must he available on f buitding site or no inspection will he conducted. DATE i1LiVI.i JG COMMENTS INITIALS U c/e- 4-1 rq), ELe M1 C( 7!F? sq R 0 eu/ -TWA £1J/) J ,,er 5/.6N �'73 1 79 �5 ,ee V Al 3 1 o y 0,), s , , , / 8 7 , A XIOT t(A) Pc 61`) , /16_ ,U s-(6 tr(l cc rid ,ir tc I41(OP /&=--&" 461 L G - Cat, o,! 7h t<o /aj/c'' V C ha.t;V i tai lc ce. 1' s't. ya. rd tiffs tic ta.o12let_-QTLY -- tko - arz.F' rr ? To .4 &rc ti- coiva ri e vs • (y/ (,o 4o)A thru r le e0-44 5-6szt'Lod Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. .01 09 — 3(c 3 Job Name Aid-- e9-P, BUILDING CRITIQUE SHEET Anri-06 Hari c!frl rtAra frAvieliJ� Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. t i° Job Name'/ _ !J 5 / ®��, BUILDING CRITIQUE SHEET r_ess P z aud AAPIti 4/4461-i,V Miami Shores Village Building Department -4T-4tki-tJak 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. 04-343 Job Name 57.4PPGES STRUCTURAL CRITIQUE SHEET 3 46 /0¢- oz.. 6Ciie eon/if/eke Mai* re: U✓ zo x icz e 'Lick/ se fa firre d 6a74nede61 7 /bur is /rrveed ws-a ether ve e_o-nete-deld l fg1u4, S{� r. t r lea c� l ripe c irn� �a rOd i s ys i ewt ev,� etc it'ft4 l ei/ Dail e pis �l�� fJ 24, PId" t�y�� es (f /z er,i s) if 4- XI, ALT egols S f4' -4" 6//e1262 PA 44 VI/Pere- 4 G'h-6i ° en- e M De/4/ ®eeur 3 %ivnee4 S e`ovLs( Stye P/a%5/ / e e b®!�s e-k oil /ad/ 9-6(...1741'‘) 0 —' cif-vide h , evict d ✓ 0) OifbW5 1/7-11, 4 (VI ' /rrpt19 -1 ?ale bead ,, anal /lave Ice aieth s/°dd Q Need Pratt- tiirrewlif all flew Lv ndateii Alai/Ai/4s/ d °eras, 34,-1-3e deer/ 5' of 1/24/4e4 o 05 Arkt 114 - 0 //'-let ,th©a del e /¢6 M■/r, Self 2 ao 6 e edr-e-=Le-/ .e 5 ueal /two( Leh 44, Miami Shores Village " -0 Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. ile- // - 3 Job Name 57/12%'1 ELECTRICAL CRITIQUE SHEET /> e e e C 6'A1 Y J`JA27' 2 mow' e/ rev i &76'ftf fr ,%� eta! �� ,� �' % /e �/ Miami Shores Village Building Department ,g4etomci Co-14- 10050 .E.2nd Aven Miami Shores, Florida 3313 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. 13P 5i `393 Job Name BUILDING CRITIQUE SHEET 5 3oc- 793— —IQ 2 ° cf) a .4175— re 5i_J Mr s s GDS,,. -Pet repripirP Miami Shores Village s }3 o cf Building Department ,„1 %----__eAt,kil, 6,,'). 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. 76 4- 3 43 Job Name 57A-ft eS 4-. e4 •egcr MECHANICAL CRITIQUE SHEET �l L a of Cvp r L 5 43 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING PERMIT APPLICATION FBC 2001 Permit Type (circle): Building FINE 2005 Permit No. aster Permit No. 131:04 - 343 Electrica Mechanical Roofing Owner's Name (Fee Simple Titleholder) .S-I4 p I CS Phone # Owner's Address 842 NE 96 ' `Sr City M((i nell 3 hO restate - . Tenant/Lessee Name Zip Phone # Job Address (where the work is being done) 842 NE' 961-h ST City Miami Shores Villas a County Miami -Dade Zip Is Building Historically Designated YES NO Contractor's Company Name $010 Y CUSS I 1 d "e. r S Phone # (501 ) 150 v ¶1 4 Contractor's Address S . WW Zna P,,`,C }"e___ 1t. 1 City ecca Q Q 4-CD n State r---( • Zip '334' 3 Qualifier C. a Y&../ 1'e- r State Certificate or Registration No. C C. (T. 064 i 4 Certificate of Competency No. Architect/Engineer's Name (if applicable) Phone # $ Value of Work For this Permit Square Footage Of Work: Type of Work: D dition ['Alteration ❑New ❑ Repair/Replace ❑ Demolition Describe Work: T YV SS c1(a LL7 t 1,-13 ****************************Fees****************************** Submittal Fee $ Permit Fee $ 8 CCF $ CO /CC Notary $_ Training/Education Fee $ Technology Fee $ Scanning $ Radon $ Zoning Bond $ Code Enforcement $ ,N Total Fee Now Due $ Structural Plan Review. $ (Continued on opposite side) 07/25/2005 15:48 MIAMI SHORES VILLAGF 4 5617507079 Bonding Con?aany's Name (if applicable) Bonding Company's Address City State NO.634 P002 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 anachment. 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 Owner or Agent The foregoing instrument was acknowledged before me this day of , 20 , by who is personally known to me or who has produced As identification and who did take an oath.. NOTARY PUBLIC: Sign: Print: My Commission Expires: /" Signature,/ 'AC" Contractor . The foregoing instrument was acknowledged before me this day of 7 ,20Sby, who icgisonally, me or who has produced as identification and who did take an oath. NOTARY PUBLI Sign: Print: My Commissio •*************************** s************ * *+M*********** * **** ** ********* * stn* *** *4****** *** * *************** APPLICATION APPROVED BY: Chc 05/13/03 o Plans Examiner nginccr Zoning BUILDING PERMIT APPLICA FBC 2001 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 305 PiLiCEIIVZD ION 2 2 2V5 795.2204 Fax: (305) 756.8972 MCO4 -7 ip / Permit No. 1310 —,( Master Permit No. Permit Type (circle). Buildin . Electrical Plumbing Mechanical Roofing Owner's Name (Fee Simple Titleholder) 6-31-17---- ' L -S Phone # Owner's Address es {-Z eo 96" City -v4-4– k State Zip Tenant/Lessee Name Phone # Job Address (where the work is being done) City Miami Shores Village County Miami -Dade Is Building Historically Designated YES Contractor's Company Name U n - if Contractor's Address City Qualifier Phone # Zip State Zip State Certificate or Registration No. Certificate of Competency No. Architect/Engineer's Name (if applicable) $ Value of Work For this Permit Type of Work: ❑Addition Describe Work: !° Phone # ❑ Repair/Replace ❑ Demolition — 4-1--IL) L -A * * * * * * * ** * * * * * * ** * * * *** ** Fees * * * * * * * * * * ** * * ** * ** * ** ,� ** *** Submittal Fee $ Permit Fee $ Notary $ Training/Education Fee $ ,00 CCF $ CO /CC. Technology Fee $ Scanning $ Radon $ Zoning Bond $ Code Enforcement $ Structural Plan Review, $ Total Fee Now Due $ (Continued on opposite side) AUG 2 g PAID ech-3 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 co - e notice of commencement and construction lien law brochure will be delivered to the person whose property is subject t att chment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection - i%occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not b ,appr,: ed d a reinspection fee will be charged Signature Owner-oLAg The foregoing instrument was acknowledged before me this roc- day of '22- ,by who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: APPLICATION APPROVED BY: chc 05/13/03 ignature Contractor The foregoing instrument was acknowledged before me this day of , 20 by who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: I Plans Examiner Engineer Zoning Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 11/06/2006 Inspector: Perez, JanPierre Owner: STAPLES, CLINTON NOY 0 8 2 Job Address: 842 96 Street Miami Shores Village, FL Project: <NONE> Contractor: AMERICAN RESIDENTIAL SERVICES Block: ls�fl_. 4•13 CL Permit Type: Imported Permit Inspection Type: Final Work Classification: Addition Phone Number Parcel Number 1132060142900 Lot: Phone: 954/973 -0900 Building Department Comments Passed Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments \)0\10 Friday, November 3, 2006 Page 2 of 2 FORM 600A -2004 EnergyGauge® 4.0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: Address: City, State: Owner: Climate Zone: Staples Addition 842 NE 96th Street Miami Shores, FL South Builder: Permitting Office: Permit Number: Jurisdiction Number: 232600 Miami Shores 1. New construction or existing 2. Single family or multi - family 3. Number of units, if multi - family, 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Glass typel and area: (Label r a. U- factor: (or Single or Double DEFA b. SHGC: (or Clear or Tint DEFAULT) 8. Floor types a. Raised Wood, Adjacent b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. N/A 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: Interior b. N/A New Single family _ t 7 ear) 13 2 R =19.0, 718.9ft2 R=4.1, 968.1 ft2 R =30.0, 735.0 ft2 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Strip b. N/A c. N/A 14. Hot water systems a. N/A b. N/A c. Conservation credits (HR -Heat recov- Solar DHP- Dedicated h : tpump) 15. HV C credits (CF eiling fa HF- ' +'i ole ho PT - mina Sup. R =6.0, 53.0 ft SHO -BY ross ventilation, Cap: 35.0 kBtu/hr _ SEER: 15.00 ✓ Cap: 25.6 kBtu/hr COP: 1.00 VIEWED &DATE APPRI ► R ARCHITECT Glass /Floor Area: 0.23 Total as -built points: 11370 Total base points: 11782 ASS I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: s I2c.) QOS- '- k 3 •• • • • ••' I hereby certify that this building, as designed, is in compliarc • • with the Florida Energy Code. • • • • • • OWNER/AGENT: DATE: ••• ••• • Review of the plans and • ateoiflc• atic�ns Goverecj IN this • • • • A ptIcuk#iot� itidicalwes•compliance • ygth•t,00 RIQrida Ep er.g •Code. Before construction is completed this building will be inspected for • • comp ence with 884tidlt553.908 • Plotdi SSatutes.. • BUILDING OFFICIAL: DATE: • • • ••• • 1 Predominant glass type. For actual glass type and areas, see Sumner 8 •Winti'r Ivo oiputpn pages 2 &4. EnergyGauge® �i/erFioli 4.0' • • • • • • • • ••• • • FORM 600A -2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 842 NE 96th Street, Miami Shores, FL, PERMIT #: EnergyGauge® DCA Form 600A -2004 • • • • • • • • • • • • • • • •• • • • • • • • • • • • - • • • • • • •• ••• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • tO • • • • EnergyGauge® /I$RE3Q00FRSB w 4.0. • 1 . BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Floor Area Type /SC Overhang Ornt Len Hgt Area X SPM X SOF = Points .18 735.0 32.50 4299.8 Single, Clear NW 2.0 6.2 35.0 48.42 0.88 1498.7. Single, Clear NE 2.0 6.2 7.0 55.61 0.88 340.9 Single, Clear SW 2.0 3.0 8.0 73.41 0.62 362.1 Single, SC =0.43 NW 5.0 8.7 33.5 15.60 0.76 399.4 Single, Clear NW 5.0 7.1 22.1 48.42 0.72 771.9 Single, Clear SE 2.0 7.1 22.1 79.81 0.87 1537.4 Single, Clear NE 2.0 7.1 44.2 55.61 0.90 2218.5 I ' As -Built Total: 171.9 7129.1 WALL TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Adjacent 0.0 0.00 0.0 Concrete, Int Insul, Exterior 4.1 968.1 2.32 2241.2 Exterior 968.1 2.70 2613.9 Base Total: 968.1 2613.9 As -Built Total: 968.1 2241.2 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 0.0 0.00 0.0 Exterior 0.0 0.00 0.0 Base Total: 0.0 0.0 As -Built Total: 0.0 0.0 CEILING TYPES Area X BSPM = Points Type R -Value Area X SPM X SCM = Points Under Attic 735.0 2.80 2058.0 Under Attic 30.0 735.0 2.77 X 1.00 2035.9 Base Total: 735.0 2058.0 As -Built Total: 735.0 2035.9 FLOOR TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Slab 0.0(p) 0.0 0.0 Raised Wood, Adjacent 19.0 718.9 0.60 431.3 Raised 718.9 -2.16 - 1552.8 Base Total: - 1552.8 As -Built TattF ' •; ; ; • _ • _ • • _ • • - - 718.9 431.3 • • -• •• • • • • ••• • INFILTRATION Area X BSPM = Points ••e • • • • • • • • • • Area X SPM = Points ' 735.0 18.79 13810.6 735.0 18.79 13810.6 EnergyGauge® DCA Form 600A -2004 • • • • • • • • • • • • • • • •• • • • • • • • • • • • - • • • • • • •• ••• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • tO • • • • EnergyGauge® /I$RE3Q00FRSB w 4.0. • 1 . FORM 600A -2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 842 NE 96th Street, Miami Shores, FL, PERMIT #: BASE AS -BUILT Summer Base Points: 21229.4 Summer As -Built Points: 25648.2 Total Summer X System = Cooling Points Multiplier Points Total X Cap X Duct X System X Credit = Cooling Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) 21229.4 0.4266 9056.5 (sys 1: Central Unit 35000 btuh ,SEER/EFF(15.0) Ducts: Unc(S),Unc(R),Int(AH),R6.0(INS) 25648 1.00 (1.07 x 1.165 x 0.90) 0.227 1.000 6559.8 25648.2 1.00 1.125 0.227 1.000 6559.8 EnergyGaugel• DCA Form 600A -2004 •• ••• • • • • • •• ••• • • • • • •• • • • • • • • • • • •• • • • •• • • ••• ••• ••• ••• • • • • • • • • •• • • • • • • • • • • • • • • • • o to • • • • 00 ••• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • EnergyGauge® /FIeREL215g FCRCSB '4.0' • • •: ••• • • • ••• • • FORM 600A -2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 842 NE 96th Street, Miami Shores, FL, PERMIT #: EnergyGauge® DCA Form 600A -2004 ��i ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • . • • • • • • • • • • •• ••• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • EnergyGauge® /FIeRE>:'Q 4FI:R4•SB;4.0 ;.••; ••• • • • ••• • • BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Floor Area Type /SC Overhang Ornt Len Hgt Area X WPM X WOF = Point: .18 735.0 2.36 312.2 Single, Clear NW 2.0 6.2 35.0 6.00 0.99 208.1 Single, Clear NE 2.0 6.2 7.0 5.84 1.00 40.8 Single, Clear SW 2.0 3.0 8.0 5.06 1.07 43.4 Single, SC =0.43 NW 5.0 8.7 33.5 6.30 0.98 207.4 Single, Clear NW 5.0 7.1 22.1 6.00 0.98 129.7 Single, Clear SE 2.0 7.1 22.1 4.22 1.05 97.8 Single, Clear NE 2.0 7.1 44.2 5.84 1.00 257.6 As -Built Total: 171.9 984.6 WALL TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Adjacent 0.0 0.00 0.0 Concrete, Int Insul, Exterior 4.1 968.1 1.03 1002.0 Exterior 968.1 0.60 580.9 Base Total: 968.1 580.9 As - Built Total: 968.1 1002.0 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 0.0 0.00 0.0 Exterior 0.0 0.00 0.0 Base Total: 0.0 0.0 As -Built Total: 0.0 0.0 CEILING TYPES Area X BWPM = Points Type R -Value Area X WPM X WCM = Points Under Attic 735.0 0.10 73.5 Under Attic 30.0 735.0 0.10 X 1.00 73.5 Base Total: 735.0 73.5 As -Built Total: 735.0 73.5 FLOOR TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Slab 0.0(p) 0.0 0.0 Raised Wood, Adjacent 19.0 718.9 0.30 215.7 Raised 718.9 -0.28 -201.3 Base Total: -201.3 As -Built T9t • • • _• • _ • _ • • • • 718.9 215.7 INFILTRATION Area X BWPM = Points i • •• • • • .i• ••• •• • • • • • • • • • • •• Area X WPM = Points 735.0 -0.06 -44.1 735.0 -0.06 -44.1 EnergyGauge® DCA Form 600A -2004 ��i ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • . • • • • • • • • • • •• ••• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • EnergyGauge® /FIeRE>:'Q 4FI:R4•SB;4.0 ;.••; ••• • • • ••• • • FORM 600A -2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 842 NE 96th Street, Miami Shores, FL, PERMIT #: EnergyGaugeT• DCA Form 600A -2004 • • • • • • • • • •• ••• • • • • • •• •• ••• •• • • • •• • • ••• ••• ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• ••• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • EnergyGauge® /FMREWt 4 F(RSB; 4.0; • • • , ••• • • • ••• • • BASE AS -BUILT Winter Base Points: 721.2 Winter As -Built Points: 2231.7 Total Winter X Points System = Multiplier Heating Points Total X Cap X Duct X System X Credit = Component Ratio Multiplier Multiplier Multiplier (System - Points) (DM x DSM x AHU) Heating Points 721.2 0.6274 452.5 (sys 1: Electric Strip 25600 btuh ,EFF(1.0) Ducts :Unc(S),Unc(R),Int(AH),R6.0 2231.7 1.000 (1.099 x 1.137 x 0.91) 1.000 1.000 2537.6 2231.7 1.00 1.137 1.000 1.000 2537.6 EnergyGaugeT• DCA Form 600A -2004 • • • • • • • • • •• ••• • • • • • •• •• ••• •• • • • •• • • ••• ••• ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• ••• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • EnergyGauge® /FMREWt 4 F(RSB; 4.0; • • • , ••• • • • ••• • • FORM 600A -2004 EnergyGauge® 4.0 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: 842 NE 96th Street, Miami Shores, FL, PERMIT #: BASE CODE COMPLIANCE STATUS AS -BUILT WATER HEATING Number of X Bedrooms Multiplier = Total Tank EF Volume Number of X Tank X Multiplier X Credit = Total Bedrooms Ratio Multiplier 1 2273.00 2273.0 As -Built Total: 1 1.00 2273.00 1.00 2273.0 2273.0 EnergyGauge• DCA Form 600A -2004 PASS •• •.• • • • • • •• • • • • .. • •••••••••••. • • ••• •. • • •.• •• •••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• ••• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • EnergyGauge® /FIaREMQ,CFMCSB j'4.0; • • •; ••• • • • ••• • • CODE COMPLIANCE STATUS BASE AS -BUILT Cooling Points + Heating + Points Hot Water Points = Total Points Cooling Points + Heating Points + Hot Water Points = Total Points 9056 452 2273 11782 6560 2538 2273 11370 EnergyGauge• DCA Form 600A -2004 PASS •• •.• • • • • • •• • • • • .. • •••••••••••. • • ••• •. • • •.• •• •••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• ••• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • EnergyGauge® /FIaREMQ,CFMCSB j'4.0; • • •; ••• • • • ••• • • FORM 600A -2004 EnergyGauge® 4.0 Code Compliance Checklist Residential Whole Building Performance Method A - Details IADDRESS: 842 NE 96th Street, Miami Shores, FL, PERMIT #: 6A -21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS Exterior Windows & Doors Exterior & Adjacent Walls Floors Ceilings Recessed Lighting Fixtures Multi-story Houses Additional Infiltration reqts SECTION 606.1.ABC.1.1 606.1.ABC.1.2.1 606.1.ABC.1.2.2 606.1.ABC.1.2.3 606.1.ABC.1.2.4 606.1.ABC.1.2.5 606.1.ABC.1.3 REQUIREMENTS FOR EACH PRACTICE Maximum:.3 cfm /sq.ft. window area; .5 cfm /sq.ft. door area. 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. 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. 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. 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. Air barrier on perimeter of floor cavity between floors. Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. CHECK 6A -22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS Water Heaters Swimming Pools & Spas Shower heads Air Distribution Systems HVAC Controls Insulation SECTION 612.1 612.1 612.1 610.1 607.1 604.1, 602.1 REQUIREMENTS Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked cir breaker (electric) or cutoff (gas) must be provided. Extemal or built -in heat trap required. 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 %. Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. 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. Separate readily accessible manual or automatic thermostat for each system. Ceilings -Min. R -19. Common walls -Frame R -11 or CBS R -3 both sides. Common ceiling & floors R -11. CHECK EnergyGauge'M DCA Form 600A -2004 • • • • • • • • • • • • • • • • • •• ••• •• • • • •• •• ••• • • • • • •• • • • • • • • • • •• • • • • • • ••• • ••• ••• • •• • • • • • • • • • • • ••• ••• • • • • • • • • • • •• ••• • • • • ••• • • • • • • • • • • • • • • ••• • • • EnergyGauge® /FIeREL2•00a F.Rir"SB1r4.11 • •„ ••• • • • ••• • • ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.3 The higher the score, the more efficient the home. , 842 NE 96th Street, Miami Shores, FL, 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi - family Single family _ a. Central Unit Cap: 35.0 kBtu/hr _ 3. Number of units, if multi - family 1 _ SEER: 15.00 _ 4. Number of Bedrooms 1 _ b. N/A 5. Is this a worst case? No _ 6. Conditioned floor area (ft2) 735 ft2 _ c. N/A 7. Glass typel 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) 171.9 ft2 _ a. Electric Strip Cap: 25.6 kBtu/hr b. SHGC: COP: 1.00 _ (or Clear or Tint DEFAULT) 7b. (Clear) 138.4 ft2 _ b. N/A 8. Floor types a. Raised Wood, Adjacent R =19.0, 718.9ft2 _ c. N/A b. N/A c. N/A 14. Hot water systems 9. Wall types a. N/A a. Concrete, Int Insul, Exterior R=4.1, 968.1 ft2 _ b. N/A _ 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, 735.0 ft2 15. HVAC credits 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: Interior Sup. R =6.0, 53.0 ft _ MZ- C- Multizone cooling, b. N/A _ 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•4. • • • • • • • •• ••• •• • • • •• *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 8 fyr,p• VS EP4/p9E EnergyStarmidesignation), your home may qualify for energy efficiency mortgage (NV inte� ties i 'ou jfbtai .a Florda Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638 -1492 or Beet Ltiirgy ai,uge. rb sitQ ai wt:w.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 & Whitler Gass o ulppu: pagto 244. • EnergyGauge® (yertiQr1,J LttO.SB 4.0 � • • ••• • • • ••• • • s rig tSOft libel .s'op Fig Project Summary Entire House Job: Date: 12/16/05 By: MAC Project Information For: Notes: Staples Addition 842 NE 96ttigir d §ap its, • BY Ilii.. IEWED & APPROVED DATE RICHARD CHER ARCHITECT Desi • n Information Weather: Winter Design Conditions Outside db Inside db Design TD Heating Summary Structure Ducts Central vent (11 cfm) Humidification Piping Equipment load Infiltration Method Construction quality Fireplaces Area (ft2) Volume (ft3) Air changes/hour Equiv. AVF (cfm) 50 °F 70 °F 20 °F 9520 Btuh 3037 cfm 237 Btuh 0 Btuh 0 Btuh 12794 Btuh Fort Lauderdale /Holl Simplified Average 0 Heating g Cooling 7356 7356 0.61 0 0.32 Heating Equipment Summary Make Goodman Trade Goodman Model 7.5 kW Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 100 AFUE 25600 Btuh 25600 Btuh 1200 cfm 0.096 cfm /Btuh 0.10 in H2O Outsid Inside db Design 7t' Daily ran Relative MoisturO di Sensible Cooling Equ Structure Ducts Central vent (11 cfm) Blower ditions 91 °F 75 °F 16 °F L 50 % 60 gr/lb ent Load Sizing 16478 Btuh 5431 Btuh 189 Btuh 0 Btuh Use manufacturer's data n Rate /swing multiplier 0.96 Equipment sensible load 21214 Btuh Latent Cooling Equipment Load Sizing Structure Ducts Central vent (11 cfm) Equipment latent load 2283 Btuh 1377 Btuh 438 Btuh 4098 Btuh Equipment total load 25312 Btuh Req. total capacity at 0.70 SHR 2.5 ton Make Trade Cond Coil Efficiency Sensible cooling hatentcooling • :Total coolio§ Agtud pi glgw: : •Air flow factor • Static pressure Load sensible heat ratio Cooling Equipment Summary Goodman Mfg. Janitrol, GMC, Franklin, Goodman, Amana CLQ36 -1 * AEPT036 -00 * -1 * • • ••• • • •• .• . •• • • ••• ••• ••• ••• • • • • • • • • • • • • • • • • • • • • . • • • • • • • • • • • • • • • • • • •• ••• • • • • • Printout certified by ACCA to meet all requirements of Manual J 8th Ed. 15 SEER 24500 Btuh 10500 Btuh 35000 Btuh 1200 cfm 0.055 cfm /Btuh 0.10 in H2O 0.84 Wrlgf'1tsc f't Right -Suite Residential 8.0.27 RSR43291 ••• • • • • ••• • • C:\Documents and Settings\Bob Sutton\My Documents\HEATLOADS \SINGLE TIMEustiliners \c ntNaQles \$a • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 2005 - Dec -20 10:53:41 Page 1 wrightsoft Right -J Worksheet Entire House Job: Date: 12/16/05 By: MAC 1 2 3 4 5 Room name Exposed wall Ceiling height Room dimensions Room area Entire House 114.0 ft 10.0 ft 735.6 ft2 New Bedroom 51.0 ft 10.0 ft heat/cool 16.0 x 20.0 ft 320.0 ft2 Ty Construction number U -value (Btuh/ft2 - °F) Or HTM (Btuh/ft2) Area ft2) or perimeter (ft) Load (Btuh) Area ft2) or perimeter (ft) Load (Btuh) Heat Cool Gross N/P /S Heat Cool Gross N/P /S Heat Cool 6 11 4 C F 13A -4ocs- 1A -c1om 1A -c1om 13A -4ocs 1A -c1am 13A -4ocs "1 B-clfm 13A -4ocs 1A -clom 10A -b 1A -clom 160-30td 20P -19c 0.143 1.270 1.270 0.143 1.270 0.143 1.130 0.143 1.270 0.970 1.270 0.032 0.050 ne ne ne " se se sw ` sw < nw nw nw nw - - 2.86 25.40 25.40 2.86 25.40 2.86 22.60 2.86 25.40 19.40 25.40 0.64 1.00 2.95 71.70 71.70 2.95 72.22 2.95 72.05 2.95 71.70 36.28 7.1.70 1.13 0.77 235 7 44 335 22 235 8 335 35 34 22 736 736 184 0 0 313 8 227 8 244 0 0 0 736 114 526 178 1123 895 561 649 181 699 889 650 561 471 736 543 502 3189 924 1317 670 275 722 2509 1215 1585 832 565 200 0 44 160 22 0 0 150 0 34 22 ; 320 320 156 0 0 138 8 0 0 94 0 0 0 ` -. 320 51 446 0 1123. 394 561 0 0 270 0 650 561 205 320 460 0 3169' 407 1317 0 0 279 0 1215 1585 362 246 6 c) AED excursion 519 -288 Envelope loss/gain 8118 15347 4530 8752 12 a) Infiltration b) Room ventilation 1644 -242 690 211 735 0 309 0 13 14 15 Internal gains: Occupants @ 230 Appliances @ 1200 Less extemal load Less transfer Redistribution Subtotal Duct loads 1 0 32% • ••• ••• • • • • • • • • • • •' •. • - 33% • • • • • • • • • • • • • • Q • 0 9520 3037 -M M• • • • • 2 • • • .0 • • •• • t„ • • ',0 0 16478 5431 •• • 1 • • 0 • • •.' 32% 33% 0 0 0 5265 1680 23 929 306 Total room load Air required (cfm) • • • • • • . • 42557 1206 Omaha ••• •' 21909,' .1290 - ••• : • - -- 6945 664 12352 677 ••• • • • • Printout certified by ACCA to meet all requirements of Manual J 8th Ed. wr's 1-wtc yfrt Right -Suite Residential 6.0.27 RSR43291 • • • • • • • • • ACCA C :\Documents and Settings\Bob Sutton\My Documents\HEATLOADS \SINGLE TIME7pustf ejs \CZint$& ies \$a ' • ' • •• •• • • • •• •• •_'��;��f�7 wit ••• • • • ••• • • 2005- Dec -20 10:53:41 Page 1 ightso „ Vet S10 Right -J Worksheet Entire House Job: Date: 12/16/05 By: MAC 1 2 3 4 5 Room name Exposed wall Ceiling height Room dimensions Room area New WIC 26.0 ft 10.0 ft heat/cool 1.0 x 128.6 ft 128.6 ft2 New PR 0.0 ft 10.0 ft heat/cool 3.5 x 5.5 ft 19.3 ft2 Ty Construction number U -value (Btuh/ft2-°F) Or HTM (Btuh/ft2) Area ft2) or perimeter (ft) Load (Btuh) Area ft2) or perimeter (ft) Load (Btuh) Heat Cool Gross N/PIS Heat Cool Gross N/PIS Heat Cool 6 13A flocs 0.143 ne 2.86 2.95 0 0 0 0 0 0 0 0 E-(' t-G ;IA clone 1.270 ne 25.40 71.70 0 0 0 0 0 ' 0 0 0 1A -clom 1.270 ne 25.40 71.70 0 _ 0 0 0 0 0 0 0 yJ 13A -flocs 0.143 se 2.86 2.95 175 175 501 517 0 0 0 0 11 L-G IA Glom 1.270 se 25.40 72.22 0 0 0 0 0 0 0 0 W 13A -4ocs 0.143 sw 2.86 2.95 85 81 232 239 0 0 0 0 1B -clfm' 1.130 sw 22.60 72.05 4 4 90 138 ' 0 0 0 0 W 13A -4ocs 0.143 nw 2.86 2.95 0 0 0 0 0 0 0 0 1A -clom 1.270 nw 25.40 71.70 0 0 0 0 0 0 0 0 -G 10A -b 0.970 nw 19.40 36.28 0 0 0 0 0 0 0 0 -G G 1A -clom 1.270 nw 25.40 71.70 0 0 0 0 0 0 0 0 C 16D -30td' 0.032 - 0.64 1,13 129 129 82 r 146 19 19 ! 12 22 F 20P -19c 0.050 - 1.00 0.77 129 26 129 99 19 0 19 15 6 c) AED excursion 105 -7 Envelope loss/gain 1034 1243 32 29 12 a) Infiltration 375 157 0 0 b) Room ventilation -330 0 264 211 Internal gains: Occupants @ 230 0 • • • •13 s • • • 4R4 °Oci • • 4 • • 0 Appliances @ 1200 Less 0 • • • • • • • • 0 • 0 extemal load Less transfer • • • • • • 0 • •• • 0 • • • 0 Redistribution 0 0 14 Subtotal 1079 295 24 15 Duct loads 32% • 33% 344 - -w • 32% • •e- 33% 94 7 Total room load • • • I •i423 • • 186a 1 • 390 31 required (cfm) • • • • t • 134 • •1l 2 • 1 • • 37 1 ••• • • • • Printout certified by ACCA to meet all requirements of Manual J 8th Ed. wr.gI 1 tso'1t Right -Suite Residential 8.0.27 RSR43291 •�e • • • • • • • / C:\Documents and Settings\Bob Sutton My Documents\HEATLOADS \SINGLE TIME tustgtnew \ant a :es * i • i • •• •• • • • •• •• ••• • • • oleo • • 2005 - Dec -20 10:53:41 Page 2 v nght.so t Right -J Worksheet Entire House Job: Date: 12/16/05 By: MAC 1 2 3 4 5 Room name Exposed wall Ceiling height Room dimensions Room area New Bath 11.0 ft 10.0 ft heat/cool 1.0 x 164.9 ft 164.9 ft2 New Hall 26.0 ft 10.0 ft heat/cool 1.0 x 102.9 ft 102.9 ft2 Ty Construction number U -value (Btuh/ft2 -- °F) Or HTM (Btuh/ft2) Area ft2) or perimeter (ft) Load (Btuh) Area ft2) or perimeter (ft) Load (Btuh) Heat Cool Gross N /P /S Heat Cool Gross N/P /S Heat Cool 6 . 11 E-( 13A flocs 1A -clom 1A -c.1 om 13A -4ocs 1A -clom 13A -4ocs 9B -clfm' 13A -4ocs 1A clom 10A -b 1A -clom 16D -30td : 20P -19c 0.143 1270 1270 0.143 1.270 0.143 1:130 0.143 1.270 0.970 1.270 0.032 0.050 ne ne ne se se sw' sw' nw nw nw nw - 2,86 25.40 25.40 2.86 25.40 2.86 22.60 2.86 25.40 19.40 25.40 0.64 1.00 2.95 71.70 71.70 2.95 72.22 2.95 72.05 2.95 71.70 36.28 71.70 1.13 0.77 R»gii0000 000000 - 00004..800000 0 0 0! 0 0 303 90 0 0 0 0 106 165 V'•4 000 000!..1 000.9.0. 35! 7 0 0 0 40 0 185 35 0 0 ioa 103 0))8000008:00000. 80 178 0 0 0 114 0 429 889 0 0 6S 103 83 592 0 0 0 118! 0 443 2509 0 0 116 79 L-f 1?1 L___G V1/ I-G W C F 6 c) AED excursion 119 590 Envelope loss/gain 664 883 1859 4441 12 a) Infiltration b) Room ventilation 159 -176 67 0 375 0 157 0 13 14 15 Internal gains: Occupants @ 230 Appliances @ 1200 Less extemal load Less transfer Redistribution Subtotal Duct loads 0 0 32% • •• ••• • • • • • • • ••• 33% • • • • • • • • • 0 0 647 206 ... R.. • • • 40 • • t) • • • .0 0 949 313 ... •• • 0 • 0 • • • • 32% ... 33% 0 0 0 2234 713 0 0 0 0 0 4598 1515 Total room load Air required (cfm) • • • • • • • • • •853 82 • • • • • 1262e • e9 • • • • • • •• 2947 282 6114 335 • •• • • • • • Printout certified by ACCA to meet all S-g9uiremepts o1 Nlla rual J 8th Ed. wr-Jyhtsc Ft Right -Suite Residential 0.0.27 RSR43291 • • • • • • 0 P. e . C:\Documents and Settings Sutton\My Documents\HEATLOADS\SINGLE TIMECustalneio \CCnt �rt • aples \S=a • • • • 00 •• • • • •• •• ••• • • • 000 • • 2005 -Dec -20 10:53:41 Page 3 Miami Shores Village 10050 NE 2nd Avenue Phone: 305 - 795 -2204 Printed: 1/20/2005 Mechanical Permit Permit Number: MC2004 -170 Applicant: Owner: STAPLES CLINTON JOB ADDRESS: 842 NE 96 ST Contractor AMERICAN RESIDENTIAL SERVICES Contractor's Address: 1700 BANKS RD Local Phone: 954/973 -0900 Parcel # 1132060142900 Page 1 of 1 Legal Description: MIAMI SHORES SEC 3 PB 10 -37 LOTS 5 & 6 BLK 75 LOT SIZE SITE VALUE Fees: Description Amount FEE2005 -831 Building Fee $120.00 FEE2005 -832 CCF $2.40 FEE2005 -833 Training and Education Fee $0.80 FEE2005 -834 Technology Fee $3.00 FEE2005 -835 Submittal Fee ($50.00) Total Fees: $76.20 Total Fees: $76.20 Total Receipts: $0.00 Permit Status: APPROVED Permit Expiration: 2/27/2005 Construction Value: $3,500.00 Work: MECHANICAL FOR MASTER BEDROOMSUITE ADDITION - MASTER BP 04 -343 Signed: (INSPECTOR) 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 responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: ECEOVED A 3 1 2004 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING PERMIT APPLICATION BBC 2001 A Permit Type (circle):I: + Electrical Plumbing Roofing Owner's Name (Fee Simple Titleholder) i e..,1 S Phone # `366— 72.0 b7z Permit No. ? 4 L1-0 Master Permit No. 11,11 —31+3 Owner's Address a`f2 (--F ceC City Noo-1 State Zip Tenant/Lessee Name Phone # Job Address (where the work is being done) PE}-? f-t.Z- `TC City Miami Shores Village County Miami -Dade Zip 3 3 Is Building Historically Designated YES NO Contractor's Company Name Arm(1 can & 61 dent) (ll 6U II (J S Phone # 4 5N — cis} 5-oa- l Contractor's Address 19 0-b ban ICS 2A_ City M G1, r 4:u_ _ State 1... Qualifier Char �� S e v Zip x:30 (o 3 State Certificate or Registration No. e_ICI C Pt l 3 i q `f Certificate of Competency No. Architect/Engineer's Name (if applicable) Phone # $ Value of Work For this Permit O 0 Type of Work: Addition Describe Work: ❑Alteration New Square Footage Of Work: ❑ Repair/Replace ❑ Demolition * * * * * * * * * * * * * * * * * * * * * * * * ** Submittal Fee $ 0 ° Permit Fee $ Notary $ j Training/Education Fee $ Scanning $ Radon $ * * * * * * * * * * * * * * * * * * * * * * * * ** CCF $ / `OCO /CC Technology Fee $ Zoning Bond $ Code Enforcement $ Structural Plan Review. $ Total Fee Now Due $ / Y COT 0 4 PAID (Continued on opposite 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 - rs seven (7) days after the building permit is issued - 'In t absence of such posted notice, the inspection will not be app jed *lid a reinspection fee will be charged mow' Signature Air ,� T //`� Signatur - - Mt Contractor The foregoing ' r ' ent was acknowledged beforee me thiiis3 / The foregoing instrument was acknowledged before me this(( f day of b9-+ , a / , 2001, by > ') �! �7 - 11 �a l/ ' , day of .1 r y , 200 9, by Chu- le Am-Lit Pr who is personally known to me or who has produced who is personally known to me or who has produced As identificatio d who did take an oath. as identification and who did take an oath. NOTARY P Sign: My Commission Expires: ********************** ** **** * * * * *** * ** * ****** *** * *** * ** ***,tit * **** * * * * ** * * * *** ** NOTARY PUBC: Sign: sy) 1 Print:.! W f) &n °e I J My Commission Exp ************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY: 7 Plans Examiner Engineer Zoning DAWN BONFIELD *My Comm Exp '12/10/0 * ** �°No. CC 986991 1i�FersonaUy Known f) Other I.D. Cho 05/13/03 _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 . ' rs seven (7) days after the building permit is issued. absence of such posted notice, the inspection will not be app,. d • d a reinspection fee will be charged. Signature The foregoing day of 4.5J 1111 Owner or Agent S "L- ent was acknowledged before me this3 / The foregoing instrument was acknowledged before me this , 2001', by t , ' - . 5��, / �� , day of Jil I ia' , 20o 7, by ( r 1e S ft Lit who is personally known to me or who has produced who is personally known to me or who has produced As identificatio v d who did take an oath. as identification and who did take an oath. NOTARY P Sign: Print: NOTARY PUB IC: Sign: .paten Print: I LI UJ l 86 h et i My Commission Expires: My Commission Expir-, • ********************* * * * * * *** * * ** * ** ** * * * ********* ** * *** * * * * * *** * * * * * * * * * * ** ** * * * * * * * * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY: Cho 05/13/03 * * * * * ** ** ** H**** * * * ** * ** * * * * * * * * *** * * * * * * * * * * ** -- c2 DAWN BONFIELD My Comm Ezp 'ii'iU /U4 * ** No. CC 986991 - Known (J Other I.D. 7. Plans Examiner Engineer Zoning FORM 600A -2004 EnergyGauge® 4.0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: Staples Addition Address: 842 NE 96th Street City, State: Miami Shores, FL Owner: Climate Zone: South Builder: Permitting Office: Miami Shores Permit Number: Jurisdiction Number: 232600 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi - family Single family _ a. Central Unit Cap: 35.0 kBtu/hr _ 3. Number of units, if multi - family 1 _ SEER: 15.00 r� 4. Number of Bedrooms 1 _ b. 5. Is this a worst case? No — _ 6. Conditioned floor area (ft2) 735 ft2 _ c. N/ ' ,_. _ 7. Glass type' and area: (Label read. by 13- 104.4.5 if not default) I a. U- factor: Description Area :.`_} 3. H sy tems (or Single or Double DEFAULT) 7a(Sngle Default) 171.9 ft2 / / ec c Strip Cap: 25.6 kBtu/hr _ b. SHGC: ;' ` COP: 1.00 _ (or Clear or Tint DEFAULT) 7b. (Clear) 138.4 ft2 — 8. Floor types ,� a. Raised Wood, Adjacent R =19.0, 718.9ft2 _ b. N/A c. N/A — c. N/ ` _ 14. Hot water systems 9. Wall types a. N/A a. Concrete, Int Insul, Exterior R=4.1, 968.1 ft2 _ _ b. N/A _ b. N/A _ c. N/A — _ d. N/A _ c. Conservation credits _ e. N/A — (HR eat recov- , Solar 10. Ceiling types _ D ICI Dedicated h • t pump) ) a. Under Attic R =30.0, 735.0 ft2 15. HVA credits b. N/A _ c. N/A _ 11. Ducts !� (CF- 1iy-fling f -Cross ventilation, HF 41o1e ho® �� II r ' 1�: ' '�� , ., ,, a. Sup: Unc. Ret: Unc. AH: Interior Sup. R =6.0, 53.0 ft b. N/A `+'� MZ- H�i11; • g) DATE \--ICII r' i • • •*' ng, iii lit 1 RI tr, 0, y; <„ CH ER ARCHITECT Glass /Floor Area: 0.23 Total as -built points: 11370 1 Total base points: 11782 PASS I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy • • Code. / • PREPARED BY: �� !°� . • DATE: 12, 1 2.[i 1 ® eAt..,:25 I hereby certify that this building, as designed, is in compliarca with the Florida Energy Code. • • OWNER/AGENT: ••• DATE: •• Review of the plans and • Spgc iclitiort • covered,t� r this c,,atcuinortinjlic� gs egmpliance • anal fhiC,Flbpaarrprgli Code. Before construction is completed • this buildina will be inspected for ,compliance.vrith Secilon it3.908 :FI6ri0a $tatutes • • BUILUD NG OFF1CIAt: DATE: • • • ••. • 1 Predominant glass type. For actual glass type and areas, see Summer & Wirter:Glitssioutput pag$s 2 &4. EnergyGauge® arsiir: F.R ByB 14.0).. •. FORM 600A -2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 842 NE 96th Street, Miami Shores, FL, PERMIT #: • • • • • • • • • • • • • • • • • • • • • • • o • • • • • • ••• • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • EnergyGauge® DCA Form 600A -2004 EnergyGauge ® /FlaRE3120.04 LIiC 9B 44.0 ; • • ••• • • • ••• • • • • • •• • BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Floor Area Type /SC Overhang Ornt Len Hgt Area X SPM X SOF = Points .18 735.0 32.50 4299.8 Single, Clear NW 2.0 6.2 35.0 48.42 0.88 1498.7 Single, Clear NE 2.0 6.2 7.0 55.61 0.88 340.9 Single, Clear SW 2.0 3.0 8.0 73.41 0.62 362.1 Single, SC =0.43 NW 5.0 8.7 33.5 15.60 0.76 399.4 Single, Clear NW 5.0 7.1 22.1 48.42 0.72 771.9 Single, Clear SE 2.0 7.1 22.1 79.81 0.87 1537.4 Single, Clear NE 2.0 7.1 44.2 55.61 0.90 2218.5 I As -Built Total: 171.9 7129.1 WALL TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Adjacent 0.0 0.00 0.0 Concrete, Int Insul, Exterior 4.1 968.1 2.32 2241.2 Exterior 968.1 2.70 2613.9 Base Total: 968.1 2613.9 As -Built Total: 968.1 2241.2 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 0.0 0.00 0.0 Exterior 0.0 0.00 0.0 Base Total: 0.0 0.0 As -Built Total: 0.0 0.0 CEILING TYPES Area X BSPM = Points Type R -Value Area X SPM X SCM = Points Under Attic 735.0 2.80 2058.0 Under Attic 30.0 735.0 2.77 X 1.00 2035.9 Base Total: 735.0 2058.0 As -Built Total: 735.0 2035.9 FLOOR TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Slab Raised 0.0(p) 0.0 0.0 718.9 -2.16 - 1552.8 Raised Wood, Adjacent 19.0 718.9 0.60 431.3 Base Total: - 1552.8 As -Built Total! •• • • • • • • • • 718.9 431.3 • • • • • • INFILTRATION Area X BSPM = Points ••• • ..• °.; •.• ; • ••• Area X SPM = Points 735.0 18.79 13810.6 735.0 18.79 13810.6 • • • • • • • • • • • • • • • • • • • • • • • o • • • • • • ••• • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • EnergyGauge® DCA Form 600A -2004 EnergyGauge ® /FlaRE3120.04 LIiC 9B 44.0 ; • • ••• • • • ••• • • • • • •• • FORM 600A -2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: 842 NE 96th Street, Miami Shores, FL, PERMIT #: BASE AS -BUILT Summer Base Points: 21229. Summer As -Built Points: 25648.2 Total Summer X System = Cooling Points Multiplier Points Total X Cap X Duct X System X Credit = Cooling Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) 21229.4 0.4266 9056.5 (sys 1: Central Unit 35000 btuh ,SEER/EFF(15.0) Ducts: Unc(S),Unc(R),Int(AH),R6.0(INS) 25648 1.00 (1.07 x 1.165 x 0.90) 0.227 1.000 6559.8 25648.2 1.00 1.125 0.227 1.000 6559.8 EnergyGauge TM DCA Form 600A -2004 • •• ••• • • • • • •• • • • • • • • • •• • ••• •• • • • •• • • ••• ••• ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • a • • • • • • • • •• ••• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • EnergyGauge® /FIa:tES:.a0b4: LQCSB 4.0 : • • •: ••• • • • ••• • • FORM 600A -2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: 842 NE 96th Street, Miami Shores, FL, PERMIT #: EnergyGauge® DCA Form 600A -2004 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• ••• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • EnergyGauge® /FIaRT S•2004 it.11 1B4 0 : • • • BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Floor Area Type /SC Overhang Ornt Len Hgt Area X WPM X WOF = Point .18 735.0 2.36 312.2 Single, Clear NW 2.0 6.2 35.0 6.00 0.99 208.1 Single, Clear NE 2.0 6.2 7.0 5.84 1.00 40.8 Single, Clear SW 2.0 3.0 8.0 5.06 1.07 43.4 Single, SC =0.43 NW 5.0 8.7 33.5 6.30 0.98 207.4 Single, Clear NW 5.0 7.1 22.1 6.00 0.98 129.7 Single, Clear SE 2.0 7.1 22.1 4.22 1.05 97.8 Single, Clear NE 2.0 7.1 44.2 5.84 1.00 257.6 As -Built Total: 171.9 984.6 WALL TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Adjacent 0.0 0.00 0.0 Concrete, Int Insul, Exterior 4.1 968.1 1.03 1002.0 Exterior 968.1 0.60 580.9 Base Total: 968.1 580.9 As -Built Total: 968.1 1002.0 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 0.0 0.00 0.0 Exterior 0.0 0.00 0.0 Base Total: 0.0 0.0 As -Built Total: 0.0 0.0 CEILING TYPES Area X BWPM = Points Type R -Value Area X WPM X WCM = Points Under Attic 735.0 0.10 73.5 Under Attic 30.0 735.0 0.10 X 1.00 73.5 Base Total: 735.0 73.5 As -Built Total: 735.0 73.5 FLOOR TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Slab 0.0(p) 0.0 0.0 Raised Wood, Adjacent 19.0 718.9 0.30 215.7 Raised 718.9 -0.28 -201.3 Base Total: -201.3 As -Built Top1l.• • • • • • • • • • • 718.9 215.7 • • • • • • INFILTRATION Area X BWPM = Points ..' ••• •• •• Area X WPM = Points 735.0 -0.06 -44.1 735.0 -0.06 -44.1 EnergyGauge® DCA Form 600A -2004 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• ••• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • EnergyGauge® /FIaRT S•2004 it.11 1B4 0 : • • • FORM 600A -2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 842 NE 96th Street, Miami Shores, FL, PERMIT #: EnergyGauge m DCA Form 600A -2004 • • • • • •• •.• • • • • • •• • • •• ••• •• • • • •• • • ••• ••• ••• ••• • • • • • • • • • •.. • • ••. •••• •• • •• ... • • • • • ••• • • • • •• • • • • • • • • • • • • • • • • • • ••• • • • EnergyGauge® /FIaRES+2O J4 �LitCtB 4.0 : • •.: ••• • • • ••• • • BASE AS -BUILT Winter Base Points: 721.2 Winter As -Built Points: 2231.7 Total Winter X Points System = Multiplier Heating Points Total X Cap X Duct X System X Credit = ■ Component Ratio Multiplier Multiplier Multiplier (System - Points) (DM x DSM x AHU) Heating Points 721.2 0.6274 452.5 (sys 1: Electric Strip 25600 btuh ,EFF(1.0) Ducts :Unc(S),Unc(R),Int(AH),R6.0 2231.7 1.000 (1.099 x 1.137 x 0.91) 1.000 1.000 2537.6 2231.7 1.00 1.137 1.000 1.000 2537.6 EnergyGauge m DCA Form 600A -2004 • • • • • •• •.• • • • • • •• • • •• ••• •• • • • •• • • ••• ••• ••• ••• • • • • • • • • • •.. • • ••. •••• •• • •• ... • • • • • ••• • • • • •• • • • • • • • • • • • • • • • • • • ••• • • • EnergyGauge® /FIaRES+2O J4 �LitCtB 4.0 : • •.: ••• • • • ••• • • FORM 600A -2004 EnergyGauge® 4.0 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: 842 NE 96th Street, Miami Shores, FL, PERMIT #: BASE CODE COMPLIANCE STATUS AS -BUILT WATER HEATING Number of X Bedrooms Multiplier = Total Tank EF Volume Number of X Tank X Multiplier X Credit = Total Bedrooms Ratio Multiplier 1 2273.00 2273.0 As -Built Total: 1 1.00 2273.00 1.00 2273.0 2273.0 EnergyGaugeT'" DCA Form 600A -2004 PASS 0. 000 • • • • • •• • • •• • • • • .• •.• 00 • • • 00 • • 00• •00 4100 000 • . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • . •• 0•0 • • • • • • • ••• • • • • •00 • • • • • • • • • • • • • ••• • • • EnergyGauge® /FIaRE S:112004 fLA 1B v4.0 . • • • CODE COMPLIANCE STATUS BASE AS -BUILT Cooling Points + Heating + Points Hot Water Points = Total Points Cooling Points + Heating Points + Hot Water Points = Total Points 9056 452 2273 11782 6560 2538 2273 11370 EnergyGaugeT'" DCA Form 600A -2004 PASS 0. 000 • • • • • •• • • •• • • • • .• •.• 00 • • • 00 • • 00• •00 4100 000 • . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • . •• 0•0 • • • • • • • ••• • • • • •00 • • • • • • • • • • • • • ••• • • • EnergyGauge® /FIaRE S:112004 fLA 1B v4.0 . • • • FORM 600A -2004 EnergyGauge® 4.0 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: 842 NE 96th Street, Miami Shores, FL, PERMIT #: 6A -21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE 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. 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. CHECK 6A -22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS Water Heaters SECTION 612.1 REQUIREMENTS 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. CHECK EnergyGaugeTm DCA Form 600A -2004 • ••• • • • • • *1 • • • • • • • • • •• 111 •• • • • •• • • ••• ••• ••• ••• • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • •• ••• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • EnergyGauge® /Fl.ES:200+41 Lf C6B v04�0 • • • • • Y ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.3 The higher the score, the more efficient the home. 1. New construction or existing 2. Single family or multi- family 3. Number of units, if multi- family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Glass typel and area: (Label read. a. U- factor: (or Single or Double DEFAULT) b. SHGC: (or Clear or Tint DEFAULT) 8. Floor types a. Raised Wood, Adjacent b. N/A c. N/A 9. Wall types a. Concrete, Int Instil, Exterior b. N/A 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: Interior b. N/A , 842 NE 96th Street, Miami Shores, FL, New Single family 1 1 No 735 ft2 by 13- 104.4.5 if not default) Description Area 7a(Sngle Default) 171.9 ft2 7b. (Clear) 138.4 ft2 12. Cooling systems a. Central Unit Cap: 35.0 kBtu/hr _ SEER: 15.00 b. N/A c. N/A 13. Heating systems a. Electric Strip Cap: 25.6 _ COP: P: r 1.00 1.00 b. N/A R =19.0, 718.9ft2 c. N/A R=4.1, 968.1 ft2 _ R =30.0, 735.0 ft2 _ Sup. R =6.0, 53.0 ft 14. Hot water systems a. N/A 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: Cii'y1FL?ip • • •• ••• •• • • • •• *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 peates (or 84.4' q 145 Epavq4 pnergyStarTMdesignation), your home may qualibi for energy efficiency mortgage (EEIr ntes'ives Wou.ogtaln a. •iilorala Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638 -1492 or see 4lJP,Efiergy. Gunge te# sate• atww& afsec.ucfedu 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 outputs* agee 2 &a. • FlnergyGauge® (V,ersip�t? Fir11Cr w•4.0)• • • • • ••• • • • ••• • • t soft Ir'�t'•51L5Y t; ; Project Summary Entire House Job: Date: 12116/05 By: MAC Project Information For: Notes: Staples Addition 842E 6h tr e iREVIEWED & APPROVED BY DATE RICHARD CHER ARCHITECT Des's n information Weather: Fort Lauderdale /Hollywood, FL, US Winter Design Conditions Outside db Inside db Design TD 50 °F 70 °F 20 °F Summer Design Conditions Outside db Inside db Design TD Daily range Relative humidity Moisture difference 91 °F 75 °F 16 °F L 50 % 60 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure Ducts Central vent (11 cfm) Humidification Piping Equipment load Infiltration Method Construction quality Fireplaces Area (ft2) Volume (ft3) Air changes/hour Equiv. AVF (cfm) 9520 Btuh 3037 cfm 237 Btuh 0 Btuh 0 Btuh 12794 Btuh Simplified Average 0 Heating Cooling 666 735 7356 7356 0.61 0.32 75 39 Heating Equipment Summary Make Goodman Trade Goodman Model 7.5 kW Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Structure Ducts Central vent (11 cfm) Blower Use manuf Rate /swin Equipmen Late Structu Ducts. Central' Equipmdn Equipment total load Req. total capacity at 0.70 SHR 16478 Btuh 5431 Btuh 189 Btuh 0 Btuh n 0.96 21214 Btuh ent Load Sizing 2283 Btuh 1377 Btuh 438 Btuh 4098 Btuh 25312 Btuh 2.5 ton Cooling Equipment Summary Make Goodman Mfg. Trade Janitrol, GMC, Franklin, G Cond CLQ36 -1 * Coil AEPT036- 00 * -1* 100 AFUE Efficiency 25600 Btuh Sensible cooling 25600 Btuh ,C.Eitertpopliog • 19 °F •Total 000liligg 1200 cfm Actual hil:fldw: : 0.096 cfm /Btuh *Air fltM faCtttr • 0.10 in H2O Static pressure Load sensible heat ratio • • •• ••• • • • • • • •• • • ••• ••• ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• ••• • • • • • Printout certified by ACCA to meet all requirements of Manual J 8th Ed. oodman, Amana 15 SEER 24500 Btuh 10500 Btuh 35000 Btuh 1200 cfm 0.055 cfm /Btuh 0.10 in H2O 0.84 wnghtsoft Right -Suite Residential 8.0.27 RSR43291 • • • • • • • • • • C:\Documents and Settings\Bob Sutton\My Documents\HEATLOADS \SINGLE TIMEGust:rners\CZintlia #les4a • • • • • • • �� • •• •• • • • • • • • • • • • • •• •• • • 2005 - Dec -20 10:46:29 Page 1 ghtsoft- Version Right -J Worksheet Entire House Job: Date: 12/16/05 By: MAC 1 2 3 4 5 Room name Exposed wall Ceiling height Room dimensions Room area Entire House 114.0 ft 10.0 ft 735.6 ft2 New Bedroom 51.0 ft 10.0 ft heat/cool 16.0 x 20.0 ft 320.0 ft2 Ty Construction number U -value (Btuh/ft2-°F) Or HTM (Btuh/ft2) Area ft2) or perimeter (ft) Load (Btuh) Area ft2) or perimeter (ft) Load (Btuh) Heat Cool Gross N/P /S Heat Cool Gross NIP /S Heat Cool 6 . 11 13A -4as 1A -c1om 1A -c1om 13A -4ocs 1A -c1om 13A flocs ;1 B-clfm 13A -4ocs 1A -clom 10A -b 1A -clom 16D -30td; 20P -19c 0.143 1.270 1.270 0.143 1.270 0.143 1.130 0.143 1.270 0.970 1.270 0.032 0.050 ne ne ne se se sw sw nw nw nw nw -' - 2.86 25.40 25.40 2.86 25.40 2.86 22.60 2.86 25.40 19.40 25.40 0.64 1.00 2.95 71.70 71.70 2.95 72.22 2.95 72.05 2.95 71.70 36.28 71.70 1.13 0.77 236 7 44 335 22 235 8 335 35 34 22 736 736 184 0 0 313 8 227 8 244 0 0 0 736 114 .526 178. 1123 895 561 649 181 699 889 650 561 471 736 543 502 , 3169 924 1317 670 275 722 2509 1215 1585 832 565 200 0 44 160 22 0 ! 0 150 0 34 22 320 320 156 0 0 138 8 0 0 94 0 0 0 ' 320 51 446 0 1123 394 561 0 0 270 0 650 561 205 320 460 0 3169. 407 1317 0 0 279 0 1215 1585 362 246 111 G 4I I--G W -G -G C F 6 c) AED excursion 519 -288 Envelope loss/gain 8118 15347 4530 8752 12 a) Infiltration b) Room ventilation 1644 -242 690 211 735 0 309 0 13 14 15 Internal gains: Occupants @ 230 Appliances @ 1200 Less extemal load Less transfer Redistribution Subtotal Duct loads 1 0 32% • •• ••• • • • • • • • : •• •♦• 33% • • • • • • • • • : :: •• 041 0 9520 3037 ••. • • • • • 23L • • /0 : VI) • GO.. 0 16478 5431 . a •1a •• • 1 • 0 • . 32% me. 33% 0 0 0 5265 1680 23 929 306 Total room Toad Air required (cfm) • • • • • • • • • 3557 1201 • • • • • 21909, 012130 • • • : • • •• 6945 664 12352 677 •.• • • • Printout certified by ACCA to meet aII rye . u'ements of Manual J 8th Ed. wrigI,tsc,ft Right -Suite Residential 8.0.27 RSR43291 • • • • • • • • CC.K C: \Documents and SettingslBob Sutton\My Documents\HEATLOADS \SINGLE TIMECustgme s \C=int aples \j a • • • n • • •• 10 • • • •• •• 'S 3•�"G7 'i c ' df7�6� -'N� .•• • • • .•. • • v +" 2005 - Dec -20 10 :46:29 Page 1 htso. ,. Version b Right -J Worksheet Entire House Job: Date: 12/16/05 By: MAC 1 2 3 4 5 Room name Exposed wall Ceiling height Room dimensions Room area New WIC 26.0 ft 10.0 ft heat/cool 1.0 x 128.6 ft 128.6 ft2 New PR 0.0 ft 10.0 ft heat/cool 3.5 x 5.5 ft 19.3 fta Ty Construction number U -value (Btuh/ft2 - °F) Or HTM (Btuh/ft2) Area ft2) or perimeter (ft) Load (Btuh) Area ft2) or perimeter (ft) Load (Btuh) Heat Cool Gross N/P /S Heat Cool Gross N/P /S Heat Cool 6 V✓ 13A -4ocs 0.143 ne 2.86 2.95 0' 0 0 0 0 0 0 . -G 1A -clom 1:270 ne 25.40 71.70 0 0 0 0 ' 0 0 0 . -G '1A -clom 1.270 ne 25.40 71.70 0 0 0 0 0 0 0 W 13A -4ocs 0.143 se 2.86 2.95 175 501 517 0 0 0 0 11 1A -clom 1.270 se 25.40 72.22 0 0 0 0 0 0 0 -G 10 13A -4ocs 0.143 sw 2.86 2.95 81 232 239 0 0 0 0 1B -clfm: 1.130 sw 22.60 72.05 4 - 90 138 0 0 0 0 W 13A -4ocs 0.143 nw 2.86 2.95 0 0 0 0 0 0 0 1A -clom 1.270 nw 25.40 71.70 0 0 0 0 0 0 0 -G 10A -b 0.970 nw 19.40 36.28 0 0 0 0 0 0 0 -G 1A -clom 1.270 nw 25.40 71.70 0 0 0 0 0 0 0 -G C 160-30td 0:032 - ' 0.64 1.13 129 82 146 19 19 12 22 F 20P -19c 0.050 - 1.00 0.77 Pv' 26 129 99 19 0 19 15 6 c) AED excursion 105 -7 Envelope loss/gain 1034 1243 32 29 12 a) Infiltration 375 157 0 0 b) Room ventilation -330 0 264 211 13 Internal gains: Occupants @ 230 0 • • • • • • • • • . • AA • °ioobPddb• • 0 Appliances @ 1200 0 • • • • • • 0 Less external load • • • • • ; ; Q • • 0 Less transfer • • • • • • •• 0 • • 0 Redistribution 0 0 14 Subtotal 1079 295 240 15 Duct loads 32% 33% 344 32% 33% 94 7 Total room load • • • • • 1°423 • • 1862• ' : 390 319 Air required (cfm) • • • • 130 • • • • 102 • • • . 37 17 ••• • • • • ' - ightscriFt Right -Suite Residential 6.0.27 RSR43291 • Printout certified by ACCA to meet all re9uirements of Manual J 8th Ed. • • • • • • --y AC:CP. C:\Documents and Settings\Bob Sutton\My Documents\HEATLOADS \SINGLE TIME:Oustomeis \C=intMites4a • • • • •• •• • • • •• •• ` -'.�. ••• • • • ••• • • 2005 - Dec -20 10:46:29 Page 2 ghtsa ° Vers /on F Right -J Worksheet Entire House Job: Date: 12/16/05 By: MAC 1 2 3 4 5 Room name Exposed wall Ceiling height Room dimensions Room area 10.0 ft 1.0 164.9 ft2 New Bath 11.0 ft heat/cool x 164.9 ft 102.9 New Hall 26.0 ft 10.0 ft heat/cool 1.0 x 102.9 ft ft2 Ty Construction number U -value (Btuh/ft2 - °F) Or HTM (Btuh/ft2) Area ft2) or perimeter (ft) Load (Btuh) Area ft2) or perimeter (ft) Load (Btuh) Heat Cool Gross N/P /S Heat Cool Gross N/P /S Heat Cool 6 13A 4ocs 0.143 ne 2.86 2.95 0 0 0 0 35 28 80 83 1A -clom 1.270 ne 25.40 71.70 0 0 0 0 7 0 178 502' 1A -c1om 1.270 ne 25.40 71.70 0 0 0 0 0 0 0 0 '4/ 13A -4ocs 0.143 se 2.86 2.95 0 0 0 0 0 0 0 0 11 L 1A -clom 1.270 se 25.40 72.22 0 0 0 0 0 0 0 0 __G V� 13A -4ocs. 0.143 sw 2.86 2.95 110 106 303 313 40 40 114 118 L-G 1B -clfm 1.130 sw. 22.60 72.05 4 4 90 138 0 0 ! 0 0 13A -4ocs 0.143 nw 2.86 2.95 0 0 0 0 185 150 429 443 1A -c1om 1.270 nw 25.40 71.70 0 0 0 0 35 0 889 2509 10A -b 0.970 nw 19.40 36.28 0 0 0 0 0 0 0 0 1A -clom 1.270 nw 25.40 71.70 0 0 0 0 0 0 0 0 C 16D -30td: 0.032 - 0.64 1.13 165 165 106 187 103 103 66 116 F 20P -19c 0.050 - 1.00 0.77 165 11 165 127 103 26 103 79 6 c) AED excursion 119 590 Envelope loss/gain 664 883 1859 4441 12 a) Infiltration 159 67 375 157 b) Room ventilation -176 0 0 0 13 Internal gains: Occupants @ 230 0 •• • ••• • • • • • • • • • • 1• • 0 Appliances @ 1200 0 • • • • • • • r0 • 0 Less extemal load • • • ; : : : : • • • 0 Less transfer • • ••• 0 • • 0 • • • 40 • • 0 Redistribution 0 0 0 14 Subtotal 647 949 2234 459 15 Duct loads 32% 33% 206 313 32% 33% 713 151 Total room load • • • • • •853 • • 12624 • • • 2947 6114 Air required (cfm) • • • • • 82 • • • • 613 • • • .. 282 335 ••• • • • •. • Printout certified by ACCA to meet all ruirements of Manual J 8th Ed. GLETIMEGustgmeis4nt�iaplesla : • • •• •• • • • •• •• ••• • • • ••• • • wr-iyl'ttsc�'Ft ti C:Wocuments and Settings�Bob SuttonlMy Right -Suite Documen+ Residen al \U6.0.27 OATLOAr RSR43291 QIN 2005 - Dec -20 10:46:29 Page 3 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Date: 08/13/2007 Inspector: Levrock, James Owner: STAPLES, CLINTON Job Address: 842 96 Street NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: SOUTHERN FLOW PLUMBING, INC. 0011000000 Block: Permit Type: Imported Permit Inspection Type: Final Work Classification: <NONE> Phone Number Parcel Number 1132060142900 Lot: Phone: 954/249-1865 Building Department Comments ADD SECOND FLOOR OVER GARAGE i AUG 1 4 2fitg Passed Ins e r Comments / , Failed Correction Needed Re-Inspection Fee ($75) No Additional Inspections can be scheduled re-inspection fee is paid . until Friday, August 10, 2007 Page 2 of 2 MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305 -795 -2204 Builiing Inspection Request Date , aq Type Insp'n Permit No. Name Company Phone # (495-Li Inspection Date Approved Correction ❑ Re- Insp'n Fee ❑ Miami Shores Village 10050 NE 2nd Avenue Plumbing Permit Phone: 305 - 795 -2204 Permit Number: PL2005 -129 Printed: 4/27/2005 Applicant: CLINTON Owner: STAPLES JOB ADDRESS: 842 NE 96 Contractor SOUTHERN FLOW PLUMBING, INC. Local Phone: 954/249 -1865 Parcel # 1132060142900 Page 1 of 1 STAPLES CLINTON ST Contractor's Address: 2721 OCEAN CLUB BLVD Legal Description: MIAMI SHORES SEC 3 PB 10 -37 LOTS 5 & 6 BLK 75 LOT SIZE SITE VALUE Fees: FEE2005 -5264 FEE2005 -5265 FEE2005 -5266 FEE2005 -5267 FEE2005 -5268 FEE2005 -5269 Description Building Fee CCF Notary Fee Training and Education Fee Technology Fee Scanning Fee Total Fees: Amount $175.00 $1.80 $5.00 $0.60 $4.37 $3.00 $189.77 Total Fees: $189.77 Total Receipts: $0.00 Permit Status: APPROVED Permit Expiration: 10/19/2005 Construction Value: $2,500.00 Work: ADD SECOND FLOOR OVER GARAGE 79a� Ifr?,)151) Signed: (INSPECTOR) 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 responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: Miami Shores Village 10050 NE 2nd Avenue Phone: 305 - 795 -2204 Printed: 9/2/2005 Applicant: CLINTON Owner: STAPLES JOB ADDRESS: 842 NE 96 Contractor LIGHTS ON ELECTRIC Local Phone: 954 - 392 -6628 Parcel # 1132060142900 Electrical Permit Permit Number: EL2004 -254 Page 1 of 1 STAPLES CLINTON ST Contractor's Address: 10181 N. W. 21 ST. Legal Description: MIAMI SHORES SEC 3 PB 10 -37 LOTS 5 & 6 BLK 75 LOT SIZE SITE VALUE Fees: FEE2005 -826 FEE2005 -827 FEE2005 -828 FEE2005 -829 FEE2005 -830 FEE2005 -12000 Description Building Fee CCF Training and Education Fee Technology Fee Submittal Fee Revision Total Fees: Amount $280.00 $4.80 $1.60 $7.00 ($50.00) $75.00 $318.40 Total Fees: $318.40 Total Receipts: $0.00 Permit Status: APPROVED Permit Expiration: 9/3/2005 Construction Value: $8,000.00 Work: ELECTRICAL FOR MASTER SUITE ADDITION - MASTER BP04 -343 JfoJL&iL% C 0 4 RID C Signed: (INSPECTOR) 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 responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. ?10 'S 1 2 Master Permit NO. cj BUILDING PERMIT APPLICATION FBC 2001 Permit Type (circle): Euilding Electrical Mechanical Roofing Owner's Name (Fee Simple Titleholder) i Phone # ? 16S Owner's Address City ilk VyWtfra .J fl State f L Zip n "5,g Tenant/Lessee Name Phone # Job Address (where the work is being done) City Miami Shores Village Is Building Historically Designated YES County Miami -Dade Zip NO ), Contractor's Company Name HLAv $ Phone #Q �, 2 � S65 Contr tor's .Address v 6 t_ City State FL Zip 3 ei &3r Qualifier t\)D . v>c� ta'f 9A'- _ State Certificate or Registration No.0 f e . 1 y 5 t 0 Certificate of Competency No. Architect/Engineer's Name (if applicable) Phone # $ Value of Work For this Permit Z5 Square Footage Of Work: /3C)(3 Type of Work: ddition ['Alteration New ❑ Repair/Replace ❑ Demolition Describe Work: * * * * * * * * * * * * * * * * * * * * * * * * * ** *Fee ** *** **** * * **** * ** *** * ** * ** Submittal Fee $ Permit Fee $ /7 7 CCF $ CO /CC Notary $ Training/Education Fee $ Technology Fee $ Scanning $ Radon $ Zoning Bond $ Code Enforcement $ Structural Plan Review. $ Total Fee Now Due $ (Continued on opposite 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 Owner or Agent The foregoing instrument was acknowledged before me this The for`oin_ ins Iu ent was ackn•wledged before day of , 20 , by , day of who is personally known to me or who has produced who is pers As identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: My Commission Expires: My Com .'ssion Expiie;' Signature Contractor o me or who has produced ntification and who did take an oath. APPLICATION APPROVED BY: Chc 05/13/03 Orr '_ )4 prre, '' ` 3,2 Igin �k3 , zo. ******************* * * * ** * * * * * * * * * * * * * * * * * * * * * * ** c7 Tans Examiner Engineer Zoning Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING PERMIT APPLICATION FBC 2001. Permit Type (circle): Building Owner's Name (Fee Simple Titleholder) 1 Owner's Address __ 2 G (p St- City i'niniTI1 State as mit No. rmit No. Roofing Tenant/Lessee Name Zip 3.5 I3' Phone # c 7 ® 1 07 9' Job Address (where the work is being done) City Miami Shores Village County Miami -Dade is Building Historically Designated YES NO Zip Contractor's Company Name Li on f' etect� Ch) # SO 5 al 1p Contractor's Address �� i�W� 1►' City la no la Qh4) State EL Zip 3 ? 10q Qualifier 11� State Certificate or Registration No. G 000 2Cf q, Certificate of Competency No. Architect /Engineer's Name (if applicable) Phone # $ Value of Work For this Permit Type of Work: ❑Addition ['Alteration Describe Work: ['New Square Footage Of Work: ❑ Repair /Replace ❑ Demolition * * * * * * * * * * * * * * * * * * * * * * * * * * ** Fees * * * * * * * * * * * * * * * * * * * * *** * * ** Submittal Fee $ Permit Fee $ X. "" CCF $ Notary $ Training/Education Fee $ Technology Fee $ Scanning $ Code Enforcement $ Structural Plan Review. $ * CO /CC Radon $ Zoning Total Fee Now Due $ (Continued on opposite side) • Bond $ 4 PAD 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. [ 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 AI.R 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 The foregoing instrument was acknowledged before me this day of , 20 , by , day of , 20 _, by who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. Contractor NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: My Commission Expires: My Commission Expires: ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY: Chc 05 /13/03 ****************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** /c (V0_0 Plans Examiner Engineer Zoning Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 3313 Tel: (305) 795.2204 Fax: (305) 756.8972 Permitl;No. Lo\ Master peoz--t BUILDING PERMIT APPLICATION FBC 2001 Permit Type (circle): Building Owner's Name (Fee Simple` Titleholder) Owner's Address i - l /lJ E City / 1; 9 6hciRes State Plumbing Mechanical Roofing J ?19/0)6', Phone # 30 7020 - 0'72 /6 sr [' !' Zip 3 5/ 'Z Tenant/Lessee Name Phone # Job Address (where the work is being done) 'Va., City Miami Shores Village County Miami -Dade Zip 3 3 /3 O Is Building Historically Designated YES NO Nc!, Contractor's Company Name Contractor's Address City Ut ti, M rifon' /6'a. LE 1k3a s Phone # State P/ Zip -� 3o. a f ?- 6""7 r 6 3 .3 7/% Qualifier State Certificate or Registration No. C C c) 009. ing Certificate of Architect/Engineer's Name (if applicable) $ Value of Work For this Permit ir CSC? rt► " Squ a e Footage Of Work: Type of Work: .Addition ❑Alteration ONew ❑ Repair/Replace ❑ Demolition Describe Work: * * ** ** * ** ** * * * * * * * * * * * * * ** ** *, Fees * ** * *** * ** * ** ****** *** *** *** ** Submittal Fee $$ 0 Permit Fee $ _ 80' 'd CCF $ CO /CC Technology Fee $ Notary $ Scanning $ Radon $ Zoning Bond $ Code Enforcement $ Training/Education Fee $ Total Fee Now Due $ (Continued on opposite side) Structural Plan Review. $ Bonding Company's -Name (if applicable) Bonding Company's Address City Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address „City 1' 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 CONDMONERS, ETC..... OWNER'S AltIDAVIT: 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 PAVING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING,,, CONSULT W1TH 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 gooey faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property issubjec _ o attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspe t. wh ch occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will no : Approved and a reinspection fee will be charged .J b Signature The foregoing instrument was acknowledged before me this. ,` day of / , 20 , by &I 7.0 (14 who is person me ally known to or who has produced As identificj Lion nd who did take an oath. NOTARY P Sign:. Print My Commission Expires: * * * * * * * * ** * * * * * * * * * ** PAUL T. HOFFMAN, JR. jero MY COMMISSION #f DD 17e431. ` o le' EXPIRES: January 25 2007 *************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *. * APPLICATION APPROVED BY- Chc 05/13/03 * Signature Contractor 24- The foregoing instrument was acknowledged before me this day of 9� °tF�' a 20��F��, by P.6(3 &r f ) h� � who is personally known to me or who has produced as identificatio who did take an oath. NOTARY PUBLI Sign: Print: My Commission E * * * * * * * * * * * * * * * * * * * * ** ' 0; MY COMMISSION #t DD 174131 EXPIRES: January 25, 2007 ***************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** / /S e"e"d' Plans Examiner Engineer Zoning Miami Shores Village 10050 NE 2nd Avenue Phone: 305 - 795 -2204 Printed: 1 /20 /2005 Plumbing Permit Permit Number: PL2004 -261 Applicant: CLINTON STAPLES Owner: STAPLES CLINTON JOB ADDRESS: 842 NE 96 ST Page 1 of 1 Contractor SOUTHERN FLOW PLUMBING Contractor's Address: 3600 LONG PINE ROAD Local Phone: 954/249 -1865 Parcel # 1132060142900 Legal Description: MIAMI SHORES SEC 3 PB 10 -37 LOTS 5 & 6 BLK 75 LOT SIZE SITE VALUE Fees: Description Amount FEE2005 -836 Building Fee $180.00 FEE2005 -837 CCF $1.80 FEE2005 -838 Training and Education Fee $0.60 FEE2005 -839 Technology Fee $4.50 FEE2005 -840 Submittal Fee ($50.00) Total Fees: $136.90 Total Fees: $136.90 Total Receipts: $0.00 Permit Status: APPROVED Permit Expiration: 2/27 /2005 Construction Value: $3,000.00 Work: PLUMBING FOR MASTER SUITE ADDITION - MASTER BP 2004 -343 Signed: (INSPECTOR) In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: RECEIVED alb 3 1 21104 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING PERMIT APPLICATION FBC 2001 Permit No. L O' 1 Master Permit No. PF6 3 +3 Permit Type (circle): Building Electrical Mechanical Roofing Owner's Name (Fee Simple Titleholder) 5 rF S s c. L i i_T Phone # (�S %20 ° Owner's Address L R ST ty Ci fi1t p0 , S 'S State �F Zip 3331$ Tenant/Lessee Name Phone # Job Address (where the work is being done) '' 1 dU E City Miami Shores Village Is Building Historically Designated YES County Miami -Dade NO Contractor's Company Name ae_ Con .r. ctor's ddress �yi, jj _ 41104_A, City Zip 333/K State Certificate or Registration No. it. )1 Certificate of Competency No. Architect/Engineer's Name (if applicable) Phone # $ Value of Work For this Permit 3,o cmv ✓ Type of Work: ►1 Addition DAlteration ❑New Describe Work: Pei rvt-'", 1 Square Footage Of Work: ❑ Repair/Replace ❑ Demolition ***** * *** * * * * * * ** ****Fees********* Submittal Fee $ Permit Fee $ ) c CCF $ 1 CO/CC Notary $ Training/Education Fee $ 0/1. Technology Fee $ o Scanning $ Radon $ Zoning Code Enforcement $ Structural Plan Review. $ Total Fee Now Due $ 06'9' ° CCt 0 y PAID (Continued on opposite side) Bond $ 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 MR 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 inspectio ich occurs seven (7) days after the building permit is issued. In the ab �;__ = ;. .osted notice, the inspection will not • a• proved and a reinspection fee will be charged. r Signatur Owner or Contractor The foregoing ins ',L.:- • was acknowledged before me this 3d The foregoing instrument was acknowledged before me this 71 day of 9 5 f , 20O�1, by 61 5 n Jl * k 5 , day of l ie;J , 200 , by no Al 4 ;j d eo► who is personally known to me or who has produced who is personally known to me or who has produced NOTARY P Sign: Print: My Commission Expires: * * * * * * * * * * * * *,* * * * * * ** As identifi otion and who did take an oath. as identification and who did take an oath. NOTARY PUBLI Sign: s' Print: My Commission E *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY: Cho 05/13/03 * * * * * * * * * * * * * * * * * * * * ** ***************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 2 —6) Plans Examiner Engineer Zoning Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 08/13/2007 Inspector: Levrock, James Owner: STAPLES, CLINTON Job Address: 842 96 Street NE Miami Shores Village, FL Project: <NONE> Contractor: SOUTHERN FLOW PLUMBING, INC. Block: Permit Type: Imported Permit Inspection Type: Final Work Classification: <NONE> Phone Number Parcel Number 1132060142900 Lot: Phone: 954/249 -1865 Building Department Comments PLUMBING FOR MASTER SUITE ADDITION - MASTER BP 2004 -343 AUG 1 4 21107 Insp tor Comments p' Passed Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled until re- inspection fee is paid . Friday, August 10, 2007 Page 1 of 2 MIAMI SHORES VILLAGE BUILDING DEPARTMENT 305- 795 -2204 Building Inspection Request Date 0405 Type Insp'n T6? SOT Permit No. 'T W Q L Name ncV`(1, Address V4. gt IRctsrev V2o04-343 Company SOWN F \o1,1) l4UAbtilt, tla Phone # 1 (d-k4. _ V60 Inspection Date 10105 Approved Correction Re- Insp'n Fee Miami Shores Village 10050 NE 2nd Avenue Building Permit Phone: 305- 795 -2204 Permit Number: BP2004 -1209 Printed: 9/2/2005 Applicant: CLINTON STAPLES Owner: STAPLES CLINTON JOB ADDRESS: 842 NE 96 ST Contractor ARCON ROOFING Local Phone: 954- 753 -3100 Parcel # 1132060142900 Page 1 of 1 Contractor's Address: 2280 NW 16 STREET Legal Description: MIAMI SHORES SEC 3 PB 10 -37 LOTS 5 & 6 BLK 75 LOT SIZE SITE VALUE Fees: Description Amount FEE2005 -820 Building Fee $275.00 FEE2005 -821 CCF $4.20 FEE2005 -822 Training and Education Fee $1.40 FEE2005 -823 Technology Fee $6.88 FEE2005 -824 Scanning Fee $15.00 FEE2005 -825 Submittal Fee ($50.00) Total Fees: $252.48 Total Fees: $252.48 Total Receipts: $252.48 Permit Status: APPROVED Permit Expiration: 2/27 /2006 Construction Value: $6,400.00 Work: ROOFING ON NEW MASTER SUITE ADDITION - MASTER PERMIT BP04 -343 Signed: (INSPECTOR) 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 1 assume responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING PERMIT APPLICATION FBC 2001 Permit No. Master Permit No. EPcf)9- .— 3213 Permit Type (circle): Building Electrical Plumbing Mechanical Roofing Owner's Name (Fee Simple Titleholder) 1 tT Phone # o . ZJ"7 g" Owner's ddress2° ism c\( City INAWM ikki,e,SS State - Zip Tenant/Lessee Name Phone # o� Job Address (where the work is being done) City Miami Shores Village Is Building Historically Designated YES FF74--/- t4 � County Miami -Dade NO Zip Contractor's Company Name /,) 41t Fer,,l`i Phone # �-.07 7,9 9 i Contracto 's Address )..-. "- e) /6 J/ City 4'6 State Zip ji CIof Qualifier -- QA.- Z--- State Certificate or Registration Noi( (16--1— Il ?7 Certificate of Competency No. Architect/Engineer's Name (if applicable) Phone # $ Value of Work For this Permit 'tei, Type of Work: Addition ['Alteration ❑New Describe Work: fW 4.44-/en. / - —sue Raii- / -8. ..nr.r3m%� -��:. Q o Fr Square Footage Of Work: /)fooF Submittal Fee $ $ Permit Fee $ vs-''- 00 G P Notary $ -----• Training/Education Fee $ l e Scanning $ / 5_ Radon $ '- - Code Enforcement $ Structural Plan Review. $ Zoning CCF $ (2 6 CO /CC Technology Fee $ Total Fee Now Due $ \ (Continued on opposite side) �fl v Bond $ 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 the 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 certi ,d copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) d.,�. a er the building permit is issued. In the absence of such posted notice, the inspection will not be approve d a reinspectio ' f'e will be charged. Owner or Agent The foregoing instrument was acknowledge: - 'ore me this 0 day of P ti( 20 C , by ckl '4 ` , who i e or who has produced tification and who did take an oath. NOTARY Sign: Print: My Commission Expires: Contractor The foregoing instrument was acknowledged before me this /,2- day of 20/ , by il; 1/ s7'�?fs wn to me or who has produced as identification and who did take an oath. NOTARY PUBL Gina Frost s Commission #DD198302 Expires: Mar 30, 2007 a o Boudocl T ru Atlantic Bonding Co., Inc. Sign: Print: /12/9-4-7,9- My Commission Expires: /- - / / >0 F' ********************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY: Cho 05/13/03 * * * * * * *4 4 Maria Veto Aly dominion- 002748 Plans Examiner Engineer Zoning Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phon, : (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 02/09/2006 Inspector: Grande, Claudio Owner: STAPLES, CLINTON Job Address: 842 96 Street NE Miami Shores Village, FL 33138- Project: <NONE> Block: Contractor: ARCON ROOFING Permit Type: Imported Permit Inspection Type: Final Roof Work Classification: Roof - New Phone Number Parcel Number 1132060142900 Lot: Phone: 954- 753 -3100 Building Department Comments Wednesday, February 8, 2006 Page 1 of 2 Passed Inspector Comments / Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Wednesday, February 8, 2006 Page 1 of 2 MIAMI SHORES VILLAGE BUILDING DEPARTMENT C 305 - 795 -2204 �t J Building Inspection Request U- Date Type Insp'n T icD P Permit No. 5Pc 4 1209 Name E "1-fi P LS Address 84z N6 G,S+ Company ©W Y V 20 � Oci f`i Phone # 'i ^ ' V 3- 5106 Inspection Date 1o1 z,CD Approved Correction Re- Insp'n Fee As jL ..v (A/ 175 NE 6th Court DANIA, FL 33004 BB. CrA INSPECTION, STUDIES, DESIGN & TESTING SERVICES www.cebb.net January 19, 2006 To: Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores, FL 33138 Roof Tile Uplift*fest Report Phone :( 954) 445 -0043 Fax: (954) 925 -5347 Test Date: January 19, 2006 Number of tests Passed Permit #: Field Area: 2.48 squares 2 Address: Staples Residence 842 NE 96 St, Miami Shores, FL. Perimeter Area: 8.52 squares Contractor: Arcon Roofing 100% Roof Pitch: 2%2 :12 7 Attachment method: Two Component Polyurethane Foam Adhesive — PolyPro AH 160 (NOA 01- 0521.02) Tile Type: Santa Fe Spanish "S" Clay Tile (NOA 00- 1212.06) Device Used: "IMADA DPS 110" force gauge (Serial # 141590E) Total Sloped Roof Area: 11.00 squares All Testing is in strict accordance with the Florida Building Code, 2004 Edition, High Velocity Hurricane Zone — Testing Application Standard (TAS) 106-95. Roof Area: 171.00 squares Total Number of Tests Number of tests Passed % Passed Field Area: 2.48 squares 2 2 100% Perimeter Area: 8.52 squares 9 9 100% Comer Area: 7 7 7 100% Based upon the field tests, I certify that 100% of the static up -lift tests 'PASSED" the testing criteria of 35.0 lbf load, and meets the attachment resistance for adhesive Set Systems, as specified in the NOA. Should you have any questions regarding the above, or if require additional information, please do not hesitate to contact this office. Sincerely, CeBB, Corp. (NOA 03;1112. %'►.%rte � ! 2 0 2006 Edua ', C. Badiu, P.E. Fla. Reg. No: 59997 Cc: Arcon Roofing, Inc. Enc, Location Sketch Calibration Certificate T — Tested tiles and Passed; F — Tested tiles and Failed; M — Missing Tiles; B — Broken Tiles; Total Area: - Field Area: - Perimeter Area: - No. of Corner areas: re- 11.00 squares 2.48 squares 8.52 squares 7 i No. of tested Tiles: - Field Area: - Perimeter Area: - Comer areas: TAS 106 TESTS LOCATION SKETCH Staples Residence 842 NE 96 St Miami Shores, Fl Cora ter .2e'co S CALL Date: Model Number: Capacity: Accuracy: Resolution: Serial Number: 11) RATION CE 1" QMF- 11 -NJSTL T[FJCATE November 21, 2005 DPS -110 CONDITIONS 110.2 lbf Temperature: 69° F 0.2% F.S. ±1LSD Humidity: 26 %RH 0.1 lbf 141590E This document certifies i .at the..above instrument has been calibrated and tested in accordance wi I factory calibration procedures conducted under the conditions noted using standards which are traceable to the National Institute of Standards and Technology (KIST). This document not to be reproduced without written am !• orization from IMAD INC.Report#112105- 141590 TEST RESULTS AS FOUND TEST POINT (lbf) 1) -20.0 ACTUAL (lbf) -19.9 3) -60.0 4) -80.0 -60.0 -80.0 5) 410.0 6) 20.0 19.9 °9) 80.0 80.0 10) 110.0 N/A AS LEFT TEST POINT (lbf) ACTUAL (lb$) 11) -20.0 -19.9 12) -40.0 13) 14) -80.0 -80.0 15) 410.0 16) 20.0 20.0 17) 18) 60.0 19) 80.0 80.1 20) Signed by: 110.0 0;;JL IMADA, INC. 63111 Dundee Rd., Suite 707 •Northbrook, Illinois http: / /www.imada.com E -Mail: inna @ima 1 -8 I -373 -9989 f, IiO 62 .com IL AP Oy - / ,2oc BBI Cra• 175 NE 6th Court Phone :( 954) 445 -0043 DANIA, FL 33004 Fax: (954) 581 -2415 INSPECTION, STUDIES, DESIGN & TESTING SERVICES www.cebb.net October 14, 2005 To: Village of Miami Shores Building Department 10050 NE r Avenue Miami Shores, FL 33138 Re: "In Progress" Hot Mop Inspection Staples Residence 842 NE 96th Street Miami Shores, FL. General Contractor. Arcon Roofing, Inc. Dear Building Official: This letter is to advise City of Miami Shores, Building Department that I have visited the referenced site and to observe the "In Progress" application of the hot mop and back nailing of the underlayment at the top overlap with tin cap @ 12" at the subject structure. Based on my field observations I certify that the referenced work has been performed in substantial conformance with requirements of Chapter 15 and 18 of Florida Building Code, 2004 Edition, meets the NOA specification, and is ready for the application of the roof covering. Should you have any questions regarding the above, or if require additional information, please contact this office. Sincerely, CeBB, Corp. (CA #: 9807) #59997 Florida Building Code Edition 2002 High Velocity Hurricane Zone Uniform Permit Application Form Section A (General Information) Mast3r Permit No. Process No. Contractor's Name /9-1( , a-e / /.i • Job Address iV) �lv -S� '.', fern/ 544 ROOF CATEGORY ❑ Low Slope ❑ Mechanically Fastened Tile Mortar /Adhesive Set Tile ❑ Asphaltic ❑ Metal Panel /Shingles ❑ Wood Shingles /Shakes Shingles ❑ Prescriptive BUR -RAS 150 ROOF TYPE New Roof ❑ Re- Roofing ❑ Recovering ❑ Repair ❑ Maintenance ROOF SYSTEM INFORMATION Low Slope Roof Area (SF) Steep Sloped Roof Area (SF) Total (SF) / /e) 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 identi dimensions of elevated • ressure zones and location of • ara • ets. y(/fl1 CAA - Ale -/9 t4 i Florida. Building Code Edition 2002 High Velocity Hurricane Zone Uniform Permit Application, Form. Section D (Steep Sloped Roof System) Roof System Manufacturer: MifJ'0 /t/ Notice of Acceptance Number: 0.2. U 5./0 • /1 Minimum Design Wind Pressures, If Applicable (From RAS 127 or Calculations): P1: /47 4 P2: G P3: _ Maximum Design Pressure (From the NOA Specific System): G d 4. 1 / o /7 6 Method of tile attachment: Roof Slope: 3 : 12 Steep Sloped Roof System Description Deck Type: tOod Type Underlayment: Insulation. 1.. tfr) -b 21t. 7-4p, 1 3eral n 4 Fire Barrier: Ridge Ventila 'on? An- A !.6)-** Fastener Type & Spacing Adhesive Type Mean Roof Height: Type Cap Sheet: A/4-10 .2. s /)- d oe 19S71-In-2_- Roof Covering: Type & Size Drip Edge: Vx3 P ,t_.G y�r- 1 Florida Building Code Edition 2002 • High Velocity Hurricane Zone Uniform Permit Application Form. Section E (Tile Calculations) For Moment based tile systems, choose either Method 1 or 2. Compared the values for Mr with the values from M . If the Mr values are greater than or equal to the Me values, for each area of the roof, then the tile attachment method is acceptable. Method 1 "Moment Based Tile Calculations Per RAS 127" / `� (Pt: 9' 1, x a. = /3.7JZ)f� Mg: L ko = Mrt t .F.S L, y NOA Mr sr lo . (P2: MO. L. x X Q 0fc Y- a -719y- Mg: = Mrai_ s. 7.3 % NOA Mr G1 (P3:/,2 ) L x? 8') Mg: & e° = Mr» ?Jr NOA Mr X f./ Method 2 "Simplified Tile Calculation Per Table Below" Required Moment of Resistance (Mr) From Table Below NOA Mr Mr Required Moment Resistance* Mean Roof Height Roof Slope .+, 15' 20' 25' 30' 40' 2:12 - 34.4 36.5 38.2 39.7 42.2 3:12 32.2 34.4 36.0 37.4 39.8 4:12 30.4 32.2 33.8 35.1 37.3 5:12 28.4 30.1 31.6 32.8 34.9 6:12 26.4 28.0 29.4 30.5 32.4 7:12 24.4 25.9 27.1 28.2 30.0 *Must be used in conjunction with a list of moment based tile systems endorsed by the Broward County Board of Rules and Appeals. For Uplift based tile systems use Method 3. Compared the values for F' with the values for Fr. If the F' values are greater than or equal to the Fr values, for each area of the roof, then the tile attachment method is acceptable. Method 3 "Uplift Based Tile Calculations Per RAS 127" (Pt : x 1: = x w: =_ ) - W: x cos B.• = Frt: NOA F' (P2 : x l: = x w: = ) - W: x cos B.• = Fa: NOA F' (P3: x l: = x w: = ) - W: x cos O.• = Fr3: NOA F Where to Obtain Information Description Symbol Where to find Design Pressure PI or P2 or P3 RAS 127 Table I or by an engineering analysis prepared by PE based on ASCE 7 Mean Roof Height H Job Site Roof Slope 0 Job Site Aerodynamic Multiplier 4 NOA Restoring Moment due to Gravity Ma NOA Attachment Resistance M( NOA Required Moment Resistance M, Calculated Minimum Attachment Resistance F' NOA Required Uplift Resistance F, Calculated Average Tile Weight W NOA Tile Dimensions 1= length w= width NOA All calculations must be submitted to the Building Official at the time of permit application. • MIAMI-DADE 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 -2905 Hanson Roof Tile d.b.a. Pioneer Concrete Roof Tile 1340 SW 34`b Ave Deerfield Beach, FL 33442 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 High Velocity Hurricane Zone of the Florida Building Code DESCRIPTION: Palema Double Roll and Hacienda Double Roll Roof Tile 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 I through 6. The submitted documentation was reviewed by Frank Zuloaga, RRC NOA No.: 02- 0916.11 Expiration Date: 12/16/07 Approval Date: Page 1 of 6 ROOFING ASSEMBLY APPROVAL Category: Sub Category: Material: Roofing Roofing Tile Concrete 1. SCOPE This renews a roofing system using Hanson `Palenia Double Roll and Hacienda \Roof Tile, as manufactured Hanson Roof Tile d.b.a. Pioneer Concrete Tile described in Section 2 of this Notice of Acceptance. For the locations where the pressure requirements, do not exceed the values listed in section 4 herein. The attachment calculations shall be done as a moment based system. 2. PRODUCT DESCRIPTION Manufactured by Applicant Hanson Palema Double Roll Tile Hanson "Hacienda" Trim Pieces Dimensions Length: 16W' Width: 13" %2" thick Length: 17 %" Width: 13" %2" thick Length: varies Width: varies Varying thickness Test Specifications TAS 112 TAS 112 TAS 112 Product Description Low profile, interlocking, extruded concrete roof tile equipped with two nail holes. For • direct deck or battened nail -on, mortar or adhesive set applications. Low profile, interlocking, extruded concrete roof tile equipped with two nail hole and double roll ribs. For direct deck or battened nail -on, mortar or adhesive set applications. Accessory trim, concrete roof pieces for use at hips, rakes, ridges and valley terminations. Manufactured for each tile profile. 2.1 COMPONENTS OR PRODUCTS MANUFACTURED BY OTHERS Product Wood Battens Tile Nails Dimensions Vertical Min. 1"x 4" Horizontal Min. 1 "x 4" for use with vertical battens or Min. 1"x 2" for use alone Min. 10dx 3" Test Specifications Product Description Wood Preservers Salt pressure treated Institute LP — 2 .or decay resistant lumber battens TAS 114 Appendix E Manufacturer Generic (With current NOA) Corrosion resistant screw or smooth Generic shank nails (With current NOA) NOA No.: 02- 0916.11 Expiration Date: 12/16/07 Approval Date: Page2of6 Product Dimensions Tile Screws Hurricane Clip & Fasteners #8x 2 %2" long 0.335" head dia. 0.131" shank dia. 0.175" screw thread dia. Clips Min.' /_'width Min. 0.060" thick Clip Fasteners Min. 8d x 1 '/4" 3. LIMITATIONS Test Specifications TAS 114 Appendix E TAS 114 Appendix E Product Description Manufacturer Corrosion resistant, coated, square drive, Generic galvanized, coarse (With current NOA) thread wood screws Corrosion resistant clips with corrosion Generic resistant nails. (With current NOA) 3.1 Fire classification is not part of this acceptance. 3.2 For mortar or adhesive set tile applications, a static field uplift test in accordance with RAS 106 may be required, refer to applicable building code. 3.3 Applicant shall retain the services of a Miami -Dade County Certified Laboratory to perform quarterly test in accordance with TAS 112, appendix `A'. Such testing shall be submitted to the Building Code Compliance Office for review. 3.4 Minimum underlayment shall be in compliance with the applicable Roofing Applications Standards listed section 4.1 herein. 3.5 30/90 hot mopped underlayment applications may be installed perpendicular to the roof slope unless stated otherwise by the underlayment material manufacturers published literature. This acceptance is for wood deck applications. Minimum deck requirements shall be in compliance with applicable building code. 4. INSTALLATION 4.1 Hanson 'Palema Double Roll and Hacienda' Roof Tile and its components shall be installed in strict compliance with Roofing Application Standard RAS 118, 119, & 120. 4.2 Data For Attachment Calculations 3.6 Table 1: Aerodynamic Multipliers - X (ft3) Tile A. (ft3j X (ft3) Profile Batten Application Direct Deck Application Hanson Palema Double Roll and 0.267 0.289 Hacienda Tile NOA No.: 02- 0916.11 Expiration Date: 12/16/07 Approval Date: Page 3 of 6 Table 2: Restoring Moments due to Gravity - Mg (ft-ibf) Tile Profile 3 ": 12" 4 ": 12" 5 ": 12" 6 ": 12" 7 ": 12" or - greater Hanson Palema Double Roll and Hacienda Tile Battens Direct Deck Battens Direct Deck Battens Direct Deck Battens Direct Deck Battens Direct Deck 5.92 6.80 5.82 6.69 5.70 6.55 5.56 6.39 5.41 6.22 Table 3: Attachment Resistance Expressed as a Moment - Mr (ft-Ibf) For Nail -On Systems Profile Fastener Type Direct Deck (Min 15/32" plywood) Direct Deck (Min. 19/32" plywood) Battens Hanson Palema Double Roll and Hacienda Tile 2 -10d Ring Shank Nails 27.8 37.4 28.8 1 -10d Smooth or Screw Shank Nail 8.8 • 11.8 4.1 2 -10d Smooth or Screw Shank Nails 16.4 21.9 7.1 1 #8 Screw 25.8 25.8 22.9 2 #8 Screw 47.1 47.1 49.1 1 -10d Smooth or Screw Shank Nail (Field Clip) 24.3 24.3 24.2 1 -10d Smooth or Screw Shank Nail (Eave Clip) 19.0 19.0 22.1 2 -10d Smooth or Screw Shank Nails (Field Clip) 35.5 35.5 34.8 2 -10d Smooth or Screw Shank Nails (Eave Clip) 31.9 31.9 32.2 2 -10d Ring Shank Nails' 43.0 67.5 50.9 l Installation with a 4" tile headlap and fasteners are located a min. of 2W from head of tile. NOA No.: 02- 0916.11 Expiration Date: 12/16/07 Approval Date: Page 4 of 6 Table 4: Attachment Resistance Expressed as a Moment M1 (ft-Ibf) For Two Patty Adhesive Set Systems '. Tile Profile Tile Application . Minimum Attachment Resistance Hanson Palema Double Roll and Hacienda Tile Adhesive 26.1i _ 2 See manufactures component approval for installation requirements. 3 Flexible Products Company TileBond Polyfoam Product, Inc. Average weight Average weight per patty 11.4 grams. per patty 8 grams. Table 4A: Attachment Resistance Expressed as a Moment - Mr (ft -lbf) For Single Patty Adhesive Set Systems Tile Profile Tile Application - Minimum Attachment Resistance Hanson Palema Double Roll and Hacienda Tile Polyfoam PolyPro&' 86.614 Polyfoam PolyPron" 45.55 4 Large paddy placement of 54grams of PolyProTM. 5 Medium paddy placement of 24grams of PolyProTM. Table 4B: Attachment Resistance Expressed as a Moment - Mt(ft-Ibf) For Mortar Set Systems Tile Profile Tile Application Attachment Resistance Hanson Palema Double Roll and Hacienda Tile Mortar Set' 20.60 `5. LABELING All tiles shall bear the imprint or identifiable marking of the manufacturer's name or logo, or 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 following: 6.1.1 This Notice of Acceptance. 6.1.2 Any other documents required by the Building Official or applicable building code in order to properly evaluate the installation of this system. NOA No.: 02- 0916.11 Expiration Date: 12/16/07 Approval Date: Page 5 of 6 • PROFILE DRAWINGS HANSON PALEMA DOUBLE ROLL ROOF TILE FASTENER HOLES OVERLOOK UNDERLOCK HANSON HACIENDA CONCRETE ROOF TILE FASTENER HOLES ■.> Nr•-• tolor OVERLOCK UNDERLOCK END OF THIS ACCEPTANCE NOA No.: 02- 0916.11 Expiration Date: 12/16107 Approval Date: Page 6 of 6 ••. flati Low beak Tik Mccfitun ?mak Tilc High Profile Tik Brow-Ltd County Paddy Method # (Large Paddy Placeniatt) . ) Starting at the eave ounce apply minimum t 1 Low Profile Tile . (5t1.1 nun) it W (2.54 sun) x 3/4" 0 9m10) • • foam paddy (approximately* 45 grams) ado the underlayment positioned as shown under do strengthening rib closest to the ovedods of the ea being act. • 2) Continue in same manner. Insure approximately 17 (109.7 cm') - 23 (148.4 ene) square inch adhesive oontact with the underside of the tile. Medium Profile Tile (Double Pan Tile) 1) Startieg at the cave mum, apply a minimum 2" (50.8 nun) x 10" (254 moi).t3/4" (19 aim) foam paddy (approximately 54 grams) onto the underlayment positioned as shown under the pan portion of the tile- closest to the overlock of the the being set. .•. 2) Continue in same manner. Insuie approximately 17 (109.7 cm') - 23 (148.4 cm2) square inch adhesive contact with the underside of the tile. High Profile Tile (Single Pan Tile) • 1) Starting at the cave cotirse, apply a minimum 2" (50.8 mm) x 10" (254 nun) x 341 (19nun) foam - paddy (spproxirnately 64 grams) onto the tuaderlayment positioned as shown under the pan portion of the tile closest to the overlock of the tik being set. • 2) Continue in same manner. Insure approximately 17 (109.7 cm2) - 23 (148.4 cm2) square inch adhesive contact with the underside of the tile. Pagc 5 Jely 26. 1999 ?OL'( FO1fl'l PRODUCT �1]NTR�i�L NQTtCE i�1 ACCEPTANCE !'aiyfoam Products, Inc. 2400 Spring- Stuc:bner Road Spring ,TX 77383 -1132 Your application for Notice of Acceptance (NOA) of: Two Component Polyurethcne Foam Adhesive under Chapter 8 of the Code of Miami -Dada; 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 materia: 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 BCC() that this product or material fails to meet the requirements of the South Florida Building Code, TO 9549774442 P.01/08 MIAMI -DADE COUNTY. FLORIDA METRO -DADE FLAGLER. BUILDING QUILDHNG CODE COMPLIANCE OFFICE METRO -DADE rLAGLCR rnJ LDiNG 1 40 Wt ST FLAGLER Smarr. SUITE 1603 MIAMI. l" LORtDA 33130-1563 (305) 375 -2901 FAN (305) 375 -3908 CONTRACTOR t.tcE 4StNVa sF r-rtmN (30)375w:527 FAX (303) 37s -735x CtWt' tACrOtt ENt'ol4C)%1k,,V'r DIVISION (305) 373.2966 FAX (305) 375.3993 I'ROI)IJCF CONTROL 13IVlSiON (395)375-1942 FAX (365) 372 -033 9 The expense of suc:i testing will be incurred by the manufacturer. ACCEPTANCE NO.: 111 - 0521.8 EXPIRES: 0.110/2O06 Raul Rodriguez Chief Product Control Division I.S T1tlr COVERS!.IFFT, SFF ADDITIONAL 1'At:lr,5 F(3tt s CIFTC AND GENERAL CON,pITIONS 3LllLD(NC CODE & I' REVIEW COMMITTEE, 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: yS 4ltg Francisco J. Quintana, R.A. Din. -vtor Miami -Dads County Buitciing Code Compliance Office Ses0450.30I ipc200011tMSptatesLiencc xcap mica ;Over pagRdot Internet muil address: postmaster @tsuilditlgreodcealinc.cotn Hotnepuge; http://www.buildingeodeonline.cent MAR 10 200.= 15 :3? FR BRADCO SUPPLY POMPANO 9549600465 70 9549774442 P.02'08 ntvfcra 1'r ducts, Inc. ACCEPTANCE No.: 01- 0521.02 ROOFING ASSEMBLY APPROVAL Caseamy: Roo raiz Approval Date: June 14, 2001 Binh- catetorv: RoarTile Adhesive Expiration Date: Mav 10.2106 Materials: I'olyurcthstne I. SCOPE This approves Polyprc A11160 as manufactured by Polyfount Products, Inc. as described in Section 2 of this Notice of Acceptance. For the locations where the design pressure requirements. as determined by applicable building code, does not exceed the design pressure values cbtai led by calculations in compliance with Roofing Application Standard RAS 127, for use with approved flat, low, and high profile roof tiles system using PolyproOD AR 160. Where the attachment calculations are done as a moment based system for single patty placement, and as an uplift based systems for double patty systems 2. PR.ODUC :T DESCRIPTION Manufactured by AnnticanX P olypros Al! 160 QD ie s. n s NIA roanapro03s RTC i 000 NIA ProPacke 30 & 100 Test Specifications PA 101 Product Description Two component polyurethane Dispensing Equiptneat N/A Dispensing Equipment 2.1 Components or products manuracturcd by others: Any Miami-Dada County Product Control Accepted RoofTik Ass inbly having n current NOA which list uplift resistance values with Ute use of Polypro A11160 roof tile adhesive. 2.2 Typical Physical Properties: Int Density ASTM D 1622 Cotnpres, ive ASTM D 1621 Strength Tensile Strength ASTM D 1623 Water Absorption ASTM C 2127 Moisture Vapor ASTM E e76 Tra nsm is; ion Dimensional ASTM 1) 2116 Stability Resu is 1.6 lbs./ft.' 18 PSI Para11cj1 to rise 12 PSI Perpendicular to rise 23 P$1 Parallel to rise 0.08 Lbs.iFt2 3.1 Perm ! Inch +1.07% Volume: Change rrt -400 F.. 2 weeks +co% Vnluntu Chance timidity, 2 weeks l:rank Zuloaga. RRC Product Control Examiner • tipw. t: MAR 10 2000 15:37 FR BRiaDCO SLPPLY POMPANO 9549600465 TO 9549774442 P.03/08 vtstv41" rruutiCCS. Iflc ACCEPTANCE No.: 91:02.1491 Note: The physical properties listed above arc presented as typical average values as determined by accepted ASTM test methods and are subject to normal manufacturing variation, 3. LIMITATIONS 3.1 Fire classification is not part of this acceptance. Refer to the Prepared Roof Tile Assembly for tire rating. 3.2 Polypro® AH160 shall solely be used with flat, low, & high the profiles. 3.3 Minimum under laynlents shall be in compliance with the Roofing Application Standard RAS 120. 3.4 Roof Tile manufactures acquiring acceptance for the use of Polypro® AH 160 roof :Ile adhesive with their tile assemblies shall test in accordance with PA 101. 3.5 :loot' Tile manufactures acquiring acceptance for two paddy placement with the use of Poiypro® AH160 roof tile adhesive with their tile assemblies shall rest in accordance with PA 101 and with section 10.4 as modified herein_ w F'— '- MS 4. INSTALLATION 4.I Poiy;aroe AH160 may be used with any roof tile assembly having a current NOA that lists uplift resistance values with the use of Polyprott AH160. 4.2 Polypro® AH 160 shall be applied in compliance with the Component Application section and the corresponding Placement Details noted herein. The roof tile assembly's adhesive attachment with the use of Poiypro® A1-1160 shalll provide sufficient attachment resistance, expressed as an uplift based system, to meet or exceed the uplift resistance determined in compliance with Miami -Dade County Roofing Application Standards RAS 127. The adhesive attachment data is noted in the roof tile assembly NOA 4.3 Potypro® AI-1160 roof tile adhesive and its components shall be installed in accordance with Roofing Application Standard RAS 120, and Polyfoam Products, Inc. Polypro41l AH160 Operating Instruction and Maintenance Booklet. 4.4 lnstalation must be by a Factory Trained `Qualified Applicator' approved and licensed by Polyfoam Products, Inc. Polyfoam Products Inc. shall supply a list of approved applicators to the authority having jurisdiction. 4.5 Calibration cfthe Foampro+:s dispensing equipment is required before application of any adhesive. The mix ratio between the "A" component and the "B" component shall be maintained between 1.0 -1.15 ( A ) : 1 , 0 (B). The dispense timer sisall be set to delive- 0.0175 to 0, 15 pounds per tile as determined at calibration. No other settings shall be approved. 4.6 Potypro® AI 1 ! 60 shall be applied with Foampro RTF 1000 or ProPackli) 30 & 100 dispensing equipment only. 4.7 Poiypro® AI•t 160 shall not be exposed permantsntly to swill 3 Frank Zulaursa, RRC • Product Control Examiner MAR 10 200` 15:39 FR BRADCO SUPPLY POMPANO 95496 00465 TO 954977442 P.04/08 Polvfoam j'roducts, Tn ACCEPTANCE No. : 0,I- 0521.0Z 4.8 Tiles must be adhered in freshly applied adhesive, Tile must be set within 2 to minutes after Polyprog AH 160 has been dispensed. 4.9 Pcdypro® AI-1160 placement and minimum patty weight shall be in accordance with the'Placcmcnt Details' herein. Each generic tile prolilc requires the specific placement noted herein. Table t: Adhesive Placement For Each Generic Tile Profile TilcProfh Placement Single Paddy Weight Two Paddy Weight Detail Miss. (grams) Per paddy Min. (grams) Flat, Low, Huh Profiles 01 35 N/A High Profile (2 Piece Barrel) 01 17 /side on cap and N/A 34 / pan Flat, Low, High Profiles #2 24 NIA #3 1 8 Flat, Low. High Profiles 5. LABELING All Polypro0 AHI60 containers shall comply with the Standard Conditions listed herein. 6. BUILDING PERMYT REQUIREMENTS 6.1 As required by the Building Official or applicable Building Code in order to properly evaluate the installation of this system. Frank Zuloaga. RRC Product Control Examiner MAR 10 200. 15 M FR BRADOO SUPPLY POMPANO 954%00465 TO 9549774442 P.65 /08 PoIvronm Products, t 1C. NOOthr plantctment 44%. ACCEPTANCE No, : ADHESIVE PLACEMENT DETAIL 1 SINGLE PATTY Paikfluols • Eases Niuuaorrghplsttla sasiwrt NdIlwaug h plink oust Wmabrnca Pry Memo riq tit In. Ihn tom" NIP WOM IP= .40.0091* Le uP `40011m Nth ifw}leY Um darn t ake 11 Plea enwOA adhrsir* to thaw tfbl3 Wan kiwi C43 with at pie ti =4oPP +et�6eatknt p11 Oced al ttifar'+..* • - Ldp verb J Du IratW Om WM tout Ear Cain Ent sacs. a tPprai /brut wughtel liuletlayrut Vieuiels 5 aa+l POWs Man se lailitallnat "Pt as Prank Zuloagia, RRC Product Control Examiner MAP 10 200:. 15:39 FR BRADCO SUPPLY POMPANO 9549600465 TO 9549774442 PclvfQam Products. inc. P . 06.'08 ACCEPTANCE No.: 01- 0S2_I.02 ADHESIVE PLACEMENT DETAIL 2 SINGLE PATTY Prank Zuloaga, R tC Product Control Examiner MAR 10 200: 15:39 FR BRADCO SUPPLY POMPPNO 9549600465 TO 9549774442 P.07/08 • " " ACCEPTANCE No. : 01-0521.02 ADHESIVE PLACEMENT DETAIL 3 DOUBLE PATTY Nag through plugs merit Pudy (batman tgei Peg {under tile} Nilt diroagh plastic cersect Vrila paddy under Ole dada:arced Single paddy between tile • 1 paddy erre 2 kat leireedtum course poly • Snit paddy r3 id• doter tila x3 in. be paday co apticr• laymen: 41r:. Slagle paddy Gfi "der. larterit Sinok toddy an tap or dle Single laddY hada en lop of tile %epee* Ent CCM Eage assure Drip edge Frank Zulonga, 11.12,C Product Control Examiner MAR 10 200Z 15 :40 FR PRADCO SUPPLY POMPANO 95549600465 TO 9549774442 P.08/06 L'obrfoam Pioducfs. Inc, ACCEPTANCE NYo.: 0t- 0521,02 Rcncwa. of this Acceptance (approval) shall be considercxl after c rcrucval application has been flied and the original submitted documents, including test - supporting data, engineering documents, are no older than eight (S) years. 2. Any one all approve products shall be permanently labs; cd with die manufacturer's name;, city, state, and the foilowing stat&nuent: "Miaztu -Dade County Product Control Approval ", or as spec:fi =tly stated in the specific conditions of this Acceptance. 3. Renewals of Aco tance will no: bc considered if a. Tl'ere has been a change in the South Florida Building Code affecting the evaluation of this product and tho product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the on originally approved. c. i'f the Acceptance holder has not complied with all tho requirements of this acceptance, including the correct installation of the product. d. The cngintxr who originally prepared, signed and seated the required documc motion initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, anchor manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requmted (through the filing cf a revision application with appropriate fix) and granted by this office. 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 Ac=aptance as an eedorstraicat of any product, for salts, advertising or any othar purposes. 6. The Notice of Acceptance number preceded by the words Mianni -Cade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acccplaznac 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 bc provide to tho user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer rued not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Nod= of Acc,tancc consists of pages 1 through 8. END OF THIS ACCEPTANCE 8 Frank luloaga, RRC Product Control Examiner M* TOTAL PAGE.08 ** RECEIVED MI 130 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. , 17 O' 1 Master Permit No. �® t —343 BU i1'G PERMIT APPLICATION FBC 2001 Permit Type (circle): Building Owner's Name (Fee Simple Titleholder) Owner's Address City k -'-t State s.-- Zip 331313 Tenant/Lessee Name Phone # Electrical Plumbing Mechanical Roofing 517k -.5 Phone # 84-ra ,t) Job Address (where the work is being done) . g 4-2. .U...g- 1.4 .-r City Miami Shores Village County Miami -Dade Zip 33I 3 Is Building Historically Designated YES NO ,-s Contractor's Company Name 5Y Phone # Contractor's Address City State Zip Qualifier State Certificate or Registration No. Certificate of Competency No. Architect/Engineer's Name (if applicable) Phone # $ Value of Work For this Permit `05 Square Footage Of Work: Type of Work: ❑Addition ['Alteration Wew ❑ Repair/Replace ❑ Demolition Describe Work: 1 - 4 (j Q , ' i 7 p r - fr6C2- 4,430 Te ) **************************** F*** * * ** * * * *** * ** * ** * * * ** * * * * ** Submittal Fee $ S !7 Permit Fee $ % 95 CCF $ 9 CO /CC Notary $ 5 t 06 Training/Education Fee $ 6, b Technology Fee $ Scanning $ !, Radon $ Zoning Bond $ Code Enforcement $ Structural Plan Review. $ Total Fee Now Due $ (Continued on opposite side) CT 4 PID 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 subjecPto attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job si4e 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 note a.proved and a r- inspec • .n fee will be charged. 1 Signaturq'r Owner or gent The foregoing instrument was acknowledged before me this day of 31 fkiri , 200z-f, by who is . erannally known to a or who has produced As i . entification and who did take an oath. My McMinn Dlal5 My Commission Expires , ox ares!R1Orawt,3i16 * * * * * * * * * * * * * * ** Signature Contractor The foregoing instrument was acknowledged before me this day of , 20 _, by who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Uri **************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * *�� .s /e/4�// My Commission Expires: APPLICATION APPROVED BY: Chc 05/13/03 ****** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SEP 1 3 2071 Plans Examiner Engineer Zoning Miami Shores Village 10050 NE 2nd Avenue Building Permit Phone: 305- 795 -2204 Permit Number: BP2004 -1208 Printed: 1/20/2005 Page 1 of 1 Applicant: CLINTON STAPLES Owner: STAPLES CLINTON JOB ADDRESS: 842 NE 96 ST Contractor Local Phone: Parcel # 1132060142900 Contractor's Address: Legal Description: MIAMI SHORES SEC 3 PB 10 -37 LOTS 5 & 6 BLK 75 LOT SIZE SITE VALUE Fees: Description Amount FEE2005 -814 Building Fee $185.00 FEE2005 -815 CCF $0.60 FEE2005 -816 Notary Fee $5.00 FEE2005 -817 Training and Education Fee $0.20 FEE2005 -818 Scanning Fee $15.00 FEE2005 -819 Submittal Fee ($50.00) Total Fees: $155.80 Total Fees: $155.80 Total Receipts: $0.00 Permit Status: APPROVED Permit Expiration: 2/27 /2005 Construction Value: $800.00 Work: HURRICANE SHUTTERS Signed: (INSPECTOR) 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 responisibility for all work done by either myself, my agent, servants or employes. Signed: (Contractor or Builder) BY: ,w MIA M I•DADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Eastern Metal Supply, Inc. 4268 Westroads Dr. West Palm Beach, Florida 33407 MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAMER BUILDING 140 WEST FLACLER 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 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 performin 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 High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 0.030" Galvanized Steel Storm Panels Shutter V APPROVAL DOCUMENT: Drawing No. 02 -446, titled " 24 gage Galvanized Bertha Steel Storm Panel ", sheets 1 through 9 of 9, prepared by Tilteco, Inc., dated September 05, 2002, 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 LABELING: Each panel shall bear a permanent label with the manufacturer's name or logo, city, state and the 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 regt, o hB, ;'1 g fficial. This NOA revises NOA 4 00- 0919.10 and consists of this age ► s�w ll as a oval document mentioned above. The submitted documentation was reviewed by ,i elmy A. NOA No 02- 0809.04 xpiration Date: 06/0.7/2004 Approval Date: 10/03/2002 Page-1 1a Irv" CrOra MORO 1&X0' (tts1x7A t Nom) Q As Asstorax 1.600' - 4.473• ' 1.5Dn' 4.473` 1500' r.soo• T• 9. $S' (TOTAL 114017: a000' aol.L.nvr $V71a 0.21t Mmle•Stx 0_7ettrare e CEsair- r ItOr IEMES .1.115" t. 1 S. LaApear ANCW RS far scHa r) aXS. ®.s -ur ..Olt sour t.1/N`. r 1.950' (2} REr V "f'" ANGIE TACK CN67r AAmIa (SEE SC EDr 0 • NNE r44 * r' Is _IIIIIIIIIII�IIIIIII1111 :i1101011llllP!!I!!!!I!. AMA! IT/ s/411-10 s Ali • A6NM4 022exants soar : SIN' - r ® "i"_1drz..dtslf 'o /air -r !. 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A0t75 TV 4N: 2424 -T4 ALU MS'S ALLOY, CALWAVEI7 OR MMUS S7FQ. 1451 X kW MOW IMO POINT IL MOORS 1D wa St C SE AS MAWS: MUSS OTm IsSE AWED (4) 0 EXS7MB POURED CO CR7E - 1/1' • PAWNS it IIW -SET PAWNS AS 1gMMI1A4CNI V Nr L7.W./liALOOC WOW - 1/4• • •a s• 7/3 554 Veil � ANC11441r OR 1/s', ROO Dab Mar AS 1 L4g4CUUEO ay POWER MS117141 , vc. AMID 13C0 MINOR 14120=12.1t - AI' • MO hCAO'O11wi0LT war Ar ams AS WIM1ACmoso or LING sus= A. t) UFEwW t1isy4Elrr 9r1D POeA7E? =mar or room *mot t or 014117E -11101 SSr 5 1 11714ZC0 NICARICS 1 2: PAR . re�D DRAWL? 1S' t 1/t'. Pat aro Allk 'AIMEI LHIC "cur i Y. A.� s/8' LARK -a NOM= NAIL anew t IMO 1SC PO WS COMM 447 IN01rr AIIir7 S7 ANA >X Plt1l1M►REOL 1/4' 0-10 =MN WM NW IC 1 yr LOI1C ~iv AR AD 1•A COST, NO 1' WNW AM IV= NM 140 S81L = 14 0159 IMF PRECAST SII77I& moor maw ILYI i Or AMCRS PLAID all PC ExEI711a tlNtt. OR R t AE iMMr 57Stalill �i411D 5110E AMAX AA aMQ' VOL M ID COSMIC COAA74EIE• LOCK MILL - 1/4' / VIAM MS t MW -.SET &SPOOr1S AS 141RWAC1UIED Sr LLw/11LRAC7G _ 1 /4' r 12117E-RIX SM Amt AS 1IIALAICNAE Yr A O =Mat - 4` lr RED 1550 D71WeaLT 14UW NOM; AS Or =rim= fir. 11.1J UM INN E1IRCO4iENT OF RIPON 44112014 aeo PHEW= MO Nom II CIAI E PLOS ; lay IVO 091449017 AMID 89LW -020 896 IWO PC COMM &OW INT &IKL 1 Vet at) 7/79 0141X-01 ARAM MOLL SE mar EINEXED Kra PC L7owliE7Z KOOS 1,1M7: L141 HD i+IE3rEArr 41470 5710101? 514411 1E MRM77Iy. 1/I' 9-10 =us WSW SW 444E 1 1/r 44rMC 1I1SeAt IR Mt0 NUCCD COX NV 1' 4MWRef . S1 NUS SON 1110 9741445 _ OE W A1YC Thome 1D R010? PC NON SAUCAE IMO SUCH AUELS i1lM L or os oneAwo 0? 11010N4Ltj* MOW ♦llrmu. resauM9 =Ow ALL Or PC RECOlarmalfays AkD 91ECIF1091065 or PE Amy= s. /xte s 4Wr Atha 4E 9445641455 14011410NIALLY 1011 NN4C 9M:ZII102011 IafLl2S NSW ON =VW 1 1Hgr1 MEET S w Jr OF 41) 174C9Pr 11444T MORN 3 8 4 SSW 11X SE OSE0. & /r ROLL RC P RESPON iliir' OF 771E arow ew ID wary !ME' NXISSESS OF PC MUMS( 7 414 0719 4( MOVE 5'NW a TV OE MACRO 70 MIME !WIN ANC110100C Ma SNORER SIM ow 911E AWNED 10 CONCIWII SCOW OR MVO IMRE i tia l&S. & (e) I M PRODUCT T APMMMOIML 0014010 17 (PA.O.) PROW= or THIS 47MgIMEER a 110101C AAO DOES our PROMO( MARIA 7p? RR A SRE WOW MAW; La MERE PC Sl7E COMMIS 115145E PRAM 114 RAJA (I4 COMIC= 10 4E 1ESPGMLi6CE FOR PC SYLLL710A1 PLOOStsr Arlo 1401741012N Or Dos PrROJf0 WED OW 740 PROr7NCr APPROIMt PM99HO60 *VW OCES SOF sow MOM 77E COM POKS0 1171510 ON IRIS DOCINDI : (4) PC MOID = AP•ROwe youreov7 au sr mace= "rim 1r Now= (� 5rls -'ECI C Mr= PM At MOWED 111' A ROW SOWS ED OW EN OR NM01 ED4 *554 ILL maw y4c lU fIML aF wow (P.GJ.) PM PC PROXY: Nip N9LL Or RESPONXEMI fiMt RC PROPER 441E OT PC AAA P140PESSKPOL. OF WORD. D. AC1110 AS A OE3500W MAW 10 PC PA,OG DRAM SIMGL RAW 1D 111 17E 511E SPED ARi41Nas /at WNW (e) his AAA somr1. 4013 711E 011E moo a lisi4t SEAL 110 sufw OF PC PNOR389399. DAVIE'EN 77447 PriI NANO Q. 10. sum um MVEA9IC7T* LA9LL *4441 444E RALSD AT 10170 V OF MO. y&�ALL MEWL AAS. �ITILLDD!i 1E77IL SUPPLY. 1410. WEST NM M O% nom • AWN air moor PROW CONTROL A/MROND PRODUCT REVISED AM te9R¢lylsg with the i+lodds Dahlias Co& Acceptance No Oi ' EtpirndaN Date D Mei Division MIAMI -D4DE COUNTY IL /i'coc. 24 CAGE GALVANIZED BERTHA STEEL STORM PANEL AS SHORN SCALE TWO TESTOI 9e lowiti contia r7aAP'•0Y New NIL 7144. m. wow arces. RaOO+ 771• -4170 . Foe t A> „ -1751 VI-000871e atv. WALTER A. Holt ,7r., p. c FLORIC4 Lk. 44167 Ear METAL cs cr, 420MaTon. Nast MU/ WAN /I 33407 41 OATE i 1.1* 1 a - 02 -445 MOM No SHUT 1 OT 1 a oOMCRf tE ! ' Cont. �\ aaNE7E ArJata4s� (SEE SCHETWO (SEE SCHEDULE) i - 5.�...r�� Cont. Cont. PRI= REWIRED \\ \ \\\ \\ (SEE SCIERREI POURED cf - catictear \\\\") (SW WW0U1.11 RIR WNW REPARCON IV MONO RA51 1/41t -10 :sus WOW NOT • EVERY 62/720 ter • 1!‘ r • 4 1 Wit -10.:t 41111 I 1 WA re 7 , (by fil '/71- /17/ CONCRETE orr CtATOTEIZ REOUIRED POURED 4 BLOCK IOU MERINO NUT • t l ORCaWNIET...W MOWED i COMER' *CHOW (SEE SCIIEDUIZ) -r 7, SECTION IP ANLieI? CONCRETE INICHORS Cont. POURED comatar DT covoratzr /tow 101(1 RECORD SECTION • S1U0 • WALL MOUNTINQ IN,TTALLATiON SE TON Z SCALC : ' at r' 1 r/4' •-!O r MOLTS 111./ RSV WI 5/44' 1Z i Cont. ..WALL. A/OUtTING -INSTALjATIQN SECTION 1 sc isE : J/S' •• r : CE Ik Gt' SEcTEN O sTuo MICRO ALS1O I ? IOU 1100111IM ASTAILATCot - SEG7uaR 2 (7oP) 1 E a 4. IDLE 1ISAN CE Mr WOW ON I) (SEE SCHEDMEJ i BUILD OUT INSTALLATION SECTION 3 Sair : Of .. f' NOTE FOR CO W4t44 lON of SECTIONS : WALIALOCRiCEILWC MOUNTWO =TONS CAN RE comma; W ANY WAY TO SUIT ANY INSTALLATION POURED W \\\\\\)\\ cscr SEPARATIoN TO MONS RAW i 1 1/4br,U?r 1 WSW '1 1 / / /1 /z /Jf // PONREP coaort CR IE SLOW NU REWIRED comer& mom W Par i rz a c Cont. BUILD OUT INSTALL/MON SECTION 4 sour :44:1. rRODUCrREVUU as amply* nitame Belida OW* Cade Acceptance 0 2 —C80 ElphadoO M Division 111140 —(440E COUNTY /1iFEo,.\ MUT =snow 1k I1N p COMPANY /la* Itta , pigrnit Wraft p�rati. iNN ED- ooce?le WALTER A. llWT Jr. P. E. FLORIDA Lk. 44157 24 GAGE GALVANIZED BERTHA STEEL STORM PANEL EASTERN METAL S'WAT. /AC 4201 NESIRD4OS INST DE.40l FL �7 PA. lb AS 50!0,1 KALE DATE 02 -446 mums* Po ofica 2 of ! PUILD OUT INSTALLA170N $j'CTION 5 scar: ,AT's,, ANCNORS (SEE' POURED coticRETh- RfiJi mo i 1r-1 P. \\)\""\\\\W I � I � I y 1 J/4' mur • 1 ' OVERLAP • MIDS°WN 1 1 (sre maw; IDR WNW 70 Ex*Iv CLASS • 3/4.s. 1 0 - 42" a 0 worm ANCHORS (SEE SCHEDULE) POURER avorar-1 E: A CEILING & 'wog MOUNTING INSTALIATJON -- SECTION. SCALE : 1/1- as 1` Nom FOR COARAMTION OF =DONS : WALVFLOOR/CEILPIC MOUNTING =TONS C N 8E COMINNED V4 ANY WAY TO SUIT ANY INSTALLATION CONCRETE troves } PD(. 7? RE:aurRm J.-Ih comL 1 1 4' =flow, k 112' a G 1 4' 0-20 1r IV /� za WRAC Mr 0I AP a MOM • C4LK -IN OR ELto tr+olsjtrmato PANELU47E OR mole P4 U441E PUTS 1 /4i 20 SIOEMLK $ALT OR O W /r /4 % -zo 7ff Lmv&4v PICT ' SCHEDULE FOR SPICO ) • POURED ColicRar O cavogrir PLOCX PALL Pa SCHEDULE) IFOR WNW &SVC CLASS 1411 0 -20x,,t 'R I WC Miff i CASE A (Plan) SCAM 1/4" — 1 • CASE B (Plan) SC4L 1/4" i• END CLOSI,JRES DETAILS ,CASE O Mon) SCALE: 1/4" •• f " 4'r 4°x.072' 31054174 t motor CNA Min AMU VASE C (Plan) SCAM 1/4" •. 1' MAXIMUM DESIGN PRESSURE' RATING "W" (p.s.f.) AND . CORRESPONDING MAXIMUM PANEL LENGTH `L" .SCHEDULE - MUM r NSW W (P4-0A"n'wc 6674 11.411 0216771 c WORN gnaw W cuss APPERME TO SEVROALC / ANY rx r �, MI +664 —76.0 7'-6. OR LESS 3" 1.2.3.4,5 & 8 +60.0, —70.0 ›r—e• 6'-6" 'J` 1.Z44.5 & B +6648 —76.0 r-6. OR LESS 3 3/4' 6 & 7 +60.0. —70.0 >74-6" 70 et-e• 3 3/4' 6 & 7 /1itEco,6.\ 11:11TONI 1APIT Es- 0004711 *AM F ,F1-011:14 Lk. k 444117 , 9 T Z� PRODUCT REVISED reviagee r+c0Z. -080. o Bate • ..W r sJ Division 24 GAGE GALVANIZED BERTHA STEEL STORM PANEL MINX—DADE COUNTY AS lrawx >r ask kErAL sultan rg. 42S 1* L N�7 BOCA ft 43407 i* .j:4�A DATE 02-446 CRANING N. 'HEM sr •• • - • h ammv um O raAu WNW/ MOMS lFNCIe: RJR L 4 - 3 1/2• *' 7 IftJ�Rrl AWL �'znr t A�1 '�" -^'-� MAXIMUM UM L?ESIGN " L.r1 +Vlili NNIT �.a?�1.1 AND MX . am FAS. — A io »C YO-=7 wawa Rm !O AMC A[7t�iDt _ . iMt�/ 1 .0 /IItE111i1f aINI J�f1 1J * fI'- OItX -PV SWIM I A �"M1 p" CORRESPONDING .42:I1f(M ANCHOR SP_ACING SCHEDULE FOR TO ie - w JYtR%Rr 1a tntaQIr ro a uorwr Dv worm ro atscivrr ro ovro rr ro nasowr w mna tr w Mow ro oouur roar% ar N0.a -sts rr f(4 t2• WA f2• fc/A 1.7- N/A 12' WA 12- TO r MO INSTALLATIONS INTO CONCRETE AND CONCR TE BLOCK 1r rr 12- if rr sr 1r 72' 12- sr 12• 12' _ 1 Morrow) STRUCTURES * tr P/A sr N/A rr WA sr l44 1r WA 12• • 11/1 2 trap) 1r a 12' tr 12' - 12' a 12' 12• sr 1r r2' s (714477:444 sr l 4 rr WA 1r WA tr WA rr WA le 11/A ] Oa" . - 4' 'MAXIMUM ANCHOR SPACINGS ARE VALID FOR 3 1/2" EDGE DISTANCE. FOR E. D. LESS THAN 3 1/2; REDUCE ANCHOR SPACING 8Y MULTIPLYING SPACING SHOWN ON SCHEDULE BY THE FOLLOWING FACTORS. (wort : Witt. E 0. f C4Ll( -1 I ANCHORS 6 2 1/27 MR THIS OPERATION TO BE POS1BLE REDUCED SPACING OBTAINED USING FACTOR SHALL NOT BE LESS THAN IMAM SPACING INDICATED FOR EACH ANCHOR TYPE AT ANCHORS LEGEND. tr 12' rr 12• 12• 12' 12• tr 1r 1r i 12' rr J 01071s4 4 rr f{/A sr N/A 12• N/A fr so ft' N/A ...... sr -.t2 Ir/A rr A 4 (1010 4 oporoto r--a- OR LESS u• r2' 1r 1r 12• 12' rr 1r 12' 1r sr I(/A 1r R/A 1r so 1r 11(41 sr A(/A ii sr • t # i a (>aq tr 12 rr tr 12• rr fr. 12' 1r 1r tr sr a pow 12' - 1+(/A r2• 1(/A f2' WA 1r N/A tr $01 fr 1(/A S jlI1') ACTUAL E: D. _ - ._ FACTOR .. - 12' 11,4 fr • M' fr • wA 12 NA fr 10 1r DNA a tt1a11D7rQ rr • WA sr KA 1r to • 12' N/A rr 1t/A re NJI 7 orwa lrsa s; TAPCON/ [FETE --l& SS4/ PAAIEiMATF.S C4LX -1N RED HD. SLEEVE NA 91.44 WA Mt N/A .14/A rr 1r f2' fr fr rr a (83`/X81014 ll MOW MOON MOW Ior c a .: VI' • OPlait if a // ♦ as AM iNlJM11121 OF OM «assr wwc Y1107N Z' �i,i - 3` .86 .75 1.00 Lrx wmr AJ:b >awou lOr6lt LOIMEI/� Z 1/2" .71 .50 1.00 IIYODMDN:W9 r SWUM AW ND SUM 4!7[ -Rbt Ss/ ' M1t012111r AIRDRIE «r[ AYfQalt Mar to mum f0 wow" 10 LONNIE1E f0 110tII1r sr Gomm 10 Mower ID 1 sr meow w 10 mow 10 Mow 110 COIi110C 10 MlOMN', Z� .50 - Q88 • 446.0. -420 . ; _. fr JO 12' to r2' *1/4 u' WA rr 1 N41 f2' N/A 1 I f'-d' OR LESS - 12' 11' - f2' rr 12' rr 12' sr 12' 1r 1r f2' - 1 wow -- - . r2' f(4 _ 12' • N/t 1r WA sr 1(41 1r ' 441 rr 1(/A : MO i rr 1 r' sr ' 1r u• 1r 12' tr sr tr 12' 12' 2 (817n124) tr 9(/A . 12' WA , 12' WA it 74/1 12' WA 12' . NIA J OOP) - ANCHORS TYPE r ANCHOR SPACING E a J�C oar 11STMCE . t2' 11' 12' 12' fr u' 12' -12' rr 72' 1r 1r r J MOW tr so • /r WA . 12' 11(/A 12" wA 12' ... 44 rr f(/A 4 (ICI) / r N/ 554 CRETE FLEX ' 3.0" u' 1r 1r ts- ' rr rr u' tr sr rr u' 1r ' 4 (sow t2' WA tr NA fr A(/1 tr N/A 12' f4 12' WA r MI C UC—IN 2.51 12' r 12' 1r 12' 1r fr 1l' 1r r fr 11' 5 (1O 7 1r I4A 12' WA 12' J1(/A u' 1(4* rr 441 , • 0 O ) 3/8`11 RED f E nYNAaOLr SLEEVE 4.5" . /2" WA 12' WA 12' N/A tr 1(41 r2' 44 fr ' N/A r � OTTO4 1r -444 1r NM 1r WA tr WA • u' WA 12" 1444 7 frill tl •SEE NOTES ON SHEET 8 9 9 or 9 FOR ANCHOR !WES & SPACING FOR ,NSTALLAFIIONS INTO i*U FRAME rB OM 'S. PRODUCT REVISED . the Rosa 0 -' a • • + wA. WA 11(/A - Wx wA tr 12' u• 12• 12' • 1r 8 otreconail ~mom moms allow for DE O. • s V+' II• i D4 0' MU autra MK moor ram rera IMO MONK - TOMO ITOTIMNO TI *AO Areort IY4 -Z7 woo ma Io surer lr• -DILL 334 /1114/1991111i AINEIAI rl ' Mr /MARt1tX KW a Ifs► 10 MOM 10 wow r0 i10AR1rit W avow A 0p4710r i0 11190N1/' 10 ISOIOCir TIP IN90Mer • 10 00111311ff 111 WOW A COAae7R:Ir 10 WOW W tr A(/A r2' 11(,41 12' MI tr 11(/1 Ir AVA 12' WA 1 (1) 12' ---tr 70' it 1r 1r rr f2' sr 12" rr f2' 12` t (03rT Ji #o 1r 11 (/A 1r wA 1t N/A 12' A(/A 12' 11(A 2 (Pj � Q4 Tr fo' rr tr 12' 1r tr Tr 12' rr 12' rr 2 - rr * 44* ' fr WA _r, 12' WA 12' 44 rr 9(/A 1r WA J (faR) t�wot Division �(f/ (LPL £ COUNT'i • — sr fo• 12' 12" • 12' rr 12" 1r sr it 1r 120 J (sorrow +W. -S1.5 12' WA fr 11(/1 12• /1/A 12' WA 12• WA fr k 4 Qom I 0. ) �M - 1D r- r 12' 10' 12• 12' 12' 12' 12' 12' 12' 12' 12' , rr 4 ( nwf) ^��••� -�- -•r••• �•,•� ••.•� —. 24 GAGE GALVANIZED BERTHA STEEL STORM PANEL l tr WA 12• WA t2• D1(/A tr WA u• av/A r2• WA a (tar) 12"' IZ r sr rr sr sr 12' I' 12' r 1r 10' 8 (123R010 rrP1 NC. E%4.ucr. 71111 MET an WORMS tft. NL37 AIU WAN FL DATE iL �CO�Nc .� VA 12' WA 12' A(/A 12• WA 72' 11(41 tr I(/A Jt (tar) 1 2' N/A 12" WA 12' WA 12• ■ WA 12' WA ..— 12' WA 1 (WPM � • 02-446 ppAwMO Na Ilia ar*. ,.w te, Dha str ws..9�t�es, Rene. al" Nw1 1 TAI- a . r+.1 tO+-�+ {$ -00067 . MNIUZR & II= Jr- P. E. FIORD*. Lk. 44187 tr wA 12• WA 12• • N/A • 12' N/A 1r wA 12' R A 7 (rpp/Ooni%1J m. o. M;•1 •a IV.. m , •. OM WA NA 444 WA WA WA Ti. sr 12" fr I2- 120 8 (10P/90T101) ■ • r - - NUTS CIF 9 - . --. wow moans 17Mel4 IpS E A - J 1/r w ter: AM' oamMaou crTaw r2' 1r LY tr 1r 1r tr tr 12' 12• 11' 12' tr 12' WA 12' WA 12' WA 12' WA 11" WA WA WA 1r WA 12' 12' WA 12' 12' 11' WA 12' 1r 12' WA 12' 1Z' 12' M/A fr 10' rr WA 1r «4 1r tVr1 12' N/A rr rr 121 WA 12' 10' t2' WA 7r *0' tr WA 12" 0' 12' 1(4 rr Wt tr WA 12' 1!' 12' WA WA 12' *NW AMU IMPS fa NCla obi 10 10140111t' 10 MOW 12' «4 122 10' 12' WA tr tr MOM 1110CR=MIMIC KW L !x . ~AI MU 1144111 1." (It) tr 744 12' WA 12" WA 72' It' tr tr Or tt• 1r 144 1r 11/4 12' MIA 1r r tr tr 1r tr 72' 12' tr . WA 12• 10• tr. WA 12• t2' tr 12' 406.4 —70.0 tr 4" tr tr tr 12' .�.- .2..1...,.....x. �...��.� 12' WA 72' to r2' WA it 0' 12" 12• 12' tr 1r � 4• 1r 10• 12' r t2' WA tr WA 1r 10' rr r WA 12 WA 12' 7(/A 12' 1(/A 12' 9' WA MIA WA WA WA 1r MIA 12' 0' WA ts' WA WA WA 1r 0' 12' WA 12' WA 12' WA WA WA 1r T 1r 4' 8/A 1r 7(/A 12' WA 12' d 12' it WA 12' 71' tr WA rr 11• [7' WA 12' 11• 12' WA 12` 2 (00n00) 4 (P) pr-t" to 7-e' 12' WA 2 (}1:PJ 12' r 9 (apfJ 12' r(4te d tray • - 11' 1(/A 6 (Ap11CW) WA r 10" MIA 7 M21110017124 rr 0' 8 tom. ern AI il Co MAXIMUM' DESIGN PRESSURE RA7WG 'W' (p .f j AND _mss_ J! G 1 r TILE O INSTALLATIONS INTO CONCRETE AND CONCRETE BLOCK 1 (CTS • "MAXIMUM ANCHOR SPAaNGS ARE VAUD FAR 3 We EDGE QaswANGE FOR E D. LESS PM 3 1/2", REDUCE ANCHOR SPAC8+IG BY MULTIPLYING SPACING SHOWN ON SCHEDULE BY DE FDLLNING FACTORS. (NOir : Min. E D. MGR CALK -IN ANCHORS IS 2 1/27 FOR THIS OPERATION TO BE POSIBLE. REDUCED SPACING 08TAIA USING FACTOR SHALL NOT BE LESS THAN MINIMUM SPAM' INDICATED FOR EACH ANCHOR TYRE AT ANCHORS LEGEND. ACTUAL E Q _ FACTOR PPCOW raSS4/ C4LK -AV . • RED HD. S SLEEVE 3" .86 .75 1.00 2 1/2" .7t .50 1.00 2" .50 _ - 0.88 ANCHORS TYPE ANCWOR MIN. SPACING TAPCON/PANELA(A7ES/ CRETE FLEX SS4 3.0' CALK—IN 2.5a 3/8 "0 RED KD. DYNABOLT SLEEVE' 4.3" E O. " ELt f' OtMliL *SEE NOTES t1lV SHEET 8 1. 8 OF 8 FOR ANCHOR TYPES & SPACING FOR INSTAUATIONS INTO IMOD FRAME BUILDINGS t ODUCTREVIS'ED excblig vkh the Plaids Bolan Code Nit c2- o$c9.04- Des • :AFACS7 •04, B2 d �..I : • r Divides Kt Control MIAMI -D4DE COUNTY /1it1iEoi.\ 17112* 7i=11N0 * VNN1INO COMPANY wd x L 31.16 00it M MI�R� !tom UM P�E8- 06719 P�� W LIEN A. 17117 Jr P. E. MACK Ur. / 4t97 24 GAGE GALVANIZED BERTHA STEEL S7oRM PANEL AS Meow !Wt =rim TEL sant arc. 42dd t1ESTNOW,t t9Z MY ANN MACK 1'L 33407 DATE 1 a a 02 -446 Mae No 1* cT 1 Of 9 T �av AUDIS I AADSVIS SWAM Rat G D. . J yr 6., TAPCON/ 11111 Mrr ME wow 7' 084 MAW& rwa ti7pPftt Z' ih i tUC ,UL= .88 . Inca maim N4rAlllt 10 PO AMMO A TO r+- - - ,era MD MAW CRITE -rant SS* tear t IMEt.wa *x 1r FU ID 00oweir awK-at Sf6, 0 s t AM 7f>wt 10 OONGK7r pa MWI�/fr ro COIpenr ra aos wer rig R1Noor. 10 ammo; 1D c000lor ro II DIINRY !a comma ' _ fa woof r W covor r t0 aroroo r dr der 440.0. -76.0 12' 11(/A rr WA tr 1(/A 1(/A 12- 1(/A tr 1(/A rr 12- rr 1r u° 1r .10' 12' u' I 12" !r tr • 82' 1 2' r :- rr 1(/A 12' 12' 12' 7(/A 1r NV/A 1r WA tr .. NA4 .WA r t2- 10 1r 1(/a 12- rr WA 2 (MP) i•-•o• at im tr t0- 12' 12" 1r Sr • 12- 12' 1r 1r 12' WA 12' it 2 (9 na) - 12' 11(/A 12' A(/;A 12' WA 7' 12' 11(/A 12- 1(/A tr 12- t(/A J MP) 12- 7 ' 1r r2' r2' r2' 12' t2' t2' tr it 6.06 12' 72' 3 (d6'Tit71Q 12" N/A 1r WA tr 11(/It , 72' 14/A rr N/A 12' 1(/A 4 ti0P) 1r or 1r • 12" - rr 1r • !r rr rr it rr tr 7r 4 CMG rr WA 1r 1(/A r 1.T' 144 9' t2' Wi 1r Ww 4' 12" WA 0 (11' 12"_ r 12' it tr rr 1(/A :r. r t2• r WA t2' 1r 6 ( 70` 7(1X tr to ' • rr 1(/A rr ,2' WA tr 1(/it 11" 12' 11/A 7 (4119 • • 0 (arlitw) 2" tr 144 t2' NA 1.Y 1441 1(/A If WA 12" Nell • 1r 1(/%► WA 1r WA as 1 * 12" '11%A r t2'. 1(/A t2'• /(/A r tr , W~ 7 162P/0011011). NA 1(4 l4 1(/A 1(�A 7 u" tr _ rr tr _ °tr it _1tit7P MOON)_ maw MON WO MM MINN AVOWS iR em Aft C A o, .1 1/r w - FACTOR TAPCON/ 11111 Mrr ME wow 7' 084 MG IGO,f1t OSD WIWI .88 . ✓•OmS Atl16r1t N4rAlllt 10 AWANR -SET trl It SSD 40 WV dltlE�lt 4s4 YKt/Porot Ammar Mlr Amen' rum Ot ID401 Sts Jams I-t Rif vas ora r ID 00oweir ID Mawr 10 iO a r 10mom 1D WOW IV IltfORl• 1Q COMO tr t0 Mt1OMr 10 COlplf[ 10 wow t0 carom 10 WOW! SS A6/ +410.+6. -76.0 • 12" TTA4 Jr' NA 12' N/A 12' NA fr 1(/A tr /1(/A } CAW rr 4 rr 1r u° it tr ter 1r r tr • tr 1 (BMW _ es7' -0' 1D 0'-d' • rr 1(/A 12' «4 12' 7(/A rr 10 t2• 4 12' .WA 2 tr 7• 12' 12- rr rr 1r re rr re 12' fps 2 (11017p(Q • 12- 10 rr N AI It• WA tr 11(/A • 12' NA rr WA J (rxlP) 1r 7' tr Sr 1 2• 1r tr rr1' ,.r er f2• to' 3 (110772W0 . tr MIA 12' WA .12" WA 12' 6.06 rr NA 1 12' 10 _ 4 MOO 12" 7'. 111' fr 12" 12" 82' 10' rr r tr. tr 4. 00"0.10 12' WA 12' NY/A 12" 11 (IA rr 44 rr 1(4 12' 11/A 1OOP) 12' 4' 12' r 72- 9' 1r r it 4' 12' r a t'ison 4 121 11(/61 (2' 1(/A 72* 1(/A t2' 1(/A Tr WA rr - WA t OW) 70` 7(1X 12" N/A 12° 7441 rr WA 12- N/A 11" 1(/A 1 (A'!; J176i) 2" WA r2' 1(/0 72' 7(6* 17" 1(/A 1• 1A r 1V4 7 MP/./7W WA WA wA 1(/A 44 - RA fr r 1r r tr r a (r'a°/ • MAXIMUM DESIGN PRESSURE RATING - "W" (mss. f.) AND CORRESPONDING MAXIMUM ANCHOR SPACING SCHEDULE' FOR INSTALLATION'S INTO CONCRETE AND CONCRETE .LOCI* STRUCTURES • "MAXIMUM ANCHOR SPACINGS ARE VALID FOR 3 1/2' EDGE £YSTANCE FUR E. D. LETS Tt 4N 3 1/2 , REDUCE ANCHOR SPACING BY MULTIPLYING SPACING SHOWN ON SCHEDULE BY ME FOLLOWING FACTORS (MO1Lr : Min. E 0. FOR CALK -4N ANCHORS IS 2 07 FOR THIS OPER4770N 70 BE POSIBLE ACED SPACING OBTi(INEO USING FACTOR SH4LL NOT BE LESS THAN MINIMUM SPACING INDICATED FOR EACH ANCHOR 1YPE AT ANCHORS LEGEND. ACTUAL E D. T - FACTOR TAPCON/ CALK-IN T TED HD. sum 3` . .88 . .75 1 1.00 2 1/2' . .71 . .50 1 1.00 Z' 0 0.88 ANGWORS LFGENIJ ANCHOR TYPE SPACING TAPCON/PANEL[IATES / 3.0` CRETE FLEX SS4 CALK -IN 2.5" 3/8'' RED HD. 4.5" DYNABOLT SLEEVE "SEE NOTES ON SHEET 8 & 9 OF 9 FOR ANCHOR TYPES & SPACING FOR IHST4LUAfONS INTO MOOD FRAME E A « EDGE DISTANCE mower REVISED seiremplyiss w htheFlorida Mai Code Ampoule R,02 -o8 o$•o,¢. Date • ITLIErii If �..✓ :� Mated Dal, White M1.4M 1-040E COUNTY tlwr Tornio • tressiama 1201.9.14Y "fors t p >fliNO Iw a -.1 iNM E11-- 000071* WALTER 7.VW! Jr_ P.E. RORIDA Etc. 44147 24 GAGE GALVANIZED BERTHA STEEL STORM PANEL At MORN MALL sts7rem iffIAL SUPPLY, N4 4201 NESr1tOWS CIC bar PALM b6 4Dt /2 3J407 a04 WIC NM Pa 02 -446 11161016 t14 rittT 7 or I "SEE NOTES ON SHEET 8 & 9 OF 9 FOR ANCHOR TYPES & SPACING FOR IHST4LUAfONS INTO MOOD FRAME E A « EDGE DISTANCE mower REVISED seiremplyiss w htheFlorida Mai Code Ampoule R,02 -o8 o$•o,¢. Date • ITLIErii If �..✓ :� Mated Dal, White M1.4M 1-040E COUNTY tlwr Tornio • tressiama 1201.9.14Y "fors t p >fliNO Iw a -.1 iNM E11-- 000071* WALTER 7.VW! Jr_ P.E. RORIDA Etc. 44147 24 GAGE GALVANIZED BERTHA STEEL STORM PANEL At MORN MALL sts7rem iffIAL SUPPLY, N4 4201 NESr1tOWS CIC bar PALM b6 4Dt /2 3J407 a04 WIC NM Pa 02 -446 11161016 t14 rittT 7 or I r • • • • '.1 1 WOWED isErsigma iv. SEPARATION TO GLASS 1 1. �I ALTERNATIVE 1 f /4` I x d" 1.0M LAC &MEWS•6'aaW/ TO EEXJSRNG NOM PENETRATION HEADER. two= Ivasoc cW uss l x 4' PcA1E REQUIRED 0 0 0 IWO NEW off' 2' C • 0 /s s•raGw/ 1 27/.12' Mk PEP EIRR OTN • MIDRE tf of EWE A(TERNATVVj' Z INZLE128-0/211STIAMLOESE02a SALL A1019111010 SECTIONS CAN BE COMENNETT IN ANY WRY w SINT ANT INS-TAUNTON. 2' • 4" 1` x 2' It .125' (NW Awn. /VW IV/ t /4' # x 4' LONG LAG SCREA Ora. C W T t7 3T' Ain. Pi7NE7 PION TO WOOD HEADER. o� WOOCI NEWER Rte UNED 1 (SEE SCHEME) • 110 CLASS 1 1 1 1 ti ALTERNATIVE 3 1 SEPARATION 10 -1 0 0 ALTERNATIVE 4 12' Q C • 1 1 a laws- • x r • ar^r/ • 1 27/J2' LIA. PENETRATION O MOW01H of RATE \ r • r • r+: • 1/4' 0 x J' LONG LAG S1d¢E1l •6'0. CW /r27 /U'Min. P0971TAAON TG coma ROOD 11000 NEVER MIMEO scHrouuo FOR Mu SEPANATION JO EX1SZNc •Lass ALTERNATIVE 5 1 1 1 ALTERNATIVE 6 WALL MOUNTING INSTAMT1ON$ SECTIQNS A SCALE : 1/4' = 1' 0 0 O O 12' 0. C t 4' 0 x 3' LAS •8'O. W/ r 27/32' lwt. PENE7Rt711a 1 • MOWN OF PINE WOOD STUB •94'o. c REQUIRED INSTALLATION DETAILS ON EXISTING WOOD BUILDINGS 1. !NM-MUTTONS ARE ONLY VALID FOR DES1CH WIND LOADS AND Max. PANEL LENGTHS THS AS PER SCHEDULE ON SHEET 4 OF 9 2. MR NEW WOOD FRAM CONS?RU:TION; 1*000 MEMBERS 70 BE SOUTHERN PINE No. 2 W/ SPEi2F7C DENSITY 09F 0.55 OR £OLLAL. ana moos.. • • 11.£•s aC • VIGO° STAID REQUIRED 0 WING WT ' tE2R'MD• 0 14'0 -BOSS • 12'0. W Nur & MINER cant t'x4'x.125'PA.) 5913-13 Burt,. TUBE (tc.tQ : m ' 4 1/4' 0 x 3' LONG LAG SESREW5 • r O. C W/ 1 27/32' Mn. POIETR1T10N TO Exo•nNG WOOD HEWER. Cont. 1/4" 0-20 S S BOLTS • 12' O. 0. N// MIT It 11:4.947? 1' Mk. , h *ago NcusrR REVUIRED lsEr =MAO 70 DISTASC GLASS ALTERJVAT(VE 8 i 1 TO uki. SEPARATION /14 8 x03//4 SS.S.M.S. 01 LEG ALIENATE LOCUM i�MOMOWN or Eruct 2' AL L) AND W/ 2' A61L PENETRATION 11470 EXISDNO S7170. ALTERNATIVE 9 WV WS NUT i1 tY O. C 1/4' am* 0-20 S. S 1J Miff ilk IMIA�dE72 f' x 4' x .125' 049n.) 0053 43 Num M V (Cod) 1 4' 0-20 ELCO mal. /hmale a IE OR' Nolo 7°MIYELA44TE PLUS • 12' 0.A W/ t 7/8' Min. RQVfllbtlllOVK 7 /B' • x 3 /.x2' 1 WINO MIT • 1 11EVERY 0ilD O 1 (sEr mow) 1 1 1 1 WOOD BOWER REMY= 'storm In 0205711C suss i ALTERNATIVE 1© 1. 4 1 1000 FLUE REIXIIRED • • { • 1 O MOMIDTH OF PLATE 141:1471.-X t-20 nr0 awie/A n>ek • 1=P�IF/f7f� PLUS' ALTERNATIVC 11 WALL MOUNTING I&ISTALLA7ION5 SECTIONS A SO4Lf : 1/4' • 1' aO7L� r. INSTNLtTIONS ARE ONLY VALID FOR DESIGN WIND LANDS MV Max. A4NEL LENGTHS AS PER SC#iEDULE ON SHEET 4 OF 9 2. FOR NEW 'woo FRAME CONSIRI/CTION: WOOD MEMBERS 70 BE SOUTHERN PINE 1 2. W/ SP£Llt is DENS77Y OF 055 OR EGL44L. A. RIR Win. SEPARATION CUSS TWCMO t 2' O. Lr 2 "x6' R(EMISED — 11LLOM£0) uo SC EW OR ,A,LTERNATIV f • 24 D. C SE000197 WOOD TRUSSES OR RAf7r14 0 24' Q Lr 1PFpfD z 1Iss,'Ys. •6'00. W eer- IR2111111Ri1 anon mem 2. If `- 11 f SEPARATION Dorm &ASS MIR Min. 0 ALTERNATIVI'E' 3 SEPARCION TV &NOM CUSS ..L 1 1 1 MOO NCR -Ate.TAIV NOTE FOR COi&IIW770W OF SECTIONS: FLOOR / *4Lt,/ CELIAC A1OUNTINC =IONS CAN BE IN AM' MY TV .SLHr ANY INSTALLATION. INSTALLATION DETAI 1'x 4•x 1/8' (IfnJ 00.13-13 Nom nee LAC SCR015 10 OWN 4Mi$R OR VMS LOOM SO IBIS itr MONSON Of rals AVOW. • ot"r"�241 �g ` PRODUCT WISED LAC •saaERS a� WING Nur e�scamptyiegs44$ the Raids 1 4ti x/ 4' r2' a c mime= Expkodes OaAterptatice • 8'0.0. ALTERNATIVE 4 Lt� .0 4 CEILING & F.+P8 MQJJJV77NG IN$TALLA.TIONS SECTIONS a srocr : 1/4' - S 0 ISTING WOOD B IL 'Ci7r1L')lW, MMMI —D4DE comity /11117-114c. TILLWT 7YiUNC Dr 002114E011.40 COMMIIY awe w. MN . 4 M rw..: *17 $. w ow SI . !. ED-000071i WALTER A. TLLIr .k., P. C FLORIDA Lk. { 4410 24 GAGE GALVANIZED BERTHA STEEL STORM PANEL AS SHOW WALE EAS7Efel METAL SUP tt INC. 4218 POMO= DR. REST PALM Dl 0f. !t 3.1407 DATE Iva 02-446 DR11t11tl: No SHEET 0 .OF D All State Engineering & Testing Consultants, Inc. Hialeah , October 9, 2003 Clint Staples 842 NE 96th Street Miami Shores, Florida 33138 RE: Sub - surface investigation for the proposed addition located At 842 NE 96th Street., Miami Shores, Florida Dear Sir: Pursuant to your authorization, ALL STATE ENGINEERING AND TESTING CONSULTANTS, INC., conducted a subsurface investigation at the above referenced project. The investigation was performed on October 9, 2003. The purpose of the investigation was to develop information about the site and the subsurface conditions existing at the proposed building location in order to evaluate site preparation procedure and foundation design criteria. To achieve the desired objective three (3) standard penetration tests borings were performed and the logs are enclosed in this report. TEST METHOD The borings were conducted in accordance with procedures outlined f n test and split spoon sampling of soils by ASTM Method D -1586. A two (2) feet long two (2) inches 0.0. Split Spoon Sampler was drive essive blows with 140 lb. Hammer dropping thirty (30) inches. The soil samp was ri o (2) -t at a time then extracted for visual examination and classification of the retaine The numbers of blows required for one (1) foot penetration for sampler is designated as "N" (Known as the standard penetration resistance value). The "N" Value provides an indication of the relative density of non - cohesive soils and the consistency of cohesive soils. Suitable corrections are applied to this number in order to include the effects of soil overburden pressure and other factors. A General evaluation of soils is made from the established correlation between "N" and the relative density or consistency of soils. 2380 W. 78th Street, Hialeah, Florida 33016. Ph: (305) 888 -3373. Fax: (305) 888 -7443 Page Two October 9, 2003 This dynamic method of soil testing has been widely accepted by foundation engineers and architects to conservatively evaluate the bearing capacity of soils. A continuous drilling and sample procedure was used. Therefore, the samples were taken at intervals of two (2) feet, or at every change in soil characteristics. The types of foundation material encountered have been visually classified and are described in detail in the boring logs. The results of the field penetration tests area presented in the boring logs in numerical forms. The average ground water level at the site was found at seven (7) feet zero (0) inches below the existing surface (see boring logs). Fluctuation in the observed ground water level should be expected due to seasonal climatic changes, rain fall variation, surface run -off and other specific factors related to the site in question. FOUNDATION RECOMMENDATION Based on our professional engineering judgment and experience it is our professional opinion that the foundation and footings may be appropriately proportioned for a safe bearing capacity not to exceed 2500 pounds per square foot (psf). The use of spread footings and single column pads is suggested. A monolithic foundation system may also be adopted. The foundation should bear on the tan cemented lime rock material or compacted backfill lime rock and lime sand material (or approved fill material) and the building pad should maintain a distance of +/- 5 feet outside the perimeter of construction. CONCLUSION: Regardless of the thoroughness of our geotechnical exploration there is always a possibility that conditions on the subject property (site) may be different from those at the test location. Therefore, ALL STATE ENGINEERING AND TESTING CONSULTANTS, INC., is not responsible for any sub -soil condition different from those reported in our boring logs. This report was prepared exclusively for the use of Clint Staples. The conclusions provided by ALL STATE ENGINEERING AND TESTING CONSULTANTS,INC., are based solely on the information presented in this report. As a mutual protection to clients, the public and ourselves , all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. We appreciate the opportunity to have been of service to your company. Please feel free to contact us if there are any questions or comments pertaining to this report. ncerely Your Waseem Quadri, P.E. #51481 Special Inspector (Threshold Bldg) #1154 ALL STATE ENGINEERING AND TESTING CONSULTANTS, INC. WQ /nt..00T2003 -26/27 All State Engineering & Testing Consultants, Inc. TESTING LABORATORIES - ENGINEERS - INSPECTION SERVICES - CHEMISTS - DRILLING - ENVIRONMENTAL SERVICES 2380 West 78th Street., 33016. Tel : (305) — 888 -3373 Fax: (305) 888-7443 TEST BORING REPORT Client Clint Staples Order No 03-805 Address 842 NE 96th Street., Miami Shores, Florida 33138 Report No From 0' -0" to 0' -2" Top soil Project Proposed Addition Hole No . B -1 Address 842 NE 96th Street., Miami Shores, Florida Date 10/08/03 Location SE corner of existing garage Driller MP & LT Depth (feet) Description of Materials Sample Number Hammer Blows on Sampler "IV" Hammer Blows on Casing 1 From 0' -0" to 0' -2" Top soil 2 M LC) ' t M 6) 00 0) CO N- co - Ps- r• CO O 6) / 2. From 0' -2" to 1' -0" BIM- Dark brown fine sand with 0'2' 5 8 3 Some rock fragments 4 4 From 1' -0" to 4' -0" Tan fine sugar sand 2'4' 4 8 5 From 4' -0" to 6' -0" Tan sandy lime rock 8 6 4'6' 9 18 7 From 6' -0" to 15' -0" Tan medium silica sand with 8 8 Lime rock fragments 6'8' 8 17 9 7 10 8'10' 7 14 11 8 12 10'12' 8 15 13 7 14 12'14' 9 17 15 10 16 End of Boring @ 15' -0" 14'16' 17 18 16'18' 19 20 18'20' 21 22 20'22' 23 24 22'24' 25 Water level: 7' -0" below surface at date 10/08/03 ASEEM QUADRI, P.E. #51481 As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization tor publication of statements conclusions or.extract from or regarding is served pending our written approval All State Engineering & Testing Consultants, Inc. TESTING LABORATORIES - ENGINEERS - INSPECTION SERVICES - CHEMISTS - DRILLING - ENVIRONMENTAL SERVICES 2380 West 78th Street., 33016. Tel : (305) — 888.3373 Fax: (305) 888-7443 TEST BORING REPORT Client Clint Staples Order No 03 -805 Address 842 NE 96th Street., Miami Shores, Florida 33138 Report No From 0' -0" to 1' -0" B.FiII- Dark brown fine sand with Project Proposed Addition Hole No B -2 Address 842 NE 96th Street., Miami Shores, Florida Date 10/08/03 Location SW corner of existing garage Driller MP & LT Depth (feet) Description of Materials Sample Number Hammer Blows on Sampler "N" Hammer Blows on Casing 1 From 0' -0" to 1' -0" B.FiII- Dark brown fine sand with 6 7 2 Rock fragments 0'2' 6 5 13 3 From 1' -0" to 2' -0" Tan fine sugar sand 5 6 4 . From 2' -0" to 3' -0" Brown medium silica sand with 2'4' 8 10 14 5 Lime rock fragments 10 9 6 From 3' -0" to 8' -0" Tan sandy lime rock 4'6' 10 9 19 7 10 10 8 6'8' 8 8 18 9 From 8' -0" to 15' -0" Tan medium silica sand with 6 5 10 Rock fragments 8'10' 6 6 11 11 6 7 12 10'12' 7 7 14 13 7 8 14 12'14' 7 9 15 15 9 8 16 End of Boring @ 15' -0" 14'16' 17 18 16'18' 19 20 18'20' 21 22 20'22' 23 24 22'24' 25 Water level: 7' -0" below surface at date 10/08/03 ASEEM QUADRI, P.E. #51481 As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements conclusions or extract from or regarding is served pending our written approval All State Engineering & Testing Consultants, Inc. TESTING LABORATORIES - ENGINEERS - INSPECTION SERVICES - CHEMISTS - DRILLING - ENVIRONMENTAL SERVICES 2380 West 78th Street., 33016. Tel : (305) — 888 -3373 Fax: (305) 888 -7443 TEST BORING REPORT Client Clint Staples Order No 03 -805 Address 842 NE 96th Street., Miami Shores, Florida 33138 Report No 1 Project Proposed Addition Hole No B -3 Address 842 NE 96th Street., Miami Shores, Florida Date 10/08/03 Location North West corner of existing garage Driller MP & LT Depth (feet) Description of Materials Sample Number Hammer Blows on Sampler "N" Hammer Blows On Casing 1 From 0' -0" to 1' -6" B.Fill- Dark brown silty sand with 2 '2 2 Some rock fragments 0'2' 3 6 4 3 From 1' -6" to 3' -0" Tan medium sugar sand 5 4 4 From 3' -0" to 4' -0" Brown medium silica sand with 2'4' 5 5 9 5 Lime rock fragments 6 7 6 From 4' -0" to 8' -0" Tan sandy lime rock 4'6' 8 8 15 7 9 8 8 6'8' 8 6 16 9 From 8' -0" to 15' -0" Tan medium silica sand with lime 6 5 10 Rock fragments 8'10' 6 5 11 11 5 6 12 10'12' 6 6 12 13 6 6 14 12'14' 6 7 12 15 7 8 16 End of Boring @ 15' -0" 14'16' 17 18 16'18' 19 20 18'20' 21 22 20'22' 23 24 22'24' 25 i 7 / 4 Water level: 7' -O" below surface at date 10/08/03 ASEEM QUADRI, P.E. #51481 U As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements conclusions or extract from or regarding is served pending our written approval Inspection Worksheet Miami Shores Village 050 N.E. 2nd Avenue Miami Shores, FL /le: (305)795-2204 Fax: (305)756-8972 npettn Nu Inspection Date: 09/17/2007 Inspector: Dacquisto, David Owner: STAPLES, CLINTON Job Address: 842 96 Street NE Miami Shores Village, FL 33138- Project: <NONE> Block: Contractor: SAWGRASS BUILDERS, INC. Permit Type: Imported Permit Inspection Type: Survey Final Work Classification: Addition Phone Number Parcel Number 1132060142900 Lot: Phone: 561/750-9614 Building Department Comments ADDING MASTER BEDROOM SUITE OLD ?Ail Passed Inspector Comments CC rA, Failed Correction Needed Re-Inspection Fee ($75) No Additional Inspections can be scheduled re-inspection fee is paid . until Friday, September 14, 2007 Page 2 of 2 U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program ELEVATION CERTIFICATE important: Read the instructions on pages 1-8. TinEa reZruary 28.2009 JIT SECTION A - PROPERTY INFORMATION Al. Building Owner's Name CLINTON STAPLES AND KIM STAPLES For Intirjnce Company Use:/ Policy Number i�� ®° A2. Building. Street Address (including Apt, Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 842 N.E. 98 STREET Company NAIC Number City MIAMI SHORES State FL ZIP Code 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOTS 5 AND 6, BLOCK 75 OF MIAMI SHORES SECTION NO. 3 (10 -37) MIAMI -DADE (# 0305 -53 ) A4. Building Use (e.g., Residential, Non- Residential, Addition, Accessory, A5. Latitude/Longitude: tat 25 °51'49.4' Long. 80 °10'49. A6. Attach at least 2 photographs of the building if the Certificate is being A7. Building Diagram Number 8 A8. For a building with a crawl space or enclosure(s), provide a) Square footage of crawl space or enclosure(s) 3.168 sq ft b) No. of permanent flood openings in the crawl space or enclosure(s) walls within 1.0 foot above adjacent grade 6 c) Total net area of flood openings in A8.b 1.350 sq in etc.) RESIDENTIAL Horizontal Datum: ❑ NAD 1927 :a NAD 1983 used to obtain flood insurance. A9. For a building with an attached garage, provide: a) Square footage of attached garage 570 sq ft b) No. of permanent flood openings in the attached garage walls within 1.0 foot above adjacent grade 1 c) Total net area of flood openings in A9.b 210 sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number VILLAGE OF MIAMI SHORES 120652 B2. County Name MIAMI -DADE B3. State FL B4. Map/Panel Number 95. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 12025C 0093 J 7 -17 -95 3 -02 -94 X -- 0. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item 89. ❑ FIS Profile C 4 FIRM ❑ Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE in Item 89: _4 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 0 No Designation Date tJA ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* ►5 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, ARIA1 -A30, AR/AH, AR/AO. Complete Items C2.a -g below according to the building diagram specified in item A7. Benchmark Utilized N-800 Vertical Datum NGVD Conversion/Comments NA 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) Lowest adjacent (finished) grade (LAG) Highest adjacent (finished) grade (HAG) f) 9) Check the measurement used. 12.9$ 0 feet 10.x$ .4 feet N/A. ❑ feet 1Q.gg a feet 10.21 0 feet 1Q. ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) feet 0 meters (Puerto Rico only) ® Beet ❑ 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. /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. Certifier's Name ERNESTO BELTRAN License Number 4885 Title PROFESSIONAL SURVEYOR & MAPPER Company Name E. BELTRAN & ASSOCIATES, INC. Address 12533 S.W. 3 s - EET City MIAMI State FL ZIP Code 33175 Signatu Date 8-17 -2007 Telephone (305) 552 -7450 FEMA Form 81 -31, F: bruary 2006 See reverse side for continuation. Replaces all previous editions IMPQRTANT: 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. 842 N.E. 96TH STREET For Insurance Company Use: Policy Number City MIAMI SHORES State FL ZIP Code 33138 Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments C2 (b) LOWEST FLOOR ELEVATION OF BUILDING C2 (e) CONCRETE NC PAD CROWN OF ROAD = 9.68 FT. NGVD. Signature El Check here if attachments SECTION E - BUTDING 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 0 meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or 0 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. Date 8-17-2007 SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authors 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 coned to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments he if atta nenth SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinances can complete Sections A, B, C (or E), and 0 of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items 08. and G9. 01. ❑ 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.) 02. ❑ 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. -09.) 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 08. Elevation of as -built lowest floor (including basement) of the building: J] feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Community Name Signature Comments Title Telephone Date Jj Check here if aitachrnents Chheck FEMA Form 81 -31, February 2006 Replaces all previous editions Building Photographs See Instructions for Item A6. For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. 842 N.E. 96TH STREET Policy Number City MIAMI SHORES State FL ZIP Code 33138 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, following. FRONT VIEW RIGHT SIDE VIEW Building Photographs Continuation Page For Insurance Company Use: Building Street Address (including Apt, Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 842 N.E. 96TH STREET Policy Number City MIAMI SHORES State FL ZIP Code 33138 Company NAIC Number If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and "Rear View "; and, if required, "Right Side View" and "Left Side View." LEFT SIDE VIEW REAR VIEW *ADVAN2TAGE Pest Related Services Pre - Construction Termite Treatment 1- 800 -698 -7998 License #4439 Property Information v Treatment Date � Time: Lot Block im S 4o 1419*(1r Subdivision Name Cl t o/'►. QN1 6314' Street Address (if known) State Zip Owner Name (if known) Builder / Contractor Information Saioavi2sc . Name of Builder Shell Contractor Construction Type Monolithic Floating / Stemwall Patio Entry Driveway Product / Treatment Information Treatment Type (Must check one): Initial Under -Slab Product applied: Chlorpyrifos Concentration: �� % Square feet treated: 97 Supplemental Wood Treatment Final Cypermethrin Bora -Care Other Mixed Product Applied. (P1(2 Gallons Linear feet treated: EiIf box is checked, then either a final perimeter liquid treatment has been completed or a wood treatment is completed and the following statement is applicable: CERTIFICATE OF COMPLIANCE: The building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with the rules and laws established by the Florida Department of Agriculture and Consumer Services. Applicator's Name (Please Print) cA...t 8av ore 2800 NW 22ad Terrace, Pompano Beach, FL 33069 (954)968 -7717 fax (954)968 -2922 www.advantagepest.com Advantage Pest Related Services, Inc. 2800 NW 22nd Terrace Pom ano Beach, FL 33069"��'11 //,, Ac_stgcN----c-s--0.s- 96,-1-:-. 2- Advantage provided the pre - construction termite treatment for this structure. An 18 -month warranty is provided from the date of the initial "under slab" treatment. Please see your closing documents for a copy of your termite contract terms and conditions. The owner may purchase an Winded warranty. Addit will be made upon renewal. At any time during the warranty period, inspections owner may request an inspection for termites. Advantage is a f llservice pest control company. License number. JB4439 Phone: 800- 698 4998 U.S. DEPARTdVIENT OF HOMELAND SECURITY ELEVATION CERTIFICATE Federal Emergency Management Agency National Flood Insurance Program Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION Al. Building Owner's Name CLINTON STAPLES AND KIM STAPLES For Ind gce Comp plee* Policy Number A2. Building. Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 842 N.E. 96 STREET Company NAIC Number City MIAMI SHORES State FL ZIP Code 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOTS 5 AND 6, BLOCK 75 OF MIAMI SHORES SECTION NO. 3 (10 -37) MIAMI -DADE (# 0305 -53 ) A4. Building Use (e.g., Residential, Non - Residential, Addition, Accessory, etc.) A5. Latitude/Longitude: Lat. 25 °51'49.4' Long. 80 °10'49.2" A6. Attach at least 2 photographs of the building if the Certificate is being used A7. Building Diagram Number 8 A8. For a building with a crawl space or enclosure(s), provide a) Square footage of crawl space or enclosure(s) 3.168 sq ft b) No. of permanent flood openings in the crawl space or enclosure(s) walls within 1.0 foot above adjacent grade 6 c) Total net area of flood openings in A8.b 1.350 sq in RESIDENTIAL Horizontal Datum: ❑ NAD 1927 ® NAD 1983 to obtain flood insurance. A9. For a building with an attached garage, provide: a) Square footage of attached garage 5/Q sq ft b) No. of permanent flood openings in the attached garage walls within 1.0 foot above adjacent grade 1 c) Total net area of flood openings in A9.b Zjg sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number VILLAGE OF MIAMI SHORES 120652 B2. County Name MIAMI -DADE B3. State FL B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 12025C 0093 J 7 -17 -95 3 -02 -94 X - B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ► 2 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 / II No Designation Date I� ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) 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 N-800 Vertical Datum NGVD Conversion/Comments ! 1 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 stab) 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) Check the measurement used. 10.91) ® feet ❑ meters (Puerto Rico only) 10.98 k :4 feet ❑ meters (Puerto Rico only) N/A. 0 feet ❑ meters (Puerto Rico only) feet ❑ meters (Puerto Rico only) feet ❑ meters (Puerto Rico only) is feet ❑ meters (Puerto Rico only) 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. /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. Certifier's Name ERNESTO BELTRAN License Number 4885 Tale PROFESSIONAL SURVEYOR & MAPPER Company Name E. BELTRAN & ASSOCIATES, INC. Address 12533 S.W. Signature City MIAMI State FL ZIP Code 33175 Date 8-17 -2007 Telephone (305) 552 -7450 FEMA Form 81 -31, February 2006 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. 842 N.E. g6*" STREET City MIAMI SHORES State FL ZIP Code 33138 For Insurance Company Use: Policy Number Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments C2 (b) LOWEST FLOOR ELEVATION OF BUILDING C2 (e) CONCRETE A/C PAD CROWN OF ROAD = 9.68 FT. NGVD. �—q Date 8-17 -2007 lEj Check here if attachments SECTION E - SUILDt G 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. 61. 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. 62. 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 0 above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or 0 below the HAG. 64. Top of platform of machinery and/or equipment servicing the building is ❑ feet 0 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. 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 conect to the best of my know dge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone 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 is floodplain management ordinance can complete Sections A, B, G (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 08. Elevation of as -built lowest floor (including basement) of the building: 1] feet ❑ meters (PR) Datum 09. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Community Name Signature Comments Title Telephone Date J'1 Check her i(tachments FEMA Form 81 -31, February 2006 Replaces all previous editions Building Photographs See Instructions for Item A6. For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 842 N.E. 96TH STREET Policy Number City MIAMI SHORES State FL ZIP Code 33138 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, following. FRONT VIEW RIGHT SIDE VIEW i Building Photographs Continuation Page For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, andlor Bldg. No.) or P.O. Route and Box No. 842 N.E. 96- STREET Policy Number City MIAMI SHORES State FL ZIP Code 33138 Company NAIC Number If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and "Rear View "; and, if required, "Right Side View" and "Left Side View." LEFT SIDE VIEW REAR VIEW 17; I.E©METM SEP 14 2O(1 B Y: STATE OF FLORIDA AFFIDAVIT OF CLINTON LEE STAPLES ) SS COUNTY OF MIAMI -DADE) I, CLINTON LEE STAPLES, having personal knowledge of the statements contained herein, being over the age of 18 and otherwise sui juris, after being duly sworn deposes and states as follows: 1. I hereby acknowledge that to the best of my recollection, all necessary soil compaction tests were done during the construction of the addition at 842 N.E. 96th Street. 2. I have to the best of my ability tried to locate the proper parties to obtain said test(s) and have been unable to do so. 3. Any negative outcome stemming from improperly compacted soil (cracks in walls, concrete slabs, etc.) will cause liability solely to the building owner and/or the contractors and not to the City of Miami Shores whose due diligence during inspections and collection of required reports will be superseded with this document as it pertains to the soil compaction tests. FURTHER AFFIANT SAYETH NAUGHT. APAINI■ CLINTON LE PANIFOT STAPLES STATE OF FLORIDA SS COUNTY OF MIAMI -DADE BEFORE ME, the undersigned authority, personally appeared CLINTON LEE STAPLES, who after being first duly sworn, deposes, and says that he is CLINTON LEE STAPLES, that he has read the foregoing affidavit and, that said affidavit is of his personal knowledge, and that said affidavit statements are true and correct. l Sworn to and subscribed before me this l 7 day of September, 2007. My commission expires: Arr." / 9, 2 ► Notary Public, State of Florida at Large Personally known or produced identification produced: f6- PrI L\e- -/4' U s t ) 2 (type of identification August 23, 2005 City of Miami Shores Building Division, City Hall, Ref: 842 NE 96th Sreet. Miami Shores, Florida irg©MV,_TE SEP ��2� 8 21007 BY: - '/ - - -- INSPECTION ENGINEERS, INC. 13192 SW 130TH TERRACE, SUITE 102 MIAMI, FL 33186 TEL 305 232 -8691 FAX 305 232 -8725 Permit No. BP2004 -343 Date: 01 -13 -05 Owner : Staples Contractor: Sawgrass Contractors Re: In progress Structural Inspection until August 19, 2005 Engineer in charge: Adolfo Gonzalez, P.E. Dear Sirs, The following areas have been worked until August 19, 2005. At this moment the contractor is completing the CBS walls and Tie beams on the second floor. All rebars and concrete steps were inspected and they are according to the structural drawings, the Roof Trusses Wood design by Morris A. Shashoua P.E. were approved and have been installed according to the approved design. If there are any questions as to this matter please contact me. Respe SE'TT2 7 Adolf. onzalez, P.E. FL Re istration # 58620 LICENSED PROFESSIONAL ENGINEERS BUILDING DIAGNOSTICS INSPECTIONS ANALYSIS MAINTENANCE PLANNING DESIGN 0 2cu4 --341 APPROVED SUBJECT TO COMPLIAN 'E WITH ALL FE _R -',L STATE AND COUNTY RULES AND REG'J'^, -'C'JS 0 October 17, 2005 INSPECTION ENGINEERS, INC. 13192 SW 130TH TERRACE, SUITE 102 MIAMI, FL 33186 TEL 305 232 -8691 FAX 305 232 -8725 City of Miami Shores Building Division, City Hall, REF: 842 NE 96th Street Miami Shores, Florida Permit No. BP2004 -343 Contractor: Sawgrass Contractors Description of Construction: Structural Repairs Dear Building Official, I, Adolfo Gonzalez, P.E., having performed and approved the required inspections, hereby attest that "To the best of my knowledge and belief, the above described construction complies with the permitted documents." I also attest to the best of my knowledge and belief, that the approved permit plans represent the as -built condition of the structural and envelope components of said structure. This document is being prepared in accordance with Section 105.13.4.1 of the Florida Building Code and is being submitted to the City of Miami Shores Building Department at the time of the final inspection for the above referenced structure. Should you have any questions, or need any additional information, please do not hesitate to contact e. Sincer Ado f ` ngz, P.E. Florid, Registration No. 58620 LICENSED PROFESSIONAL ENGINEERS BUILDING DIAGNOSTICS INSPECTIONS ANALYSIS MAINTENANCE PLANNING DESIGN SEP -17 -2007 NON 02:21 PM BUILDING CODE COMPLIANCE OFFICE (BCCO)) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA Florida Storm Panels, Inc - 14475 N. W. 26h Avenue Opa Locke, Florida 33054 FAX N0. IMOMEVit 01 CEP 2 8 ADO/ d4iahil -D �� B C •J , FLORIDA METRO -DADE FL GLER BUILDING 140 WEST FLAMER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375-2901 F (305) 75 -2908 ,SCOPE: This NOA is being issued under the applicable rules and regulations g venting 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 whete.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 AH7 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 at 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 H gh Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 0.060" Alnmiaum Storm Panels Shutter APPROVAL DOCUMENT: Drawing No. 99 -230, titled" 0.060" Aluminum Storm Panel ", sheets I through 4 of 4, prepared by Knezevieh & Associates, Inc., dated July 19, 1999, last revision #4 dated May 23, 2002, bearing the Miami -Dade Cotmty.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 panel shall bear a permanent label with the manufacturer's name or logo, city, state and the 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 beetle 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 anti portion •otthe•NQAas displayed, then it shall be done in its entirety. • • • • INSPECTION: A copy of this entire NOA shall be provided to the ttsnrAy 1136 c rex br its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA, renews NOA # 02- 0531.05 and consists of this page 1 as avail as thartraVil do4;tenr rationed abcve. The submitted documentation was reviewed by Selmy A. Makr, P., • .'. . •••• • ... • NOA No 02 -0826.06 Expiration Date: 08/26/2007 • . : : : ••• Arpreai Date: 09/19/2002 • • • • • • • • • • • • • Pagel • •. .• • • • •• •• ... • • • •.• • • •n O t4... r0.6 •..Dag cL.r. 611 t.OLsD'. r•.iCS [TectT.T1 !0.17+..6 { CDwN .T1 ...awls, aaut 1114. /��•C 111. - Ia[1fRai 4.48 w..eyR •-=. 11C-al aE sr7EiC.t! c-1 l4.; H M1.•IT lat.ettla.•rIR.• aa.ica•rro. I. u4..111 - .114.1 ► / 79.1 a VDT A IT 4.'.C. t rl�G . C r4. tT•P F'T• a %af ram • CLiat ua•satr. a i< tt1 ms. ! Iera+.rc4ri64 'F' TRACK CONNECTION TO 3 OD COSTING STRUCTURE DETAIL ••Il s.b4A tan, •..V... aas ;s /L- 1$!1144.•.1 ■ill i uiVW•OT a1.• L -a.C. 4444410.4. S11 *AMOS 0.1ai1444 4.114414174 rat4444.4 4641.40 41 a01.LOW *VTR Of 4':.a.QYYV• TM t• 44440 41,14.4411101 BUILD -OUT MOUNT SECTION SCALa .1.. 1•.! a arM6 AL a • 0_,V Rait .e-.is as•N.i /CU c wom4.•T a 1.ws• 64. 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S WW1 PANEL SEPARATION FROM GLASS SCHEDULE a5!rive aESIG.Y taAatwl IP$?► ACTUAL SXurTEfa SPAN ILJ GET -6YI t1I u url SEPARATION RO7 INSTALLATIONS 30- OR LESS ADDY= I N "c pas► .NDal. sni EEPARATIOf: FOR PHST.iLIATIONS GREATER TP1s..•l 30' A9ItN l51 11N01351 SYsTE71S 1 3.2 SYSTEgS 1& 2 1 pp "''TUa^t/,fl am. SN ALL CC3 DIT10N5' tMD 3• -6" 2 -N4. 3 1 -1 /t 4..•_1).. 2..1/1. 3 1.1,1. 1 S• -a- 2 -1 /L 3 _ t -3/9 a•-0' 2 -1/1. 3 1-1/2 2 -1/4. 3 1.5/0 4.•_S.. 2-4. /c ] • 2-1/3 SflA 3•-••• 2 -1 /c 9 1 -1 /t a -•_D•• 2 -t /z. 3 1 -1 /t 5' -0- 2 -lr/. 3 •3 -3/9 a•-0- 3 -1/1. 3 1_1/2 T._0.. 2_1(1. 3 1 -3 /1. a• -S- 2 •3 /0 3 • 2 -3/9 80.6 • 3• -3•' 2 -1 /t 3 1 -1/1. O' -D•' 2 -t/. 3 1 -1 /1. 5' -0- 2.1/1. 3 1 -3/9 6•-7" 2 -104 3 1 -5/9 7 -D- ; -1/t. 3 1 -7/3 a' -t- 2.1/3 • 3 1-3/0 1 70.0 3._D.. t I -1/1. 1 1.9/8 2 -1/4. 3 1 -1 /:. S•-a- 2 -3/4. 3 1 -3/3 8• -D- 2 -i/1. 3 1 -5 /3 T. -0.. 2 -1 /L 3 2 .2 -1/2 3 2 -1/2 14,...14.100.11 4.44.4.44 'M• Trr t<ol CP■E*. ■. I*NL P 33L 111 1.•L• PDbi*E niA C4cp- . wrr 1.11. &I 0 3. D. tai.C*3 1(k tit • SiAt9 a N.rs. 11.444/4L 1.4401S 1.04470$ • r� r . r • a11•.44.4441a. P■FA.. mama T, •u.•m s* 41441 O b Moat 041.4.•7011 44111 4r 10 1.-74.: s r 11.1(4. Ain •**Id A/a0fP •111.$ Ta 00011. •fl.a • •16-11 044.L44*4.4 .4.441. 6 4A $44.64 .01.4.C47144441. - 1(11-04 STO 440 0•$111• *7 nwItinellS V'..7 0* IM tn3.iC NMT PIT'D to iASTEN•40 CC • An 11...mice ...cal s••SAi:A4a1HaLY w 1. o•••• ROTE : LO0 01 3523 001511. 0 LLIOE0 TD 1172 PM AIM A SiNi- P 11 .L0t0D3 OP 0 STORM PANEL INTERIOR FASTENING (ISOMETRIC) SALE • 1. If r. • 1.-a- • O1 t.ter 1.1.4 *001.1 v 44 LL •*114 •44..•1* P+•n•aal 0l PaPEL U11Nn Ix-act- en 1t1111 ALT. CORNER DETAIL }a000CIA6(LwID ■46Rip11i.g42:3I Maras 9Rk4a1e1te■ A t - abZ MAR 60o1i OMANI Ar4. ei>tEI� emus= asvaza a&c..pkina ••230.97[422• iitakraq Cade AmpeuL =AI. - 0.3'32.0 Erptraera Pap = oat 117 �� f 11.4.1271 Cauca t cilfu■ 99-230 Q• • Ls- . 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C►» _ C • • • t• • • • • taaa.1.16 tans •sue t-O.tbl el-tor 1tel-tor r a* amt. DOOM war t®ae t 011 IU Strait -I auatatt O sotatY.a•ltR I1. Vt.r. HaKda Stitt . Twat at 0 KOOS vale almost eased% tYO.Ot 16tt ate* all a M11CM AOISI. SS aOaittY a� ROM GLASS 174.111.6 trJ v1Y AC0 Mat wax vAsota aLYCM{T p L. t • Ot.ta nwat• �a..a...Sat to as pet 1 tao"/ttt6 tO.d�p StS!ARCS N•atytt •[FL coca {tTA '1!R BUILD -OUT MOUNT SECTION nSuC6 u1V.. al a oStSi S v Na lit s g 1..l p010$CVrt1gR at Rata 1tt.t. 11 1Sa a b1to t 11 0.0 1ajJ a . 11000 ;GIST .AYal CA 0ArittA 11 WS manta, j w •+u V 1. root. WALL. MOUNT SECTION (DIRECT MOUNT) SCALE a 1- • r.a- PA000CTMOM O iip]lasbMb ram /lad& Salami Gat. tttr$aral.N. • •0 • Eapi arias fat :7'f3t - • aw=Ci BE ISLES 6 Pm o aaapliakPita Urniar{i aali11gC1d. AspsvanS99 t - *3-7, • a5' a asap Att,,, Pip. I. &taaa Daihs ROTE: u$B 91 THIS CET:Pt. tS ualf d! 70 =T. P417. F SOFFIT MOUNT DETAIL .CAL£ 1 i' . r.a- 1 My Shwa Dv • Oisuins tadava Causal • • SSNera4. MVO. a nHit[3*AP AAOY SL 4.D:,' -E•TF ilEAa- *,ariNiA 7n11TTEiS, ;iE.YiMALTYIDJIM. TNt PLIOVISI]N L T FAR 731E 143033374747 OF i NOMA" OP µCC.: µ:1C7 IMMO 344 MIRY -U'Di Ci1,rY 487µ7T aiv:*3. 71154.µ7I PM nil *84 Witten-. HO*PZANE ZE* Iry NT 75 OP TIM FLORIDA SLALOM COOL Tai�� Y TNar TN µ5154p7.5 *7 rTS7 µ0S NOT p.QR57At7 091 Iv TN(ft 4441 fa 34341. 'S 4li:i INCa°Flit .71 *U.7'.F6tt: 70µ4.70f Oaf VSED IM 93r3a•7PIpt LL a TWt µN0.7 **4 W 7 Ox9TN 40.7053 UM Wahl 55P7µ'5,41370 ...IL PSL4.7rY P �1i o C *I.CUTA rnvli0 441 4 *CC[ o*NC7 1.t rr7,�tSCE'.ii one r.•CAALIty P*CT05 OP N0 .LO SMAU.L 17 =(0. 77I�( q PatppppY3{{,,� t44*•NTS 348L. Rrt• ANO DO T i1CWD "1"11UM a PLW 8UT'C- SSfi:iPi[ a 7707.74 p/ TNtf itlaTYPA ftflfPi T. 1 0,4003T Y jnjs4ilvG f S ao- f *=4..It } I tN,MH! Lyra wl i R4.• 9. !MME aPPle9•tat 00744(413 L97•PL5 4,144 t71AP :en 040.7•5,1 OF 87 PL7I5/Da 104.7.►! satin ...33 aOruN4J7Raiimt CCpL 0 SO. toots,. R70• STORM PANEL x4.05.4. -•r•s- Y(� �p�p�tt pFB� T� ea v1. ( 44[01 ,L 011• TYP, !. PROOVI0(�8F yr 4441 C9Pe�DA 'JCA 1 g TVli t 480010 W0T TRUN U1t OCa f l 110.1 D T W CnMNI µ447M W 44µ77484.4t6 48481044 MU fTA L 74581071 4.k ANGLE O ANGLE T. IV µa080•!0 DDL,r 4tvtan7 rO von aooncrdAL 0µ4440V77 441. .4400 µ04.1t . r 157.0- µfrc0 . r • r -L- 0. •:NSN TN( TI CftvOltlrTrtE 447484 rR PROM 4.i µ4434444h1 OOCUr$ ML "re 84/144444. L t1µ7 JJ.(Cr 4447 Op TMff f.01µ,64144 OPTION fe {0044 l- 7048. 4 7001 ��` ��111t4.. *3. At14n al 7$917445 TNNT 5477 �p C(IP�443NT 7(4857pµ0 3 D D4r •Np 47µL..441061. ,= g• 11.. !!AL(D uT F 571 t O5 N ...v. , .4 AR(D Ci 16.7174..17 trail 40NS a7 T VVV111�lll!fRRtlttN, la k9cIF1(Nr5 SllaJaHIT Tp M[ 1NO�KR��I011pYr "A 1 TO 4671 p P 1 t-. r I.- oar 1.,l t na44r a 44(-Tr SS 3Pa•T Do5t v 4. aµn0 44 R µ0 ANGLE ( STlDDECr ANGLE ltAtt .1^ • r.P• 1 1.471. 1 I=qp)1 TT v1.1 5377 500517474771A747 u TN[ r 144148144E Y sut.E • T•! 4- ]ENE µ04.75L$ 4417•? OPTION -b' !Malt, !s aCCLO •Y TNC Ws.0D10 048484434. raaM as Nat *55707 -44744 4LUM7NUM ALLOY. 0.060- 74C+µ. 4114 • MY. 1_le 4tRO91M51111. 47. CRODUCT *1A1UON fga S *ITTN1N 177 P DNt gNp Q� TNT P Lg6 4 M a 4440544 MOMS NA 441446 P@p P&NCL 4µt0 54!7444. sE v1C1!taNiN� Y La�ELtO •r • fttRda ' tram. . 4.v o•coos wrifiereooreot.Aorsc.00 7( 447 tx.ivoivintwrotyas OAv man 951 37000.135 SIM. %1tH A r1. ALL (07.4100)$ 744044: 0C 4061 -4 ALUHNUM ALLAY. 33 44 `Q [ p s 11, 44u701744 a 15 OM S -S O 7CDN INID7C 5171 4MLILi iir'_ (44775 sOh' 4 *NO L'Pt 5•. 015,.37744. 511 apt 77 0.1 314.4: +y *� • • M u..OIr ....memo 415 f `S4. i(a�xuT�t 1 +44 [mlttaiid54 Pa 4.T .4.y a a • KEYHOLE WASHER pTLlYlaa J78L �µ t Pt! A9 OY 4.v! IR• 14'YJa 4.I 13 r•X vrtM $ T LU Ml ty�( 77441.5. 751.5 5437 to %15,07! TAI tlr4tnlis4 •.k..:.1:t. ►971 vµ4477 JPa 1.Q 0014.µN J]" . 11. 444 AL7 ON( 1t4R3*14atL T( }yPa�1�1 s 4. /i [ P a{tAp IN A pNp1lLps US NV N ,141.. 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VTOL 05µ4t•!0 *7e144µ0 1.•J ONS7RS4 11 SOmr CHANNEL 37,17. 004.7 •117 5.10• N4!. tola3 TO OA .Q 7••10 046,400 1507 *0M Mawr Ci)(1) es 50061 (J TYPICAI• ELEVATION SYSTE 4 13 ""wr 447871• P157747R5 O14•114057154*tan 0(744400. 70• •••4475 1117441. 011 T- a• V 4•7077( OR LO7E7T 445µ41P41744 447M50! Q 1.174. 044 071 11 -1µ3- 0.1. 55 71511 440411775 1Nµ44 05.8* T7A71 1• 37400(5 Moats VMW Z7tmm P 6-1rµ- O C 5. 051(8 41544•.475 ' amp 4. moats p 1. 114. - OG OR 1t -1.I( - a L 7744748.• •••• 1.17 1. 19:7 • 5(7 *770OoSOS 01. *40 *7 •03.03 1St SO IM1 *L OOvar •• e. 7µ171r 705*•J•e OC•051, 55440 • • • • 8551.30 •44517•.107 TA. 1545 oats 44 .a Mil 44 7364 •µ1.7b 01541 7 *4 t OLo:on( h077. 44Poo. TO 4• • 5• Ma;• 7µ5703111.1 11• Mt 759 013.••LA*35 LOSS roar w 151.41 T4 me 310 0445 IV 33.131 04145•40 *05 0714770 4448*. • re pro. ItU.+4320710404.5 450 µ44:n 1,3535 *.7.151 13313331 ref Ira 4451.•-O.• 0ILI3N 3µ PLAN VIEW tat 4-.... 1S 5. • 1•4:4 t 440707 4.487L17µ est !{S rots 5 5 ••0374, •Lira T4•µ7 Irr=1 36µ41.v1• • v.•• O 144 CLOSURE %Cots.1- • 44.5. ®44440.447 047 n77L7 s11µ4..7 ? 14411.7.443.711 146441 some 0400111 S•alalt•. Moe 01.351 01 *E01.51311.331 14830510H 74433070 30103.7. 5151144 4405 *4y vtt *ow ilstos L0.•••3103310 .7I5! Ptah Yty 48011141 �*47t57770.1 30531 • ®S)WI 0µ144T 44'01 TYPICAL ELEVATION SYSTEM 23 \. pV(Rtli •43[(NC47 ON noworON. run 814.1054. 165 a 'DIMS 450*inS SMALL 0 t M- 7.4.(* 08 S TI/5M= 44µL611!114 53133* (0 ■•141 -p.0 9• Lv(L7 44504T1 41744 485040•5 53 6 -711- 0 7. 4-414.. 13•301..10. MO4 8 1. 3301 043.y, 1T191. 3.1547 0.503•1 7166 a t•IT304*1.l 0.06. 100 St1474441.7141,613 05 time. 10707 303 O .63. Pao 4 313 3 104011 5L57444 •rt7 TL0 at PO". 1.45 41•0•00.3:3305112 *CO •• *432•7•736 7*1311 L 11407 M TT. 7µa.40.-• 33031 on ' -•ate rR000LTR6VISTD 544 m61TJi5(*Y7tbs TOr(14 %t011(OA. Au.. L- • ]l. o 5 24. roase1s*A A 1, 434364 Rork µGWM DitiriP• • - 7 '1(11 a A+5a[IATt5 INC. 1021 tNIIIMtto2 • PIOI Ii r hITIN+ w1YtYiro.1UNi Ito • lOtt400440UIt, 1!112 24814 • nw Oft 104114 • mouth •LOt twwftlaa.a k4 • e M1„ tn®m[IMauuu 1 eaT tMtuylCU a A UCI *Ti jet wa zz t eo HOW LOO -L I -'d3S 054 Na Wg tan. .Z'4.. 34 S O fµ05 3Q 30' 4.2 01. 6m IA74M0•, T N 9.9-23-0 FASTENER AMi7G•.1LS■ SP.C;•SG ANCHOR SCHEDULE QESIGN LO.:D$ ARO SPiSaS II:ICPE33 NECIAAPIES FOR VARIDI.& c - a x 7.2 G7 Z 5 m I�j, '`0 A14CRDR TYPE 9.0.0 AI IN, 3 QGE DISTANCE MIN. 3 EOSE _113 -MazE Ps- nA:C iss-4 FATE q /ALCM 3' -7- .NOTE II 0.M CP 1.3 I• -3" paws I /61Lp, E• -3- mart IJ PANE LP t0 3' -7' {Wren IJ SPAMNPI• 5.-3.. {a N:M1 TPM940 f• S' -5- (mum ii 0 /04M1ER 1 YPE 3 3 CARD TYPE t 33 MER 3al+ttrl t TYPE 1 2 3 TTF 1 6EincN I a 6 - 2 �nvct3O3 I2 TYPE 31 ��NEMON TYPE 3 V Ai a n • 1 :l IWITKIBY1711Tt7Jal.M. Vc•0.7W TAPCom W/ 1-407- rm. OnaltaPROM 65 Qi tIMIMI :il:liVii c - II 3013 L -15 . 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VLLMEE n 10 3 OEM OW] CI M©Ln MOD ®!!f 4 1i e9 ..,,L1tai3�i!1i��IC/iiii�fii' E*,}��{'mRPT}:!yIUDIi3E}i�E�/ Bi:EIF!T�1�{iil�.0}�0�10�IEI In :�1LIQ1f�i(:�.L Wm 2�T= �1/33M33��:iaa m ou 10 + P�. • 1/0.- A ►OwIyIS CwLR.IN .. /liar /6T S7eI1 RA N� 1rY:.. 31SG� '.{1��:y1f�JE�r��/��.•y-�.�- i' n1iGifVYfii[ 66�1i��liiliJf�ir9 .naBzirl/1�n,./�4LMiiJi:Jif.7� �}�/QU.C�Ci^'� • MI: 7r . iP11!, �mmal �! i1!` B • _17 i1 ■a 5.r 6 •• • •• �1�I •ii .�,..p�. '�Yro4'„G' STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION PERMIT COVSTRDCTION PERMIT FOR: [�N] New System (X) Existing System [ ] Repair [N] Abandonment o APPLICANT: L- rL / G . A S4 S + & f'v e s PROPERTY ADDRESS: [F711] Holding Tank [ ] Temporary PERMIT NO. > 6 1 7 DATE PAID: FEE PAID: RECEIPT #: Ef [ ] Innovative 3'j 2. iJ E 1 cf Ce s f• giappa Sit o r .t F% 3 r a g LOT: 5414. nom *7 s SUBDIVISION: PROPERTY ID $: _/(.5206a-01.4-z206 J 1 Q 1.40 Jkore,.] [SECTION, TOWNSHIP, RANGE, PARCEL NUMBER] [OR TAX ID NUMBER] 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 SAFTISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD OF TINE. 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 DESI¢N AND SPECIFICATIONS T [Q Q0] GALLONS / GPD SEP ..0 TANK AEROBIC UNIT CAPACITY MULTI- CHAMBERED /IN- SERIES [ ] A (9 0 01 GALLONS / GPD 'A-?iN is 4 h%1< . CAPACITY MULTI - CHAMBERED /IN- SERIES [ ] N [ ] GALLONS GREASE INTERCEPTOR CAPACITY [MAXIMUM CAPACITY SINGLE TANK: 1250 GALLONS] K [ ] GALLONS DOSING TANK CAPACITY [ ]GALLONS ® [ ] DOSES PER 24 MRS * PUMPS [ ] D 132* ] SQUARE FEET P Y RAINFIELD SYSTEM R [ 2 (J1) ] SQUARE FEES Z. � ra L qtIi' bysTEM A TYPE SYSTEM: [ ] STANARD [] FILLED [ ] MOUND I CONFIGURATION: 1 1 TRENCH Its] BED [ ] N F LOCATION OF BENCHMARK: 1 2 3 0' /4 ` ci , V .. 0 - f ,F L t tail ' I ELEVATION OF PROPOSED SYSTEM SITE (j 7 O [ INCHES FT] [ABOVE /BELOW] BENCHMARK /REFERENCE POINT BENCHMARK /REFERENCE POINT E BOTTOM OF DRAINFIELD TO BE [ti,,,o] [INCBES/FT] [ABOVE /BELOW L ��)) D FILL REQUIRED: [N644,1 Iv PrO 4-44 affh:t4:41 ] INCHES EXCAVATION REQUIRED: [ y ] O T H E R ROVED A,.PPB F � MIVAIIPAIRLIMMENINAN WY ilr :11 't no. t o-i SPECIFICATIONS BY: APPROVED BY: DATE ISSUED: ear "c d. 4: =tat: Ilasilth 11P-1n tZ�I04 TITLE: DH 4016, 12/99 (Page 1) (Previous Editions May Be Used) ITLE EXPIRATION DATE: Part 1 - Health Department Part 2 - Applicant Part 3 - Installer /Contractor CHD Wm. Page 1 of 3 MIAMICDAIM 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 PGT Industries P.O. Box 1529 Nokomis, FL 34274 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 High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: SH- Aluminum Single Hung Window Standard w/Heavy Duty Meeting Rail APPROVAL DOCUMENT: Drawing No. 2737, titled "Aluminum Single Hung Window (TG -B) ", sheets 1 through 4 of 4, prepared, signed and sealed by Robert L.Clark, P.E., dated 9/06/01, 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: 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 ",Tinless 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 # 01- 0516.11 and, consists of this page 1 as well as approval document mentioned above. The submitted documentation was review eeyTjltpodp.Ircerman, P.E. NOA No 02 -0702.03 Expiration Date: October 04, 2006 Approval Date: July 15, 2002 Page 1 MAX. WIDTH 53.125" MAX. FIXED LRE DAYUGHT OPENING 49.125" w 5" 7 w • MAX K D 0 • - IX Id 0 O 10" ZU MAX L MAX. HEIGHT 76.000" MAX. FIXED UTE HEIGHT FROM BOTTOM OF MEETING RAIL 37 /2" MAX. FIXED LITE DAYUGHT OPENING 34.375" - CENTERUNE OF MEETING RAIL MAX. VENT DAYLIGHT OPENING 34.375" NON - IMPACT WINDOWS MAX. VENT DAYLIGHT OPENING 48.125" 1.) TEST REPORT, GLAZING, MAXIMUM A) FTL -2957, 3/16" TEMPERED, 6 FTL -2958, 3/16" ANNEALED, 2.) MANUFACTURED WITH HEAVY DUTY 3.) SHUTTERS ARE REQUIRED AT ALL 4.) SEE SHEET 2 OF 7 FOR SECTION SIZE 53.125 x 76.000 (Al, A3, A4) 53.125 x 76.000 MEETING RAIL INSTALLATIONS DETAILS 3/16" GLASS Robert L Qirk. P.E. PE /39712 Structural COMPARATIVE ANALYSIS FOR: GLASS, 3115 TEMPERED ►TL- 2957 (A1,1344) Window Width Window Height 25.000 (4) 35.375 (4) 50.625 (4) 63.000 (6) 76000 (6) nag p00 nog Pes nos pos 809 P0I nes Pes 19.123 (2) .130.00 56.70 - 135.00 56.70 - 13300 58.70 430.10 56.70 -100.40 56.70 24.000 (2) -135.00 5670 - 135.00 5670 .135.00 56.70 41600 56.70 .57.50 56.70 26.500 (2) .13600 56.70 .135.00 5670 -135.00 55.70 - 112.90 56.70 43.20 56.70 32.000 13) - 135.00 56.70 - 135.00 56.70 .135.00 56.70 -110.00 5670 .77.00 56.70 37.000 (3) .135.00 56.70 -133.00 56.75 -135.00 5670 -110.00 5470 •75.70 56.70 40.000 (3) 435.00 5670 43600 5670 - 135.00 56.70 -110.00 5670 -75.60 5670 44.000 (3) .135.00 56.70. -13500 5670 42350 5670 .110.00 5670 .75.80 5670 45.000 (3) - 135.00 56.70 .133.00 5670 -10660 56.70 4650 56.70 .75.60 00.70 53.125 14) -135.00 5670 - 117.40 5670 45.70 56.70 43.30 56.70 .7540 56.70 COMPARATIVE ANALYSIS F0111 GLASS: 3116 ANNEALED FTT.. 2958 Window Width Window Nelght 26.000 (4) 36.375 (4) 50.625 (4) 63.000 (5) 76.000 (6) nag Po. nag Pes nog pas nog Pot nos pos 19.128 (2) 420.00 56.87 - 120.00 56.67 . 120.00 86.67 - 111.60 58.87 - 86.30 66.67 24.000 (2) - 120.00 56.57 .120.00 56.67 -120.00 56.6? - 100.30 5467 -70.20 55.67 26.500 (2) . 120.00 55.57 - 12400 56.67 - 120.00 56.67 -97.00 56.87 .71.60 58.67 32.000 (3) -120.00 5687 - 120.00 5667 - 101.70 6667 41.50 55.67 .86.70 5667 37.000 (3) -120.00 56.57 - 12600 56.57 -6640 58.87_ -70.10 5667 41.90 8667 40.000 (3) .120.00 5657 41660 66.57 40.90 58.67 45.50 5667 47.70 55.57 44.000 (3) - 120.00 5457 - 110.80 56.67 - 7310 58.57 -59.20 5687 -52.30 82.30 48.000 (3) - 120.00 56.67 -10440 56.57 .54.80 59.57 -53.90 5390 4840 45.00 83.125 (4) 420.00 66.67 - 9670 56.87 36.50 5467 47.90 47.90 .003.10 43.10 COMPARATIVE ANALYSIS NOTES, 14 Numbers In)) parentheses are quantity of anchors per site. 2.) Nagative 0e4ga Lead* besad e,t Compa0ties Anoysis sod Otass Table aerie 51300. 3.) Pas1lha Design Loads based an Comparative analysis and Water Test Pressure. 4) Number* are kw 010 somas or 3H8" Tapeons. (812 ooewo maybe uw6 5,.1.04 *1510•.) 5.) Anthem 5" maw. ham each comer and 5" max. on Other stele o1 meeting rah Max. amber spacing el 16- at lambs end at bead and MIL l , 3/16 GLAZING DETAIL .375 MIN. j GLASS BITE APPROVED AS COMpLYYIG W7M1HE swot FLORIDA &ROM MOE DATE Ocrat;e61000l . BY isl401 1 •�a.,a� moo= coma wadi [imam CODE T;DMPwNOEOFFICE ACCEPTANCE NO. 01- 0516.1 T■ INDUSTRIES erad By-' Oslo: F.RK. 9/6/01 REDRAWN Drano Or F.K. Date: 4/18/01 FLANGED W/ 3/16T OR 3/16A GLASS ALUMINUM SINGLE HUNG WINDOW (TG -B) 1070 TECHNOLOGY ERNE P.O. 80X 1520 NOKOMIS. FL 34275 NOKOMIS. FL 34274 Sertes/Nodet: SH -4000 Scab: NTS Sheet: Drawing No. 1 or 4 2737 Rev. A — MAX. FIXED LITE 2.129" MAX. DAYLIGHT OPENING VENT FIXED LITE 2.000" MAX. FIXED LITE DAYLIGHT OPENING MAX. HEIGHT 1 MAX. VENT DAYLIGHT OPENING VERTICAL SECTION OPTIONAL MAX. DAYLIGHT OPENING MAX. WIDTH HORIZONTAL SECTION Ow- NON — IMPACT WINDOWS 1.) TEST REPORT, GLAZING, MAXIMUM SIZE A) FTL -2957, 3/16" TEMPERED, 53.125 x 76.000 (Al, A3, A4) B) FTL -2958, 3/16" ANNEALED, 53.125 x 76.000 2.) MANUFACTURED WITH HEAVY DUTY MEETING RAIL PRODUCT REVISED CDpiC de w tSe iTo,iy Atentessee Exgratloa Date TMr sly 3.) SHUTTERS ARE REQUIRED AT ALL INSTALLATIONS APPROVED AS COMPLYING WE THE SOUTH FLORIDA BUILNNO CODE DATE Gct o4,2001 BY 1S4vn 1 • L�4SV.J. PROalcr ccNma. olwsl0ii BUILamG C0oE dciPUANCE OFFICE Accuro ENO.ol- a51b'11 e/ Roberti dark. P.E. PE #39712 Stnrrngol I INDUSTRIES,_ Drawn Br F.K. Description: Resod By: Dote: Revisions: F.K. 9/6/01 REDRAWN Date: 4/18/01 SECTIONS FROM SHEET 1, 3/16 GLASS TRb: ALUMINUM SINGLE HUNG WINDOW (TG —B) 1070 TECHNOLOGY DRIVE NOKOMIS. FL 34275 Series/Model: Scale: Sheet Drawing No. Res. P.D. sox 1529 NTS 2 o14 2737 A NOKOMIS. FL 34274 SH -4000 2.000 —► 1.609 1.160 .5o 1.369 2.129 HEAD EXTRUSION 11111F4' 1521 1 2.197 1.462 02 SILL EXTRUSION © JAMB EXTRUSION .062 ® HEAVY DUTY ® SASH TOP RAIL ® SASH BOTTOM RAIL EXTRUSION MEETING RAIL EXTRUSION .926 f--- .oso ® SASH SIDE RAIL EXTRUSION 977 CI SASH RAIL BOTTOM LOCK REFERENCE TEST REPORTS: FTL -2957, FTL -2958 ITEM DESCRIPTION PGT # VENDOR VENDOR # 1 FLANGED FRAME HEAD 62703 6063 —T6 2 FLANGED FRAME SILL 62704 6063 —T6 3 FLANGED FRAME JAMB 62705 6063 —T6 5 HEAVY DUTY FIXED MEETING RAIL 6534525 6063 —T6 534525 6 SASH TOP RAIL 6534522 6063 —T6 534522 7 SASH BOTTOM RAIL 6534523 6063 —T6 534523 8 SASH SIDE RAIL 6534524 6063 —T6 534524 9 SASH STOP 66387 6063 —T6 AF -6387 10 SASH CAM INSERT (L.H. & R.H.) 42800 PGT 11 18 x .750 OUAD PAN HEAD SMS 7834PA SPENCER OR = 12 WEATHERSTRIP, VINYL BULB W /LEAF 6TP249 TEAM PLASTICS TP -249 13 SWEEP LATCH 71096 MINIATURE DIE CASTING PGT.214.XX 14 18 x .625 PHILLIPS FLAT HEAD SMS 7858 SPENCER OR = 15 BALANCE CALDWELL 16 WEATHERSTRIP, .187 x .270 FIN 61062 TEAM PLASTICS FS7826 -187 17 WEATHERSTRIP, .187 x .200. F1N 67919 SCHLEGEL FS7919 -187 18 BALANCE TAKE —OUT CUP 7121UM CALDWELL 19 SILICON GLAZING SEALANT 62899 DOW, GE OR EQUAL 20 SSB 3/32" ANNEALED GLASS 21 DSB 1/8" ANNEALED GLASS 22 SSB & DSB GLAZING BEAD 65200 FLORIDA SCREEN OR = 05 -200 23 3/16" ANNEALED GLASS 24 3/16" TEMPERED GLASS 25 26 y16" GLAZING BEAD 65196 FLORIDA SCREEN OR = 05 -196 x 1.000 QUAD PAN HEAD SMS 781 PO SPENCER OR = 27 1 ° x 1.5° OPEN CELL FOAM PAD 28 SCREEN ASSEMBLY 32 SASH BOTTOM RAIL LOCK 62721 6063 —T6 33 SASH BOTTOM RAIL LOCK SPRING 62721 S. SR ram= REVISED feel& ▪ Cale Di• destles �3 APPROVEDAScoW.vlNG WHINE > BUILDING COVE D A T E 0yT 4'41_2001 By lStl4" pROa1cT coma. DMSION BURdNG C0oE dOMPUAKIEOFFlCB ACCEPTANCE NO. 0 1- 0516.11 re 3a t - INDUSTRIES Roved 6Y• F.K. 10/5/01 Reviaionx RENUMBERED Drown F.K. De1 4/18/01 PROFILES & PARTS TRW ALUMINUM SINGLE HUNG WINDOW (TG -B) 1070 TECHNOLOGY DRM: NOKOMIS. FL 34275 N O. BOX 1529 ows FL 34274 sew. SH -4000 NTS Sheet 3 of 4 Dvawtnq No. 2737 Rev: C • TYPICAL HEAD CONFIGURATIONS 1 x WOOD BUCK L. .250 MAX. Kl <.• •` 1.250 1I • 1 3/16" TAPCON MAX. /10 PANHEAD OR 112 PANHEAD 110 PANHEAD OR 112 PANHEAD .250 f 1.250 2 x WOOD BUCK TYPICAL SILL CONFIGURATIONS a d/ NOTES: Robert L. rl! 1.) REFERENCE TEST REPORTS: FR -2957 (Al. A3, A4). FTL -2958 PE #39712 2.) ANCHORS ARE /10 SCREWS OR 3/16" TAPCONS. (112 SCREWS MAY BE USED INSTEAD) Structural 3.) ANCHORS ARE LOCATED 5' MAXIMUM FROM EACH CORNER AND 5" MAXIMUM ON EITHER SIDE OF MEETING RAIL. MAXIMUM ANCHOR SPACING OF 16" AT JAMBS AND 20" AT HEAD AND SILL. TYPICAL JAMB CONFIGURATIONS 110 PANHEAD OR 112 PANHEAD --1 1.250 .250 MAX. a p{y � ihf Florida No o2 -o3Q' 03 ue D ro I 4 Deb Pedal 2 x WOOD BUCK *maw ASCOI/MI G%Mid SOUTH FLORIDA W,L9Nm NOE DATE, BcT 6ee0V- Ql l BY 15449 l•Lk <�S PRODUCT CONTROL prvtaDN BUILDDRG CODE EOM•O•NCE0FRC6 ACCEPTANCE /40. 01 -0516. 11 FAT INDUSTRIES Revsd fi'JI. a Revktona: F.K. 9/6/01 REDRAWN D.a.n Dr F.K. Dram /18/01 ANCHORAGE DETAILS - FLANGE ALUMINUM SINGLE HUNG WINDOW (TG -B) 1070 TECHNOLOGY DRIVE NOKOMIS, FL 34275 Series/Modeh Seek: Sheet: • Drawing Na. Rev: 1529 NOKOMIS, FL 34274 SH -4000 NTS 4 of 4 2737 A Mar 14 05 02:57p Gina MAR-04-2003 TUE 11:27 AK Deerfield Bldrs Supply MIAM BUILDING COD B COMPLIANCE OFFICE DICCEN PRODUCT CON1ROL DIVISION 1 4 en NOTICE OF ACCEPTANCE OA 5 6 1 -750-7079 FAX NO. 95 570 8673 Thermo-Tea Corporation 100 Muuteld Road Butler, IN 46721 This NOA is being issued under the applicable rules and engdotions governing the use of eonseuetion maerials. The doeumentanom subiniued has been reviewed by Miami-Dack County Peoduct C.antrol Diviion and accepted by the 802491 of Rules and Appeals (BORA) to be used in Miami Dad County and other area Mere allowed by the Authority Having Jurisdiaian (A111). This NOA shall not bc valid after the expiration date stated below. The Miami-Dade County Product Conant Division (In Miami Dark County) and/or tbe MU to wens other Mau Miami Dade C,orenty) reserve the right to have this Induct ar material tested far quality assent= purposes. If this product or mataial ails to perlban in the al:caned manner, the numulacturer will incur the asperse of such testing and the Alll nay immediately :evoke, modify, or suspend dense of such product or matedal within theirkeisdietion. BORA reserves die right to revoke this acceptance, if it is determined by Mienti-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 thaticarn Zone of the Florida Building Code. DESCRIPTION: mBoachosark -16 Legged" OntswingResieketiailersalatedSteel Daor-Inapset Resistant / APPROVAL DOCUMENT: Drawing No. ED-1701-8, tided 'Outnving Residnuial Insulated Steel Door with Wood Frame. sheets I through 5 of 5, prepared. by Rick Vhight Consulting, dated 2121/99, bearing dm Miami- Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami-Dade County Panduct Cannot Division. IVIISSIILE IMPACT RATING! Large andSsordIllressile Impart LABELING: Each unit shall bear a pemtanent label with the manufacturer's neon or logo. city. state and following statement "Miami-Dad County Product Central Appreered*. unless otherwiw noted herein. RENEWAL of this ?4�A shall be eansideted after a renewal application has been filed and there has been no change in the applicable building code Ilegadvely affecting the performance ofthis product. TERMINATION alibis NOA will occur after the expitztion date or inhere has been a revision ar champ in the maleriala. use and/or manufachnearthe prod= or process. Misuse of this NOA as an evidorsement litany Procioot . for sales, advertising az any other mimeses shall automatically terminate this NO& Failure to comply with any section of this NOA shall be cause fiar nomination and removal 0( NOA. ADVTATISEMENT: The NOA number preceded by the wards Miami-Dade County. Florida. and followed by be dome in its entirety. she expiration date ntay be dispkryed in advertising literature. If any portion oldie NOA is displaycd. then it shall INSPECITON: A copy alibis entire NOA shall be provided to the uscr by the imaistratterer or hs disbibulms and shall be available for inspection at the job site in the request or the Building Weld. This 1104 renews NOA 9 94429.01 and, consists olthis page I as wen as approval doeumatt mentioned above. The submittal documentation was revielead by Rani Rodriguez. Score: P..2 2 P. 01 15/96q--343 MIAMI-DADE COUNTY. FIXBUDA METIUIDADE FLAGLER EtutLDINO tat wiEST FIAOLIER mem SUITE IMO MIAMI. FLORIDA 331M-1S03 (30S) 37$-2901 FAX 085)37S-291X NOA No 82-0401.04 Expiration Date: May X Ditty Apprewd Date: May 09, 2092 Page 1;03 :71,1134.1 : 017.00L11 TO WM re: :cum PLog= ezer.m: CODE 1114 EOBION FOR 1001 -40E COUNTY. Z NOW NNW Of OMENS. SW TM M NORED SIMPLY TO tR0011131 LOOS TO 11* ITRUCTURE. 3. POUT WARS SHILL, 11 AS ,limo ANO WUXI AS 11400 ON 0043. ANCHOR wagon TO SAW /ATONAL SMALL OE BEYOND WALL 011311IN0 00 STUCCO, • •. R,1PACT enigTANT SMUTTE*1 NOT REOU0K0 6. OE' 4NED MURK WINO PALL 22 Al FOLLOWS: FDN 1'8' 0000 FIbANUA SU WALL 00 WV S - FOR d'0' WOOD FNiWt1: 511 MU ON SHEET 3 feet ..& C09 kii�1Sl 0rCt 201 slut at 4c. (0.02i'� nlnlaaAm 1R1c... 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W ALI li::iW au L:>tt_ 1.311M lLf(CrItlellittalCa/lrilti7S)ra,IZIWCEYL11141:11JEIA11231 tit tvrirarimarzLEI.LiqicgrigHttLiAdniztrooricztut, iL1117:r WLaA FT i n ck.arirr?r tr711,rrr-. rtillf. r■1.w1• t 11C111Frii�1t alt i Fill tr MAIM 1- ;wrrr rya f'Ytt CT_" (tirtr rryt iI D F1/1 fli777.1 tktI =ill L1^.. ttt/ i �I 1 F�.nics�^ r tl FI LIC3'J" nYi 7r „r E 14117.171. t 1.J L a,`> F31/�rtS7'i?"U Er I l fitit=irt �L,"'1 111 ION 0 - "Ae 0 1 0 111 0 Alk 'a" ,6'8" cOLOIAL 6 PANEL DO VIEWED FBCM EXTERIOR (f 4OWN Fn41 CURRY OF vino ANCHOR L,¢CAIIQN$ p 31tf UYCUI 11 E EC-'t7Gi -A / 10!-e ; t ! ] OF 5 0 0 0 0 DESIGN PRESSOR RATING rro C NOOATNR IMtect.nwrasvan 1ev001•1030 MM Nam coot Dr FYft crk �` 'Lie/ AMU it mum lugl eN GA auk Dig 11. el IWO = uua yet -ANAL II 1II1I' t'; Rf� comma (et3J 451-3611 z1711811 Ps Ga. sei Qi- 1)01 -8 C (.1 W000 OR WORRY VIPT Ti For" fort 4000 94E%TRATt FOR MASONRY Stl8STRATE S m 0 Elk if Wee N R 0 _ RNO TREE • P • N A p r. • r• • ,31 0 VA» lL 0 0 0 N ER1DR 14 aft it "' 9&) @HOF }ZONTAL CRO$S SECTION ea 7 fr "sr ram Woaa suarnot 0 FOR NASO!(W MEIRATE 0 0 w 0 EXTERIOR 0 0 i .e.ez ALUMINUM %j a p r IN j�/ T IMP H 0 0 that TO OE USW WNEBt WATER REARNWENT IS NU0014 rO1x1.• R6SIGENfW DADA t"AE*EARkrinO J�ieEa- 1Ttl1U/ / S E 1 Oi !1 -Y / POTS Q i 3 or 6 wow MASONRY MAIM OR N tliaw ,r os • tt OWIWIe ,r fit -aoaa Wan cat two/wet WM 8 L "1 111111�1 lour mue l�lill (0+33 684 -3031 e r 314110 eats N.Y.B. c.E.e. EO- 17DI -W war 4 w INTERIOR FOR %too 9B8t7RATC FOR IKSCNET Su5StME C..S, S f4R R OENfUI DOOR Frregiagicol QOR�*CASK 401up rRiM 5 OFF�I -E / 1F16RS 141 OF 6 NOOKTRIXDWA ienpuaA l 0¢ IPIlt N,T,S• X oXyw MO CWe ftl+/on N� DIM n a Ic=. . • an'Tulit7171114 orcYdcariai,'n�DL£ ?>trllrlur111� 1 E11.rTC.�`:.?'T'.'1) COG 7.117111103:37.111111 u1 r71,mac. Iraus -c s as us tia�l,mliwi Mat itLtL i/1:31 IL. StLIM1:1lfMLA= ET�. 1St rat MI=1" MIT/ 4 Zit L 41111111111111111161111111111/41 t71 ritr� r1M}it,',7771.Tlrilr 1117011 2171PL� 11-11 r Ir2141774 ^1' ,71711171:lf'."IC1 7 W71�71CII3G[ �1:rrlr ,77wnr,. il111 ! T�r1KiWLKtILTLRI7/tirr QIIII��> a;. :„TZTT;za- n11.^IL?�t= [LAIZ� 1i11`.i41sri : izzrf7uJ immersommimme if■Ii Ari:TsTi!'LrrrRitlt its ci" r.tw:mu�T z—rincari--I10 1. drucan_rn::orah ft_it_T� �3CS1 7� ii1F r: , :.. i i `I rsuriarTrirrnarTirtrarrnutinAturrr ;l o t�s74.111 x771167111; 1-tir. 4 Pt,'7t.rz?T�.31 �'`�i k./ ta'LTT 11:1; 1-11. 41 /11.11;11-,1117111177.11 � t al in Triu tarn. OMR fl •:'i ("L'r• Y tr'rlrir x.71' nv T i r^.T�? IV R"%71°R1,cr u1" t11111117711 l'In111111W �� •.t1`.LI Ex1tT,'ihT1172:Itin I T.>t"'tTZ'n1,/ EN- ?. :37�a7)i CFI L'. ._111 11111111111111111•1111/ 41111141MININID "A' • 'R - •A° "r.- "Id 6" ANCHOR LOCATIONS $'Q" cOLQNIAL 6 VIEWED F�QIM (M1U !a coo �>� D SION PRESSURE RATING .10 Pr COM=I3 '70 rer PAN OF d ! 3' 4 OMfI *D1 Of 1:0-• TOM 1 aSarp 'tdB 02 01:54p fro= May Com To RoyitPablidookoso BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL *mom DO= wean Thom 11:0&10 p.2 Page 1 aril MIAMI -DADE COUNTY. FLORIDA METRO -DADE nitwit 8UU DING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130-1563 (305) 375 -2901 PAX (305) 375 - ,,NOTICE OF ACCEPTANCE (NOA) POT Industries MO Technology Drive Nokomis, FL34275 SCOPE: This NOA is being issued under the applicable rules and regulations governs* the use of construction materials. The documentation submitted has been nt 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 (Alts). This 140A shag net be valid after the .expiration date stated below The Miand -Dodo County Product Control- Division (In Mori Dade County) and/or the AIU Cm areas ether than Miami Dade County) re:suvc the sight to have this product or aiatcrial tepid for quality assurance mss. If this product or mateiial falls to perform in the accepted manner, the manufacturer wrfl incur the expense of such testing and the MU may inuatediatdy revoke, modiljg or suspend the use of such product or material wiibhr theirknisdietion. BORA resetves the right to revoke this acceptance, if it is determined by Miami-Dade Camay Product Control Division that this product or material faits to meet the requiter:MU of the able building code. ?Iris product is approved as described herein, and has been designed to comply with the High Velocity Hurricane ?one of the Florida Building Code. DESCRIPTION: Series "FD -101" Oatswiag Alundaumt French Deer ✓ APPROVAL DOCUMENT: Drawing No. 944. tided "Aluminum French Door ", sleets 1 through 5, prepared by manufacturer, dated 9/5197 with revision E dated 7/3I/02. signed and waled by Robert L. Clerk, P.E.. bearit the Miami-Dade County Product Cosh Approval stamp with the Notice of Acceptance number and approval dater by tae Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABEWNC: Each writ shall bear a permanent label with the mannufaciurees mania or tom city. state and following statement 'Mani-Dade Conte* Product Control Approved*. unless otherwise noted herein. RENEWAL of this NOA stall be considered after a renewal application has been lUnd and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this 14DA will occur after the eaphoton -date or if there has been a revision or dense in the materials, use, and/or manufacture of the product or process. Misuse of this NOA man endorsement any product, for saes, advertising or any other peuposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for terminhation and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami --Dade County, Florida, and followed by the expiation date may be displayed in advertising literature. Irony potion of the NOA is displayed, then it shall be cone 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 tic*, site at the request of the Building Official. This NOA revs and renews NOA # 014417.05 and, consists of this page 1 as well as approval document mentioned above. The submittal documentation was reviewed by Manuel Pew, P.E. q Ili ° 4-3 og-* NOA No 02- 0623.01 / Data July 22, urn te: August 22, 2802 )tags 1 OS ' MOW 35' r-. 3' MM 8- L 37 1/2" u*. 1MMTH- 29 =it MOM ~' 1__ _I/4• CINERUNE • • • • • • • 2 Fosa `. toss 09014 % I 84 5/5' to11. 00000 0981O0 47 3 /4' MOE COOMUNI s 144x. --1 3. 1 13' wqs. O.C. C7NRt11.WE TMP. HEW 8 3. Q.3 { 00114 NON-- 849477 DQORS 1.) (woo 3/19' memo a j 00211114 PRES5uRt 1039940. sec T48t A. KONA 0751031 4.0708 00EO ON 178720 907853.141E JWm JABS TABLES MOM 7 1300-49. 9. 9019* E 00304 1.0705 03810 011 WRIER 1ES7 9079511*♦: 380 0488 133125 Ma 2 1300 -963. 44 MOOR& XrAIL0.1930 UAX. ti x1811 0y) 3.a . A to 01 MR smf or wan= s 001100.90. Mat MAt1. 8' FROM CM OS. 14AR. 13* Man. (2300 10120 • 877 01577 41 s j 18W1 -0*0 c010171 ApPst8Co MORROW 90*17011E On 15 1150610E0. 8.4 SBAtART To BE POMO 0105610 7043.1.E 8 PA017. C0*11755. 1KAO 503.7 8 1.71477 11.4103.7. 7.) 027700/8 1787 7E9050 9*1. -2333 9.) Set S*C7 2 FOR SEC00N 93.7454. 13 1/4' 0002 LOC, 8080 71 .3/4' WUt. 8140T14 25 12 11/ X • `�4 • • • i 1 13 1 911). 501H 041153 • • • • • • • s sow '. 6nOCSt OMR 1 /� I reti •i M 5/3" 11u03. 9451,101T 1 4734' cRauseiE rig BOTH ,aims l3" tYNt 0,F. 8' IMS. 13 1/4' 50111 3003 r ♦w3. 13' MAL O.C. 1TP! *1010 k 813.3. 179. 80711 Arm Dcti& tee NOTE 4 wioms L.1C 1.u] L ISiI L. -JAUa. stow= 15=11111 Walla Waal 2 ]1.E .Bas alF mmemz3 EX #fibW 8 00.0 /3091RAM ysVE Ar05.9 9807148 50.1108 05 71.750 tai 1X iftSSMIMPANtilkal -.1 3/1r 121971170 MASS 9- GLASS an GL *IZINg QETAIL fJG 7 1 Alb ire- 0/16- "*Mtina P.T ep9 • 3l2t7 Foal , vantriJ v+qus EXTERIOR ELEVATIONS - X & XX ALUMINUM FRENCH DOOR 944 3.v 1 p 71 3/4 um. rila1vf ACIWE P NF( 94 8/e' 0411. QAYU GNT woofs: 2s a /1s aAYUW4 OPFNW8 33 s /2' w * scene A _HORIZONTAL SECTIQN — X CONFIG, _r.K. 7 Jr t -ADD *la OBIS YJRTICAL SECTION SECTIONS ' ir ALUMIMUA4 FRENCH DOOR rn iio rklm 1 N%S J 2 M 5 . 944 # E 1r 1 R a N -a iA to og fO ro i I 1 /4' t>r w000 811011 • 1.i • , . 411S 1/e w/ jti tCAPON4D (SEE NW 2) TYP. HEAD f /4" 1 1/2* unit. L.... /10 1.000 SCREW AVE Ea A woo BUCK TYP. HEAD [ANCHOR FASTENERS ARE STAGGERED IN JAMOSI /1O loop 111 1 1/I' 1i0N. .0 BUCK 1 1/4' 410. 7 r e • .. rrin �,. tiff. tDCAUQN VCNOOl ■1 Cam' T� "`�'' 1.7;71211r111 t1?Si 1l�Tri 7 ?rS crawling F�i)1 E3111 I• .*' • *l'SC177.1117:14111111 ' i!. riii]` _ C- !t�`!� 1♦ ['�ZiZ?i wig f,7,-, HZ, .. 7i rT T1B?.MI' v : 16..''1$I '"ri tJl: ►' L iL xtlll If MI 'i'I4f TX/ .` t f: ,: t0iIPTP•1` •771r?SY xif�1 •+T�' 11J1� (L ?kLi,'1T• i Eli i1.1.1 'T illf`�T affi)]C 14;1'1 E' r. `Ii1y3 , 'r nciro,iea ill V iTLTS T ial i p.Efi fi r�r�t7F13i r3�I >7 ma II Sr r7;7;711111111111111MIIIIIMIIIMINIONINIIIIIIIIIMIIII f 7; AN NM - 1r FY.Et t , ri rT- 0sra-i-rrn. �Ir� JrINMl a > . �.3 wf 1 ii IT71RT"1Ii 1 ill , 141 �twiiltiffr 'T ) 1 ':: 4:.' T IInali IoW V .1 �1C"`p4T-F.y. ::.m1 ■ r }r T�IRCC�irrt 1r""' irra S1 t'TT?-�"1 1 ni t" ai 111 'Lr_tl7Jri i +� Tt t' '!I7 1TF1 „ •tee,. tom:. 9 ,�� ail e el �c.� .a� �»r i IILf117 7 "jam ?. r l maim A1�[( Illtrlr'it ;,1[ A[. •It 7I'avircrolff7� 3I•P yi ^"4754 r ' ti'4�I� F ii 1 Et 11511111" ALT. ;If lif .4IT ri -yi7r" f^' r X' Ryri.'rilr ;:- Salll I[ h4 _ Ib,. I'I .lrtt7t*Ti ^�IC'xiifrr' ^^^Jtirr► ,c�• -.. w��n , 1 ar. r,a. > r �EiITLealRX111IF1f ') ifirl (i7ft 7 i771MIlINI ElliIEW1CCD 1 TT' r>IM ��rt • 1T ,r,1 •:_q� IYE IIi1i1IiilEr i I(L) 6 • e-liir '1)�r'"'L (t I ti.- j'n' F ili" ri TDIII21NCiIrrr'''.•iR'�.' * -r'tli Ifni 1 11:'rIMK111 I4mI Cr 7711Er lllri tft,,, 1110 1 "7j i II JUI1 CF .1�I:1I Ftftirt7tl 1 0:11 a it0411ri7C1.Tr "IIC ''f l�ir.l+ t +� C,�x.Ftr 1��■I■N&r ;111111111111 . rill 1" -: !T iiillr: ii >�6II i ' • -, *AImrw 11T.11, E-_.•. 11VVI1i1111vrisi siiiiii�i r {IIIgM —ri ��riF3'LG r`T" (. VII i1..`rir[B r.. a. -r 771111 11111 .71 x4": %T r-- .T ims RCI�P i il . f(- '.!'171 [ rtnrelnmgr ri-m X1.1.4 lh : r.:.l':'t .Ii VII I' PIIIITAIFOrir:11;:1•11: iF7f . ri t > r• 3/10' /�, •. .1, •.,p� 1/4' W/ PR NO �/�• wows (sa NOTE 2) lbix 1. 11000 ll icat TYP. 4448 TyP. JAMB `ta 3/16' OR 1/4' W/ 112 HD TwPCONS 0U NOTE 1 1/4' :..� .. • 1..M.SAL ra viz", Fti, SNEAK I/4' N41it VIVES 1. &CAI WS 04 ORAI1t=TS ME f0R k CONROultATiOn 1. USE 1,0410 -0*0E C6161nr *PPfl0000 rAPmNS. 3. SEE ANCIONIAtt EPACg18 «010 4 WEI 1 0P 5 soot k. PE B�rE _1 11i1 1T1; MUMPS. rt MO TECIOSIDOT g�Ty1: ttt ,�NCHQRAGE & s.O.M. ALUMINUM FRENCH DOOR a .-4~. 4 « 5 944 r aihlr a 4b rg r,•c ik,p rtl -lo, NTS EXTRUSION PROFILE'S ALUMINUM FRENCH DOOR 062"1,1:4 ` ,1:4 Fa- if A±TS 5 w 5 r 944 ____U fibtAMM OE MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE PGT Industries 1070 Technology Drive Nokomis ,FL 34275 . Your application for Notice of Acceptance (N0)1) of: Series F-6000 Aluminum Fixed Window V 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. BUILDING CODE COMPLIANCE OFFICE METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET. SUITE 1603 MIAMI. FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 CONTRACTOR LICENSING SECTION (305) 375 -2527 FAX (305) 375 -2558 CONTRACTOR ENFORCEMENT DIVISION (305) 375 -2966 FAX (305) 375 -2908 PRODUCT CONTROL DIVISION (305) 375 -2902 FAX (305) 372 -6339 The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01- 0102.03 EXPIRES: 09/13/2006 is /2",--"6-0 Raul Rodriguez Chief Product Control Division THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTEE 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: 09/13/2001 "'gip /19 Francisco J. Quintana, R.A. Director ami-Dadc County Tiding Code Compliance Office Us04S00011pc2000Ute npiaceslnodce acceptance cover page.dot Int%rnot mail addracc. Allta PGT Industries ACCEPTANCE No.: 01- 0102.03 APPROVED: SEP 1 3 2001 EXPIRES: SEP 1 3 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE 1.1 This approves an aluminum fixed window, as described in Section 2 of this Notice of Acceptanc designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami-Da( County, for the locations where the pressure requirements, as determined by SFBC Chapter 23, c not exceed the Design Pressure Rating values indicated in the approved drawings. 2.. PRODUCT DESCRIPTION 2.1 The Series F-6000 Aluminum Fixed Window and its components shall be constructed in stric compliance with the following documents: Drawing No 550, Sheets 1 through 9 of 9, titled "F-60C Aluminum Fixed Window," dated 10/24/00 and revised on 8/15/01, prepared by manufacture signed and sealed by Robert L. Clark, P.E., bearing the Miami -Dade County Product Contrc approval stamp with the Notice of Acceptance number and approval date by the Miami -Dac County Product Control Division. These documents shall hereinafter be referred to as the approve drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications only, as shown in approved drawings. 3.2 For Design Pressure Rating vs. Window Size, sec Comparative Analysis Table for tempered glass i Sheet 8 of 9, and for annealed glass in Sheet 9 of 9 of approved drawings. 4. INSTALLATION 4.1 The aluminum fixed window and its components shall be installed in strict compliance with the approved drawings. 4.2 Hurricane protection system (shutters): to determine whether the installation requires a_ hurricane protection system or not, see corresponding table in approved drawing. 5. LABELING 5.1 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 ". 6. BUILDING PERMIT REQUIREMENTS 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 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. Manue Perez P.E. Product Contro miner Produ C t rol Division PGT Industries ACCEPTANCE No.: 01- 0102.03 APPROVED: SP 1 3 2001 EXPIRES: SEP 1 3 2005 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been tilr 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 Ionger 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 thc required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in thc 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 (through the filing of a revision application with appropriate fee) and granted by this office. 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 of any product, for sales, advertising or any other purpose. 6. The Notice of Acceptance number preceded by the words Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice 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, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all times. The engineer does not need to reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Acceptance contains pages 1, 2, and this last page 3. END OF THIS ACCEPTANCE 3 aealif Manuel P rez, . E., Product Control x_•:_ incr Product rol Division HEXAGON 60" BETWEEN FLATS Maximum Area 21.65 sq. ft. FAN 120" x 55" Maximum Area 35.20 sq. €t. NON— IMPACT WINDOWS 7.) GLAZING: 3/18" TEMPERED 2.) CONFIGURATIONS: 0 3.) FOR DESIGN PRESSURE RATING SEE COMPARATIVE ANALYSIS ON SHEET 8 OF 8 4.) ANCHOR MAXIMIM SPACING: 15.000" 5.) SHUTTERS REQUIRED AT ALL INSTALLATIONS 6.) ALL FRAME JOINTS TO BE SEAM WELDED 7.) REFERENCE TEST REPORTS: F7L -2818, 2819 & 2820 FULL CIRCLE 060" Maximum Area 19.64 sq. ft. ELLIPTICAL 120" x 48" Maximum Area 31.46 sq. ft. Zd{e Roben L. Clark, .E. 11( PE 939712 Structural A ARCH. 60" x 120" Maximum Area 47.32 sq. ft. DETAIL C SEE SHT. 7 aw" 14g J.J. F.1(.1705/01 10/24/00 iiEDRAWN APPROVE) AS COMRY1RG van+ DE C4 NILO= COOECOMPLIANCECum ACCEPTANCENOt b101-Olt ELEVATIONS, 3/16 TEMPERED GLASS Tartu ALUMINUM FIXED WINDOW 1070 MOM= ORIt'E P.O. SOX 1529 NOXOMIS, FL 34275 ft 34274 Si t.Aftiek Seafr F-6000 INTS Shoat 1 al 9 Otertng 110. 550 �Rew 8 • • • • QUARTER CIRCLE 68" x 68" Maximum Area 25.22 sq. ft. TRAPEZOID 60" x 120" Maximum Area 43.75 sq. ft. HALF CIRCLE 120" x 60" Maximum Area 39.27 sq. ft. NON-IMPACT WINDOWS CONT. 3/16° TEMPERED GLASS REFERENCE TEST REPORTS: FTL -2818, 2819 & 2820 OCTAGON 60" x 60" Maximum Area 20.71 sq. ft. pRstert L. Clark, P.E. PE 939712 Structural EYEBROW 74" x 37" Maximum Area 17.83 sq. ft. 1 RECTANGLE 60" x 120" Maximum Area 50.00 sq. ft. APPROVED AS COURIING y4rn1148 COM Accessvica11a.ot -aoa3 Oalm F'1"''tc. 815/01 DOC 10/24/00 Roiliest E AWN ELEVATIONS, 3/16 TEMPERED GLASS ALUMINUM FIXED WINDOW 107D =maw OR74 P.O. BOX 1829 NOKOWS, FL .14275 'WOWS, WS 71. .34274 9, -/1ackde F -6000 Ste: NTS -Meet: 2 "9 fin! Ha. 550 Rare 8 HEXAGON 48" BETWEEN FLATS Maximum Area 13.86 sq. ft. FAN 74" x 36" Maximum Area 14.42 sq. ft. NON — IMPACT WINDOWS I.) GLAZING: 3/16" ANNEALED 2.) CONFIGURATIONS 0 3.) FOR DESIGN PRESSURE RATING SEE COMPARATIVE ANALYSIS ON SHEET 8 OF 8 4.) ANCHOR MAXIMIM SPACING: 15.000" 5.) SHUTTERS REQUIRED AT ALL INSTALLATIONS 6.) ALL FRAME JOINTS TO BE SEAM WELDED 7.) REFERENCE TEST REPORTS: FTL -2748, 2756 & 2758 FULL CIRCLE • 048" Maximum Area 12.57 sq. ft. ELLIPTICAL 74" x 36 Maximum Area 14.53 sq. ft. / i Robert L Clark, P.E. PE #39Tt2 Structural A ARCH. 37" x 74" Maximum Area 17.99 sq. ft. DETAIL C SEE SHT. 7 APPROVED AS COMPLYING ram 1HE SOUTH 11411111011410 01X Jd.t IND STRI brawn * J.J. P.K. 8/115/01 Dan 10/24/00 REDRAWN COOSCOMPUlwea wrco►ANCe eo61' C! 1 tfl.O ELEVATIONS, 3/16 ANNEALED GLASS ALUMINUM FIXED WINDOW 1070 TECHNOt00Y ORII P.O. BOX 132e 140K31415. tt 34273 WOWS. Ft 34274 s.ria.iltode,t F -6000 NTS Sheaf: .3 o19 No. 550 QUARTER CIRCLE 58" x 58" Maximum Area 18.35 sq. ft. TRAPEZOID 37" x 74" Maximum Area 14.26 sq. ft. HALF CIRCLE 74" x 37" Maximum Area 14.93 sq. ft. NON - IMPACT WINDOWS CONT. 3/!6" ANNEALED GLASS REFERENCE TEST REPORTS: F7L -2748, 2756 & 2758 OCTAGON 48" x 48" Maximum Area 13.26 sq. ft. EYEBROW 74" x 37" Maximum Area 17.83 sq. ft. RECTANGLE 74" x 37" • Maximum Area 19.01 sq. ft. Kuban L. Clark. PE. PE #39712 Structural ow.* 7F. term, 18/15/01 ~10/24/00 REDRAWN APPROVED AStOMuuv4 YYl HmE sauntirtasittelices OMISSION CODE ACCEPTANCE If0. etc ELEVATIONS, 3/16 ANNEALED GLASS ALUMINUM FIXED WINDOW 1070 maiNOtocY CRP& P.O. 80X 1524 1YJ1KOMZ$ Pt 34275 NOXOMOS, ft. 34274 F -6000 NTS 4 a19 &awing Ma. 550 8 MAXIMU SEE SHE .390 MAX. 3/16" HEX HD. TAPCON (SHOWN) OR 3/16" FLAT HEAD TAPCON (C'SINK REOD) 1 -1/4" MIN. 1 x WOOD BUCK 1/4" SHIM MAX. 1/4" SHIM MAX. TEMPERED OR ANNEALED 3/16" HEX HD. TAPCON (SHOWN) OR 3/18" FLAT HEAD C'SINK (C SINK RE0 D) MAXIMUM WITH SEE SHEETS 1 THRU 4 SECTION B -Q TYPICAL SECTION & ALTERNATE INSTALLAT101S INTO CONCRETE NOTES: 1.MAX!MUM OVERALL DIMENSIONS ARE APPLICABLE TO SECTIONED ARCH. SHAPES. ANCHORAGE METHODS ARE APPLICABLE TO ALL SHAPES SHOWN ON SHEETS 1 THROUGH 4 OF 8. TEMPERED OR ANNEALED r1/4" SHIM MAX. 14 MIN. 2. REFERENCE TEST REPORTS: FTL -2818, FTL -2819, FTL -2820, FTL-2748, FrL -2756 & FfL -2758 SECTION A -A TYPICAL SECTION & INSTALLATION INTO CONCRETE AT SILL & WOOD AT MEAD va Robert Gerk.P.E. PE 039712 Structural APPROVED AS COMING vN:N TE F.K. 18'%15/01 RWN MUM CODE COMPLIANCE maw. E bin liI,- t6Z.n, dam OF J.J. Deux 10/24/00 SECTIONAL & ANCHORAGE VIEWS ALUMINUM FIXED WINDOW 1070 =mum ONE P.O. Box 1520 NOKOMIS F1. 34275 4020141 Ft 34274 sew./ F scor. 6000 NTS 5 .19 1 550 .500 .055- 1-If-1- F -6000 U- CHANNEL GLAZING BEAD .062 1 1.344 2.000 0 F -6000 FRAME EXTRUSION BILL OF MATERIAL MK. PART 1 DESCRIPTION VENDOR 68342 FRAME HEAD, SILL & JAMB ALUMAX OR = 2 61168 U— CHANNEL GLAZING BEAD ALUMAX OR = VENDOR / AF -8342 AF -1168 3 7834 18 x 3/4 PN. PH. SMS SPENCER OR = 4 62899C/62501C SILICON BACK BEDDING DOW/G.E. OR = 5 61308K CLOSED CELL FOAM TAPE TAPE SPECIALISTS OF FL OR = 6SM55W SEAM SEALER SCHNEE /MOREHEAD OR = SM5504 7 3/16 ANNEALED GLASS TRIPLE DIAMOND GLASS OR = 8 3/16 TEMPERED GLASS TRIPLE DIAMOND GLASS OR = 9 7PWSW 16 x 7/8 FL. PH. TEK SPENCER OR = VISIBLE LIGHT CALCULATION WINDOW WIDTH "17P TO TIP" — Z688" WH WINDOW HEIGHT "TIP TO 17P" — 2:688" Amommicammamartne 9OU1HP O DA:. • r • ACCWIANCTNOCCZ —Arad ito 8/15/0? aRVSWN draw" 41 J.J. Oat a:10MAM EXTRUSION PROFILES & B.Q.M. ALUMINUM FIXED WINDOW 1070 TECNA:OLt OY DANE P.O. BOX 1529 NOXONIS R 34275 NON0*2S st 34274 SatiosAtaclek Iamb: F -6000 NTS Sheet 6 at 9 550 8n: 8 3/16" ANNEALED OR 3/16" TEMPERED GLASS TYPICAL GLAZING DETAIL. 3/16" GLASS REFERENCE TEST REPORTS: FTC -2818, 2819, 2820, 2748, 2756 & 2758 SILICON /` Robert L. P.E. PE n12 Structural SEAM SEALER DETAIL C TYP. 90' CORNER CONNECTION APPAOVE®ascOMPtxu GwniYid Pa MOM COMOMPUANCE accapuuicE or1 a tls r..r. abed dr F.K. 8.: /15/01 aato10/24/00 REDRAWN GLAZING & CORNER DETAILS nu ALUMINUM FIXED WINDOW 1070 rECNNOLOGY N>Ra%E P.O. era 1529 NOXOMIS. t 34275 NOXOMIS. FL 34274 F -6000 NTS 7 .09 550 8 3/1 6" TEMPERED GLASS NOTES: 1.) Negative Design Loads based on Comparative Analysis and Glass Table ASTM E1300. 2.) Positive Design Loads based on Comparative Analysis and Water Test Pressure. 3.) Numbers are for 110 screws or 3/16" Topcons. 4.) Anchor maximum spacing: 15" Negative Design Loads Window Heights Window Wdths 19.125 24.000 26.500 37.000 48.000 60.000 97.000 111.000 120.000 26.000 135.00 135.00 135.00 135.00 135.00 135.00 135.00 122.90 112.60 39.000 135.00 135.00 135.00 135.00 135.00 135.00 78.90 69.60 65.50 51.000 135.00 135.00 135.00 135.00 90.60 80.30 77.20 63.00 55.80 60.000 135.00 _ 135.00 135.00 135.00 90.60 58.00 58.00 : 58.00 58.00 Positive Design Loads Window Heights Window Widths 19.125 24.000 26.500 37.000 48.000 60.000 97.000 111.000 120.000 26.000 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 39.000 100.00 100.00 100.00 100.00 100.00 100.00 78.90 69.60 65.50 51.000 100.00 100.00 100.00 100.00 . 90.60 80.30 77.20 63.00 55.80 60.000 100.00 100.00 100.00 100.00 90.60 58.00 58.00 58.00 58.00 REFERENCE: TEST FTL -2818, 2819, 2820 Ke„, aq/de Robert L. ark, P.E. PE #39712 • Structural APPROVED As comma w1N flo SOUTH now tam c0c Aims **hi: Rewsionsq REDRAWN MUM CCM COMPLIANCE AccEpfglcEtax01:1 1G„�, 92 Orem J.J. COMPARATIVE' ANALYSIS, NON - IMPACT 3/167 ALUMINUM FIXED WINDOW 1070 TEata.GGY 0R1VE P.0. ton 1329 N0l(0M1S. fl. $4275 NOKOlitS. R 34274 Serfee/Wedeh F -6000 some: NTS Sheet: 8 9 Orawfng Ms. 550 ,3/1 6" ANNEALED GLASS NOES. 1.) Negative Design Loads based on Comparative Analysis and Glass Table ASTM E1300. 2.) Positive Design Loads based on Comparative Analysis and Water Test Pressure. 3.) Numbers are for 110 screws or 3/16" Tapcons. 4.) Anchor maximum spacing: 15" Negative Design Loads Window Heights Window Widths 19.125 24.000 26.500 37.000 48.000 53.125 60.000 ' . 74.000 26.000 120.00 95.10 81.00 78.60 59.20 53.60 48.40 42.20 37.000 115.10 85.70 77.40 40.00 40.00 40.00 37.00 28.90 Positive Design Loads Window Heights Window Widths 19.125 24.000 26.500 37.000 48.000 53.125 60.000 74.000 '26.000 100.00 95.10 81.00 78.60 59.20 53.60 48.40 42.20 37.000 100.00 85.70 77.40 40.00 ' 40.00 40.00 37.00 28.90 ?EFERENCE: TEST FTL -2748, 2756, 2758 r� .f Robert L. rk, .E. PE #39712 Etreeturel ####O#tD AS cCMPLYUIG rant VIE SOURIVA er f, /117171Walr' testae SUMO CC COMPUANC1t ACCEPTANCE N1.61- 0102.• OS F.K. BY11715/01 Revisions REDRAWN Orawn J.J. 10/24/00 COMPARATIVE ANALYSIS, NON - IMPACT 3/16A 'ALUMINUM FIXED WINDOW 1070 TECHNOLOGY OAIV( P.O. BOX 1529 NOXOL1S. FL 34275 AtOKOluS, FL 34274 Series/Mocha: F -6000 NTS 9 '-9 a sN. 550 Ran 8 SING CODE COMPLIANCE OFFICE (3COg) PRODUCT CONTROL DIVISION NOTICE OF ACCEI ANCE (NOA) Clopay Ruirang Products Co. 1 8585 i Mason, OH 45040 SCOPE: Tit NOA is being fie The b and s the um ofco� Control Division and accepted by the Board h (AID). (BORA) to be used in !Wand Dade Conner and ether antes where awed by the Amity Thi, NOA shall not be valid oiler the expired= date slated bdoar. The Miami Dam Wend pack: Product Division (In County) andtyr the AIfJ (in a air than lei Dade County) erav the material teracd for quality mattomee purposes. manufacturer df expense of if this l or' l fads to patters! the or within tmdr !using and the AHI may is y . modify. or cd the WC atnadi Dad: Paint t Capra! Division that t1 ze 'xs thc right tot ifi t is datermind by Dac pucka ormaterial flails to met the req�oft1m i This prothmt is :wow as rhwergied Moan, and has been &Aped to DIY with the High 'Va ache Florida_lkeding Coat APPROVAL i 16' Wide, V AP t1i► i 7�j � maiden Ili q 2400, BMX, 66, 67.68.2401.4300,, 4301, 4310, 44 . . ►. signed and scaled PA* the Nolte efAccorauce elneher and �e� 1�4� County Pta C�� MISSILE IMPACT RATING; fib` the COY Div# , stamp ��' �bearsat�S�iH Impact u lgel with thc manufaconces name or kale. ellY, sue and toiling applicable �� 1YCA bed ,aA ~, t �¢ �tcd 6Cnin. ncintively affecting the ! of this product.bcen I1Icd stet titer basbtc is shpt "TERItilNA1`ttt3li+�� NOA will bhas n cv y or change is t be advertising s. use, a dfar of Rho or. e adds as an product, or y this NOA. amore to comply with yap sit atdS AAA NOA. � � This t� to do °fal coils used to a door panels under this Notice Acceptance A tonal 02 ` 1 and tested d according tg M A SmI &a Dada County shall wail to 27.000 psi emirety This a ow d muc by cut assa}rantmanufacturer Mfic �t tested reports with that specimen treat coils tir sanU ' reduction .A marbled t u urcr that coils with iicd strength of shall be used to make Cy ender this Name Of Acceptance D ��T The NOA n . Vida. and followed by the literature. Warty Mien of the 144A sP�'at. �c it Shall be do is its INSI1CTIOti: A � o NOA sal be provided *0 the � manufacturer err its distr and shall be ten inspection t at the of Om Building Official. NOA NOA � Q consists adds p . approval marooned reviewed by dgF pmt PE MIAMZ. iADE COUNTY FFWR DA ME1RODADE FLAB BUILDIM t40 WEST FLACiERSTREET. SUITE 1603 MJ. FLORJDA 33130.1563 (33) 37502901 FAX (305)375-29C8 NOA No 024618.02 Exptratioa Date: September 3.2007 Approval .240z Page i Jr- ctopAy imps 200. 7401. 4300. 4304,, 4310. 4400. 440. HQG. HOG4. Ht ,ME$ MODELS 66. 67. 65 (9 20 GA.tt2" GALV. STEEI. BACKER PLATE • AT EACH IMENNEMME HINGE LOCATION. SMED AGOLIC 1 to SACK OF ODOR. 1/4" 3/4 "" SCREWS LOCATED IWO FROM 1. & -1 FROM 81311014 1 END S __,%8 M fACH 1 4 i 0NE Aire SCREIVO A • E7 llaii.:Il I'.rC[,T 7111,. a i ,JAI7 11 OM i f . t 1 1 1 1 t tt It ::.- ."� 1 t t /1 1 wr 1 till 111t 1 teT Ifinratr d silli�M11i6fti8tili� mole '1•� lia X 1 tilt 1 R 1 ttti 1 I r ti t Y�r ZELINEEZZIEUZIL &TOTAL VENT, �; 80 fTi SNAP LATCH MACES ONTO 7� WARM LATCH .. ONE SKI LATCH ON EACH SIDE OF DOOR. MILE OUTSAC ..7"711 •. A OPRONAL OUTSIDE KEYED LOCK POSITION lr. DOOR tai • 18` -2" rilr E�NDp LOCK OCK GUME 4*1 7*rt7115i•,iT+ ►'I�Si 1, 1'1EC�y ;AVER 1dA11K 'll. 1�iiE�1EiD. P.E. MECHANICAL ENGINEERING FLORIDA REGISTRATION No. 48495 LOCK 8AR ENGAGES IN TRACK ON EACH SW OF DOOR. COIfORAS 10 SIC 3603.2 IN �Qpay .8uflding Products Demeans. SUM SOC11 LOCK ENGAGES 91TO VERTICAL TRACK. ONE LOtX ON EACH .� DOOR. O DOOR. 0.1 TO SVC 3603.2 r VlE W "C Fa° Lt01040 TO SF11C 3803.2 REOAROMG GARAGE DOORS LATH once KKEYED *0 ANO ACK MAN* SEE LWO �OF fAWM BRACKET USED FOR � 80110t4 DOUBLE END S7IrE. � � p� �Sr 111011 CONSIST 4) DOORS TO" 2Mi CONSIST (4) dr� SECTIONS. (4 OF 21.. Doom 7 ;r, CONSIST OF (b) SECTIONS. OF trr. DOORS 8 ' ,. OF S) SECTIONS: (Z) OF 21' At (3) OF 18r. •1i 1.7ri.,_. y: SUPPORTING STRUCTURAL. SHALL OE OHO St A nostwo PROFESSIONAL ENGINEER NM WINO LOADS SHOWN ON 11111' ?� L Oitr. 1i- r '•`� T 1 Sr..n 0 4alR. 4i. 06810* LOADS: +46.8 P.S.F. & 42.0 P.S.F. PACE 1 OF 4 CLOPAY zoo. R HQLATES TVDELS M. 67. 60 SEctiON 401 V$ SCALE 2" m 1' tONGUE AND GROOVE Jf?INix. SUCt RUED CHANNEL SEPARATES FRONT AND RAU SICIN OF 000* Ise PiR. 1 11 EXPAIVED WARMED 700 FALCON BOTH £IIERIOR ANN) ARMOR SKINS. 12 CALV.,1'' ? x TOP Fa ircr L -z1, i *Ii -'i ]FkfSi jl1Fi._7iTRti ;f 1.1111113711111- 111La-AL2 Wu METAL . �: ,!!I s::; � ATTACHED TO TOP BRACKET WITH (2) 1/4 "x1 /2" ea.TS AND NUTS PER BRAME ra �n11xr 1� ?Rbkjr' ■-k rte, ilt • ,.q t s' x11r - ,1x»1* T71•Lt'x "a+ 111:; ,x 11K`.; It Cr1..$. 11111111111IFii 111 s#!1 USN C MEM. 1411'1111111111111E.P., ".A 27 OA, MKN. EXTERIOR STEEL SAN MAL MID DRAWING WITH Dam- 2CAtb„ BALLED -ON POLYESTER PAWED 70P COAL APPLIED TOF F STEEL SKON. DESIGN LOADS: +46.8 P.S.F. & -52.6 P.S.F. i'-1/4" WOE x 16 OA. CALV. STRAP, Pa Dow MICROS CN It Wet DOS. sat TOtCOM SCRBNl9 $ 84 a 2, -1/2" 5/5" (TVP.) 6 -tit 16 a*.• QALV. STEEL 14 0*, OA1.V: ROUX* HINGE. EACH 164014 FAST TO END W/ (4) f 14 oar METAL (2) 1/4�"x3/4" SELF TAPP0 0 SCREWS. (SEE 1PiEW ONE 6" TALL, 16 DA. CANNEL PER 0008 SECTION. 1/4"x3 4" SELF TAPPING SCREWS PER END ST6.E AND gr}[ ." 4" 1 SAPPING SCREW PER BACKER PLATE 27 GA. INTERIOR SMEEL S1(114 (DRAWING 0U .R)) . WITH 0 •40 INC GALV„ BAKED -ON PRIMER AND . • A BAEO -0#4 P01.YESTEI1 PAINTED TOP COAL OP= 10 ROTH SIMS OF STEEL SIN. Nrifill @RRi TOOK Nis. 48499 taanacratawta mraaoarsa■ A LACER 1417 t 4) %4z5/ " METAL SCRE1 �• & VINYL WEATIOSTRIP. P " . qF 4 1110pa COWAN NOTED 1•2a� s`�x'w"�°II 8•A1"M ■41111.. •LR�t a: GLOPAY MODEL$ 2400. 24Q1. 4300. 4301. 4310. 4400. 4401. HOG. HOGL H044FS ��144/8 67. SHEET METAL. SCREWS TRAACCK ma BRACKET E RISTALLEO (AS� 1/41e3/4 � 14005 l5SLVD3MEMIL1* s 1, SCALE 2" . 1' • - 14 CA. NIER. 1OOES USED 014 SKIN DOOR MODELS. MOLT Yom- S: 3 x..,. > *If T "7"11- F. P' -7" 0 TO 2AB YELLOW P166 WOW .NWBS WITH 5/16111-5/11' LAG SCREWS (9 LAO SCREWS PER SIDE UP TO 7'O" Hsi AN0 10 LAC SCREWS PER Sat UR TO 80" 14104 PREPARATION W' JAMBS SY OTHERS. TRACK �� WAASONARARY FASTENENERS. DIRECTLY TO 1" 1 OVERU4P (2001 S • 2103 WOOD JAMB SEE "JAMB PREPARATION ABOVE OPTION STOP WINANS BY INSTALLER 16 CA. CALV. STEEL. OOUBLE END STILE 4/1'00 8 6/2001 dIM*s Ali 1 m 4 Hoolz000t mac a SUPPORT co 0006 M (TO UMiETOAlIWCE SYSTS1 77„,-:r: t312 CALYX. YV EIA A g- 8W8AOKET WITH (3) 5/16"111-5/8" 76"(7'6'H do teem DOORS ONLY) 2 MACK Y�i, " SCALE 1/2" it TYP. 2-$/2'x12 OA. OIU.Y. STEEL RACKETS MOWS. • ISSTANCE FROM' SOTTO 0F.'tERTICM. TRW( TO PEIRAMACISET/RUE.111 Ale 761' 1 'k14& s Of'H' woos 'osah. AR� S/t /" UV SCREW PER MKT. t 12 GA. GAY Vas CONTINUOUS ANGLE FASTENED RI JAMB WITH 6/161e1-5/8" LAG SCREWS NOT TO EX 14" 0.C. CONTTINUOUS ANGLE MAY BE NORM OUT FOR ATM TO STRUCTURE ATTACHMENT POWWS. ,#IN. OF (11) VG SCREWS ARE REQUIRED. STEEL 12" 1GAM .V STE FASTENED WITH ON 1/405/ 001.1 & NUS'. EACH TRACK CUP ATTACHED TO CONT4NUOUS ANGLE WITH PAG�) 1/4() PER CUP. DESIGN LOADS: +46,6 P S.F, & -52.0 P.S.F. " 10" 3- 74,•'.i I VIA RAN 6lC iT ii tie WA lr -r ii/ LAB '1; ( `" IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIKMIIIIIIIIIIIIIIIIIIMIIIII r=iY ;-1 ;; 7/16' PUSNNUT G....w i I<;...r ■ INSTALLED ON ROLLBR SHAFT FOR UNRES1RCTED Vd ( F.NF70008 0PPf6RATION. 1.4 S+ V 4' SOY M� TAP s 18 0A. (KY. SHEET 14WL 1 ,..'`�,R "0.Y ,... 2" CAlt1. Q r�. , as 12 GA 0Ai.Y. STEEL TRACK BRACKETS. TRACTS ATTAR TO EACH BWIOLET MTtt TV10 1/4 DIA. RPM. JAMS PER ENO HINGE. 2' 01A. LONG STEM, 10 BAN. STEEL ROLLER. a60A1.E � ° 1 away BuldIng Product, toMONNY PIAMIKTRONMil +44114sfrat4 • 10. 4401. B NOG 1014118 e CLOPAY MODELS 2400. 2401. 4300. oat. *MO- 4400. 4401. HDQ 1.10LMgS MODELS 66. 67. 66 1 ALL THE IRAQ FROM THE 0000 1S TRANSFERRED TO THE TRACK MO THEN FROM THE TRACK TO THE 24 VERTICAL JAMBS (GRADE 2 OR SETTER YELLOW Pte. NO LOAD FROM THE 0000 1S IRANVERREO TO THE f ONTA* (f4P) . 2) E 14 VERTICAL JAMS S MUM M A I (EGA& OF +2,x.4 1& -3.28 ILA 3) AU. JAW FASTENERS MAY BE OUT NOT REQUIRED) CONTEMNS( TO PROVE A FLUSH UOUNTINC SURFACE. WQQ) FRAME BUILDINGS SAO WALLS Of 12 0000 OPENING SNAU. SE FRAMED 80110 SY NOT 1555 THAN (3) 24 PRESSURE PSI NOMINAL TREATED GRA* E $ (Fs 51110 WAIL TO COMMA THAN_ M FOOiI FOOTING TO TIE SEAK AND 01 ACCORDANCE WITH MC SECTION 2905.1. BLOCK WALL OR CONCRETE 24 WOOD JAMB SHALL 8E AWOKE/ TO GROUT REINFORCLO BLOCK WALL 02 CONCRETE COLUMN. • 8LtCK LOLL CELLS SHALL 8E FILLER WITH UMICRETE AND REN4FORCE0 VAN 15 OAR IMMO 8110 THE F00UN0 AIE8 INTO TIE BEAMS. ALL OARS SHALL 8E ONMNUOISI fROM THE TIE BEAMS TO FOOTING PER BLOCK WALL OR CONCRETE COOK. BLOCK IVALLS AND CONCRETE COLUMNS TO SE IMMO BY BURINK OF RECZIO *00 24 ACCORDANCE WON SFBC SECTION 270.2. n rlrinorm ILIE " 1 wxrrcr._�.i r . -711 F 1 • v a ar Wa . trt P 2x6 JAMB TO SUPPORTING STRUCTURE ATTACHMENT (NOT 10 BE USED FOR ATTACHMENT OF TRACK BRACKETS TO 24 VERTICAL JAMBS OR SUPPORTING STRUCT OM FROM DOOR, FASTENER TYPE OF FASTENERS VERTICAL. age w 24 VERTICAL JAN °N.s IMAM TYPE FASTENER TYPE Ns. OF FASTENERS PER VERTICAL MAXIMUM OM CENTER INSTANCE KNEES SIEEL OWEN 114:112 Yni1111 I li :•.i7 17.1,1114 c 1 1 : r i[1!•F!4T 'i��ii' 1 �1' - 'I.iA,F fil 71111 c1�r11.17 �f 1��[1111 I ■EI��i i14 r L "'1 i. + i� 1 1'' , L ?L�11 .ill &,+.,f.E.K. 11�i -7.L4. a."ir011 X11 [. `11111.x� _ 4.� ARi�Otillil! Sri ? L'l�lAIMFli -.li 'l d 111E f'i !1� E•i �i AIS .1 i ': 44111111M-71-41141, ' :1 ' 1 JO Cal �.' Mai : 5.,!1 t1---7 ' ;'.1 -_i ll[ ' "" ..i,.?11111ZcYCiiL! 2011IES#t�!.�f TAPCONsrnl00OR 501.TS 0181 8E INSTALLED MOLY TRH TRACK BRACKETS /A051.5 RI LII OF 5/1V** -5J8" LAG SCAM (SEE Ply 3). RAF .05/001.7 SHALL TOOLED AS SPECIFIED SY THE RAWL PLLK1 COMPANY. MON LOADS: +46.6 R.S.O. & -52.0 P.S.F. • PAGE 4 OF 4 i +1EERG FLT REGISTRATION No 48495 MCI» cotipmv ®a ° 1 & Mdtng Products , - Compony taw 40sal wN are a.... A Staples Family Miami Shores STRUCTlfRAi. CALCULATIf Design Code: Florida �uUdMg Cade (2001) ACI 318-08 Reinforced Concrete ACI 53098 Reinforced Masonry ASCE 7-98 Wind Load Criteria Wind Velocity (mph) Imp orderrce Category Importance Factor Exposure Category Roof Pitch Roof Angie (degrees) Mean roof height above ground (ft) Evosure coeffidrat (Ka Velocity Pressure (psf) Design Load: Roof Dead Load: Top Chord Bottom Chord Roof Live Load: Floor Live Load: Design Sail Bearing Capacity Stern Wall Foundation (New) Stem Wall Foundation (Existing) Concrete Strength: Fc'¢ Reinforcing Steel: Fy= Fs= Masonry Strength: Fm= Hollow Block: 81516" AS114 C-90 Mortar Strength (Type M) Fin= Grout Strength Fc'= Vibrate all filled cells s Irving E. Abcug and Associates, Inc. Consulting Engineers 3450 NW 27 Avenue Pompano Beach, FL 33069 Telephone: (954) Fax (954) 984-4880 PE #28376, EB #4814 146 2001 Florida Building Code Section 1619 II ASCE 7 -98 Table1-1 1 ASCE 7 -98 Table 6-1 C C for all Components and gadding (ASCE 7-98 Section 6.5.6.3) 2.6 112 11.77 deg 21.33 0.91 Kz (from ASCE 7 -98 Section 6.5.6.4) 49.89 gz=.00256KKV21Kt and Ka = 1) 15 psf 10 psf 30 psf 40 psf 2500 pet Must be substantiated by testing Laboratory 24"x12' min. 18"x10® min. 3000 psi 60000 psi 24000 psi 1500 psi 2500 psi 3000 psi Job Job Address Job City Irving E. Abcug and Associates, Inc. Consulting Engineers 3420 NW 27 Avenue Pompano Beach, FL 33069 Telephone: (954) 984 -4646 Fax: (954) 984-4680 Staples Family N/A Miami Shores Roof Components and Cladding for Gable /Hip Roofs (ASCE 7 -98) Wind Velocity (mph) Importance Category Length of Short Side Length of Long Side Roof Angle (degrees) Overhang on Long Side 1 (ft) Overhang on Long Side 2 (ft) Overhang on Short Side 1 (ft) Overhang on Short Side 2 (ft) Mean roof height above ground (ft) Parapet Height (ft) Building enclosure Exposure Category Negative intemal pressure Positive intemal pressure Alpha Zg Exposure coefficient (K ) Importance Factor Velocity Pressure (psf) Roof Area 3 Enclosed 146 2001 Florida Building Code Section 1619 11 ASCE 7 -98 Table1-1 23.75 33.33 11.77 2 2 2 2 21.33 0 C C for all Components and Cladding (ASCE 7 -98 Section 6.5.6.3) -0.18 Gcpi from ASCE 7 -98 Table 6-7 0.18 Gcpi from ASCE 7 -98 Table 6-7 9.5 From ASCE 7 -98 Table 6-4 900 From ASCE 7 -98 Table 6-4 0.914 Kz (from ASCE 7 -98 Section 6.5.6.4) 1 ASCE 7 -98 Table 6-1 49.887 qz= .00256KZV2I (Krt and Kd = 1) Area 3 at Ridge Distance from Comer to End of Area 3 (ft) Tributary Area (ft) Negative GCp Negative Design Pressure (psf) Positive GCp Positive Design Pressure (psf) YES (No Area Type 3 at Ridges for a Hip Roof- ASCE 7 -98 Figure 6-5B) 3 9.00 -2.10 - 113.74 4E-- 0.50 33.92 Page 1 Irving E. Abcug and Associates, Inc. Consulting Engineers 3420 NW 27 Avenue Pompano Beach, FL 33069 Telephone: (954) 984 -4646 Fax: (954) 984 -4680 Roof Area 2 Area 2 at Ridge YES Distance from Edge to End of Area 2 (ft) 3 Roof Area 2 (Long Side) Tributary Area (ft2) 81.99 Negative GCp -1.46 Negative Design Pressure (psf) -81.83 Positive GCp 0.32 Positive Design Pressure (psf) 24.81 Roof Area 2 (Short Side) Tributary Area (ft2) Negative GCp Negative Design Pressure (psf) Positive GCp Positive Design Pressure (psf) Roof Area 1 (Rest of Roof Area) Tributary Area (ft2) Negative GCp Negative Design Pressure (psf) Positive GCp Positive Design Pressure (psf) 17.83 -1.93 - 105.15. !-- 0.45 31.47 Overhangs (ASCE 7 -98 8.5.11.4) 160.56 -0.80 -48.89 -!- 0.30 23.95 Overhang 1 Long Side Overhang 1 Long Side (Area 3) Distance from Comer to End of Area 3 (ft) 3 Tributary Area (ft2) 16 Negative GCp -3.46 Negative Design Pressure (psf) - 181.34 040,■- Overhang 1 Long Side (Area 2) Distance from Edge to End of Area 2 (ft) 3 Tributary Area (ft2) 54.66 Negative GCp -2.20 Negative Design Pressure (psf) - 118.73. mor--- Overhang 2 Long Side Overhang 2 Long Side (Area 3) Distance from Comer to End of Area 3 (ft) 3 Tributary Area (ft2) 16 Negative GCp -3.46 Negative Design Pressure (psf) - 181.34 Irving E. Abcug and Associates, Inc. Consulting Engineers 3420 NW 27 Avenue Pompano Beach, FL 33069 Telephone: (954) 984 -4646 Fax: (954) 984-4680 Overhang 2 Long Side (Area 2) Distance from Edge to End of Area 2 (ft) 3 Tributary Area (ft2) 54.66 Negative GCp -2.20 Negative Design Pressure (psf) - 118.73 Overhang 1 Short Side Overhang 1 Short Side (Area 3) Distance from Comer to End of Area 3 (ft) 3 Tributary Area (ft2) 16 Negative GCp -3.46 Negative Design Pressure (psf) - 181.34 Overhang 1 Short Side (Area 2) Distance from Edge to End of Area 2 (ft) 3 Tributary Area (ft2) 35.5 Negative GCp -2.20 Negative Design Pressure (psf) - 118.73 Overhang 2 Short Side Overhang 2 Short Side (Area 3) Distance from Comer to End of Area 3 (ft) 3 Tributary Area (ft2) 16 Negative GCp -3.46 Negative Design Pressure (psf) - 181.34 Overhang 2 Short Side (Area 2) Distance from Edge to End of Area 2 (ft) 3 Tributary Area (ft2) 35.5 Negative GCp -2.20 Negative Design Pressure (psf) - 118.73 Page 3 Irving E. Abcug and Associates, Inc. Consulting Engineers 3450 NW 27th Avenue Pompano Beach, Florida 33069 TEL:(954)984 -4646 FAX: (954)984 -4680 RICHARD W. CHER ARCHITECT STAPLES FAMILY MIAMI SHORES, FLORIDA BUILDING DESIGN CONDMONS: UPPER ROOF SIDES OF BUILDING: Blong := 33.3 FT Bshort := 23.75 FT MEAN ROOF HEIGHT: Rheight := 23 FT Wheightu := 11.83 FT PANEL THICKNESS: T := 7.625 IN MAXIMUM TRUSS SPAN: span := 26.5 FT Wheightl := 9.83 FT #1 HIP TRUSS GIRDER SETBACK: setback := 3 TRUSS OVERHANG: oh := 2 FT WIND VELOCITY: V := 146 MPH MEAN ROOF HEIGHT: HT := Rheight EXPOSURE C: Kz := if HT <_ 15,.85,2.01 ROOF UPLIFT. PRESSURES, ZONE 1 PRESSURE: ZONE 2 PRESSURE: ZONE 3 PRESSURE: ZONE 2 OVERHANG PRESSURE: ZONE 3 OVERHANG PRESSURE: ZONE "a" DISTANCE: PRESSURE DUE TO GRAVITY: FT pitch .= 1—=� pitch = 0.208 (925) (900) HT = 23 FT Kz = 0.929 G := .85 pl := —48.89 PSF p2 := — 105.15 PSF p3 := — 113.74 PSF p2oh := — 118.73 PSF p3oh := — 181.34 PSF a := 3.0 FT pgrav := 20 PSF CHECK HOLD DOWN STRAPS MAIN ROOF TRUSSES MAIN ROOF TRUSS SPAN: span = 26.5 FT MAIN ROOF TRUSS UPLIFT: ZONE 2 OVERHANG LOAD: P2oh := (p2oh + pgrav) • 2 • oh P2oh = — 394.92 LB ZONE 2 LOAD: P2 := (p2 + pgrav) • 2 • (2a) P2 = —1.022 x 103 LB ZONE 1 LOAD: P1 := if 2 a z s pan ,0,(p1 + pgrav)2 • s �an 2a P1 = — 418.905 LB 1 Irving E. Abcug and Associates, Inc. Consulting Engineers 3450 NW 27th Avenue Pompano Beach, Florida 33069 TEL: (954)984 -4646 FAX:(954)984-4680 Pstrap :_ —(P2oh + P2 + P1) Pstrap = 1.836 x 103 LB/TRUSS END N := ceil Pstrap N1 := cell Pstrap SPACE := 24 1125 540. 1.33 NI N2 : cell Pstrap 1105 U E N = 2 CUSP RT22T STRAPS. ATTACH TO TRUSS W/91/116d NAILS AND ATTACH TO LEDGER W /9© 16d NAILS. Pallow= 1125 #/STRAP. ATTACH 202x10 LEDGER TO WALL WITH 3/4 "x9" EPDXY ANCHORS DIE SPACE = 8 IN O.C. ALTERNATE ATTACHMENT TO TJE BEAM USE N2 = 2 OUSP DTC STRAPS. ATTACH TO TRUSS W /110.. 1Qd NAILS ALLOW =1105 #/STRAP NUMBER #1 HIP ROOF TRUSS GIRDER: NUMBER #1 HIP ROOF TRUSS GIRDER WITH setback = 3 FT NUMBER #1 ROOF TRUSS GIRDER SPAN: span = 26.5 FT NUMBER #1 RO9F TRUSS GIRDER UPLIFT: 2 P3oha :_ (p3oh + pgrav) a • oh (2 • setback) P3oha = — 484.02 LB P3ohb := (p2oh + pgrav) • (setback + 2 — a) (setback + 2 + a) • oh 2 • setback P3ohb = — 526.56 LB P3oh := P3oha + P3ohb P3oh = —1.011 x 103 LB 2 P3a [(P3 + pgrav) a • a (2 • setback) P3a = — 421.83 LB 2 Irving E. Abcug and Associates, Inc. Consulting Engineers 3450 NW 27th Avenue Pompano Beach, Florida 33069 TEL: (954)984 -4646 FAX:(954)984 -4680 P3b :_ (p2 + pgrav) • (setback + 2 — a) • (setback + 2 + a) a P3b = —681.2 LB P3 := P3a + P3b 2 . setback P3=- 1.103x103 LB 2 P2a :_ (p2 + pgrav) • a (span — 2 a) (2 setback) 2 P2a = - 1.309x103 LB P2b := (p1 + pgrav) • (setback + 2 — a) (setback + 2 + a) 2 • setback P2b := if 2 • a >_ span , 0,P2b P2b = — 789.66 LB P2 := P2a + P2b P2 = —2.099 x 103 LB (span — 2 • a) 2 Pstrap := —(P3oh + P3 + P2) Pstrap = 4.212 x 103 LB/TRUSS END N := ce.i Pstrap 1125 N2 : ceil Pstrap — 1105 N1.— (cei( Pstrap 540. 1.33 N3 := (ceii' Pstrap 6170 SPACE .= 24 N1 N4 := (ceii(tra1 12340 U := if (N S 2 , "TA 18R" , if (Pstrap <_ 6170 , "USC 3" , if (Pstrap <_ 12340 , "USC 4" ,"SPEC") U = "USC 3" N5 := if (N <— 2,N• 1125,if(Pstrap 6170, 6170,if(Pstrap S 12340 , 12340 , "SPECIAL" )) N5 = 6.17 x 103 LB N6 := if (N —< 2,N, if (Pstrap <— 6170,1, if (Pstrap <— 12340,1, "SPECIAL" ))) 3 Irving E. Abcug and Associates, Inc. Consulting Engineers 3450 NW 27th Avenue Pompano Beach, Florida 33069 TEL:(954)984 -4646 FAX:(954)984 -4680 Ua := if (N2 <_ 2 ,"USP TA 18R" ,"SPECIAL" ) Ua = "SPECIAL" N5a := if (N 5 2 ,N • 1125 , "SPECIAL" ) N5a = "SPECIAL" LB N6a := if (N _< 2 ,N, "SPECIAL" ) ATTACHMENT TO TIE BEAM USE N6 = 1 @ USP U = "USC 3" ALLOWABLE UPLIFT N5 = 6.17 x 103 LB ALTERNATE ATTACHMENT TO LEDGER USE N6a = "SPECIAL" @ Ua = "SPECIAL" ALLOWABLE UPLIFT N5a = "SPECIAL" LB ATTACH 20410 LEDGER TO WALL WITJ -I 314 "x 9" EPDXY ANCHORS USE SPACE = 4 IN O.C. CHECK ROOF AS A DIAPHRAGM FOR SHEAR: MEAN ROOF HEIGHT: HT = 23 FT EXPOSURE Ci Kz = 0.929 G = 0.85 V = 146 MPH VELOCITY PRESSURE: q :_ .00256 • Kz • 1 • V2 q = 50.685 PSF NET WIND PRESSURE ON BLDG: p := q • (.8 + .5)G p = 56.006 PSF WIND SHEAR ON END OF BLDG: qw := p . (HT — Wheightl)2 Blong 2 • (Wheightu — Wheightl) (2 • Bshort) qw = 1.703 x 103 LB /FT sml := if (qw <_ 425,6,if (qw _< 640,4,if (qw 5 730,3, "thicker framing req'd" ))) sl := if Blong — 640 Blong Blong — 425 Blong sml = 3, 2 qw ,if sml = 4, 2 qw , "NA" 4 Irving E. Abcug and Associates, Inc. Consulting Engineers 3450 NW 27th Avenue Pompano Beach, Florida 33069 TEL•(954)984 -4646 FAX:(954)984 -4680 sl := if (sl = "NA" ,"THE LENGTH OF BUILDING" ,s1) sml = "thicker framing req'd" SPACING FOR sl = "THE LENGTH OF BUILDING" FT. FROM EACH END OF BUILDING sm2 := if (sl = "THE LENGTH OF BUILDING" , "NA" , if (sml = 4,6,4)) s2 := if (Biong — 425. Blong qw sml = 3, , "THE REMAINING MID PART BUILDING " 2 sm2 = "NA" 1 SPACING FOR s2 = "THE REMAINING MID PART BUILDING " FT. FROM EACH END OF BUILDING sm3 := if (sl = "THE LENGTH OF BUILDING" , "NA" ,if(sm2 = 4,6,6)) s3 := if (sm2 = 4 ,"THE REMAINING MID PART BUILDING " , "NA" ) sm3 = "NA" I SPACING FOR s3 = "NA" R•1�F _ THIN e l 1 2" A AC D O TH W OD TR S ES AS FO LOW sml = "thicker framing req'd" PACING FOR sl = "THE LENGTH OF BUILDING" FT. FROM EACH END OF BUILDING sm2 = "NA" I SPACING FOR s2 = "THE REMAINING MID PART BUILDING " FT. FROM EACH END OF BUILDING s3 := if = 4 , "THE RET 4AINING MID PART BUILDING " , "NA" ) sm3 = "NA" 1 SPACING FOR s3 = "NA" 5 Irving E. Abcug and Associates, Inc. Consulting Engineers 3420 NW 27 Avenue Pompano Beach, FL 33069 Telephone: (954) 984 -4646 Fax: (954) 984 -4680 RICHARD W. CHER ARCHITECT STAPLES FAMILY MIAMI SHORES,FL Reinforced Masonry Wind Loads (ASCE 7 -98) Wind Velocity (mph) Importance Category Mean Height of Roof (ft) Length of Short Side (ft) Building enclosure Slope of roof (Degrees) Negative intemal pressure Positive intemal pressure Alpha Zg Exposure coefficient (KZ) Importance Factor Velocity Pressure (psf) 146 2001 Florida Building Code Section 1619 II ASCE 7 -98 Table1-1 21.33 Use ASCE 7 -98, Figure 6 -5A for h < =60ft only 23.75 Enclosed ASCE 7 -98 Section 6.2 11.77 -0.18 GCpi from ASCE 7 -98 Table 6 -7 0.18 GCpi from ASCE 7 -98 Table 6 -7 C Use exposure C from ASCE 7 -98 6.5.6.3 9.5 From ASCE 7 -98 Table 6-4 900 From ASCE 7 -98 Table 6-4 0.91 Kz (from ASCE 7 -98 Section 6.5.6.4, z > =15 ft) 1 ASCE 7 -98 Table 6 -1 49.89 qz= .00256KZV2l (Kt and Kd = 1) Masonry Location Number 1 1 Distance from Comer to End of Type 5 Area (ft) Masonry within Type 5 area TRUE FALSE Effect. Maronry Height (ft) 9.83 9.83 Effective Masonry Width (ft) 3.2766667 3.2766667 Masonry Tributary Area 32.21 32.21 Positive GCp Adjusted Positive GCp Positive Design Pressure Negative GCp Adjusted Negative GCp Neg Design Pressure (psf) 0.910 0.910 54.391 -1.221 -1.221 -69.87 Masonry Location Number 2 0.910 0.910 54.391 -1.010 -1.010 -59.38 2 2 1 1 2 3 TRUE FALSE TRUE FALSE TRUE 11.83 11.83 9.83 9.83 11.83 3.9433333 3.9433333 4 4 4 46.65 46.65 39.32 39.32 47.32 0.882 0.882 0.895 0.895 0.881 0.882 0.882 0.895 0.895 0.881 52.974 52.974 53.628 53.628 52.920 -1.164 -0.982 -1.190 -0.995 -1.162 -1.164 -0.982 -1.190 -0.995 -1.162 -67.04 -57.96 -68.35 -58.62 -66.93 Distance from Comer to End of Type 5 Area (ft) Masonry within Type 5 area FALSE FALSE FALSE Effect. Maronry Height (ft) 11.83 Effective Masonry Width (ft) 4 Masonry Tributary Area 47.32 Positive GCp 0.881 Adjusted Positive GCp 0.881 Positive Design Pressure 52.920 Negative GCp -0.981 Adjusted Negative GCp -0.981 Neg Design Pressure (psf) -57.91 3 FALSE TRUE TRUE TRUE Richard W. Cher Architect Staples Family Miami Shores, Florida Irving E. Abcug and Associates, Inc. Consulting Engineers 3450 NW 27 Avenue Pompano Beach, FL 33089 Telephone: (954) 984 -4646 Fax: (954) 984 -4680 PE #28376, EB #4614 Door and Window Wind Loads (ASCE 7 -98) Wind Velocity (mph) Importance Category Mean Height of Roof (ft) Length of Short Side (ft) Building enclosure Slope of roof (Degrees) Negative intemal pressure Positive internal pressure Alpha Zg Exposure coefficient (KZ) Importance Factor Velocity Pressure (psf) 146 2001 Florida Building Code Section 1619 11 ASCE 7 -98 Table1-1 21.33 Use ASCE 7 -98, Figure 6 -5A for h <=60ft only 23.75 Enclosed ASCE 7 -98 Section 6.2 11.77 -0.18 GCpi from ASCE 7 -98 Table 6 -7 0.18 GCpi from ASCE 7 -98 Table 6 -7 C Use exposure C from ASCE 7 -98 6.5.6.3 9.5 From ASCE 7 -98 Table 6-4 900 From ASCE 7 -98 Table 6-4 0.91 Kz (from ASCE 7 -98 Section 6.5.6.4, z > =15 ft) 1 ASCE 7 -98 Table 6 -1 49.89 qz =.00256KZV2I (Kit and Ks = 1) Window Number 1 Distance from Comer to End of Type 5 Area (ft) Window within Type 5 area TRUE FALSE 4.17 4.17 1 2 2 3 3 4 3 TRUE FALSE TRUE FALSE TRUE 4.17 4.17 4.17 4.17 4.17 1.67 1.67 1.67 1.67 1.67 1.67 1.67 6.96 6.96 6.96 6.96 6.96 6.96 6.96 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 58.866 58.866 58.866 58.866 58.866 58.866 58.866 -1.400 -1.100 -1.400 -1.100 -1.400 -1.100 -1.400 -1.400 -1.100 -1.400 -1.100 -1.400 -1.100 -1.400 -78.82 -63.85 -78.82 -63.85 -78.82 -63.85 -78.82 Window/Door Height (ft) Window/Door Width (ft) Window/Door Area Positive GCp Adjusted Positive GCp Positive Design Pressure Negative GCp Adjusted Negative GCp Neg Design Pressure (psf) Window Number Distance from Comer to End Window within Type 5 area Window/Door Height (ft) wndow/Door Width (ft) Window/Door Area Positive GCp Adjusted Positive GCp Positive Design Pressure Negative GCp Adjusted Negative GCp Neg Design Pressure (psf) 4 of Type 5 Area (ft) FALSE TRUE 4.17 4.17 5 5 6 6 7 7 3 FALSE TRUE FALSE TRUE FALSE 4.17 1 1 1 1 1.67 1.67 1.67 1 1 1 1 6.96 6.96 6.96 1.00 1.00 1.00 1.00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 58.866 58.866 58.866 58.866 58.866 58.866 .58.866 -1.100 -1.400 -1.100 -1.400 -1.100 -1.400 -1.100 -1.100 -1.400 -1.100 -1.400 -1.100 -1.400 -1.100 -63.85 - 78.82 -63.85 -78.82 -63.85 -78.82 -63.85 Richard W. Cher Architect Staples Family Miami Shores, Florida Irving E. Abcug and Associates, Inc. Consulting Engineers 3450 NW 27 Avenue Pompano Beach, FL 33069 Telephone: (954) 984 -4646 Fax: (954) 984 -4680 PE #28376, EB #4614 Door and Window Wind Loads (ASCE 7 -98) Wind Velocity (mph) Importance Category Mean Height of Roof (ft) Length of Short Side (ft) Building enclosure Slope of roof (Degrees) Negative intemal pressure Positive intemal pressure Alpha Zg Exposure coefficient (K2) Importance Factor Velocity Pressure (psf) 146 2001 Florida Building Code Section 1619 II ASCE 7 -98 Tabiel -1 21.33 Use ASCE 7 -98, Figure 6 -5A for h < =60ft only 23.75 Enclosed ASCE 7 -98 Section 6.2 11.77 -0.18 GCpi from ASCE 7 -98 Table 6 -7 0.18 GCpi from ASCE 7 -98 Table 6-7 C Use exposure C from ASCE 7 -98 6.5.6.3 9.5 From ASCE 7 -98 Table 6-4 900 From ASCE 7 -98 Table 6-4 0.91 Kz (from ASCE 7 -98 Section 6.5.6.4, z > =15 ft) 1 ASCE 7 -98 Table 6 -1 49.89 qz= .00256KKV2I (ict and Kd = 1) Window Number 8 Distance from Comer to End of Type 5 Area (ft) Window within Type 5 area TRUE FALSE Window/Door Height (ft) 1 1 8 9 9 10 10 11 3 TRUE FALSE TRUE FALSE TRUE 4.17 4.17 6.83 6.83 5.25 1 1 1.67 1.67 5.46 5.46 4.5 1.00 1.00 6.96 6.96 37.29 37.29 23.63 1.000 1.000 1.000 1.000 0.899 0.899 0.934 1.000 1.000 1.000 1.000 0.899 0.899 0.934 58.866 58.866 58.866 58.866 53.831 53.831 55.577 -1.400 -1.100 -1.400 -1.100 -1.198 -0.999 -1.268 -1.400 -1.100 -1.400 -1.100 -1.198 -0.999 -1.268 -78.82 -63.85 -78.82 -63.85 - 68.75 -58.82 -72.24 Window/Door Width (ft) Window/Door Area Positive GCp Adjusted Positive GCp Positive Design Pressure Negative GCp Adjusted Negative GCp Neg Design Pressure (psf) Window Number Distance from Comer to End Window within T pe 5 area Window/Door H ight (ft) Window/Door idth (ft) Window/Door A a Positive GCp Adjusted Positiv GCp Positive Design Pressure Negative GCp Adjusted Negative GCp Neg Design Pressure (psf) 11 12 of Type 5 Area (ft) FALSE TRUE 5.25 5.25 4.5 4.5 23.63 23.63 0.934 0.934 0.934 0.934 55.577 55.577 -1.034 -1.268 -1.034 -1.268 -60.57 -72.24 12 13 13 14- 14 3 FALSE TRUE FALSE TRUE FALSE 5.25 5.25 5.25 5.25 5.25 4.5 4.5 4.5 4.5 4.5 23.63 23.63 23.63 23.63 23.63 0.934 0.934 0.934 0.934 0.934 0.934 0.934 0.934 0.934 0.934 55.577 55.577 55.577 55.577 55.577 -1.034 -1.268 -1.034 -1.268 -1.034 -1.034 -1.268 -1.034 -1.268 -1.034 -60.57 - 72.24 -60.57 -72.24 -60.57 Richard W. Cher Architect Staples Family Miami Shores, Florida Irving E. Abcug and Associates, Inc. Consulting Engineers 3450 NW 27 Avenue Pompano Beach, FL 33069 Telephone: (954) 984 -4646 Fax: (954) 984 -4680 PE #28376, EB #4614 Door and Window Wind Loads (ASCE 7 -98) Wind Velocity (mph) Importance Category Mean Height of Roof (ft) Length of Short Side (ft) Building enclosure Slope of roof (Degrees) Negative internal pressure Positive internal pressure Alpha Zg Exposure coefficient (KZ) Importance Factor Velocity Pressure (psf) 146 2001 Florida Building Code Section 1619 II ASCE 7 -98 Tabiel -1 21.33 Use ASCE 7 -98, Figure 6 -5A for h < =60ft only 23.75 Enclosed ASCE 7 -98 Section 6.2 11.77 -0.18 GCpi from ASCE 7 -98 Table 6 -7 0.18 GCpi from ASCE 7 -98 Table 6-7 C Use exposure C from ASCE 7 -98 6.5.6.3 9.5 From ASCE 7 -98 Table 6-4 900 From ASCE 7 -98 Table 6-4 0.91 Kz (from ASCE 7 -98 Section 6.5.6.4, z > =15 ft) 1 ASCE 7 -98 Table 6 -1 49.89 gz=.00256KZV2l (Kt and Kd =1) Window Number 15 Distance from Comer to End of Type 5 Area (ft) Window within Type 5 area TRUE FALSE Window/Door Height (ft) 1 1 15 16 16 17 17 18 3 TRUE FALSE TRUE FALSE TRUE 1 1 1 1 1 1 1 1 1 1 1 1 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 58.866 58.866 58.866 58.866 58.866 58.866 58.866 -1.400 -1.100 -1.400 -1.100 -1.400 -1.100 -1.400 -1.400 -1.100 -1.400 -1.100 -1.400 -1.100 -1.400 -78.82 -63.85 -78.82 -63.85 -78.82 -63.85 -78.82 Window/Door Width (ft) Window/Door Area Positive GCp Adjusted Positive GCp Positive Design Pressure Negative GCp Adjusted Negative GCp Neg Design Pressure (psf) Window Number Distance from Comer to End Window within Type 5 area Window/Door Height (ft) Window/Door Width (ft) Window/Door Area Positive GCp Adjusted Positive GCp Positive Design Pressure Negative GCp Adjusted Negative GCp Neg Design Pressure (psf) 18 of Type 5 Area (ft) FALSE TRUE 1 1 1 1 1.00 1.00 1.000 1.000 1.000 1.000 58.866 58.866 -1.100 -1.400 -1.100 -1.400 -63.85 -78.82 19 19 20 20 21 21 3 FALSE TRUE FALSE TRUE FALSE 1 1 1 1 1 1 1 1 1 1 1.00 1.00 1.00 1.00 1.00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 .1.000 1.000 1.000 58.866 58.866 58.866 58.866 58.866 -1.100 -1.400 -1.100 -1.400 -1.100 -1.100 -1.400 -1.100 -1.400 -1.100 -63.85 -78.82 -63.85 -78.82 -63.85 Irving E. Abcug and Associates, Inc. Consulting Engineers 3450 NW 27 Avenue Pompano Beach, FL 33069 Telephone: (954) 984 -4646 Fax: (954) 984-4680 PE #28376, EB #4614 Richard W. Cher Architect Staples Family Miami Shores, Florida Door and Window Wind Loads (ASCE 7 -98) Wind Velocity (mph) Importance Category Mean Height of Roof (ft) Length of Short Side (ft) Building enclosure Slope of roof (Degrees) Negative intemal pressure Positive internal pressure Alpha Zg Exposure coefficient (KZ) Importance Factor Velocity Pressure (psf) Window Number 146 2001 Florida Building Code Section 1619 II ASCE 7 -98 Tablel -1 21.33 Use ASCE 7 -98, Figure 6 -5A for h < =60ft only 23.75 Enclosed ASCE 7 -98 Section 6.2 11.77 -0.18 GCpi from ASCE 7 -98 Table 6 -7 0.18 GCpi from ASCE 7 -98 Table 6 -7 C Use exposure C from ASCE 7 -98 6.5.6.3 9.5 From ASCE 7 -98 Table 6-4 900 From ASCE 7 -98 Table 6-4 0.91 Kz (from ASCE 7 -98 Section 6.5.6.4, z > =15 ft) 1 ASCE 7 -98 Table 6 -1 49.89 qz= .00256KZV21(KK and Kd = 1) 22 22 24 24 Distance from Comer to End Window within Type 5 area Window/Door Height (ft) Window/Door Width (ft) Window/Door Area Positive GCp Adjusted Positive GCp Positive Design Pressure Negative GCp Adjusted Negative GCp Neg Design Pressure (psf) Window Number of Type 5 Area (ft) TRUE 1 1 1.00 1.000 1.000 58.866 -1.400 -1.400 -78.82 FALSE 1 1 1.00 1.000 1.000 58.866 -1.100 -1.100 -63.85 3 TRUE FALSE TRUE FALSE TRUE 7.67 7.67 16 16 122.72 122.72 0.808 0.808 0.808 0.808 49.274 49.274 -1.015 -0.908 -1.015 -0.908 -59.64 -54.26 Distance from Comer to End of Type 5 Area (ft) Window within Type 5 area FALSE TRUE Window/Door Height (ft) Window/Door Width (ft) Window/Door Area Positive GCp Adjusted Positive GCp Positive Design Pressure Negative GCp Adjusted Negative GCp Neg Design Pressure (psf) 3 FALSE TRUE FALSE TRUE FALSE Irving E. Abcug and Associates, Inc. Consulting Engineers 3420 NW 27 Avenue Pompano Beach, FL 33069 Telephone: (954) 984 -4646 Fax: (954) 984 -4680 RICHARD W. CHER ARCHITECT STAPLES FAMILY MIAMI SHORES, FL Reinforced Masonry Wind Loads (ASCE 7 -98) Wind Velocity (mph) Importance Category Mean Height of Roof (ft) Length of Short Side (ft) Building enclosure Slope of roof (Degrees) Negative intemal pressure Positive intemal pressure Alpha Zg Exposure coefficient (Ka) Importance Factor Velocity Pressure (psf) Masonry Location Number 146 2001 Florida Building Code Section 1619 I1 ASCE 7 -98 Table1-1 21.33 Use ASCE 7 -98, Figure 6-5A for h < =60ft only 23.75 Enclosed ASCE 7 -98 Section 6.2 11.77 -0.18 GCpi from ASCE 7 -98 Table 6 -7 0.18 GCpi from ASCE 7 -98 Table 6 -7 C Use exposure C from ASCE 7 -98 6.5.6.3 9.5 From ASCE 7 -98 Table 6-4 900 From ASCE 7 -98 Table 6-4 0.91 Kz (from ASCE 7 -98 Section 6.5.6.4, z > =15 ft) 1 ASCE 7 -98 Table 6 -1 49.89 qz= .00256KKV21 Kt and Kd = 1) 3 3 Distance from Comer to End Masonry within Type 5 area Effect. Maronry Height (ft) Effective Masonry Width (ft) Masonry Tributary Area Positive GCp Adjusted Positive GCp Positive Design Pressure Negative GCp Adjusted Negative GCp Neg Design Pressure (psf) Masonry Location Number of Type 5 Area (ft) TRUE FALSE 21.66 21.66 7.22 156.39 0.789 0.789 48.347 -0.978 -0.978 -57.78 7.22 156.39 0.789 0.789 48.347 -0.889 -0.889 -53.34 3 FALSE FALSE TRUE TRUE TRUE Distance from Comer to End of Type 5 Area (ft) Masonry within Type 5 area FALSE FALSE Effect. Maronry Height (ft) Effective Masonry Width (ft) Masonry Tributary Area Positive GCp Adjusted Positive GCp Positive Design Pressure Negative GCp Adjusted Negative GCp Neg Design Pressure (psf) 3 FALSE FALSE TRUE TRUE TRUE hof spoia 1I.6G 53_ Cot IN M \ s �Lot*. s'NFW044,0) MD (04y t t sco, 7 + 003 i%Ooit- 9.t roQ 141\40HW x=666.) +680,7 Io17,6 Iry IRVING E. ABCUG & ASSOCIATES , INC. Consulting Engineers DATE BY CHECIm DATE BY err of JOB DESCRIPTION `l- I`i Fr- 53 39 ()),► G6 577,E 41' ectiketrE til yd A CC/A) 242i 2roc r, tic : ?-c7 Atusti 2 7 °I2 i7 4„--t z,c) tcr sir or ,,, �- 77/-7 0 F1` 2309 f 3700 Div 1 r-r IRVING E. ABCUG & ASSOCIATES , INC. Consulting Engineers DATE BY REVISION ZOL(--,s CHECKED DATE ET OF JOB DESCRIPTION Skin V itkim, e min- Ktt or IRVING E. ABCUG AND ASSOCIATES consulting engineers 3450 NW 27th Avenue Pompano Beach, FL 33069, TEL:(954) 984 -4646 FAX:(954)984 -4680 RICHARD W. CHER ARCHITECT STAPLES FAMILY MIAMI SHORES, FLORIDA ANALYSIS OF REINFORCED EXTERIOR WALL MIDDLE ZONE SECOND FLOOR MASONRY BEARING WALLS INPUT DATA: BAR IN FILLED CELL AT THE FOLLOWING SPACING WALL HEIGHTS BETWEEN POINTS OF INFLECTION: GRAVITY LOAD PASSING THRU CG OF WALL: S: =32 IN O.C. h:= 11.83 Pcg := 1317.6 GRAVITY LOAD PASSING OUTSIDE OF CG OF WALL: Pncg := 0 LOCATION OF MAX. BENDING MOMENT: WALL WIND PRESSURE: CONSIDER BLOCK THICKNESS ECCENTRICITY OF pncg: e :_ .1 • t CONCRETE BLOCK STRENGTH: ALLOWABLE TENSION STRESS IN BLOCK: BAR SIZE IN FILLED CELL STEEL WORKING STRESS ALLOWABLE: INPUT DATA FROM DATA TABLE RADIUS OF GYRATION: MOMENT OF INERTIA: SECTION MOD. OF GROUTED BLOCK: h hm := 2 rx := P. i,4 Ix := Pi 2 Sx:= P. NET CONCRETE BLOCK AREA: An := P1,1 l 1 FT #/FT # /FT hm =5.915 FT p := 57.96 psf t := 7.625 IN e = 0.763 IN fm := 2500 psi T := 25 psf NO := 5 Fs := 24000 psi rx = 2.59 Ix = 360.5 Sx = 90.1 An = 46 IN IN ^4 /FT IN ^3 /FT IN ^2 /FT IRVING E. ABCUG AND ASSOCIATES consulting engineers 3450 NW 27th Avenue Pompano Beach, FL 33069 TEL:(954) 984 -4646 FAX:(954)984 -4680 Asv: =,c. ( 2 r/ ° 8)2 12 S AREA OF STEEL BASED ON VERT. REINF. SPACING: Asv = 0.115 INA2/FT MAXIMUM BENDING IN WALL DUE TO WIND: h2 Mmaxw := 12p • — 8 Mmaxw = 1.217 x 104 IN-# /FT MAXIMUM BENDING IN WALL DUE TO ECC: Mmaxe:= e• Pncg Mmaxe = 0 IN -# /FT MAXIMUM BENDING IN WALL: Mt := Mmaxw + Mmaxe Mt = 1.217 x 104 IN -#/FT BENDING STRESS IN WALL: COMPRESSION STRESS AT h /2: 2 Mt fb := Sx fb = 135.041 psi fa :_ (Pcg + Pncg) An fa = 28.643 psi c IRVING E. ABCUG AND ASSOCIATES consulting engineers 3450 NW 27th Avenue Pompano Beach, FL 33069 TEL:(954) 984 -4646 FAX:(954)984 -4680 MAX. COMBINED COMPRESSION STRESS: fmax := fa + fb fmax = 163.684 psi MIN. COMBINED COMPRESSION STRESS: fmin := fa — fb hrx := h • 12 hrx = 54.811 rx Fa1 := 1.33fm 1 h 2 140•rx fmin = - 106.397 psi I70• h Fa2:= 1.33fm 4 4 2 Fa = if(hrx > 99, Fa2, Fa1) Fa = 830.365 psi if(fa > Fa, 'DESIGN IS N.G." , "fa <= Fa O.K. ") = "fa <= Fa O.K." Fa . 4 • [(.25 fm • An) + (.65 • Asv • Fs)] 4 Pa:= Pa= 4.058x 10 # fm Pa 1.333 Pa 1.333 fm F1 := if LAO ) < 3 fm, LAn), 3 F1 = 882.202 psi if(fmax> F1, 'DESIGN 15 N.G." , "fmax < = F1 O.K. ") = "fmax <= F1 O.K." 3 IRVING E. ABCUG AND ASSOCIATES consulting engineers 345Q NW 27th Avenue Pompano Beach, FL 33069 TEL:(954) 984 -4646, FAX:1954)984 -4680 29000000 n = 12.889 Asv n:= r: =--- (900 fm) An t d := 2 j = 1 - k 3 k:= 1 2 r- n+ (r- n)21 - r• n BASED ON Asv: Mr1 := Asv • Fs - j • d • 1.333 BASED ON An: Mr2 := 1.2 3 3 k j 12 . d2 Mr := min (Mr1, Mr2) Mr= 1.299 x 104 IN -##IFT if(Mt > Mr, 'DESIGN IS N.G." , "Mt <= Mr O.K. ") = "Mt <= Mr O.K." MS :_ ( Fa) + ( Mr) fa MS = 0.971 if(MS > 1.000, 'DESIGN IS ' N.G." ,'DESIGN IS O.K. ") = "DESIGN IS O.K." 4 IRVING E. ABCUG AND ASSOCIATES consulting engineers 3450 NW 27th Avenue Pompano Beach, FL 33069 TEL:(954) 984 -4646 FAX:(954)984.4680 RICHARD W. CHER ARCHITECT STAPLES FAMILY MIAMI SHORES, FLORIDA ANALYSIS OF REINFORCED EXTERIOR WALL EDGE ZONE FIRST FLOOR MASONRY pEARING WALLS INPUT DATA: BAR IN FILLED CELL AT THE FOLLOWING SPACING s := 40 IN O.C. WALL HEIGHTS BETWEEN POINTS OF INFLECTION: h := 9.83 FT GRAVITY LOAD PASSING THRU CG OF WALL: Pcg := 2516.4 # /FT GRAVITY LOAD PASSING OUTSIDE OF CG OF WALL. Pncg := 0 #IFT LOCATION OF MAX. BENDING MOMENT: hm := hm = 4.915 FT 2 WALL WIND PRESSURE: p := 69.87 psf CONSIDER BLOCK THICKNESS t := 7.625 IN ECCENTRICITY OF pncg: e := .1 . t e = 0.763 IN CONCRETE BLOCK STRENGTH: fm := 2500 psi ALLOWABLE TENSION STRESS IN BLOCK: T := 25 psf BAR SIZE IN FILLED CELL NO := 5 STEEL WORKING STRESS ALLOWABLE: Fs := 24000 psi INPUT DATA FROM DATA TABLE, RADIUS OF GYRATION: rx := Pi 4 rx = 2.63 IN MOMENT OF INERTIA: Ix:= Pi ,2 Ix= 355.2 IN"4 /FT SECTION MOD. OF GROUTED BLOCK: Sx:= Pi ,3 Sx= 88.3 INA3 /FT NET CONCRETE BLOCK AREA: An := Pi, l An = 42.8 INA2 /FT 1 IRVING E. ABCUG AND ASSOCIATES consulting engineers 3450 NW 27th Avenue Pompano Beach‘ FL 33069 TEL:(954) 984 -4646 FAX:(954)984 -4680 Asv =IC • NO 2 12 2 8 S AREA OF STEEL BASED ON VERT. REINF. SPACING: Asv = 0.092 INA2/FT MAXIMUM BENDING IN WALL DUE TO WIND: h2 Mmaxw := 12p • -- 8 Mmaxw = 1.013 x 104 1N4/FT MAXIMUM BENDING IN WALL DUE TO ECC: Mmaxe:= e• Pncg Mmaxe = 0 IN -#/FT MAXIMUM BENDING IN WALL: Mt := Mmaxw + Mmaxe Mt = 1.013 x 104 IN -#/FT BENDING STRESS IN WALL: COMPRESSION STRESS AT h /2: 2 Mt fb := — Sx fb = 114.691 psi (Pcg + Pncg) fa :_ An fa = 58.794 psi 1� � IRVING E. ABCUG AND ASSOCIATES consulting engineers 3450 NW 27th Avenue Pompano Beach, FL X3069 TEL:(954) 984 -4646 FAX:(954)984 -4680 MAX. COMBINED COMPRESSION STRESS: fmax := fa + fb fmax = 173.485 psi MIN. COMBINED COMPRESSION STRESS: fmin := fa - fb fmin = - 55.896 psi hrx := h • — 12 hrx = 44.852 rx Z 2 [1 (140. rx (70 h —) Fat= 1.33fm Fa2 = 1.33fm 4 4 Fa := if(hrx > 99, Fa2, Fa1) Fa = 830.658 psi if(fa > Fa, "DESIGN IS N.G." , "fa <= Fa O.K. ") _ "fa <= Fa O.K." Fa . 4 • [(.25 . fm • An) + (.65 • Asv • Fs )] 4 Pa:_ Pa= 3.746x 10 # fm Pal 1.333 Pa 1.333 fm F1 :_ --- I < fm, I -� , An 3 An 3 F1 = 875.243 psi if(fmax> F1, "DESIGN IS N.G." , "fmax <= FI O.K. ") = "fmax <= FI O.K." 3 3t IRVING E. ABCUG AND ASSOCIATES, consulting engineers 3450 NW 27th Avenue Pompano Beach, FL 33069 TEL:(954) 984 -4646 FAX:(954)984 -4680 29000000 Asv n:= n= 12.889 r:= An d := 2 j =1 3 k:= BASED ON Asv: Mr1 := Asv • Fs • j • d • 1.333 BASED ON An: Mr2: 1.X33 3 k j 12 • d2 Mr:= min (Mrl , Mr2) Mr.= 1.044 x 104 IN•#/FT 2•r•n +(r•n)2 if(Mt > Mr, "DESIGN IS N.G." , "Mt <= Mr O.K. ") = "Mt <— Mr O.K." M5 := ( Fa) + ( Mr) MS = 1.041 if(MS > 1.000, "DESIGN IS N.G." ,'DESIGN IS O.K. ") _ "DESIGN IS N.G." — 4 r•n 40 6 IRVING E. ABCUG AND ASSOCIATES consulting engineers 3450 NW 27th Avenue Pompano Beach, FL 33069 TEL:(954) 984 -4646 FAX:(954)984 -4680 RICHARD W. CHER ARCHITECT STAPLES FAMILY MIAMI SHORES, FLORIDA ANALYSIS OF REINFORCED EXTERIOR WALL EDGE MASONRY BEARING WALLS INPUT DATA: BAR IN FILLED CELL AT THE FOLLOWING SPACING WALL HEIGHTS BETWEEN POINTS OF INFLECTION: GRAVITY LOAD PASSING THRU CG OF WALL: ZONE SECOND FLOOR S := 24 IN O.C. h:= 11.83 FT Pcg := 1317.6 #/FT GRAVITY LOAD PASSING OUTSIDE OF CG OF WALL: Pncg := 0 LOCATION OF MAX. BENDING MOMENT: WALL WIND PRESSURE: CONSIDER BLOCK THICKNESS ECCENTRICITY OF pncg: e :_ .1 • t CONCRETE BLOCK STRENGTH: ALLOWABLE TENSION STRESS IN BLOCK: BAR SIZE IN FILLED CELL STEEL WORKING STRESS ALLOWABLE: INPUT DATA FROM DATA TABLE RADIUS OF GYRATION: MOMENT OF INERTIA: SECTION MOD. OF GROUTED BLOCK: hm := h _2 rx: Pi,4 Ix:- P.,2 Sx:= P. NET CONCRETE BLOCK AREA: An := P1,1 1 #/FT hm = 5.915 FT p 67.04 psf t := 7.625 IN e.= 0.763 IN fm := 2500 psi T := 25 psf NO =5 Fs := 24000 psi rx = 2.53 IN Ix = 369.4 IN^4 /FT Sx = 93.2 IN ^3 /FT An = 51.3 IN "2 /FT IRVING E. ABCUG AND ASSOCIATES consulting engineers 3450 NW 27th Avenue Pompano Beach, FL 33069 TEL :(9541 984 -4646, FAX:(954)984 -4680 Asv := a • NO 2 12 2 8 S AREA OF STEEL BASED ON VERT. REINF. SPACING: Asv= 0.153 INA2/FT MAXIMUM BENDING IN WALL DUE TO WIND: h2 Mmaxw 12p. -- 8 Mmaxw = 1.407 x 104 IN -#/FT MAXIMUM BENDING IN WALL DUE TO ECC: Mmaxe:= e • Pncg Mmaxe = 0 MAXIMUM BENDING IN WALL: Mt := Mmaxw + Mmaxe BENDING STRESS IN WALL: COMPRESSION STRESS AT h /2: 2 IN -# /FT Mt = 1.407 x 104 IN -#/FT Mt fb: Sx fb = 151.001 psi fa :_ (Pcg + Pncg) An fa = 25.684 psi IRVING E. ABCUG AND ASSOCIATES consulting engineers 3450 NW 27th Avenue Pompano Beach, FL 33069 TEL:(954) 984 -4646 FAX:(954)984 -4680 MAX. COMBINED COMPRESSION STRESS: fmax := fa + fb fmax = 176.685 psi MIN. COMBINED COMPRESSION STRESS: fmin := fa — fb 12 hrx := h • — rx Fat := 1.33fm hrx = 56.111 h 2 140 . rx 4 fmin = - 125.316 psi 12 (70.hJ Fa2:= 1.33fm 4 Fa := if(hrx > 99, Fa2, Fat) Fa = 830.323 psi if(fa > Fa, "DESIGN IS N.G." , "fa <= Fa O.K. ") = "fa <= Fa O.K." Pa= Fa•4•[(.25•fm•An) +(.65•Asv• Fs)] fm F1 :_ if Pa 1.333 Pa 1.333 �An) 3 fm ' (An)' 3 fm Pa = 4.577 x 104 F1 = 892..295 psi if(fmax > F1, "DESIGN IS N.G." , "fmax <= Fl O.K. ") = "fmax < = Fl O.K." 3 3 ES IRVING E. ABCUG AND ASSOCIATES consulting engineers 3450 NW 27th Avenue Pompano Beach, FL 33069 TEL:(954) 9844646, FAX:(954)9844680 29000000 n (900.fm) t d =2 n = 12.889 j =1 -3 Asv r :- - An k :_ BASED ON Asv: Mr1:= Asv • Fs • j • d . 1.333 _2.r•n +(r•n) 2 — 333 fm BASED ON An: Mr2 = 1. 2 3 k j 12 . d2 Mr:= min(Mr1, Mr2) Mr = 1.72 x 104 IN -#/FT if(Mt > Mr, "DESIGN IS N.G." , "Mt <= Mr O.K. ") = "Mt <= Mr O.K." fa MS ( Fa) + ( Mr) MS = 0.849 if(MS > 1.000, "DESIGN IS N.G." , "DESIGN IS O.K.") = "DESIGN IS O.K." 4 r•n IRVING E. ABCUG AND ASSOCIATES consulting engineers 3450 NW 27th Avenue Pompano Beach, FL 33069 TTL:(954) 984 -4646 FAX:(954)984 -4680 RICHARD W. CHER ARCHITECT STAPLES FAMILY MIAMI SHORES, FLORIDA ANALYSIS OF REINFORCED EXTERIOR WALL MIDDLE ZONE FIRST FLOOR MASONRY BEARING WALLS INPUT DATA: BAR IN FILLED CELL AT THE FOLLOWING SPACING S := 40 IN O.C. WALL HEIGHTS BETWEEN POINTS OF INFLECTION: h := 9.83 FT GRAVITY LOAD PASSING THRU CG OF WALL: Pcg := 2516.4 #/FT GRAVITY LOAD PASSING OUTSIDE OF CG OF WALL: Pncg := 0 #/FT LOCATION OF MAX. BENDING MOMENT: WALL WIND PRESSURE: CONSIDER BLOCK THICKNESS ECCENTRICITY OF pncg: a := .1 . t CONCRETE BLOCK STRENGTH: ALLOWABLE TENSION STRESS IN BLOCK: BAR SIZE IN FILLED CELL STEEL WORKING STRESS ALLOWABLE: INPUT DATA FROM DATA TABLE RADIUS OF GYRATION: MOMENT OF INERTIA: SECTION MOD. OF GROUTED BLOCK: hm :_ 2 nc:= PI,4 Ix := P. Sx = P. NET CONCRETE BLOCK AREA: An := PI 1 1 hm = 4.915 FT p:= 59.38 psf t = 7.625 IN e = 0.763 IN fm := 2500 psi T := 25 psf NO := 5 Fs := 24000 psi rx = 2.63 Ix = 355.2 Sx = 88.3 An =42.8 IN I N "4 /FT IN "3 /FT IN "2 /FT t IRVING E. ABCUG AND ASSOCIATES consulting engineers 3450 NW 27th Avenue Pompano Beach. FL 33069 TEL:(954) 984 -4646 FAX:(954)984 -4680 Asv :_ NO 2 12 2 S AREA OF STEEL BASED ON VERT. REINF. SPACING: Asv = 0.092 INA2 /FT MAXIMUM BENDING IN WALL DUE TO WIND: h2 Mmaxw := 12p 8 Mmaxw = 8.607 x 103 IN-#/FT MAXIMUM BENDING IN WALL DUE TO ECC: Mmaxe := e • Pncg Mmaxe = 0 IN -#/FT MAXIMUM BENDING IN WALL: Mt := Mmaxw + Mmaxe Mt = 8.607 x 103 I N-#/FT BENDING STRESS IN WALL: COMPRESSION STRESS AT h /2: 2 Mt fb := Sx fb = 97.472 psi (Pcg + Pncg) fa :_ An fa = 58.794 psi � M� IRVING E. ABCUG AND ASSOCIATES consulting engineers 3450 NW 27th Avenue Pompano Beach, FL 33069 TEL:(954) 984 -4646 FAX:(954)984 -4680 MAX. COMBINED COMPRESSION STRESS: fmax := fa + fb fmax = 156.266 psi MIN. COMBINED COMPRESSION STRESS: fmin := fa - fb hrx := h • 12 hrx = 44.852 rx Fa1 := 1.33fm [1 2 (14101' rx fmin = - 38.677 psi (70 h) Fa2:= 1.33fm 4 4 2 Fa if(hnc> 99, Fa2, Fa1) Fa = 830.658 psi if(fa > Fa, "DESIGN IS N.G." , "fa <= Fa O.K. "} = "fa <= Fa O.K." Fa•4•[(.25•fm• An) +(.65•Asv•Fs)] 4 Pa := Pa = 3.746 x 10 fm F1 := if A< fm, A , fm n) 3 n 3 1.333 Pa 1.333 F1 = 875.243 psi if(fmax> F1, "DESIGN IS N.G." , "fmax <= F1 O.K. ") _ "fmax <= F1 O.K." 3 3 MF IRVING E. ABCUG AND ASSOCIATES consulting enuineers 3450 NW 27th Avenue Pompano Beach. FL 33069 TEL:(954) 984 -4646 FAX:(954)984 -4680 29000000 Asv n :_ 900 fm} n = 12.889 r := An d := 2 j =1— 3 k := BASED ON Asv: Mr1 := Asv • Fs . j • d - 1.333 BASED ON An: Mr2 := -1.333 3' k j 12 • d2 2 1 2l z —] _2•r•n +(r•n) ] — r•n Mr := min (Mr1, Mr2) Mr = 1.044 x 104 IN -# /FT if(Mt > Mr, "DESIGN IS N.G." , "Mt <= Mr O.K. ") = "Mt <= Mr O.K." MS :- + Fa) ( Mrj MS = 0.895 if(Ms > 1.000, "DESIGN IS N.G." ,'DESIGN IS O.K. ") _ "DESIGN IS O.K." 4 IRVING E. ABCUG AND ASSOCIATES, INC. Consulting Engineers 3450 NW 27th Avenue POMPANO BEACH, FL 33069 TEL:(954)984 -4646 TEL:(954)984 -4680 PE# 28376, EB# 4614, SI # 1121 ANALYSIS OF STEM WALL FOUNDATION, CLIENT: RICHARD W. CHER ARCHITECT t V5/ I /L- rOOTA I t STAPLES FAMILY MIAMI SHORES, FL 1st FLR LIVE LOAD ( # /FT ^2):= 40 # /FTA2 2nd FLR LIVE LOAD ( # /FT ^2):= 2rd FLR DEAD LOAD (#/FT ^2):= 2nd FLR SPAN (FT):= ROOF LIVE LOAD ( # /FT "2):= ROOF DEAD LOAD( # /FT "2):= ROOF SPAN (FT):= OVERHANG (FT):= 1st FLR WALL WT ( #/FT. /FT.):= 1st FLOOR WALL HT. (FT):= 2nd FLR WALL WT (#IFT./FT.):= 2nd FLOOR WALL HT. (FT):= 40 #/FTA2 25 # /FT ^3 20.25 FT. 30 #/FTA2 25 #/FTA2 20.25 FT. 2 FT. 55 # /FT. /FT. 9.83 FT. 55 #/FT./FT. 11.83 FT. ALLOW. BRG LOAD(#IFT. ^2):= 2500 #/FTA2 ROOF LOAD {#/FT.):= 2nd FLR LOAD ( # /FT.):= 1st FLR WALL WT ( # /FT.):= 2nd FLR WALL WT ( # /FT.):= FOUNDATION WIDTH (IN.):= FOUNDATION THICK. (IN.):= CONCRETE STRENGTH:= RE- BAR YIELD STRENGTH:= 666.875 # /FT. 658.125 # /FT. 540.65 #/FT. 650.65 # /FT. 18 IN. 10 IN. 3000 PSI 60000 PSI 1 ULT LL:= 68 #/FTA2 ULT LL:= ULT DL:= ULT LL:= ULT DL:= ULT DL:= ULT DL:= WALL THK (IN.)= ULT ROOF ( #/FT.):= ULT 2 FLR ( # /FT.):= ULT 1 WALL ( #/FT):= ULT 2 WALL (#/FT):= BETA:= 0.85. m:= 23.53 68 #/FTA2 35 #/FTA2 51 #/FTA2 35 #/FTA2 77 #/FTA2 77 # /FTA2 8 IN. 1042.75 # /FT. 1042.875 #/FT. 756.91 #/FT. 910.91 # /FT. TOTAL LOAD ( # /FT. ): ULT TOTAL LOAD ( #/FT.) := 2822.6 # /FT.. 4155.5 # /FT. BEARING STRESS ( # /FT ^2):= 1881.7 # /FT ^2 Rn:Mn/(b *d ^2) = 129.5 psi RO:1 /m *(1- (1- 2 *m *Rn/fy) ^.5)= 0.002 ROmin:200 /fy= 0.003 ROmx: .75*. 85*B ETAT c/fy*(87000/(87000+fy)) 0.016 ROdesign= 0.003 TRANSFER EARS ARE NOT REQUIRED FOUNDATION WIDTH IS OK FOUNDATION THICKNESS IS OK USE FOUNDATION 18 in. WIDE 10 In THICK IRVING E. ABCUG AND ASSOCIATES, INC. Consulting Engineers 3450 NW 27th Avenue POMPANO BEACH, FL 33069 TEL:(954)984 -4646 TEL:(954)984-4680 PE# 28376, EB# 4614, SI # 1121 ANALYSIS OF STEM WALL FOUNDATION I-K) le} CLIENT: RICHARD W. CHER ARCHITECT STAPLES FAMILY MIAMI SHORES, FL 1st FLR LIVE LOAD (#/FTA2):= 2nd FLR LIVE LOAD ( # /FT "2):= 2rd FLR DEAD LOAD ( # /FT "2):= 2nd FLR SPAN (FT):= ROOF LIVE LOAD ( # /FT "2):= ROOF DEAD LOAD( # /FT "2):= ROOF SPAN (FT):= OVERHANG (FT):= 1st FLR WALL WT ( # /FT. /FT.):= 1st FLOOR WALL HT. (FT):= 2nd FLR WALL WT ( #/FT. /FT.):= 2nd FLOOR WALL HT. (FT):= ALLOW. BRG LOAD(#IFT. "2):= ROOF LOAD ( # /FT.):= 2nd FLR LOAD ( # /FT.):= 1st FLR WALL WT (#/FT.):= 2nd FLR WALL WT ( #/FT.):= FOUNDATION WIDTH (IN.): FOUNDATION THICK (IN.) := CONCRETE STRENGTH:= RE- BAR YIELD STRENGTH:= 40 #/FTA2 40 # /FT "2 25 # /FT^3 20.25 FT. 30 #/FTA2 25 #/FTA2 20.25 FT. 2 FT. 55 # /FT. /FT. 9.83 FT. 55 # /FT. /FT. 11.83 FT. 2500 #/FTA2 666.875 # /FT. 658.125 # /FT. 540.65 #/FT. 650.65 # /FT. 24 IN. 12 IN. 3000 PSI 60000 PSI 1 ULT LL:= ULT LL:= ULT DL:= ULT LL:= ULT DL:= ULT DL:= ULT DL:= WALL THK (IN.)= ULT ROOF ( # /FT.):= ULT 2 FLR ( # /FT.):= ULT 1 WALL ( #/FT):= ULT 2 WALL ( # /FT):= BETA := 0.85 m:= 23.53 68 #/FT "2 68 #/FTA2 35 #/FTA2 51 #/FTA2 35 #/FTA2 77 #/FT "2 77 #/FT A2 8 IN. 1042.75 # /FT. 1042.875 # /FT. 756.91 #/FT. 910.91 # /FT. TOTAL LOAD ( # /FT.):= ULT TOTAL LOAD ( # /FT.) := 2984.6 # /FT. 4371.8 # /FT. BEARING STRESS ( # /FT ^2):= 1492.3 # /FT ^2 Rn:Mn /(b *d ^2)= 139.8 psi RO: 1 /m *(1- (1- 2 *m *Rn/fy) ^.5)= 0.002 ROmin:200 /fy= 0.003 ROmx:.75 *.85 *BETA*fc/fy *(87000/(87000 +fy)) 0.016 ROdesign= 0.003 TRANSFER OARS ARE NOT REQUIRED FOUNDATION WIDTH IS OK FOUNDATION THICKNESS IS OK USE FOUNDATION 24 in. WIDE 11 in. THICK , Property Descrlption Complete Appraisal Analysis - Summary Appraisal Report UNIFORM RESIDENTIAL APPRAISAL REPORT File No. 0305110 li B 4:; E �! Property Address 842 NE 96 ST City MIAMI SHORES State FL Zip Code 33138 Legal Description LOTS 5 & 6 BLK 75 MIAMI SHORES SEC 3 PB 10-37 County DADE Assessor's Parcel No. 1 1- 3206 - 014 -2900 Tax Year 2002 R.E. Taxes $ 6 858.98 Special Assessments $ N/A Borrower JOAN S APLE Current Owner WILLIAM S. HITT KE' Occ . ant: X Owner Tenant Vacant Property rights appraised X Fee Simple Leasehold Project Type PUD Condominium (HUDNA only) HOA$ N/A /Mo. Neighborhood or Project Name MIAMI SHORES Map Reference 53 -42 -06 Census Tract 12.020 Sale Price $ 425,000 Date of Sale CONTRACT Description and $ amount of loan charges /concessions to be paid by seller N/A Lender /Client WELLS FARGO HOME MTG,INC Address 1286 , MAYWOOD,NJ, 07607 A.. raiser JOHN P. PE A Address ,1 1 IAMI L S DRIVE MIAMI LA FL 014 N G H 0 Location Built up Growth rate X }( Urban Over 75% Rapid X Suburban 25-75% Stable Rural Under 25% Slow Declining Over supply Predominant occupancy Sin le family housing AGE 220 Low 30 Present and use % One Family 70 Land use I X 1 change Not Likely Likely In process I X I Owner Tenant 2-4 lam 10 Property values Increasing I X 1 Stable i 700 High 60 Multi- family 10 To: Demandlsupply Shortage 1 X I In balance X 'Vacant (0 -5 %) I Predominant I Commercial 10 Marketing time F. Under 3 mos. rX 3-6 mos. [I Over 6 mos. 1- Vacant (over 5 %)375 50 Note: Race and the racial composition of the neighborhood are not appraisal factors. Neighborhood boundaries and characteristics: THE SUBJECT IS LOCATED NORTH OF NE 90 ST . SOUTH OF NE 115 ST, EAST OF NW 2 AVE AND WEST OF BISCAYNE BAY. Factors that affect the marketability of the properties in the neighborhood (proximity to employment and amenities, employment stability, appeal to market, etc.): THE SUBJECT IS LOCATED IN THE CITY OF MIAMI SHORES IN A RESIDENTIAL NEIGHBORHOOD KNOWN AS MIAMI SHORES HCONVENIENT 0 0 SEC 3 WITH HOMES SIMILAR TO THE SUBJECT IN DESIGN AND APPEAL. THE SUBJECT'S NEIGHBORHOOD PROVIDES ACCESS TO SCHOOLS EMPLOYMENT CENTERS RECREATIONAL FACILITIES (THE MIAMI SHORES GOLF & COUNTRY CLUB) IS LOCATED 1/4 MILE NORTH AND FREEWAYS(I -95 N /S)IS LOCATED 1 MILE WEST. TYPICAL RESIDENTIAL AMENITIES ARE PRESENT. NO ADVERSE MARKETING CONDITIONS WERE NOTED AT TIME OF INSPECTION. Market conditions in the subject neighborhood (including support for the above conclusions related to the trend of property values, demand/supply, and marketing time — such as data on competitive properties for sale in the neighborhood, description of the prevalence of sales and financing concessions, etc.): PROPERTY VALUES ARE STABLE ALONG WITH SUPPLY AND DEMAND, COMPETITIVE LISTINGS ARE SELLING WITHIN 3 -6 MONTHS, TYPICALLY AT 93 -95% OF LISTING PRICE. PREDOMINATE VALUE DOES NOT AFFECT SUBJECT'S MARKETABILITY IN A NEGATIVE WAY. SELLERS NEED NOT NEGOTIATE A SALE ON FINANCING RELATED CONCESSIONS AS MOST SALES ARE CONVENTIONALLY FINANCED. P U DDescribe Project Information for PUDs (If applicable) — Is the developer/builder in control of the Home Owners' Association (HOA)? Yes No Approximate total number of units in the subject project N/A Approximate total number of units for sale in the subject project N/A common elements and recreational facilities: SUBJECT IS NOT A PUD $ T , Dimensions NOT INDICATED Topography LEVEL AT STREET GRADE Site area 18176 SQ.FT.(PER TAX ROLLS) Corner Lot I Yes 1 X 1 No Size TYPICAL FOR AREA Specific zoning classification and description R -20 ONE FAMILY Shape RECTANGULAR Zoning compliance X _ Legal Legal nonconforming (Grandfathered use) `i Illegal No zoning Drainage APPEARS ADEQUATE _ Highest & best use as improved: IT( Present use [I Other use (explain) View STREET /PRT BUSY Utilities Public Other Off site Improvements Type Public Private Landscaping TYPICAL FOR AREA Electricity Gas Water Sanitary sewer Storm sewer X FPL Street ASPHALT X • Driveway Surface ASPHALT NONE Curb /gutter CONCRETE I X Apparent easements COMMON UTILITY i X 1 CITY Sidewalk CONCRETE X X FEMA Special Flood Hazard Area I- Yes ITC FEMA Zone X Map Date 03 -02 -1994 1 1 SEPTIC Street lights ELECTRIC X CITY Alley NONE [i n FEMA Map No. 1206520093 J Comments (apparent adverse easements, encroachments, special assessments, slide areas, illegal or legal nonconforming zoning use, etc.): NO APPARENT ADVERSE EASEMENTS OR ENCROACHMENTS WERE NOTED AT TIME OF INSPECTION, TITLE DOCUMENTS AND SURVEY NOT EXAMINED. SEWER WAS NOT AVAILABLE FQR THE AREA. C E c R I; P' p N r GENERAL DESCRIPTION No. of Units ONE EXTERIOR DESCRIPTION Foundation CONCRETE FOUNDATION • Slab CONCRETE BASEMENT . Area Sq. Ft. NONE INSULATION Roof UNK X X No. of Stories ONE Exterior Wails CBS Crawl Space NONE % Finished N/A Ceiling UNK Type (Det /Att.) DETI', Roof Surface BARREL Basement NONE Ceiling N/A Walls UNK X X Design (Style) RANCH Gutters & Dwnspts. ADQ OVR HANG Sump Pump NONE Walls N/A Floor UNK Existing /Proposed EXISTING Window Type CASEMENT Dampness NONE NOTED Floor N/A None Age (Yrs.) 65 Storm /Screens NO/YES Settlement NONE NOTED Outside Entry N/A Unknown Effective Age (Yrs.) 20 Manufactured House NO Infestation NONE NOTED ROOMS Foyer Living Dining ' Kitchen Den Family Rm. Rec. Rm. Bedrooms # Baths _ Laundry Other Area Sq. Ft. Basement NONE Level 1 AREA 1 AREA 1 1 3 2 AREA 2305 Level 2 I All RINTERIOR R o V E E N T S Finished area above grade contains: 6 Rooms; 3 Bedroom(s); 2.00 Bath(s); 2.305 Square Feet of Gross Living Area Materials /Condition Floors /WOOD /STONE/GOOD HEATING Type CENTRAL KITCHEN EQUIP. Refrigerator Range /oven Disposal Dishwasher Fan/Hood Microwave Washer/Dryer X X X X X X X ATTIC None Stairs Drop Stair Scuttle Floor Heated AMENITIES Fireplace(s) # YES X CAR STORAGE: None Garage # of cars Walls PLASTER/GOOD Fuel ELEC Patio OPEN X Trim/Finish WOOD /GOOD Condition AVG Deck KEY STN./WI7n Attached 2 -CAR Bath Floor CER.TILE/GOOD COOLING Central YES X Porch NONE Detached N/A Bath Wainscot CER.TILE/GOOD Fence CH.LNK X Built -In N/A Doors WD.HOLL.CORE/GOOT Other NONE Pool IN GROUND X Carport N/A Condition AVG Finished n. SUN DECK n Driveway MULTI -CAR C 0: m N T S Additional features (special energy efficient items, etc.): COVERED ENTRY,OPEN PATIO, IN GROUND POOL AND SUN DECK Condition of the improvements, depreciation (physical, functional, and external), repairs needed, quality of construction, remodeling /additions, etc.: THE SUBJECT HAS BEEN UPDATED WITH NEW BARREL ROOF, REFURBISHED WOOD FLOOR AND INTERIOR PAINT. THE SUBJECT PROPERTY HAS BEEN ADEQUATELY MAINTAINED AND IS PRESENTLY IN GOOD CONDITION. * ** See Additional Comments * ** Adverse environmental conditions (such as, but not limited to, hazardous wastes, toxic substances, etc.) present in the improvements, on the site, or in the immediate vicinity of the subject property.: NO ADVERSE ENVIROMENTAL CONDITIONS WERE OBSERVED AT THE SUBJECT SITE OF VICINITY. Freddie Mac Fonn 70 6-93 12 CH. PAGE 1 OF 2 Appraisal Assoc. of Dade, Inc. Fannie Mae Form 1004 6 -93 ( 0404 -02 ) FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL. FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Important: Read the Instructions on pages 1.7. O.M.B. No. 3067 -0077 Expires December 31, 2005 SECTION A - PROPERTY OWNER INFORMATION ING OWNERS NAME CLINTON STAPLES AND KIM STAPLES FADING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No) OR P.O. ROUTE AND BOX NO. 42 N.E. 96th STREET For Insurance. Company NAIL, MIAMI SHORES STATE 331038 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number. Legal Description, etc.) LOTS 5 & 6, BLOCK 75 OF MIAMI SHORES SECTION NO 3 ( 10 -37 ) D.C. BUILDING USE (e.g., Residential, Non - residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: ( iter - ief • *me or ##.#01NP) Li MAD 1927 L.. NAD 1983 SOURCE: I-_� GPS (Type): (,I USGS Ouad Map LI Other SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION E11. NFiP COMMUNITY NAME & COMMUNITY NUMBER' VILLAGE OF MIAMI SHORES 120652 82. COUNTY NAME MIAMI -DADE B3. STATE FL • 84. MAP AND PANEL 85. SUFFIX 86. FIRM INDEX 87. FIRM PANEL 88. FL000 B9. BASE FLOOD ELEVATIONS) NUMBER DATE EFFECTIVE/REViSED DATE ZONE(S) (Zone AO, use depth of flooding) 1.2025C 0093 J 7 -17 -95 3 -2 -94 X - -- 810. indlcate the source of the Base Flood Elevation (BFE) do) J__I FIS Profile al FIRM I-.--I Community BI1. Indicate the elevation datum used for the BFE in B9f �j 812. Is the building located in a Coastal Barrier Resource Designation Date: entered in 89. ther (Describe): AVD 1988 1_I Other (Describe): or Otherwise Protected Area (OPA)? I_I Yes I.,,_J No SECTION C - BUiLDI r i 1 'T/ON (SURVEY REQUIRED) C1. Building elevations am based on LIConstruction, s r 413u ding Under Construction' J,X.IFinished Construction 'A new Elevatiorr Certificate will be required when e ®. to ,•f . buildi g is complete. C2. Building Diagram Number 7__ (Select the building diagrar �i nostt similar a building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations - Zones Al -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 C3.a -i below according to the building diagram specified in item C2. State the datum used. If the datum Is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion Calculation. Use the space provided or the Comments area of Section D or Section 0, as appropriate, to document the datum conversion. Datum Conversion/Comments Elevation reference mark used Does the elevation reference mark used appear on the FiRM? LI Yes O a) Top of bottom floor. (induding basement or enclosure) 10. _l_. ft.(m) O b) Top of next higher floor —1-2. .2-- ft.(m) O c) Bottom of lowest horizontal structural member (V zones only) N/A . ft.(m) A 10...1)_., ft.(m) 1 LI d) Attached garage (top of slab) O e) Lowest elevation of machinery and/or equipment servicing the building (Describe in a Comments area.) LD. it.(m) O f) Lowest adjacent (finished) grade (LAG) 1 0. ft.(m) z O g) Highest adjacent (finished) grade (HAG) O h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade 8 O i) Total area of sit permanent openings (flood vents) in C3.h 1 76 0 sq. in. (sq. cm) 1 0 . .2- ft.(m) 1-1N0 SECTION 0- 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. l certify that the information In Sections A, B, and Con this certificate represents my best efforts to Interpret the data available. 1 understand that an false statement ma be • unishable b fine or im • sonmenf under 18 U.S. Code Section 1001. ERNESTO NAME TITLE PROFESSIONAL S VEYOR & MAPPER ADDRESS A 30 • STREET Si TUR UCi 8 F UMBER OMEANY E. BELTRAN & ASSOCIATES, INC. MI�MI STATE 3375 - DATE (3'92 -7450 FEMA Forrn 81 -31, Janua 2003 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., Urdt, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. ET For Insurance Company USE Polley Number CITY STATE ZIP CODE Company NAIC Number 1+4IAMI SHORES FL 33138 SECTION 0 - SURVEYOR, ENGINEER OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (I)community official, (2) insurance agent/company, and (3) bulkiing owner. COMMs C3 (e) Concrete A/C Pad. Crown of Road = 9.85 Ft.: 1_1 Check here If attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items El. through E5. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR -F, Section C must be completed. El. Building Diagram Number (Select the building diagram most similar to the building for which this certificate is being completed -- see pages 6 and 7. tf no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is 1_1_1 ft. (m) 1_1_1 in. (cm) f- -I above or 1._1 below (check one) the highest adjacent grade, (Use natural grade, if available.) E3. For Buiicfing Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is 1_1 _1 ft. (m) ��_..Iin. (an) above the highest adjacent grade. Complete Items C3.h and C3J on front of form. • E4. The top of the platform of machinery and /or equipment servicing the building is 1.,_1. J ft. (m) ,1_I in. (cm) 1_1 above or 1_,_,4 below • (check one the highest adjacent grade. (Use natural grade, if available.) E5. For Zone AO only. tf no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's flood lain management ordinance? Yes No Unknown. The local official must certi this information in Section O. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (items C3.h and C3.i only), and E for Zone A (without a FEMA- issued or community- Issued BFE) or Zone AO must sign here. The statements hi Sections A, 8, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNERS AUTHORIZED REPRESENTATIVES NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS Check here if attachments SECTION 0 - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by taw 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. 01. 1_1 The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data In the Comments area below.) 02. 1_1 A community official completed Section E for a building located in Zone A (without a FEMA- issued or community- issued BFE) or Zone AO. 33. (.j The following information (Items G4-G9) is provided for community floodplaln management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED GS. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED 37. This permit has been issued for j.., New Construction 1_1 Substantia Improvement 08. Elevation of as -built lowest floor (including basement) of the building is: 439. BFE or (in Zone AO) depth of flooding at the building site is: -- LOCAL OFFICIALS NAME COMMUNITY NAME SIGNATURE COMMENTS ft. (m) Datum: . ft. (m) Datum: TITLE TELEPHONE DATE FEMA Form 81 -31, January 2003 I_I Check here It attachments Replaces all previous editions FORM 600A -2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: Address: City, State: Owner: Climate Zone: Sawgrass for Staples Family , Fl South Builder: Permitting Office: Permit Number: Jurisdiction Number: 1. New construction or existing 2. Single family or multi- family 3. Number of units, if multi - family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Glass area & type a. Clear glass, default U- factor b. Default tint c. Labeled U or SHGC 8. Floor types a. Raised Concrete b. Raised Wood, Stem Wall c. N/A 9. Wall types a. Concrete, Int Instil, Exterior b. N/A 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: Con. AH(Sealed):Garage b. N/A Single Pane 0.0 ft2 165.2 ft2 0.0 ft2 Addition Single family _ 1 _ 1 No 735 ft2 Double Pane _ 0.0 ft2 _ 0.0 ft2 _ 0.0 ft2 ft2 ft2 R=4.1, 952.5 ft2 _ R =30.0, 735.0 ftz _ Sup. R=6.0, 50.0 ft 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Strip b. N/A c. N/A 14. Hot water syst a. Electric Resis b. N/A Cap: 30.2 kBtu/hr _ SEER: 14.05 _ Cap: 27.2 kBtu/hr _ COP: 1.00 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) Cap: 50.0 gallons _ EF: 0.90 PT, Glass /Floor Area: 0.22 Total as -built points: 11837 Total base points: 11838 PASS I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: HONG PHAM DATE: I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: 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: EnergyGauge® (Version: FLRCPB v3.30) FORM 600A -2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: , , FI, PERMIT #: 1 BASE I AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type /SC Omt Len Hgt Area X SPM X SOF = Points .18 735.0 32.50 4299.8 Single, Tint E 6.0 7.3 34.0 65.40 0.58 1292.4 Single, Tint E 6.0 5.8 20.0 65.40 0.52 685.4 Single, Tint S 1.0 5.8 40.0 55.34 0.95 2105.4 Single, Tint W 1.0 5.8 20.0 58.39 0.97 1131.0 Single, Tint N 1.0 1.5 4.0 29.33 0.79 92.2 Single, Tint N 1.0 1.5 4.0 29.33 0.79 92.2 Single, Tint E 1.0 4.7 36.0 65.40 0.94 2218.5 Single, Tint S 15.0 4.7 7.2 55.34 0.43 170.5 As -Built Total: 165.2 7787.6 WALL TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Adjacent 0.0 0.00 0.0 Concrete, Int Insul, Exterior 4.1 952.5 2.32 2205.0 Exterior 952.5 2.70 2571.8 Base Total: 952.5 2571.8 As -Built Total: 952.5 2205.0 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points ' Adjacent 0.0 0.00 0.0 Exterior 0.0 0.00 0.0 Base Total: 0.0 0.0 As -Built Total: 0.0 0.0 CEILING TYPES Area X BSPM = Points Type R -Value Area X SPM X SCM = Points Under Attic 735.0 2.80 2058.0 Under Attic 30.0 735.0 2.77 X 1.00 2035.9 Base Total: 735.0 2058.0 As -Built Total: 735.0 2035.9 FLOOR TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Slab 0.0(p) 0.0 0.0 Raised Concrete 0.0 326.0 0.80 260.8 Raised 734.0 -2.16 - 1585.4 Raised Wood, Stem Wall 11.0 408.0 -0.60 -244.8 Base Total: - 1585.4 As -Bullt Total: 734.0 16.0 INFILTRATION Area X BSPM = Points Area X SPM = Points 735.0 18.79 13810.6 735.0 18.79 13810.6 EnergyGauge® DCA Form 600A -2001 EnergyGauge® /FIaRES'2001 FLRCPB v3.30 FORM 600A -2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: , , FI, PERMIT #: BASE AS -BUILT Summer Base Points: 21154.7 Summer As -Built Points: 25855.2 Total Summer X System Points Multiplier = Cooling Points Total X Cap X Duct X System X Credit = Component Ratio Multiplier Multiplier Multiplier (DM x DSM x AHU) Cooling Points 21154.7 0.4266 9024.6 25855.2 1.000 (1.067 x 1.165 x 0.95) 0.243 0.950 25855.2 1.00 1.181 0.243 0.950 7039.8 7039.8 EnergyGaugeM DCA Form 600A -2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.30 FORM 600A -2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: , , FI, PERMIT #: . BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Floor Area Type /SC Overhang Omt Len Hgt Area X WPM X WOF = Points .18 735.0 2.36 312.2 Single, Tint E 6.0 7.3 34.0 5.05 1.09 186.9 Single, Tint E 6.0 5.8 20.0 5.05 1.12 112.7 Single, Tint S 1.0 5.8 40.0 4.79 1.00 191.8 Single, Tint W 1.0 5.8 20.0 5.65 1.00 112.7 Single, lint N 1.0 1.5 4.0 6.11 0.97 23.8 Single, Tint N 1.0 1.5 4.0 6.11 0.97 23.8 Single, Tint E 1.0 4.7 36.0 5.05 1.02 185.1 Single, Tint S 15.0 4.7 7.2 4.79 1.44 49.8 As -Built Total: 165.2 886.7 WALL TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Adjacent 0.0 0.00 0.0 Concrete, Int Insul, Exterior 4.1 952.5 1.03 985.8 Exterior 952.5 0.60 571.5 Base Total: 952.5 571.5 As - Built Total: 952.5 985.8 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points - Adjacent 0.0 0.00 0.0 Exterior 0.0 0.00 0.0 Base Total: 0.0 0.0 As -Built Total: 0.0 0.0 CEILING TYPES Area X BWPM = Points Type R -Value Area X WPM X WCM = Points Under Attic 735.0 0.10 73.5 Under Attic 30.0 735.0 0.10 X 1.00 73.5 Base Total: 735.0 73.5 As -Built Total: 735.0 73.5 FLOOR TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Slab 0.0(p) 0.0 0.0 Raised Concrete 0.0 326.0 1.00 326.0 Raised 734.0 -0.28 -205.5 Raised Wood, Stem Wall 11.0 408.0 0.00 0.0 Base Total: -205.5 As -Built Total: 734.0 326.0 INFILTRATION Area X BWPM = Points Area X WPM = Points 735.0 -0.06 -44.1 735.0 -0.06 -44.1 EnergyGauge® DCA Form 600A -2001 EnergyGauge® /FIaRES'2001 FLRCPB v3.30 , FORM 600A -2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: , , FI, PERMIT #: BASE AS -BUILT Winter Base Points: 707.6 Winter As -Built Points: 2227.9 Total Winter X System = Points Multiplier Heating Points Total X Cap X Duct X System X Credit = Component Ratio Multiplier Multiplier Multiplier (DM x DSM x AHU) Heating Points 707.6 0.6274 444.0 2227.9 1.000 (1.085 x 1.137 x 0.95) 1.000 0.950 2227.9 1.00 1.172 1.000 0.950 2480.5 2480.5 EnergyGauge1' DCA Form 600A -2001 EnergyGauge® /FIaRES'2001 FLRCPB v3.30 FORM 600A -2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , FI, PERMIT #: BASE CODE COMPLIANCE STATUS AS -BUILT WATER HEATING Number of X Bedrooms Multiplier = Total Tank EF Volume Number of X Tank X Multiplier X Credit = Total Bedrooms Ratio Multiplier 1 2369.00 2369.0 50.0 0.90 As -Built Total: 1 1.00 2316.36 1.00 2316.4 2316.4 PASS EnergyGaugeN DCA Form 600A -2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.30 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling Points + Heating + Points Hot Water Points = Total Points Cooling Points + Heating Points + Hot Water Points = Total Points 9025 444 2369 11838 7040 2481 2316 11837 PASS EnergyGaugeN DCA Form 600A -2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.30 FORM 600A -2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details IADDRESS: , , FI, PERMIT #: 6A -21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK 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. 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. 610.1 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. 607.1 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. 604.1, 602.1 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. 6A -22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences. COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements In Table 6-12. Switch or clearly marked circuit 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%. Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Shower heads 612.1 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. EnergyGaugemi DCA Form 600A -2001 EnergyGauge® /FIaRES'2001 FLRCPB v3.30 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.6 The higher the score, the more efficient the home. ,,,FI, 1. New construction or existing Addition - 12. Cooling systems 2. Single family or multi - family Single family - a. Central Unit Cap: 30.2 kBtu/hr - 3. Number of units, if multi - family 1 - SEER: 14.05 - 4. Number of Bedrooms 1 _ b. N/A _ 5. Is this a worst case? No 6. Conditioned floor area (ft2) 735 ft2 c. N/A 7. Glass area & type Single Pane Double Pane - a. Clear - single pane 0.0 ft2 0.0 ft2 - 13. Heating systems b. Clear - double pane 165.2 ft2 0.0 ft2 - a. Electric Strip Cap: 27.2 kBtu/hr - c. Tint/other SHGC - single pane 0.0 ft2 0.0 ft2 - COP: 1.00 - d. Tint/other SHGC - double pane b. N/A - 8. Floor types - - a. Raised Concrete R=0.0, 326.0ft2 - c. N/A - b. Raised Wood, Stem Wall R =11.0, 408.0ft2 - - c. N/A 14. Hot water systems 9. Wall types - a. Electric Resistance Cap: 50.0 gallons - a. Concrete, Int Insul, Exterior R=4.1, 952.5 ft2 - EF: 0.90 - b. N/A - 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, 735.0 ft2 - 15. HVAC credits PT, - 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: Con. AH(Sealed):Garage Sup. R=6.0, 50.0 ft - MZ- C- Multizone cooling, b. N/A 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 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 EnergyStarm'designation), your home may qualify 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.ucfedu 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. EnergyGauge® (Version: FLRCPB v3.30) C: \Elite \Rhvacw \Projects \Sawgrass for Staples Family.rhv Monday, June 14, 2004, 9:40 PM A ,I K..' Al lbS �� pa �, "n..�`rt gg yy�§,�,,, fiti tr'.�fk _ ,„,� ,{`" -^`a t,s' a a. L'14 e' y� , 3 D .,.. aEt q....rs4 5w ' 9�. _?��F Y'w �" .s.s � , � '`'�?'. a. r �' ; ..H as,"�� .�}, .Z,aa��.,m°w.r.if+r aFl t ph N i '. e c>u F ��.:e� _. .4 it k 11��: Total Building Summary Loads $ 1A -ca -o: Glazing - Single pane, operable window, clear, 165.2 3,717 wood with metal clad frame, outdoor insect screen with 50% coverage, medium color blinds at 45° with 0 4,648 4,648 . 50% coverage, external shade screen coefficient of 0.45 and 100% coverage 13A -4ocs: Wall - Block, board insulation only, R-4 board 964.8 3,450 insulation, open core, siding finish 0 3,352 3,352 16D -30: Roof /Ceiling -Under attic or knee wall, Vented 734 588 0 916 916 Attic, No Radiant Barrier, Dark Tile, Slate or Concrete, R -30 insulation 20P -Ot: Floor -Over open crawl space or garage, Passive, 326 4,246 no insulation, tile or vinyl 0 3,227 3,227 19A-11p: Floor -Over enclosed unconditioned crawl space, 408 528 0 422 422 No insulation on exposed walls, sealed or vented space, passive, R -11 blanket Subtotals for structure: 12,529 0 12,565 12,565 People: 2 460 600 1,060 Equipment: 0 0 0 Lighting: 0 0 0 Ductwork: 3,111 0 2,847 2,847 Infiltration: Winter CFM: 110, Summer CFM: 49 3,027 2,153 1,076 3,229 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Total Building Load Totals: 18,667 2,613 17,088 19,701 8 � "m. a -., R- "_ Total Building Supply CFM: 777 (6.4 AC /hr) CFM Per Square ft.: 1.057 .Square ft. of Room Area: 735 Square ft. Per Ton: 397 row, Total Heating Required With Outside Air: 18,667 Btuh 18.667 MBH Total Sensible Gain: 17,088 Btuh 87 % Total Latent Gain: 2,613 Btuh 13 % Total Cooling Required With Outside Air: 19,701 Btuh 1.64 Tons (Based On Sensible + Latent) 1.85 Tons (Based On 77% Sensible Capacity) 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 \Sawgrass for Staples Family.rhv Monday, June 14, 2004, 9:40 PM An Addition For Staples Family HVAC Load Calculations for Sawgrass R fPd,A1r► HVAC LOADS Prepared By: Hong Pham Florida Heating & A/C / ARS Of Florida 1700 Banks Rd. Margate, Fl 33063 1(800) 741 COOL (2665) Monday, June 14, 2004 C: \Elite \Rhvacw \Projects \Sawgrass for Staples Family.rhv Monday, June 14, 2004, 10:17 PM '4 a ,1'J w f '�" fir' � _.._. o � 5 �s4. ®� � _ z. yea iby� n 1 �3--a r - e = a. "sa'�" , ."' t'e e vl -' . {t ^ '. '' -s °a n "[ 'P% t Project Report . �. H v C rsp`� ', f "' ,.. s' .. uJ.«�. .r`I2 5 <w''S.`•,5 ..A. '`�tS Project Filename: C: \Elite \Rhvacw \Projects \Sawgrass for Staples Family.rhv -Project Title: An Addition For Staples Family Designed By: Hong Pham Project Date: Monday, June 14, 2004 -Client Name: Sawgrass Company Name: Florida Heating & NC / ARS Of Florida Company Representative: Hong Pham Company Address: 1700 Banks Rd. Company City: Margate, Fl 33063 Company Phone: 1(800) 741 COOL (2665) Company Fax: (954) 973 1883 Company E -Mail Address: MFL@ARS.COM Company Comment: hti'.. Reference City: Miami, Florida Daily Temperature Range: Low Latitude: 25 Degrees Elevation: 7 ft. Altitude Factor. 1.000 Elevation Sensible Adj. Factor: 1.000 Elevation Total Adj. Factor 1.000 Elevation Heating Adj. Factor. 1.000 Elevation Heating Adj. Factor: 1.000 Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Dry Bulb Difference Winter 47 0 0 72 0 • Summer 90 77 50 70 65 'Total Building Supply CFM: 775 (6.3 AC /hr) CFM Per Square ft.: 1.054 Square ft. of Room Area: 735 Square ft. Per Ton: 399 Total Heating Required With Outside Air: 18,614 Btuh 18.614 MBH Total Sensible Gain: 17,039 Btuh 87 % Total Latent Gain: 2,614 Btuh 13 % Total Cooling Required With Outside Air: 19,653 Btuh 1.64 Tons (Based On Sensible + Latent) 1.84 Tons (Based On 77% Sensible Capacity) 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 \Sawgrass for Staples Family.rhv Monday, June 14, 2004, 10:17 PM Load Preview Report Building 735 17,039 2,614 19,653 18,614 242 775 775 System 1 Zone 1 1 -New Bedroom 2 -New WIC 3 -New Bathroom 735 17,039 2,614 19,653 18,614 242 775 775 12x12 735 17,039 2,614 19,653 18,614 242 775 775 326 11,038 1,462 12,500 11,918 155 502 502 3 -8 145 1,818 482 2,300 2,340 30 83 83 1 -5 264 4,183 670 4,853 4,356 57 190 190 1 -8 C: \Elite \Rhvacw\Projects \Sawgrass for Staples Family.rhv Monday, June 14, 2004, 10:17 PM C: \Elite \Rhvacw \Projects \Sawgrass for Staples Family.rhv Monday, June 14, 2004, 10:17 PM • � � ° '� - � � ,�� , .ti i rg� --- ti e , 1 -s,s x° 1, Y- ° �'1 r ;6`p, 2 . . Total Building Summary Loads sr -: XA`.' j '.i+✓ •t'a '.A i'.' b �'` Tah�h ysi ycuk [^ @ k "�`A" � ¢�, � y fR C . ka, tk �'V+'�', g�. -:� ��gp'�i/u-q. ro� , � 4A -ca -o: Glazing - Single pane, operable window, clear, 165.2 3,717 0 4,648 4,648 wood with metal clad frame, outdoor insect screen with 50% coverage, medium color blinds at 45° with • 50% coverage, external shade screen coefficient of 0.45 and 100% coverage 13A -4ocs: Wall - Block, board insulation only, R-4 board 952.5 3,406 0 3,309 3,309 insulation, open core, siding finish 16D -30: Roof /Ceiling -Under attic or knee wall, Vented 734 588 0 916 916 Attic, No Radiant Barrier, Dark Tile, Slate or Concrete, R -30 insulation 20P -Ot: Floor -Over open crawl space or garage, Passive, 326 4,246 0 3,227 3,227 no insulation, tile or vinyl 19A-11p: Floor -Over enclosed unconditioned crawl space, 408 528 0 422 422 No insulation on exposed walls, sealed or vented space, passive, R -11 blanket Subtotals for structure: 12,485 0 12,522 12,522 People: 2 460 600 1,060 Equipment: 0 0 0 Lighting: 0 0 0 Ductwork: 3,102 0 2,840 2,840 Infiltration: Winter CFM: 110, Summer CFM: 49 3,027 2,154 1,077 3,231 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Total Building Load Totals: 18,614 2,614 17,039 19,653 Total Building Supply CFM: 775 (6.3 AC /hr) CFM Per Square ft.: 1.054 . Square ft. of Room Area: 735 Square ft. Per Ton: 399 Total Heating Required With Outside Air: 18,614 Btuh 18.614 MBH Total Sensible Gain: 17,039 Btuh 87 % Total Latent Gain: 2,614 Btuh 13 % Total Cooling Required With Outside Air: 19,653 Btuh 1.64 Tons (Based On Sensible + Latent) 1.84 Tons (Based On 77% Sensible Capacity) of ACCA Manual J. building use and weather may vary. • sensible and latent loads. Calculations are based on 8th edition All computed results are estimates as Be sure to select a unit that meets both C: \Elite \Rhvacw \Projects \Sawgrass for Staples Family.rhv Monday, June 14, 2004, 10:17 PM FORM 600A -2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: Address: City, State: Owner: Climate Zone: Sawgrass for Staples Family , Fl South Builder: Permitting Office: Permit Number: Jurisdiction Number: 1. New construction or existing 2. Single family or multi - family 3. Number of units, if multi- family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Glass area & type a. Clear glass, default U- factor b. Default tint c. Labeled U or SHGC 8. Floor types a. Raised Concrete b. Raised Wood, Stem Wall c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. N/A 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 Con. AH(Sealed):Garage b. N/A Addition Single family _ 1 1 _ No 735 ft2 Single Pane Double Pane _ 0.0 ft2 0.0 ft2 _ 165.2 ft2 0.0 ft2 _ 0.0 ft2 0.0 ft2 ft2 ft2 R=4.1, 952.5 ft2 _ R =30.0, 735.0 ft2 Sup. R=6.0, 50.0 ft 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Strip b. N/A 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) Cap: 30.2 kBtu/hr SEER: 14.05 _ Cap: 27.2 kBtu/hr _ COP: 1.00 Cap: 50.0 gallons _ EF: 0.90 PT, _ Glass /Floor Area: 0.22 Total as -built points: 11837 Total base points: 11838 PASS I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: HONG PHAM DATE: I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: 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: EnergyGauge® (Version: FLRCPB v3.30) FORM' 600A -2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , FI, PERMIT #: I BASE I AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Floor Area Type /SC Overhang Omt Len Hgt Area X SPM X SOF = Points .18 735.0 32.50 4299.8 Single, Tint Single, Tint Single, Tint Single, Tint Single, Tint Single, Tint Single, Tint Single, Tint As - Built Total: E 6.0 7.3 E 6.0 5.8 S 1.0 5.8 W 1.0 5.8 N 1.0 1.5 N 1.0 1.5 E 1.0 4.7 S 15.0 4.7 34.0 65.40 0.58 20.0 65.40 0.52 40.0 55.34 0.95 20.0 58.39 0.97 4.0 29.33 0.79 4.0 29.33 0.79 36.0 65.40 0.94 7.2 55.34 0.43 165.2 1292.4 685.4 2105.4 1131.0 92.2 92.2 2218.5 170.5 7787.6 WALL TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Adjacent Exterior Base Total: 0.0 0.00 0.0 952.5 2.70 2571.8 952.5 2571.8 Concrete, Int Insul, Exterior As -Built Total: 4.1 952.5 2.32 952.5 2205.0 2205.0 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent Exterior Base Total: 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.0 As -Built Total: 0.0 0.0 CEILING TYPES Area X BSPM = Points Type R -Value Area X SPM X SCM = Points Under Attic Base Total: 735.0 2.80 2058.0 735.0 2058.0 Under Attic As -Bullt Total: 30.0 735.0 2.77 X 1.00 735.0 2035.9 2035.9 FLOOR TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Slab Raised Base Total: 0.0(p) 0.0 0.0 734.0 -2.16 - 1585.4 - 1585.4 Raised Concrete Raised Wood, Stem Wall As -Built Total: 0.0 11.0 326.0 0.80 408.0 -0.60 734.0 260.8 -244.8 16.0, INFILTRATION Area X BSPM = Points Area X SPM = Points 735.0 18.79 13810.6 735.0 18.79 13810.6 EnergyGauge® DCA Form 600A -2001 EnergyGauge® /FIaRES'2001 FLRCPB v3.30 i FORM 600A -2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: , , FI, PERMIT #: BASE AS -BUILT Summer Base Points: 21154.7 Summer As -Built Points: 25855.2 Total Summer X System Points Multiplier = Cooling Points Total X Cap X Duct X System X Credit = Component Ratio Multiplier Multiplier Multiplier (DM x DSM x AHU) Cooling Points 21154.7 0.4266 9024.6 25855.2 1.000 (1.067 x 1.165 x 0.95) 0.243 0.950 25855.2 1.00 1.181 0.243 0.950 7039.8 7039.8 EnergyGaugeN DCA Form 600A -2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.30 FORM' 600A -2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: , , FI, PERMIT #: EnergyGauge® DCA Form 600A -2001 EnergyGauge® /FIaRES'2001 FLRCPB v3.30 BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Floor Area Type /SC Overhang Omt Len Hgt Area X WPM X WOF = Points .18 735.0 2.36 312.2 Single, Tint E 6.0 7.3 34.0 5.05 1.09 186.9 Single, Tint E 6.0 5.8 20.0 5.05 1.12 112.7 Single, Tint S 1.0 5.8 40.0 4.79 1.00 191.8 Single, Tint W 1.0 5.8 20.0 5.65 1.00 112.7 Single, Tint N 1:0 1.5 4.0 6.11 0.97 23.8 Single, Tint N 1.0 1.5 4.0 6.11 0.97 23.8 Single, Tint E 1.0 4.7 36.0 5.05 1.02 185.1 Single, Tint S 15.0 4.7 7.2 4.79 1.44 49.8 As -Built Total: 165.2 886.7 WALL TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Adjacent 0.0 0.00 0.0 Concrete, Int Insul, Exterior 4.1 952.5 1.03 985.8 Exterior 952.5 0.60 571.5 Base Total: 952.5 571.5 As -Built Total: 952.5 985.8 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 0.0 0.00 0.0 Exterior 0.0 0.00 0.0 Base Total: 0.0 0.0 As - Built Total: 0.0 0.0 CEILING TYPES Area X BWPM = Points Type R -Value Area X WPM X WCM = Points Under Attic 735.0 0.10 73.5 Under Attic 30.0 735.0 0.10 X 1.00 73.5 Base Total: 735.0 73.5 As -Built Total: 735.0 73.5 FLOOR TYPES Area X BWPM = Points Type R -Value Area X WPM. = Points Slab 0.0(p) 0.0 0.0 Raised Concrete 0.0 326.0 1.00 326.0 Raised 734.0 -0.28 -205.5 Raised Wood, Stem Wall 11.0 408.0 0.00 0.0 Base Total: -205.5 As -Built Total: 734.0 326.0 INFILTRATION Area X BWPM = Points Area X WPM = Points 735.0 -0.06 -44.1 735.0 -0.06 -44.1 EnergyGauge® DCA Form 600A -2001 EnergyGauge® /FIaRES'2001 FLRCPB v3.30 i ' 'FORM` 600A -2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details IADDRESS: , , FI, PERMIT #: BASE AS -BUILT Winter Base Points: 707.6 Winter As -Built Points: 2227.9 Total Winter X System = Points Multiplier Heating Points Total X Cap X Duct X System X Credit = Component Ratio Multiplier Multiplier Multiplier (DM x DSM x AHU) Heating Points 707.6 0.6274 444.0 2227.9 1.000 (1.085 x 1.137 x 0.95) 1.000 0.950 2227.9 1.00 1.172 1.000 0.950 2480.5 2480.5 EnergyGaugeN DCA Form 600A -2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.30 FORM 600A -2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details IADDRESS: , , FI, PERMIT #: BASE CODE COMPLIANCE STATUS AS -BUILT WATER HEATING Number of X Bedrooms Multiplier = Total Tank EF Volume Number of X Tank X Multiplier X Credit = Total Bedrooms Ratio Multiplier 1 2369.00 2369.0 50.0 0.90 As -Built Total: 1 1.00 2316.36 1.00 2316.4 2316.4 PASS EnergyGaugerm DCA Form 600A -2001 EnergyGauge® /FIaRES'2001 FLRCPB v3.30 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling Points + Heating + Points Hot Water Points = Total Points Cooling Points + Heating Points + Hot Water Points = Total Points 9025 444 2369 11838 7040 2481 2316 11837 PASS EnergyGaugerm DCA Form 600A -2001 EnergyGauge® /FIaRES'2001 FLRCPB v3.30 1 FORM'600A -2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , FI, PERMIT #: 6A -21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK 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. 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. 6A -22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences. COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker (electric) or cutoff (gas) must be provided. Extemal 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. EnergyGaugem DCA Form 600A -2001 EnergyGauge® /FIaRES'2001 FLRCPB v3.30 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.6 The higher the score, the more efficient the home. ,,,FI, 1. New construction or existing Addition - 12. Cooling systems 2. Single family or multi- family Single family _ a. Central Unit Cap: 30.2 kBtu/hr - 3. Number of units, if multi- family 1 _ SF.F.R: 14.05 - 4. Number of Bedrooms 1 _ b. N/A _ 5. Is this a worst case? No _ _ 6. Conditioned floor area (ft2) 735 ft2 c. N/A 7. Glass area & type Single Pane Double Pane - _. a. Clear - single pane 0.0 ft2 0.0 ft2 - 13. Heating systems b. Clear - double pane 165.2 ft2 0.0 ft2 - a. Electric Strip Cap: 27.2 kBtu/hr - c. Tint/other SHGC - single pane 0.0 ft2 0.0 ft2 - COP: 1.00 _ d. Tint/other SHGC - double pane b. N/A - 8. Floor types - - a. Raised Concrete R=0.0, 326.0ft2 _ c. N/A - b. Raised Wood, Stem Wall R =11.0, 408.0ft2 _ - c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance Cap: 50.0 gallons - a. Concrete, Int Insul, Exterior R=4.1, 952.5 ft2 _ EF: 0.90 - b. N/A - b. N/A _ c. WA d. N/A _ c. Conservation credits e. N/A (Mt-Heat recovery, Solar 10. Ceiling types - DHP- Dedicated heat pump) a. Under Attic R =30.0, 735.0 ft2 _ 15. HVAC credits PT, _ 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: Con. AH(Sealed):Garage Sup. R =6.0, 50.0 ft - MZ- C- Multizone cooling, b. N/A 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 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 EnergyStarrmdesignation), your home may quaint 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.ucfedu 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. EnergyGauge® (Version: FLRCPB v3.30) C: \Elite\Rhvacw \Projects \Sawgrass for Staples Family.rhv Monday, June 14, 2004, 9:40 PM RS& li ' ®R�1p P � r •�` G_kF -_" fa'�.z'a u"'h-"4 .. ' d'a °�',... e t , .a,:aa 5 x. Sg `)p 'c+ e' ' .r: •'-s p� 1 Total Building Summary Loads 1A -ca -o: Glazing - Single pane, operable window, clear, 165.2 3,717 0 4,648 4,648 wood with metal clad frame, outdoor insect screen with 50% coverage, medium color blinds at 45° with 50% coverage, external shade screen coefficient of 0.45 and 100% coverage 13A -4ocs: Wall - Block, board insulation only, R-4 board 964.8 3,450 0 3,352 3,352 insulation, open core, siding finish 16D -30: Roof /Ceiling -Under attic or knee wall, Vented 734 588 0 916 916 Attic, No Radiant Barrier, Dark Tile, Slate or Concrete, R -30 insulation 20P -Ot: Floor -Over open crawl space or garage, Passive, 326 4,246 0 3,227 3,227 no insulation, tile or vinyl 19A-11p: Floor -Over enclosed unconditioned crawl space, 408 528 0 422 422 No insulation on exposed walls, sealed or vented space, passive, R -11 blanket Subtotals for structure: 12,529 0 12,565 12,565 People: 2 460 600 1,060 Equipment: 0 0 0 Lighting: 0 0 0 Ductwork: 3,111 0 2,847 2,847 Infiltration: Winter CFM: 110, Summer CFM: 49 3,027 2,153 1,076 3,229 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Total Building Load Totals: 18,667 2,613 17,088 19,701 Total Building Supply CFM: 777 (6.4 AC /hr) CFM Per Square ft.: 1.057 Square ft. of Room Area: 735 Square ft. Per Ton: 397 Total Heating Required With Outside Air: 18,667 Btuh 18.667 MBH Total Sensible Gain: 17,088 Btuh 87 % Total Latent Gain: 2,613 Btuh 13 % Total Cooling Required With Outside Air: 19,701 Btuh 1.64 Tons (Based On Sensible + Latent) 1.85 Tons (Based On 77% Sensible Capacity) . w 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 \Sawgrass for Staples Family.rhv Monday, June 14, 2004, 9:40 PM An Addition For Staples Family HVAC Load Calculations for Sawgrass RESIDENTIAL RilivrAC HVAC LOADS Prepared By: Hong Pham Florida Heating & A/C / ARS Of Florida 1700 Banks Rd. Margate, Fl 33063 1(800) 741 COOL (2665) Monday, June 14, 2004 C: \Elite \Rhvacw\Projects \Sawgrass for Staples Family.rhv Monday, June 14, 2004, 10:17 PM :^ a e 0. ! © 4 � r. �i ' R ',. ^-',. Y.hi �£ •a - k Z'' .. � d to ® n ".^.4q .d3 - . "F` t:.. X :' i 'a N" r Project Report �� ¢¢¢¢¢..... ��,�� y r<'z"j R P .a¢,u, °� s i� + ,z,•:., 3it _ Project Filename: C: \Elite \Rhvacw \Projects \Sawgrass for Staples Family.rhv Project Title: An Addition For Staples Family Designed By: Hong Pham Project Date: Monday, June 14, 2004 Client Name: Sawgrass Company Name: Florida Heating & A/C / ARS Of Florida Company Representative: Hong Pham Company Address: 1700 Banks Rd. Company City: Margate, Fl 33063 Company Phone: 1(800) 741 COOL (2665) Company Fax: (954) 973 1883 Company E -Mail Address: MFL@ARS.COM Company Comment: Reference City: Miami, Florida Daily Temperature Range: Low Latitude: 25 Degrees Elevation: 7 ft. Altitude Factor. 1.000 Elevation Sensible Adj. Factor. 1.000 Elevation Total Adj. Factor: 1.000 Elevation Heating Adj. Factor. 1.000 Elevation Heating Adj. Factor. 1.000 Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Dry Bulb Difference Winter: 47 0 0 72 0 Summer. 90 77 50 70 65 Total Building Supply CFM: 775 (6.3 AC /hr) CFM Per Square ft.: 1.054 Square ft. of Room Area: 735 Square ft. Per Ton: 399 Total Heating Required With Outside Air. 18,614 Btuh 18.614 MBH Total Sensible Gain: 17,039 Btuh 87 % Total Latent Gain: 2,614 Btuh 13 % Total Cooling Required With Outside Air 19,653 Btuh 1.64 Tons (Based On Sensible + Latent) 1.84 Tons (Based On 77% Sensible Capacity) 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 \Sawgrass for Staples Family.rhv Monday, June 14, 2004, 10:17 PM Load Preview Report Building 735 17,039 2,614 19,653 18,614 242 775 775 System 1 Zone 1 1 -New Bedroom 2 -New WIC 3 -New Bathroom 735 17,039 2,614 19,653 18,614 242 775 775 12x12 735 17,039 2,614 19,653 18,614 242 775 775 326 11,038 1,462 12,500 11,918 155 502 502 3 -8 145 1,818 482 2,300 2,340 30 83 83 1 -5 264 4,183 670 4,853 4,356 57 190 190 1 -8 C: \Elite \Rhvacw\Projects \Sawgrass for Staples Family.rhv Monday, June 14, 2004, 10:17 PM C: \Elite \Rhvacw \Projects \Sawgrass for Staples Family.rhv Monday, June 14, 2004, 10:17 PM per.., y -�,� ' �I `! Oea 1 1 0'. i '�� "5 " 1 � n n �t `1`� S I.. w. r�t- C : �+ Total Building Summary Loads 1A -ca -o: Glazing - Single pane, operable window, clear, wood with metal clad frame, outdoor insect screen with 50% coverage, medium color blinds at 45° with 165.2 3,717 0 4,648 4,648 50% coverage, external shade screen coefficient of 0.45 and 100% coverage 13A -4ocs: Wall - Block, board insulation only, R-4 board insulation, open core, siding finish 952.5 3,406 0 3,309 3,309 16D -30: Roof /Ceiling -Under attic or knee wall, Vented 734 588 0 916 916 Attic, No Radiant Barrier, Dark Tile, Slate or Concrete, R -30 insulation 20P -Ot: Floor -Over open crawl space or garage, Passive, no insulation, tile or vinyl 326 4,246 0 3,227 3,227 19A-11p: Floor -Over enclosed unconditioned crawl space, No insulation on exposed walls, sealed or vented space, passive, R -11 blanket 408 528 0 422 422 Subtotals for structure: 12,485 0 12,522 12,522 People: 2 460 600 1,060 Equipment: 0 0 0 Lighting: 0 0 0 Ductwork: 3,102 0 2,840 2,840 Infiltration: Winter CFM: 110, Summer CFM: 49 3,027 2,154 1,077 3,231 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Total Building Load Totals: 18,614 2,614 17,039 19,653 eg Total Building Supply CFM: 775 (6.3 AC/hr) CFM Per Square ft.: 1.054 Square ft. of Room Area: 735 Square ft. Per Ton: 399 Total Heating Required With Outside Air: 18,614 Btuh 18.614 MBH Total Sensible Gain: 17,039 Btuh 87 % Total Latent Gain: 2,614 Btuh 13 % Total Cooling Required With Outside Air. 19,653 Btuh 1.64 Tons (Based On Sensible + Latent) 1.84 Tons (Based On 77% Sensible Capacity) 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 \Sawgrass for Staples Family.rhv Monday, June 14, 2004, 10:17 PM JOB NAME:STAPLES RESIDENCE MODEL: ADDITION TAG: file LOT #: SUBDIV: . Oustom Designed Truss Co. DELIVERY ADDRESS: STAPLES RESIDENCE 842 NORTHEAST 96TH MIAMI SHORES, FL 33138 GENERAL TRUSS ENGINEERING CRITERIA &DESIGN LOADS: Building Code & Chapter: R3C-20O ► Computer Program Used : MITEK Gravity: 55 psf Roof Total Load Gravity RO psf Floor Total Load Wind: / L/ (, mph from Came and cladding code (e.g.ASCE 7)-9 R' This package includes 33 individual, dated Truss Design DraWITIgs. With my seal affixed to this sheet, I herby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. �,�t1111 A 11111 l iu,�� ¢ f0 +,19554 -o STATE OF . inglifita moot No. 2 3 4 5 6 Truss ID# AA AB AD 7 8 9 10 11 AE AF AG 12 13 14 15 AH Date Al AJ AK C5 16 17 18 06/08/05 06/08/05 C5A C5B 06/08/05 06/08/05 F2 19 20 F3 21 22 23 06/08/05 06/08/05 F4 FA 06/08/05 06/08/05 FB FC 06/08/05 06/08/05 06/08/05 FW 24 25 26 27 Fx 06/08/05 06/08/05 FY 28 FZ 06/08/05 06/08/05 NH J1 06/08/05 06/08/06 J1A 06/08/05 J1B J3 06/08/05 06/08/05 06/08/05 06/08/05 06/08/05 06/08/05 06/08/05 06/08/05 06/08/05 06/08/05 Note: The seal on this index sheet indicates acceptance of professional engineering responsibility solely for the Truss Design Drawings listed below and attached. The Suitability and use of each component for any particular building is the responsibility of the Building Designer, per ANSI/TPI 1 -1995 Section 2. Truss Design Engineer's Name : MORRIS A. SHASHOUA License #: 19544 Address: 11295 LAKEVIEW DRIVE, CORAL SPRINGS, FL.,33071 No. 29 30 31 32 33 Truss ID# J3A J3B J4 J5 J5A Date 06/08/05 06/08/05 06/08/05 06/08/05 06/08/05 •• • • • ••• ••• • • • • • •• • • • • • • • • • • • • • ••• •• • • • •• • • • • • • • • • •• • • • • • ••• • • • Page 1 of -1 • ••• • • • • • • • •• • • • • •• • • • • • • • • • • • • ••• • • •• •• • • • • • • • • • • • • • • • • • • • • • • • • ••• • ••• • • • • • • • • • • • • • •• •• ••• • • Job 20050329 Truss FC Truss Type FLOOR Qty 1 Ply 2 c ,Inn SAWGRASS BLDRS. STAPLES RES. Job Reference (optional) ., i.,., is lnne n rr.1, Ind, ,atria. In Wad Jun 081415:492005 Pace 1 USTOM DESIGNED TRUSS, POMPANO SEACH,FL, -0 4 -1 -12 8 -0 -0 10-4 -8 14 -3 -1 17-11-15 21 -10 -8 22 1 12 0 -3-4 4 -1 -12 3 -10-4 2-4 -8 3 -10 -9 3 -8 -13 3 -10 -9 0 -3-4 Scale = 1:40.2 5x8 11 3x6= 2 1.5x4 H I 3x4 = 3 4 7x6 = 5 trim bottom of top ch. if req'd. 2x4 11 8x8 = 6 15 7 14 3x6= -0r 0 -3-4 13 3x4= 8 -0 -0 12 11 4x4 = 1.5x4 11 8 -0 -0 10-4 -8 2-4 -8 1 10 3x4 = 14 -3 -1 3 -10 -9 1 9 7x10 = 17 -11 -15 3 -8 -13 1 21 -10 -8 8 4x4 11 1 3 -10 -9 Plate Offsets (X,Y): [5:0 30,0 341, (7:0 -2- 12,0 -5-41, [9 0 38,0 341 LOADING (psf) TCLL 65.0 TCDL 10.0 BILL 0.0 BCDL 5.0 SPACING 1-4-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Inc: NO CodeFBC2001/TPI2002 CSI TC 0.59 BC 0.81 WB 0.87 (Matrix) DEFL in (loc) Udell Lid Vert(LL) -0.2910 -11 >896 360 Vert(TL) -0.38 10-11 >688 240 Horz(TL) -0.05 7 n/a n/a PLATES GGVP M1120 249/190 Weight: 227 Ib LUMBER TOP CHORD 2 X 6 SYP No.2D *Except* T1 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D *Except" B2 2 X 6 SYP No.2D WEBS 2 X 4 SYP No.3 *Except* EV1 2 X 6 SYP No.2D, EV2 2 X 6 SYP No.2D BRACING TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS (Ib/size) 1= 1246/0 -2 -12, 7= 2614/0 -2 -12 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 14= 0/999, 1 -2=- 182/0, 2- 3=- 4914/0, 3.4=- 491410, 4-5=-5295/0, 5-6=- 4271/0, 6-15=- 4352/0, 7- 15=- 4352/0, 7-8=0/157 BOT CHORD 13- 14= 0/2967, 12- 13=0/2967, 11 -12 =0/4914, 10- 11=0/4914, 9- 10=0/5306, 8- 9=0/1179 WEBS 2 -14= 2959/0, 2 -12= 0/2108, 3-12 = - 520/0, 4-11= 279/7.4 -10 =297/ 912, 5-10=- 240 /93, 5-9=- 1101/0, 6- 9 =- 690/0, 7 -9= 0/3330 NOTES 1) 2-ply truss to be connected together with 10d Common(.148"x3 ") Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0 -7-0 oc, 2 X 4 - 2 rows at 0-7-0 ac. Bottom chords connected as follows: 2 X 4 - 2 rows at 0-9-0 oc, 2 X 8 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distrlb ute only loads noted-as (F) or (B), unless otherwise indicated 3) Unbalanced floor live Toads have been considered for this design. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1, 7. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard 1) Floor. Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) • Vert 1- 15 = -100, 7- 15=-660(F =- 560), 8-14=-7 • • •• ••• • • • • • 00 • `• • • • • • ••• 00 • • • •• • • • 000 • • • • • • • • • • • • • • S 2 . BEMflt7�A, • • • • • • • • • P.E. • • • • • • • • • • • •• • • MADRXGE .A . SSA513OV , • 60,41 • • • • • • .1908 NW 113 AVls 1U.I ••• •• • ••• • �RPL SPRTNGS, FL 33071 (954) 753 -1988 Fy RRG. 1408. B95251 9 19554 ••• • • • '• 000 • • • • • • • • • • • • • 000 • • • • • • • • • • • • • • 00 00 • • • •• •• ••• • • • 000 • • Job 20050329 Truss FB Truss Type FLOOR Qty 2 Ply 1 SAWGRASS BLDRS. STAPLES RES. Job Reference (optional) CUSTOM DESIGNED TRUSS, POMPANO BEACH,FL, -Dry 0 -3-4 0 4 -1 -12 8 -0 -0 4x6 11 4 -1 -12 3x8 = 2 3 -10-4 10 -4 -8 2-4 -8 14 -3 -1 3 -10 -9 1.5x4 11 3x4 = 3 . 4 1 17 -11 -15 5x5 = 5 3 -8 -13 1 1.5x4.11 6 21 -10 -8 2211112 3 -10 -9 0 -3-4 Scale = 1:40.2 6x12 = 7 14 5x6 = -011 0 -3-4 13 3x6 = 8 -0 -0 12 11 3x8 = 1.5x4 11 8 -0 -0 10-4 -8 2-4 -8 1 10 3x4= 14 -3 -1 3 -10 -9 1 9 5x12 = 17 -11 -15 3-8 -13 1 8 3x4 11 21 -10 -8 3 -10 -9 ao 0 Plate Offsets (X,Y): [5:0- 2- 8,0-3- 01,[7:0 - 5-8,0- 3-0),[9:0 -5-8,0 -2- 81,[12:0 -3-8,0 -1-81 LOADING (psf) TCLL 65.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING 1-4-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Ina YES CodeFBC2001/TPI2002 CSI TC 0.63 BC 0.98 WB 0.99 (Matrix) DEL in (Ioc) I/defl Lid Vert(LL) -0.4610 -11 >563 360 Vert(TL) -0.61 10-11 >420 240 Horz(TL) -0.09 7 nisi nla PLATES GRIP MI120 249/190 Weight 105 Ib LUIIR TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D *Except* B22X4 SYP No.1D WEBS 2 X 4 SYP No.3 *Except* EV1 2 X 6 SYP No.2D, EV2 2 X 6 SYP No.2D BRACING TOP CHORD Structural wood sheathing directly applied or 2.6-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (Ib /size) 1= 1142/0 -2 -12, 7= 1142/0 -2 -12 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 14= 0/906, 1- 2= 184/0, 2- 3=- 4253/0, 3-4=-4253/0, 4-5=- 4074/0, 5-6=-250210, 6-7 =- 2502/0, 7-8 =0/54 BOT CHORD 13- 14= 0/2682, 12- 13= 0/2682, 11- 12= 0/4253, 10- 11= 0/4253, 9-10= 0/4059, 8 -9 =0/202 WEBS 2-14=-2655/0, 2- 12= 0/1710, 3-12 =- 439 /0, 4- 11= 214184 4-10 =- 804/329, 5-10= 0/277, 5-9=- 1667/0, 6-9=- 301/0, 7- 9= 0/2457 NOTES 1) Unbalanced floor live Toads have been considered for this design. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1, 7. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard ••••••• • •• • • .• • • • • •• • •• ••• •• • • • •• • • • ••• • • • • • • • • • • • • MORRIS A. SHAS1 BA, P.F. • • • • • • • • • • • • • mama= A. SMASHOT113, P.E. , -MC_ • • • • • • • • • 19 ©8 NW 113 AV NV./ • • • • o • • • • • • CORAL SPRTNGB, ,FL 33071 (954) 752 -1988 ED MG. MS. E85252 6 39554 • ••• • • • • • • • • • • • • • •• •• • .4, ••• • • • ••• • • • • • • • • ••• • • • • • • • • • •• •• • • Job 20050329 Truss FA Truss Type FLOOR Qty 22 Ply 1 SAWGRASS BLDRS. STAPLES RES. Job Reference (optional) _ __ IMA all r..1. I.,.i, ...Ana Inn 1A /w1 11 nn nA 141R1 innri P All A 1 CUSTOM DESIGNED TRUSS, POMPANO BEACH, -3 4 -1 -12 8-0 -0 10-4 -8 14 -2 -12 18-4 -8 0 -3-4 3x6 II 1 4 -1 -12 3x6 = 2 3 -10-4 '1.5x4 II 3 2-4 -8 3 -10-4 1.5x4 II 3x6 = 4 5 3x6 = 6 H _ T= • ii 4 -1 -12 18712 0 -3-4 Scale = 1:34.0 3x6 I I 7 12 4x6 = -cl3r4 0 -3-4 LOADING (paf) TCLL 65.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 11 10 3x6 = 4x4 8-0 -0 9 4x4 10-4 -8 8-0-0 2-4 -8 8 4x6 = 18-4 -8 8 -0 -0 I?' SPACING 1-4-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Ina YES CodeFBC2001/TPI2002 CSI TC 0.90 BC 0.71 WB 0.80 (Matrix) DEFL in (loc) t/defl Vert(LL) - 0.24 9-10 >910 Vert(TL) -0.32 9 -10 >686 Horz(TL) -0.05 7 n/a lid 360 240 nla PLATES GRIP MI120 249/190 Weight 85 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2X4SYPNo.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb /size) 1= 964/0 -2 -12, 7= 964/0 -2 -12 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -12 =0/751, 1-2=-166/0, 2-3=-3120/0, 3-4 =- 3120/0, 4- 5=- 3120!0, 5-6=-3120/0, 6-7 =- 166/0, 7- 8=0/751 BOT CHORD 11 -12= 0/2228, 10-11= 0/2228, 9-10= 0/3120, 8- 9= 0/2228 WEBS 2- 12=- 2188/0, 2- 10= 0/1106, 3-10 =- 298/0, 4- 9= 298/0, 6- 9=0/1106, 6-8=-2188/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s)1, 7. 4) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at the outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard •• ••• • • • • • •• • • • • • • • •• ••• •• • • • •• • • • • • • • • • • •• • • • • • ••• • • • • • • • • •• • •• ••• • •• • • • • • • • • • ••• S Pk. . S,y . 1IFIO,;\, 4. NO. 155.4 ;F, 9� ; STATE OF KoNAL • MORRIS A. Ste. P.L. DTADRY4�.A. SBJISEIcaa, B.E.. ]3X- 1906 AN 112 AVE /U.6 CORAL S.PRTNGS, Fl. 33011 0541 75.3 -1988 1Z 109G. ?JOs. £65251 .s 19954 • • • • • • ••• • • • • S ••• • • • • • • • • • • • ••• • • • • • • • • • • • • •• •• • • • •• •• • • • • ••• • • Job 20050329 Truss F2 Truss Type ROOF TRUSS Qty 1 Ply SAWGRASS BLDRS. STAPLES RES. Job Reference (optional) CUSTOM DESIGNED TRUSS, POMPANO BEACH,FL,33069 3 -3 -8 .1lAl s an 10 Lt2J4 W8 (9K mcusmes, . 6 -7 -0 3 -3 -8 3x6 = 1 7 8 1.5x4 II 2 9 3 -3 -8 3x6 = 10 3 Scale = 1:10.9 1 B1 2x4 II 3 -3 -8 5 3x10 6 -7 -0 4 2x4 11 3 -3 -8 3-3-8 LOADING (psf) TCLL 30.0 TCOL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 125 Lumber Increase 1.25 Rep Stress Ina NO CodeFBC2001JTPI2002 CSI TC 0.37 BC 0.18 WB 0.51 (Matra) DEFL in (loc) Ildefi Lld Vert(LL) 0.06 5 >999 360 Vert(TL) -0.08 5 >925 240 Horz(TL) -0.00 4 n/a n/a PLATES MI120 Weight 601b GRIP 249/190 LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 *Except* EV1 2 X 6 SYP No.20, EV2 2 X 6 SYP No.2D BRACING TOP CHORD ` Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/s¢e) 6=1495/0- 2 -0, 4= 1495/0 -2-0 Max Upllft6=- 1135(Ioad case 2), 4=1135(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension • TOP CHORD 1-6=-1401/927, 1-7=-3115/2381, 7-8=- 3115(2381, 2-8=- 3115/2381, 2- 9=- 3115/2381, 9-10 =- 3115 / 2381, 3-10= 3115/2381, 3-4=- 1401/927 BOT CHORD 5- 6 =-0/0, 4 -5=0/0 WEBS 1-5=-2443/3198, 2- 5=- 1507/698, 3-5=- 2443!3198 NOTES 1) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Ioad(s) 523.3b down and 247.41b up at 0 -7 -12, 634.61b down and 230.41b up at 2 -3-11, and 634.61b down and 230.4Ib up at 4-3-5, and 523.3b down and 247.41b up at 5-11-4 on top chord. The design/selection of such special connection device(s) is the responsibility of others. 2) 2-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc, 2 X 4 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 523.31b down and 247.41b up at 0 -7 -12, 634.61b down and 230.41b up at 2 -3-11, and 634.6b down and 230.4b up at 4-3-5, and 523.3Ib down and 247.4b up at 5-11 -4 on top chord. The design/selection of such special connection device(s) is the responsbility of others. 3) All loads are considered equally applied to all plies, except If noted as front (F) or back (0) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (0), unless otherwise indicated. 4) Wind: ASCE 7 -98; 146mph (3- secondgust); h =22ft; TCDL= 5.0pst BCDL= 5.0psf; Category It Exp C; enclosed; C-C Interior(1); porch left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 5) Provide adequate drainage to prevent water ponding. - 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6, 4. • • ••• • • • • • • • 8) Two HC10 -2 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 4 and 4. 9) This truss design conforms with Florida Building Code 2001, based on parameters indicated • • . • • • • • ••• • 10) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated I•ad(s) 5113.311) downsands247•4Ib•ip at 0.7 -12, 634.6b down and 230.41b up at 2 -3-11, and 634.6lb down and 230.4lb up at 4-3-5, and 523.3Ib down ant !47.411) vat 5-, P-4 ontop cl rd!Th8 6esign/selection of such special connection devlce(s) is the responsbility of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase- -1.25, Plate Increase=1.25 Uniform Loads (plf) Veit 1- 3=-90, 4 -6= -20 Concentrated Loads (lb) Vert 7 =- 523(B) 8=- 635(8)9 =- 635(8)10=- 523(B) • • • • •• • ••• • • • • • • • • • • • ••• • • • • • • • •• • • • • •• • • • • • • • • • • • • • • • ••• • ,00.1 1111111 117 1� 1. . i�• LJf rr y ir. '° : STATE OF ; ,ioNALO 0.0 141i,„,„17t1611 • irHZRRIB A. mamma, P.E. ¥2DRYCE E. S81 AMOUA. P.E. • INC. ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 1998 NW 113 RVNNU2 CQRA,L SPRINGS, FL 3.3091 (954) 753 -1988 FZ RAG. NOS, 215251 0 19554 Job Truss Truss Type Qty Ply SAWGRASS BLDRS. STAPLES RES. 20050329 F3 ROOF TRUSS 2 +f 2 Job Reference (optional) n .. i.,., AC Innn n erd, Inri, ,.true nor. Vilari .h m 08 1415.52 2005 Pale 1 CUSTOM DESIGNED TRUSS, POMPANO BEACH,FL, 4 -5 -15 4 -5 -15 4x6 = 6 2 2x4Ba(e =1:7.4 T1 W1 B1 4 -5 -15 4x8 = 3 4 -5 -15 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO CodeFBC2001/TP12002 CSI TC 0.82 BC 0.24 WB 0.00 (Matrix) DEFT in (loc) l/deft Vert(LL) n/a - n/a Vert(TL) 0.04 3-4 >999 Horz(TL) 0.00 3 n/a Wind(LL) 0.05 3-4 >999 Ud 999 240 n/a 360 PLATES GRIP M1120 249/190 Weight 41 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 8 SYP No.2D *Except* W1 2 X 4 SYP No.3 REACTIONS (lb/size) 4= 835/0 -2 -0, 3= 771/0 -2-0 Max Uplift4= 570(load case 2), 3=- 501(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 4=- 795/298, 1- 5 =0/0, 5. 6=0/0, 2- 6=0/0, 2- 3=- 731/229 BOT CHORD 3 -4= -0/0 WEBS 1- 3=-0/0 BRACING TOP CHORD -Structural wood sheathing directly applied or 4-5-15 oc purfns, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s).543.21b down and 145.8lb up at 1 -2 -11, and 618.91b down and 14.elb up at 2 -11-4 on top chord. The design/selection of such special connection device(s) is the responsibility of others. 2) 2-ply truss to be connected together with 10d Common(.148'k3') Nails as follows: Top chords connected as follows: 2 X 8 - 2 rows at 0-9-0 00, 2 X 4 -2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 543.21b down and 145.81b up at 1-2-11, and 618.91b down and 14.81b up at 2 -11-4 on top chord. The design/selection of such special connection device(s) is the responsibility of others. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Wind ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.Opsf; Category 11; Exp C; enclosed; C-C Interior(1); porch left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 5) Provide adequate drainage to prevent water ponding. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate atjoi nt(s)•4, 3. 8) Two HC10 -2 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 4 and 3. 9) This truss design conforms with Florida Building Code 20p1, based on parameters indicated. • • ••• • • • • • • • 10) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 548.2II•do.rn and •45.S1b •p a• 1 -2 -11, and 618.9113 down and 14.6Ib up at 2 -11-4 on top chord. The design/selection of such special connecdb; device(s is tliP1spgnstilitoLQthef9• •• ••• •• • • • •• LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1-2=-90, 3 -4= -20 Concentrated Loads (Ib) Vert 5=- 543(F) 6=- 619(F) • • • • • • • • • •• • • • • • ••• • • ••• • • • • • • • • Mfg A.. MAMMA, P.X. • • • • • • • • • • • • • )7�DRYCE B. S,BFl$130TTa. P.T. s 331C- •- • • • • • .f 908 ■ta .112 ).W37 U.9 • • • • • • • CORAL SPR rNGS, 27. 33072 (959) 753 -1988 FL RAG. 5108, 285251 s 29534 ••• • • • • • • • • • • • • • •• •• ••• • • • • ••• • . • • • • • • ••• • • • •• • • • • • • • •• •• • ••• • • Job 20050329 Truss s . FW Truss Type . ROOF TRUSS Oty 2 Ply 1 SAWGRASS BLDRS. STAPLES RES. Job Reference (optional) — CUSTOM DESIGNED TRUSS, POMPANO BEACH,FL,33069 103-41 0 -3-4 3 -3 -12 1 6x6 3 -3 -12 .1W s an 7ti LW4 MI Iex maLlSmes, mC. Vtleq Jour uo I I Io. 6 -7 -11 0.13 I 12 10x10 = 2 34x4 I1 3 -3 -15 4x6 = 4 Scale: Plate 04sets N LOADII{ (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 92x4 11 8 7 6 3x6 . trim bott. ch. if req'd. r0 -3 3 -3 -12 0 -3-4 3 -3 -12 2x4 11 5 (X Y) [2:0- 3- 40 -8.0] SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES CodeFBC2001/TPI2002 CSI TC. 0.97 BC 0.10 WB 0.10 (Matrix) DEFL in (loc) I/defl Lid Vert(LL) -0.17 5 >239 360 Vert(TL) -0.38 5 >105 240 Horz(TL) 0.00 2 n/a n/a PLATES GRIP MI120 2491190 Weight 30 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS . 2 X 4 SYP No.2D *Except* •W12X4SYP No.3, W2 2 X 4 SYP No.3 REACTIQNS (ib/s¢e) 1 =- 35/0 -3-0, 2= 725/0 -3-0 Max Horz 1 =77(Ioad case 2) Max Upliftl=- 380(toad case 2), 2 =- 311(Ioad case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -9= 203/28, 1- 2= 0/487, 2 -3=- 80/4, 3-4= 0/288, 2- 8=- 190/149, 3.6= 0/106, 4- 5=0/25 BOT CHORD 8-9 =208/0, 6- 7 =0 /0, 5-6= -13/0 WEBS 1.8 =- 468/0, 4-6= -283/0 BRACING TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. • NOTES 1) Wind ASCE 7-98; 146mph (3- second gust); h=22ft TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; 'enclosed; C-C Interior(1) 0-1 -12 to 6 -5-15; porch right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 360 Ib uplift at joint 1 and 311 Ib uplift at joint 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500m. LOAD CASES) Standard •• ••• • • • • • •• • • • • • ••••••••• • • • • • • • • • • •• ••• •• • • • •• • • • • • • • •• • • • S �- S tJA, P.$. • • • • • • • • • s • • D7®DRTCE 8. SaA$HOI77A, P.Ts. , IP)C. • • • • - • • • • • 1908 99,7 112 At/ENUE • • • • • • • • • • • • • • • • • • CORAL SPRTNGt, 17. 33971 (954) 759 -1988 El MG. Mps. 2E0231 9 I9554 • • ••• • • ••• • • • • • • • • • • • • • •• •• • • • ••• ••• • • • • • • • ••• • • • • • • • • • • • • • • • • • ••• • • Job Truss Truss Type Qty Ply SAWGRASS BLDRS. STAPLES RES. 20050329 FX ROOF TRUSS 2 1 Job Reference (optional) CUSTOM DESIGNED TRUSS, POMPANO BEACH,FL,33069 0 -3 -61 0 -3 -6 3 -5 -0 1 6x6 3 -5 -0 0.13112 Ti .200 6 -2 -14 23x6 I ' I 33x4 I I 92x4 11 I -0 -3 -31 B1 3 -5 -0 EV2 T2 2 -9 -14 Scale = 1:11.4 3x4 = 4 B2 8 7 6 3x4 Trim bolt. ch. if req'd. 3x6 = 0 -3 -3 3 -5 -0 5 1.5x4 I I LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber increase 1.25 Rep Stress Incr YES CodeFBC2001/TP12002 cSI TC 0.82 BC 0.11 WB 0.07 (Matrix) DEF. in (loc) l/deil Vert(LL) -0.10 5 >349 Vert(TL) -0.22 5 >151 Horz(TL) 0.00 2 n(a Lid 360 240 n/a PIATES GRIP MI120 249/190 Weight 28 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 1= 32/0 -3-0, 2= 61310 -3-0 Max Horz 1= 76(Ioad case 2) Max Upl ft1= 369(Ioad case 2), 2--- 328(load case 2) FORCES (Ib) TOP CHORD BOT CHORD WEBS Maximum Compression/Maximum Tension 1-9=-210/31, 1- 2= 0/312, 2- 3=- 7913, 3-4=0/178, 2-5=- 1991110, 3-6=0/79, 4- 5=0/24 8-9=-217/8, 6- 7 =0/0, 5-6=-13/0 1-8 =- 329/0, 4-6= -173/2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enbiosed; C-C Interior(1) 0-1 -12 to 6-1 -2; porch right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 389 Ib uplift at joint 1 and 328 Ib uplift at joint 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 7) Design assumes 4x2 (flat orientation) purlins, at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• e • • •0,0 • • • • • • '• 0 • • • s,,! • • • • • •• 0 • • • •- • • ••• • •• • ••• • • • • • • • • • • • • • • •• •• ••• • • • • • •• ••• • • • • • • • • • • 58713Sr)IIA, P.T. • • • Z�RItiS A. • • • • MADRICR .A 573115001111, P.T.. INC. • • • • .1909 NN 112 AYSNUJI CORAL SPRINGS, FL 33971 (954) 75.9 -1988 FL RRG. W09, .995231 $ 19554 s •,• • • • ,r • • • Y • • • • • •• •• •1s • • Job 20050329 Truss FY Truss Type ROOF TRUSS Qty 2 Ply 1 SAWGRASS BLDRS. STAPLES RES. Job Reference (optional) CUSTOM DESIGNED TRUSS, POMPANO BEACH,FL,33069 -0 -3-6 .01x.14 0 -0 -8 0 -3 -6 2 -7 -14 1 6x6 2 -7 -14 5 -6 -9 0.13112 2 -10 -11 2 3 x 6 I I 3 3x4 I I 9 1.5x4 I I Scale J 1:10.2 3x4 = 4 B3 3x4 2 -7 -14 8 7 6 3x4 = 2 -7 -14 trim bott. ch. if req'd. 5 1.5x4 II LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber lncrease 1.25 Rep Stress Incr YES CodeFBC2001/TPI2002 CSI TC 0.90 BC 0.06, W9 0.06 (Matrix) DEFL in (loc) l/defl Vert(LL) -0.11 5 >330 Vert(TL) -0.24 5 >145 Horz(TL) 0.00 2 n/a Ltd 380 240 n/a PLATES G P MII20 249/190 Weight 25 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 1=- 63/0 -3-0, 2= 633/0 -3-0 Max Horz 1= 78(load case 2) Max Uplift1= 288(load case 2), 2=-237(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -9=- 158/28, 2- 8= 147/121, 1- 2= 0/358, 2- 3=- 80/3, 3- 4=0/189, 3-6 =0/82, 4-5 =0/24 BOT CHORD 8-9=- 12410, 6- 7 =0/0, 5.6 =1310 WEBS 1-8 =- 329/0, 4-6=-184/1 BRACING TOP CHORD Structural wood sheathing directly applied or 2 -7 -14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1) 0-1 -12 to 5 -4-13; porch right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) Provide adequate drainage to prevent water pondng. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 Ib uplift at joint 1 and 237 Ib uplift at joint 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 7) Design assumes 4x2 (flat orientation) purUns at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard •• ••• • • • • • •• • • • . • • • • • • • • • • • • • • • •• ••• •• • • • •• • • • • • • • •• • • • • • ••• • • •0• • • • • • • • 0 • • • •• • • • • • • • •• • ••• ••• • • • • • • • • • • • • • •• •• ••• • • • • • • • • • • • ••• • • • • • • • • ••• • • • • • • • • • • • a •• •• • ••• • • .011111711,LUIt1j y�'�tit�5 t,. Sy r+�r +ffi `tip ......... ... rye . .e Y Y NO. 1b554 ; '° STATE OF 7"ONlA14t .,�." I 2RT5 A. SEA- RHODA; P.lfl• =MX= A. 31311SHOIIA, P. E. > Is■C. 1908 NW 112 AtZNU3 cORAL SPRTNGS, FL 33071 (954) 75.3 -1988 FL NIG. NOS, N3523I r 19354 Job 20050329 Truss FZ Truss Type ROOF TRUSS Qty 2 Ply 1 SAWGRASS BLDRS. STAPLES RES. Job Reference (optional) ••T.J. Inela to.64etta Inn IA11,4 1. m na 'IAA F'FF'JnfS Pone1 CUSTOM DESIGNED TRUSS, POMPANO BEACH, 1 -9-5r0 -0-4 -2 0 -0 -14 0-4 -2 1-4 -5 2 3 3x8 = -1-4 -5 { . , . 4 -3 -2 0.13112 4 3x6 11 5 3x4 II 2 -10 -13 4x4 11 6 Scale =1:8.2 T1 -I1 EV2 B1 11 T2 B3 1.5x4 11 3x4 = 3x6 = trim bolt. ch. if req'd. 10 9 8 1-4 -5 1-4 -5 2x4 11 7 CO a Plate • ets (X,Y): [3:0- 3.8,0 -1-8] L TCLL TCDL BCLL BCDL ••ni (p•f) SPACING 2-0-0 30.0 Plates Increase 1.25 15.0 Lumber Increase 1.25 0.0 Rep Stress Incr YES 10.0 CodeFBC2001/TPI2002 TC. 0.82 BC 0.06 WB 0.04 (Matrix) DEFL in (loc) Udell Lid Vert(LL) -0.10 7 >336 360 Vert(TL) -0.23 7 >148 240 Horz(TL) 0.00 4 n/a n/a RATES GRIP M1120 249/190 Weight 20 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS, 2 X 4 SYP No.3 FACTIONS (Ib/size) 4 =709/0 -3-0, 2=-231/0-3-0 Max Horz2 =78(load case 2) Max Uplift4=-105(load case 2), 2= 231(load case 1) BRACING TOP CHORD Structural wood sheathing directly applied or 1-4-5 oc purlins, except and verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. • FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 3-11 =- 69/25, 1- 2 =-0/0, 2- 3= -8010, 3 4- 4/358, 4.5= -8013, 5-6=0/192, 4-10=- 66/124, 5- 8=0/82, 6 -7 =0/25 BOT CHORD 10-11=-180/0, 8- 9=0/0, 7-8= -13/0 WEBS 3-10 =- 220/0, 8-8 =186/1 NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL =5.Opsf; Category II; Exp C; enclosed; C-C Interior(1) -0-5-0 to 4-1-6; porch right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth-Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 Ib uplift at joint 4 and 231 Ib uplift at joint 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASES) Standard •• ••• • • • • • •• • • • • • •• • 7 • • ••• • • •• ••• •• • • • •• • • • • • • • • • •• • • • • • • ••• • • • • • • • • • • •• • • • • • • • ••• • •• • ••• • • • • • • • • • • • • • •• •• • • • • ••• • • • • o11I1IIIU71tui) 84.461"4', .�� Yf NO.19554 '1373 k STATE OF OM l'4 fONAL t' ,,0:` • • • MORRIS A- Sfl32E0 , P.E. • • • • OIDRICE A. SEASBOTTA, P.E. 33TC - • • ,1908 NW 112 AVFN 1.8 • • • • CORAL SPRTNGS, .FL 33071 (954) 75.3 -1988 FZ BRO. 190.9. 2,8,5231 6 19554 ••• • • • • • • • • • • • • • •• •• • ••• • • Job 20050329 Truss M Truss Type ROOF TRUSS Qty 3 Ply 1 SAWGRASS BLDRS. STAPLES RES. Job Reference (optional) - -.- 4a nru, •TT L Inri„Mriac Inn VA/oer It m nR 1d•1 WAR 2nn5 Pwnw 1 CUSTOM DESIGNED TRUSS, POMPANO BEACH, -2 -0 -0 2 -0 -0 7 -0 -0 cS 4x4 = '7 -0 -0 2.50 12 10 -1 -8 10 -1 -8 1.5x4 3 -1 -8 13 -3 -0 3 -1 -8 4x4 4 20 -3 -0 1.5x4 4 5 8 5x8 = 10 -1 -8 7 -0 -0 20 -3 -0 22-3-0 2 -0-0 Scale = 1:40.0 4x4 = 10 -1 -8 Plate Offsets (X,Y): [8:0- 4-0,0 -3-01 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Ina YES CodeFBC2001ITPI2002 CSI TC 0.76 BC 0.61 WB 0.23 (Matrix) DEFL in (loc) Udefl L/d Vert(LL) 0.20 8 >999 360 Vert(TL) 0.23 7 >125 240 Horz(TL) 0.09 6 n/a n/a PLATES GRIP MI120 249/190 Weight: 80 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 REACTIONS (Ib /size) 2= 1290/0 -8-0, 6= 1290/0 -8-0 Max Uplif2=- 1043(load case 2), 6=-1043(load case 2) BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc purllns. BOT CHORD Rigid calling directly applied or 5-4-5 oc bracing. • FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/20, 2-3 =- 2974 / 1507, 3-4=- 2352/1159, 4-5=-2352/1159, 5.6=- 2974/1507, 6-7 =0/20 BOT CHORD 2.8=- 1331/2817, 6-8= 1331/2817 WEBS 3- 8= -669/454, 4.8= 257/758, 5-8=- 669/454 NOTES 1) Unbalanced roof live loads have been considered for this design. • 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf BCDL= 5.0psf; Category 11; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1043 Ib uplift at joint 2 and 1043 Ib uplift at joint 6. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) Standard •• ••• • • • • • •• • • • • • • • • •• ••• •• • • • •• • • • ••• • • • • • • • • • • • • MORRIS .A. EB.anow , P.E. • • • • • • • • • • • • • • • • • • • • • MADRICE .A smaxorrA, P .E. a MC- • • • • • • • • • 1908 NW 112 AVSNV.@ • • • • • • • • • • • co SPRINGS, Fr. 3301 (954) 753 -1988 Er, 1016. NOB. SW5231 s 19594 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • • Job 20050329 Truss AB Truss Type • ROOF TRUSS Qty 2 Ply 1 SAWGRASS BLDRS. STAPLES RES. Job Reference (optional) Ab..1 1.«.t 4A•lR•7'l'lMC o= =1 CUSTOM DESIGNED TRUSS, POMPANO BEACH,FL,33069 -2 -0 -0 7 -0 -0 10 -1 -8 13 -3 -0 20 -3 -0 2 -0 -0 7 -0 -0 2.50 12 3 -1 -8 4x4 = 3 -1 -8 7 -0 -0 Scale = 1:37.9 5x8= 10 -1 -8 10 -1 -8 20 -3 -0 10 -1-8 Plate Offsets (X,Y): (7:0- 4-0,0 -3-01 LOADING (psf) TCLL 30.0 TOOL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES CodeFBC2001/TPI2002 CSI TO 0.76 BC 0.75 WB 0.24 (Matrix) DEFL in (lac) I/detl Vert(LL) 0.30 6-7 >787 Vert(TL) 0.23 1 >121 Horz(TL) 0.09 8 n/a Ltd 360 240 Na PLATES GR P M1120 249/190 Weight 77 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS• 2 X 4 SYP No.3 REACTIONS (Ib /size) 6=1084/0 -8-0, 2= 130310 -8-0 Max Horz2-- 43(Ioad case 2) Max Uplift6=- 598Qoad case 2), 2= 1069(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/20, 2-3=- 303511628, 3-4=- 2415/1284, 4-5= 2418/1290, 5.84- 3081/1747 BOT CHORD 2-7=-1491/2876, 6- 7=- 1622/2942 WEBS 3 -7 =- 668/450, 4-7 =- 348/804, 5-7=-740/595 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-1-4 oc puriins. Rigid ceiling directly applied or 4-8 -14 oc bracing. . NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf•, 13CDL= 5.0pst; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 598 Ib uplift at joint 6 and 1069 Ib uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) Standard • • • • • • • • • • • • • • • • • • • • •• ••• •• • • • •• • • • ••• • • • • • • • • • • • • MORRIS A. MAMMA, P.E. • • • • • • • • • • • • • • • • • • D'111URICE' .A S13ASAOUA, 8 .E . , ITC . • • • • . • • • • • .1208 NW 112 AVENU2 ••• • • • • ••• • CORAL 5PRI7IGS, :F1. 33071 (954) 75.9 -1998 HZ RAG. NOS. 589232 $ 19594 = 1 STATE OF frf�f1 .•�1q ;�9ti CS' ••• • • • • • • • • • • • • • •• •• • • • • ••• • • • • • ••• • • • • • • • • • • • • • •• •• ••• • • Job 20050179 Truss AD Truss Type ROOF TRUSS Qty 1 Ply 1 SAWGRASS BLDRS. STAPLES RES. Job Reference (optional) CUSTOM DESIGNED TRUSS, POMPANO BEACH,FL,33069 -2 -0 -0 7 -0 -0 10 -1 -8 13 -3 -0 .ZW a an 10 Z1x141>1IeK Ulausffles, Inc. vveu Jun vo I-. lo. 17-4 -8 20 -3 -0 2-0 -0 7 -0 -0 2.50 12 3 -1 -8 4x4 = 3 -1 -8 4 -1 -8 2 -10 -8 Scale = 1:39.6 4x4 = 10 -1 -8 7 5x8 = 10 -1 -8 4x4 = 20 -3 -0 10 -1 -8 Plate Offsets (X,Y): LOADING (psi) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES CodeFBC2001/TP12002 CSI TO 0.76 BC 0.75 WB 0.24 (Matrix) DEFL in (loc) 1/defl Vert(LL) 0.29 6-7 >804 Vert(TL) 0.23 1 >121 Horz(TL) 0.09 6 n/a Ud 360 240 n/a PLATES GRIP M1120 249/190 Weight 82 Ib LUMP TOP CHORD 2 X 4 SYP SS *Except* T1 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS - 2 X 4 SYP No.3 REACTIONS (lb/size) 6= 1064/0 -8-0, 2-- 1303/0 -8-0 Max Horz2= 43(load case 2) Max Uplift6= 598(Ioad case 2), 2=- 1069(Ioad case 2) FORCES (lb) - Maximum CompressioMMaximum Tension TOP CHORD 1 -2 =0/20, 2- 3=- 3034 / 1628, 3-4 =- 2414/ 1284, 4-5=- 2418/1290, 5.6=- 308111747 BOT CHORD 2- 7= 1491/2876, 6-7=-1622/2942 WEBS 3-7 =- 668/449, 4-7=-347/803, 5-7= 741/595 BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing.' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft TCDL =5.0psf, BCOL= 5.Opsf, Category I; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 598 Ib uplift at joint 6 and 1069 Ib uplift at joint 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOADCASE(S) Standard • • •• •• • • • • •• • • • • ••• • • •• ••• •• • • • •• • • • • •• • ••• • • • • • • • • • • • • • ••• • • • • • • • •• • • 0 • • •• • • • • • • • • • • • •• •• • • • • `tt,001.1 Hi: OO.... JAJrri Ji ft tril N0,19554 ; 1' STATE OF ' 11-fee:419;0".N."Al. .. " C;s:::+" " ,1J,1ilAtili9�lLly4 • • • • MORRIS A. S$?N5flOW , P.J. • • )1A1JRYOE .A SHILSf01121. P.T. , IIJC- • ••• ••• 1908 ?4 112 AYSNU2 CORAL SPRTNGS, FL 33071 (954) 753 -1988 FS RAG. N08., BB5251 9 19554 • • ••• 0 0 • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • Job Truss Truss Type Qty Ply SAWGRASS BLDRS. STAPLES RES. 20050329 AE ROOF TRUSS 1 1 Job Reference (optional) CUSTOM DESIGNED TRUSS, POMPANO BEACH,FL,33069 -2 -0 -0 I 2 -0 -0 7 -0-0 7 -0 -0 2.50 12 10 -1 -8 3 -1 -8 .ZW s an 10 2004 NU 18x PIOUSUIaS, InG. vvea JUn VO 1'1: 1v. 13 -3 -0 4x4 = 3 -1 -8 15-4 -8 2 -1 -8 20 -3 -0 4 -10 -8 Scale = 1:40.1 4x4 = 10 -1 -8 7. 5x8 = 10 -1 -8 4x4 = 1.5x4 11 20 -3 -0 10 -1-8 Plate Offsets (X,Y): (6:0 -0- 14,0- 1 -12), 17:0- 4{1,0 -3-0) LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber increase 1.33 Rep Stress Incr. YES CodeFBC2001/TP12002 CSI TC 0.76 BC 0.75 WB 0.24 (Matrix) DEFL in (Ioc) I/defl Vert(LL) 0.29 6-7 >804 Vert(TL) 0.23 1 >121 Horz(TL) 0.09 6 n/a Ud 360 240 Na PLATES GRIP MI120 249/190 Weight 86 Ib LIMBER TOP CHORD 2 X 4 SYP SS *Except* T1 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS •2X4 SYP No.3 REACTIONS (Ib/size) 6= 1064/0 -8-0, 2= 1303/0 -8-0 Max Horz2= 43(Ioad case 2) Max Uplift6=- 598(load case 2), 2=- 1069(Ioad case 2) FORCES (Ib) - Maximum Compression/Maximum Tenalon • TOP CHORD 1 -2 =0/20, 2 -3=- 3034/1628, 3-4=- 2414/1284, 4-5= 2418/1290, 5-6=- 3081/1747 BOT CHORD 2-7=-1491/2876, 6-7 =- 1622/2942 WEBS 3-7 =- 868/449, 4-7=-347/803, 5-7=-741/595 BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins, except end verticals. Except 1 Row at midpt 5-8 BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft TCDL= 5.Opsf; BCDL= 5.Opsf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water panding. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 598 Ib uplift at joint 6 and 1069 Ib uplfft at joint 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. LOAD CASE(S) Standard • • • • • ••• • • 0 • • • • • • • ••• • • • • ••• t�Sti11111111111rtll111� s'`.0'11 ....... NO.' s .. •• i -1'1 STAE 95 F O a r 3 ti rr �y ri m° rr�J,157� +.+ 1 . if 7�� u1t*��' bRiL A. STISEODA, P.>f:. )78DRYCE A. SHASfOiTA, P..E. , INC- .1908 NO 113 AVENU.4 CORAL $PRTNGS, ,Fl. 33071 (954) 759 -1988 Ft, RRG. 1805. E115231 s 19554 • ••• • • • • • • • •• • • • • •• • • • • • • • • • • •• •• • • • • ••• • • • • • • • • • • • ••• • • • • • • • • • • ••• • • • 0 • • • • • • • • • •• •• ••• • 0 Job 20050329 Truss AF Truss Type ROOF TRUSS Qty 1 Ply 1 a onn SAWGRASS BLDRS. STAPLES RES. Job Reference (optional) ,. t..,, n a •nnn nerd. mr,.t„en;oc Mr Uvarl Jun r18 141639 2005 Pane 1 -2 -0 -0 2 -0 -0 7 -0 -0 7 - -0 -0 2.5011f I 9 -0 -0 2 -0 -0 1.5x4 11 -3 -0 13-4 -8 2 -3 -0 2 -1 -8 4x4 = 4 4x4 = 5 20 -3 -0 6x6 6 -10 -8 1 Scale = 1:39.7 7x10 = 7 4x4 = 1 9 -0 -0 11 106 9 3x8 = 3x4 = 4x14 = 9 -0 -0 13-4 -8 4-4-8 20 -3 -0 3x4 11 1 6 -10 -8 Plate Offsets (X,Y): [2:0 -1 LOADING (psf) TCLL 30.0 TCOL 15.0 BCLL 0.0 BCDL 10.0 - 14,0 -1 -21, [7:0- 3- 8,Edgej SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rap Stress Ina YES CodeFBC200I/TPI2002 CSI TC, 0.76 BC 0.59 WB 0.80 (Matrix) DEFT. in (loo) I/defl Vert(LL) 0.27 9-11 >864 Vert(TL) 0.21 1 >136 Horz(TL) 0.06 8 n/a Ud 360 240 n/a PLATES GRIP M1120 249/190 Weight 92 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.20 WEBS 2 X 4 SYP No.3 *Except* EV2 2 X 4 SYP No.2D REACTIONS (lb /size) 8=107570.8-0, 2= 1313/0 -8-0 Max Horz2= 179(Ioad case 2) Max Uplift8= 667(load case 2), 2= 1089(load case 2) BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 3-3-1 oc purlins, except end verticals. Rigid ceiling directly applied or 4-10-4 oc bracing.. 1 Row at midpt 7 -9 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/20, 2 -3= 3078 / 1686, 3-4=- 2598/1463, 4-5=- 2534/1452, 5 6- 3120/1935, 6-7 =- 2924/1782, 7-84- 972/682 • BOT CHORD 2- 11= 1684/2917, 10- 11=- 1457/2505, 9-10 =- 1457/2505, 8-9=-221/352 WEBS 3-11 =- 546/342, 4-11 =- 154/440, 5-11=-97/181, 5-84-540/745, 6-84-1074/822, 7- 84- 1609/2650 • NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf, 13COL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber OOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 667 Ib uplift at joint 8 and 1089 Ib uplift at joint 2. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASES) Standard •• ••• • • • • • •• e • • • • •• • • ••• • • •• ••• •• • • • •• • • • • •• • ••• • • • • • • • • • • ••• • • • • • ••• • • • • • • • •• • • • • •• • • • • • • • • • • •• •• • • • • 0 • •0• • • 0 • • • • • • • • ••• ••• • • • • ••• • • • • • • • • • • • • • • • • • • • •• •• • • `, ;ti1�ti1U111t1111f111, ,f N©.19554 '° STATE OF ? ms s ; 9"1°R04/0." 47- t. ....... e /fp1Rt!!19lwoe. NORRIS A- SBAABOUA, P.E. D'1�.DRT= A. SEASBOUR, P.E. , Jaw. .1908 NN 113 AMNUS - cO.RIAL SPRTNGS, FL 3.3071 (954) 75.9 -1998 1'y RAG. NOS. 365251 a I9554 Job Truss Truss Type Qty Ply SAWGRASS BLDRS. STAPLES RES. 20050329 AG ROOF TRUSS 1 1 Job Reference (optional) CUSTOM DESIGNED TRUSS, POMPANO BEACH,FL,33069 -2-0 -0 7 -0 -0 9 -0 -0 2 -0-0 7 -0-0 2.50 FIT 1.5x4 2 -0 -0 11 -3 -0 13 -3 -0 2 -3 -0 2 -0 -0 4x4= 4 4x12 5 5.200 s Jan 16 2004 MiTek Industries, Inc. Wed Jun 0814:16:40 2005 Page 1 20 -3-0 22 -3 -0 1.5x4 - 7 -0 -0 2 -0 -0 Scale = 1:40.8 4x4= 1 11 10 9 • 4x4 = 3x4 = 3x8 = 9 -0-0 9 -0 -0 1 1-3 0 2 -3 -0 4x4= 20 -3 -0 9-0 -0 Plate Offsets (X,Y): [10:0- 2 -0,Edgel LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES CodeFBC2001/TP12002 C51 TC 0.76 BC 0.57 WB 0.13 (Matrix) DEFL in (toc) 1/defl L/d Vert(LL) 0.21 9-11 >999 360 Vert(TL) 0.22 1 >130 240 Horz(TL) 0.09 7 n/a n/a PLATES GRIP MI120 249/190 Weight 84 Ib LUIB TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-4-15 oc bracing.' REACTIONS (Ib /size) 2=1290/0-8-0, 7= 1290/0 -8-0 Max UpWt2=- 1053(load case 2), 7=-1053(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/20, 2- 3= 2980/1538, 3-4=- 2498/1301, 4-5=- 2433/1291, 5-6=- 2494/1301, 6-7 =- 2980/1538, 7- 8=0/20 BOT CHORD 2- 11=- 1362/2823, 10-11= 1075 / 2429, 9-104- 1075/2429, 7 -9=- 1362/2823 WEBS 3-11 =- 546 / 361, 4- 11- 137/406, 5-11= 133/142, 5-9=-138/433, 6 -9- 549/362 NOTES 1) Unbalanced roof live loads have been considered for this design. • 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL =5.0psf; BCDL= 5.0psf Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1053 Ib uplift at joint 2 and 1053 Ib uplift at joint 7. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) Standard •• ••• • • • • • •• • • • • • •• • • • • ••• • • •• ••• •• • • • •• • • • • •• • ••• • • • • • • • • • • ••• • • • • • ••• • • • • • • • •• • • • • •• • • • • • • • • • • •• •• • • • • • • • ••• • • ••• • • • ••• • • • • • • • • ••• 1111:11:"54) ►1!!►1l11fl..... 1\";"4 .4 Sjen ;0' ''''''''''''''''' 11+11111119f41111 • • 140111US A_ SPABflOW4, P.E. • • MaDRYCE A. SHASiEODA. P.E. , INC- • • 1908 NN 113 AVENU.l • CORAL SPRINGS, FL 33071 (954) 75.9 -1988 11, RAG. NOS. R0525I $ 15554 • • • • • • • • • •• •• • • Job Truss Truss Type Qty Ply SAWGRASS BLDRS. STAPLES RES. 20050329 AH ROOF TRUSS 1 1 Job Reference (optional) CUSTOM DESIGNED TRUSS, POMPANO BEACH,FL,33069 1 -2 -0 -0 2 -0 -0 7 -0 -0 2.50 12 7 -0 -0 1 13 -4 -8 200 s Jan 16 2004 NL7ek Industries, Inc. Wed Jun 081416: 19 -9 -0 6x12 MII20H= 6-4 -8 1.5x4 11 4 8-4 -8 2? -310 0-6 -0 Scale =1:39.6 4x12 = 5 3x6 = 1 9 8. 1.5x4 11 6x10 MII20H WB= 7 -0 -0 7 -0-0 1 13-4 -8 4x14 = 6-4 -8 1 3x4 11 20 -3 -0 8 -10 -8 1 Plate Offsets Y . 2:0 -2-8 0 -1-8 0.6-0 0 -2-4 5:0.6.8 0-2-0 8:0 -5-0 Ed e LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Ina YES CodeFBC2001/TPI2002 CSI TC 0.76 BC 0.59 WB 0.82 (M�) DEFL in (loc) Udefl Vert(LL) 0.32 7 -9 >750 Vert(TL) -0.48 7 -9 >491 Horz(TL) 0.07 6 n/a Ltd 360 240 n/a PLATES MII20 MII2OH Weight 89 Ib GRIP 249/190 1871143 LUMBER TOP CHORD 2 X 4 SYP No.20 BOT CHORD 2 X 4 SYP No.2D WEBS . 2 X 4 SYP No.3 *Except* ' EV2 2 X 6 SYP No.2D REACTIONS (Po /size) 2= 1308/0 -8-0, 6= 1070/0 -8-0 Max Horz2= 181(load case 2) Max Uplift2 — 1103(load case 2), 6=- 681(Ioad case 2) FORCES (Ib) - Maximum Compression/Maximum Tension • TOP CHORD 1 -2 =0/20, 2 -3=- 3151/1748, 3-4 =- 2968 /1881, 4-5=-2968/1881, 5-6=- 978/701 BOT CHORD 2- 9=- 1751/2989, B-9= 1743/3003, 7-8=-1743/3003, 6-7=-211/336 WEBS 3- 9=0/149, 3-7=- 143/0, 4-7 =- 553/528, 5-7= 1721/2713 BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 3-3-3 oc purlins, except end verticals. Rigid ceiling directly applied or 4-8-15 oc bracing. • 1 Row at midpt 5-7 NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL=5.0pst Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide adequate drainage to prevent water ponding. 3) All plates are MII20 !etas I the indicated p a es un ess otherwise m r 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1103 lb uplift at joint 2 and 681 Ib uplift at joint 6. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) Standard •• ••• : • • • • •• • • •- • • • • • • •• ••• •• • • • •• • • • • • • • •• •• • • • • • • ••• • ••• • • • • ••• • ••• • • • • • •• • • • • •• • • • • • • • • • • •• •• • • • • • • ••• • • • • • • • • • • • ••• • •• •• • • • • • • • • • • • • • • • • • • • • • •• •• ••• • • lt�$u111 tI111J11!/7 �!� tai �tit� ra �•u' � tyr 1 Er. NO.19554 . a ; STATE OF I•...... 41" `jJONALtt1 'itE' mamas A. s ssoiia, P.>C• MAURICE A. S8A$11017A, P.T.. 1RC. 1908 NW 112 1W27016 CORAL SPRTNGS, FL 33071 (954) 753 -1988 ET, MPG. 808. 2832519 19334 Job Truss Truss Type Qty Ply SAWGRASS BLDRS. STAPLES RES. 20050329 AI ROOF TRUSS 1 1 Job Reference (optional) CUSTOM DESIGNED TRUSS, POMPANO BEACH,FL,33069 -2 -0 -0 2 -0 -0 2.50 12 7 -0 -0 7 -0 -0 13 -3 -0 5.200 s Jan 16 2004 MTek Industries, Inc. Wed Jun 0814:16:42 2005 Page 20 -3 -0 22 -3 -0 5x12 = 3 6 -3 -0 6x6 = 4 7 -0 -0 2 -0 -0 Scale = 1:40.8 7 -0-0 7 -0-0 13 -3 -0 6 -3 -0 20 -3 -0 7 -0 -0 Plate Offsets (X,Y): [3:0 -6. 0,0-2- 4],[4:0- 3-0,0 -2 -14] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES CodeFBC2001ITPI2002 CSI TO 0.76 BC 0.59 WB 0.21 (Matrix) DEFL in (Ioc) /deft Vert(LL) 0.27 7 -9 >866 Vert(TL) 0.20 1 >145 Horz(TL) 0.09 5 n/a L/d 360 240 n/a PLATES GRIP M1120 249/190 Weight 80 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS . 2 X 4 SYP No.3 REACTIONS (Ib /size) 2=1290/0-8-0, 5= 1290/0 -8-0 Max Uplift2 =- 1070(load case 2), 5=- 1070(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/20, 2 -3= -3057/ 1616, 3-4=-2909/1614, 4-5=- 3057/1614, 5-6=0/20 BOT CHORD 2 -9= 1442/2897, 8- 9= 1434/2909, 7-8=-1434/2909, 5-7 =- 1440/2898 WEBS 3-9= 0/135, 3-7- 315/315, 4-7 =0/208 BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-2 -13 oc bracing.• NOTES 1) Unbalanced roof live loads have been considered for this design. • 2) Wind: ASCE 7 -98; 146mph (3- second gust); h=22ft TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1070 Ib uplift at joint 2 and 1070 Ib uplift at joint 5. 6) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOADCASE(S) Standard •• • • • • • • •• ••• ••• • • • • • •• • • • • • • • • •• • • • •• • • • • ••• • • • • • • • • • • • • • • • • • • • • • •• • • • •• • • • • • • • • • • • • • • ••• • •• • ••• • ••• • • • • ••• • • • • • • • • • •• •• • • • • • • ••• • • • • • ••• • • • • • • • • • • • • • •• •• ••• • • `Q, ;1ll�ti11111171J }fJ;j�11 000 ,,�''`yt • `1 ' s .?ty 'jam• �` ' q�� IF /C .9 554 '° : SNO A TT1 E DF ; , i ff •r0 •• . a \ a .. , % �pO 1%1" L Ti8!19111 2GRRS R. SEEMHUIIA, P.E. 101ADRSf3; .a. SE21$130Q8, P.R. , rsVC- 1908 NW 112 AVENt72 CORAL SPRINGS, FL 33921 (954) 75.3 -1988 1Z RAG. MpS. E85292 9 I9554 Job Truss Truss Type Qty Ply SAWGRASS BLDRS. STAPLES RES. 20050329 AJ ROOF TRUSS 1 1 Job Reference (optional) CUSTOM DESIGNED TRUSS, POMPANO BEACH,FL,33069 -2 -0 -0 2 -0 -0 2.50 12 5 -0 -0 5 -0 -0 10 -1 -9 .200 s Jan 16 2004 MTek Ndusmes, Inc Wed Jun 0814: 15 -1 -7 6x10 MII20H= 3 5 -1 -9 11 2x4 I I 12 4 13 4 -11 -13 14 20 -3 -0 4x12 = 5 15 5 -1 -9 Scale = 1:38.8 4x6 I I 16 6 1 3x8 = 10 17 18 9 19 2x4 II 8x14 = 5 -0 -0 5 -0 -0 10 -1 -9 5 -1 -9 20 15 -1 -7 8 2x4 11 4 -11 -13 21 20 -3 -0 22 7 4x8 = 5 -1 -9 Plate Offsets (X,Y): [3:0 -3-8,0 -4-0], (9:0-7 -0,0 -4-8) LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber increase 1.33 Rep Stress [nor NO CodeFBC2001/TPI2002 CSI TO 0.88 BC 0.85 WB 0.70 (Matrix) DEFL in (Ioc) Vert(LL) 0.43 9 Vert(TL) -0.81 9 Horz(TL) 0.10 7 udefi >551 >292 n/a Ltd 360 240 n/a PLATES M1120 MII20H Weight 119 lb GRIP 249/190 187/143 LUMBER TOP CHORD 2 X4 SYP No.2D *Except* T2 2 X 6 SYP No.2D BOT CHORD 2 X 6 SYP No.2D 'Except• 822X6SYPSS WEBS 2 X 4 SYP No.3 *Except* EV2 2 X 6 SYP No.2D REACTIONS (Ib /size) 7 =1725/0 -8-0, 2= 1682/0 -8-0 Max Horz2 =148(load case 2) Max Uplift7=- 871(load case 2), 2=- 1242(load case 2) FORCES (lb) TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 2-8-5 oc purins, except end verticals. Rigid ceiling directly applied or 5-1-0 oc bracing. ' 1 Row at midpt 5-7 Maximum Compression/Maximum Tension 1- 2=0/28, 2- 3=- 4965/2364, 3- 11= -6555/ 3309,11 -12==- 6558/3309, 4-12 = - 6557/3309, 4- 13= -0631/3363, 13- 14=- 6631/3383, 5-14=- 6631/3363, 5-15= 1111/563, 15-16= 1111/563, 6-16=- 1111/563, 6-7 =- 601/388 2- 10= 233014778,10 -17 =- 2311/4800, 17 -18 =2311/ 4800 ,9 -18=- 2311/4800,9 -19=- 2476/4888,19 -20= 2476/4888,8 -20=- 2476/4888, 8-21= 2476/4888, 21- 22=- 2476/4888, 7- 22= 2476/4888 3-10= 0/187, 3-9= 102011890, 4-9=- 642/ 480, 5-9= 906/1781, 5-8=-3/143, 5- 7=- 3866/1959 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 1I; Exp C; enclosed; C-C tnterior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MI120 plates unless otherwise indicated. 5) This truss requires plate inspection per. the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 871 Ib uplift at joint 7 and 1242 Ib uplift at joint 2. 7) This truss design conforms with Florida Building Code 2001, based on parameters indicated 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)183.61b down and 115.1Ib up at 5-0-0, 63.61b down and 14.31b up at 7-0-12, 63.61b down and 14.31b up at 9 -0-12, 986Ib Owe and 14131b up at 111-042, 6.140 down and 14.31b up at 13-0-12, 63.61b down and 14.31b up at 15-0-12, 63.61b down and 14.31b up at 17 -012, and 63.etb d wrPanS148ib tdp a! 1910 -12, and 153.61b down and 96.5Ib up at 20-0-4 on top chord, and 76.503 down at 5-0-0, 26.31b down at 7 -0-12, 26.IIfjdown t1 412, 26.31b down at 13-0 -12, 26.31b down at 15-0-12, 26.31b down at 17-0-12, and 26.31b down at 19 -0-12, and 46.3Ib downed os orgdh rd. T %design/setect)an of such special connection device(s) is the responsbility of others. • • ••• • • • • • • • 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 • • 1 • • • • • Uniform • Loads • • • • • • • • • • (P� • • • • • • • • • 140=5 1i- SftsI3HODA, P.U• Vert 1- 3 = -90, 3.6 -90, 2 -7 = -20 •1 • • • • • • • • • 1 . . gg aOU., P.E. , MC. Concentrated Loads (Ib) • • • • • • • • • 1908 NW 113 A32NUS Vert 3=-124(F) 6=-154(F) 7=-46(F) 10=-76(F) a=- 26(F)•5= --4(F) i1=- 64(F)1, =- 64(Fr13= -64(Ff 1144- 64(FI 15=-64(F) 16=-64(F) 17 =- 26(F)18 =26(F) cow, 5PRTNGS, FL 33071 19=-26(F) 20=-26(F) 21= -26(F) 22=-26(F) (954) 75.9 -1988 rz, MG. P/QB. EB925I d 19554 ti� `y 1 ° 4;:04z. ...•. gT•t• U°l111111;•fD1 :; SIF10. • % g 410 r NO. 195 R e 'Ga ; STATE OF , ••• 1 • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • ••• • • • • • • • • • • • • • •• •• ••• • • Job Truss Truss Type Qty Ply SAWGRASS BURS. STAPLES RES. 20050329 AK ROOF TRUSS 1 2 Job Reference (optional) �� t CUSTOM DESIGNED TRUSS, POMPANO BEACH,FL,33069 -2 -0 -0 5 -0 -0 10 -1 -8 15 -3 -0 200 s Jan ._ t 2004 Mfiek Industries. Ina Wed Jun 0814.16. 20 -3 -0 2 -0 -0 2.501* 5 -0 -0 5 -1 -8 4x12 = 3 1.5x4 11 12 4 13 T2 5 -1 -8 14 4x12 = 5 5 -0 -0 6 22 -3 -0 2 -0 -0 Scale = 1:40.8 7 3x4 = 10 15 16 9 17 1.5x4 11 5 -0 -0 5 -0 -0 5x8 = 10 -1 -8 5 -1 -8 1.5x4 11 15-3 -0 5 -1 -8 1 20 -3 -0 5 -0 -0 1 u5 Plate Offsets (X,Y): 19 :0- 2- 8,0 -3-01 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.33 Lumber lncrease 1.33 Rep Stress 'nor NO CodeFBC2001/TPI2002 CSI TO 0.43 BC 0.48 WB 0.27 (Matrix) DEFL in (loc) udan Vert(LL) 0.23 9 >999 Vert(TL) -0.45 9 >519 Horz(TL) 0.07 6 n/a Ud 360 240 n/a PLATES M1120 Weight 170 Ib • GRIP 249/190 LUMSER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc puffins. BOT CHORD Rigid ceiling directly applied or 9-8-14 oc bracing.' REACTIONS (Ib /size) 2= 1670/0.8-0, 6=1670/0-8-0 Max Uplift2- 1224(Ioad case 2), 6- 1229(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/20, 2- 3=- 4611/2160, 3-11 =- 6032/3029, 11- 12=- 6032/3029, 4-12=- 603213029, 4-13=- 6095/3078, 13- 14=- 6096/3078, 5-14 =- 6096 /3078, 5-6=-4620/2179, 6-7 =0120 BOT CHORD 2 -10- 1975/4403, 10-15=-1962/4423, 15-16=-1962/4423, 9 -16- 1962/4423, 9-17=-1980/4433, 17 -18= 1980 / 4433, 8-18- 1980/4433, 6-8=-1993/4411 WEBS 3-10= 0/182, 3-9= 949/1788, 49= -646/488, 5-9=-978/1789, 5-8=0/188 NOTES 1) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123.61b down and 106.61b up at 5-0-0, 63.8Ib down and 14.31b up at 7-0-12, 63.6Ib down and 14.31b up at 9-0-12, 63.61b down and 14.31b up at 11 -2-4, and 63.6Ib down and 14.31b up at 13 -2-4, and 183.81b down and 115.1Ib up at 15-3-0 on top chord, and 76.51b down at 5-0-0, 26.31b down at 7-0-12, 26.313 down at 9 -0-12, 26.313 down at 11 -2-4, and 26.3tb down at 13 -2-4, and 76.51b down at 15-2 -4 on bottom chord. The design/selection of such special connection devices) is the responsbility of others. 2) 2-ply truss to be connected together with 10d Common(.148"x3 ") Nails as follows: Top chords connected as follows: 2 X 4 -1 row of 0-9-0 oc. Bottom chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0 -9-0 co. • Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123.61b down and 106.613 up at 5-0-0, 63.613 down and 14.31b up at 7 -0-12, 63.61b down and 14.31b up at 9-0-12, 63.6Ib down and 14.313 up at 11 -2-4, and 63.6tb down and 14.3Ib up at 13 -2-4, and 183.613 down and 115.1 tb up at 15-3-0 on top chord, and 76.5Ib down at 5-0-0, 26.3Ib down at 7-0-12, 26.313 down at 9 -0-12, 26.31b down at 11 -2-4, and 26.313 down at 13 -2-4, and 76.51b down at 15-2 -4 on bottom chord The design/selection of such special connection device(s) is the responsibility of others. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7 -98; 146mph (3- second gust); h =22f; TCDL= 5.0psf; BQDj.= 5,9psJ CStegpry II; j.xp a los erjy C intenor(1); Lumber QOL =1.33 plate grip DOL =1.33. . • • • • • • • • • 6) Provide adequate drainage to prevent water ponding. • • • 7) This truss requires plate inspection per the Tooth Count Method when this truss s c$osti fc 4lity > rancS jspection. 8) Two HC10 -2 USP connectors recommended to connect truss to best's; wattssdde to VIM atjl(s) 2 and • • 9) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 10) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123.SIb down and 106.61b up at 5-0-0, 63.61b down and 14.31b up at 7-0-12, 63.61b down and 14.3Ib up at 9 -0-12, 63.61b down and 14.3tb up at 11 -2-4, and 63.6Ib down and 14.31b up at 13 -2.4, and 183.6Ib down and 115.113 up at 15-3 -0 on top chord, and 76.51b aP 5-0-0 , 26 3Ib do *%. 7-0-12, 2618lb down at 9-0-12, 26.3Ib down at 11 -2-4, and 26.303 down at 13-2-4, and 76.503 down at 15-2 -4 on bottom .41-lo $esign/ $lectn ditch special trittebt device(s) is the responsinility of other§mARTs A. SKABHOWI, .1) • • • • • • • • • • • • B!AT1.RYC.E ,A. SHASiY0IIA, P.N., INC. LOAD CASES) Standard • • • • • • • • • 1908 1v8 113 AV8NU.S 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 • • • • • • • • • • • • 33071 CORAL SPR1%G5, .FL Uniform Loads (plf) (9.54) 753 -1988 Vert 1- 3= -90, 3- 5= -90, 5- 7 = -90, 2 -6= -20 .. 1tRG. IyQS., 53,5231 $ I9534 Concentrated Loads (Ib) • • _tw • Vert 3- 124(8) 5=-124(B) 10=-76(B) 8 =76(8) 11=-64(B) 1 gw64(W 13 =-618) 34-- 40)•15=- (B) 16126(B)17 -26(B) 18=-26(B) • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • TI�I{1311I tlll/illg1 t � f 4, r !' : Y NO.19554 a c 13 STATE OF : r ' r • � * ' {Op: -f - ma '''' .6:4191.91:TN.„-.E: ETi Job 2005(1329 Truss HH Truss Type ROOF TRUSS Qty 1 PIY 2 SAWGRASS BLDRS. STAPLES RES. Job Reference (optional) lnr.l L.. n 9A•0.Aa 96 nci CUSTOM DESIGNED TRUSS, POMPANO BEACH,FL,33069 -2 -0 -0 2 -0 -0 2 -8 -14 2 -8 -14 2.50 12 5 -0 -0 2 -3 -2 8 -0 -0 5x10 MII18H 3 -0-0 11 -0 -0 3x8 = 13 5 14 3 -0 -0 . , ............ .... ...._. 13 -3 -2 2 -3 -2 5x10 MII18H= 6 16 -0 -0 5x6 2 -8 -14 18 -0-0 2 -0-0 Scale = 1:33.7 0120 5 -0 -0 0 -2 -0 12 15 11 16 10 3x8 = . 1.5x4 II 3x8 4 -10 -0 8 -0 -0 3 -0 -0 11 -0 -0 3 -0 -0 16 -0 -0 5 -0 -0 Plate Offsets (X,Y): (2:0-5- 7,Edgel, (4:0 64,82 -121 (6:0-6 -4,0-2 -12), (8:0-5- 7,Edgel LOADING (pet) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Ina NO CodeFBC2001/TPI2002 CSI TG 0.92 BC 0.39 WB 0.20 (Matrix) DEFL in (loc) I/defl Vert(LL) 0.40 11 >470 Vert(TL) 0.35 11 >530 Horz(TL) -0.09 8 nla L/d 360 240 n/a PLATES MI120 M•1181-1 Weight 164 Ib GRIP 249/190 195/188 LUG TOP CHORD 2 X 4 SYP No.1D *Except* T2 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS • 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.3 2-7-5, Right 2 X 4 SYP No.3 2 -7 -5 INRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceillng directly applied or 4-0-13 oc bracing. REACTIONS (lb/size) 2= 1412/0 -4.0, 8= 1440/0 -8-0 Max Uplift2= 3309(load case 2), 8=- 3377(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/20, 2 -3 =- 3129/7606, 3-4=- 3664/9472, 4-13=- 3607/9483, 5-13 =3607/ 9483, 5-14 =- 3533/9304, 6-14 = - 3533/9304, 6-7=- 3591/9295, 7- 8= 2944/7184, 8- 9=0/20 BOT CHORD 2- 12= 7116/2917,12 -15= 10364/4071, 11- 15=- 10364/4071, 11- 16=- 10364/4071, 10-16 =- 10364/4071, 8- 10=- 6649/2713 WEBS 3-12 =- 2122(767, 4-12=-1373/231, 5-12 =-611/ 1122, 5-11=- 797/85, 5- 10-- -678/ 1316, 6- 19=-1363/231, 7- 10= 2421866 NOTES 1) Special hanger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 177.31b down and 153.31b up at 5-0-0, 80.2Ib down and 43.71b up at 7-0-12, and 80.21b down and 43.71b up at 8 -11-4, and 177.3Ib down and 153.31b up at 11-0 -0 on top chord, and 82.81b down and 846.31b up at 5-0-0, 27.91b down and 333.7Ib up at 7-0-12, and 27.91b down and 333.71b up at 8 -11-4, and 62.81b down and 846.31b up at 10-11 -4 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 2) 2-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as folows: 2 X 4 -1 row at 0-9-0 00. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc, Except member 12-4 2 X 4 - 2 rows at 0-9-0 oc, member 10-6 2 X 4 - 2 rows at 0-9-0 oc. Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)177.31b down and 153.31b up at 5-0-0, 80.21b down and 43.71b up at 7-0-12, and 80.2Ib down and 43.71b up at 8 -11-4; and 177.31b down and 153.31b up at 11-0-0 on top chord, and 82.81b down and 846.3Ib up at 5-0-0, 27.91b down and 333.71b up at 7 -0-12, and 27.933 down and 333.7Ib up at 8 -11-4, and 82.8Ib down and 846.3Ib up at 10 -11-4 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 3) All loads are considered equally applied to all plies, except if rioted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless othaNseingiiateai.• • • • • • • 4) Unbalanced roof live loads have been considered for this design. • • • • • • • • 5) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.Opsi;*BiDL =5. p t aftlory:l; ek• p s t Io9ed; C-C Interior(1); porch left exposed; Lumber DOL =1.33 plate grip DOL =1.33. • • • • • • • • • 6) Provide adequate drainage to prevent water ponding. • • ••• • • • • • • • 7) All plates are MI120 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3309 Ib uplift at Joint 2 and 3377 Ib uplift at joint 8. 10) This trues design conforms with Florida Building Code 2001, baled on parameters iAdicatedr • • • 11) Special hanger(s) or other connection device(s) shall be prov4teci s'ufAycieii to support: onceritated load( 17•.311Pdown and 153.31b up at 5-0-0, 80.21b down and 43.7lb up at 7-0-12, and 80.21b down and 43.71b up at •9-1 y'4, onds177.3(Pilov 1 and 14.3.31b0 Sat 3140 on top chord, and 82.8Ib down 846.31b up at 5-0-0, 27.91b down and 333.71b up at 7 -0-12, and 29.911 dokn and 333,1Ib •p air 8 -11-40 and 828811mdown and 846.31b up at 10-11 -4 0 bottom chord. The design/selection of such special connectidntevice(r) is the relAnsibilit?of others? • • • LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.33, Plate Increase =1.33 Uniform Loads (plf) Vert 1- 4= -90, 45 = -90, 6- 9= -90, 2.8 = -20 Continued on page 2 ••• • • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • ••• • • • • • • • • 0 • • • • •• •• ••• 0 • X4%1 JOIAAI7i°:111 leOR L . SEAS.ROU21, P.J. CE .R SWASAOVA, P.E. , 3 Vs C- ,1908 !W 112 AVENUE CORAL SPRTNGS, FL 33071 (9541 75.9 -1988 iZ ItRQ. NOS. Eb.925I 9 I5554 Job 20050329 Truss HH Truss Type ROOF TRUSS Qty 1 Ply 2 SAWGRASS BLDRS. STAPLES RES. Job Reference (optional) CUSTOM DESIGNED TRUSS, POMPANO BEACH,FL,33069 LOAD CASE(S) Standard Concentrated Loads (lb) Veit 4=- 177(F) 6=- 177(F) 12= -83(F) 10= -83(F) 13=- 80(F) 14= -80(F) 15=- 28(F) 16= -28(F) •• ••• : • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • ••• • • • • • • • • • • • • • • • • • • • • • •• • • .• •• • • • • • • • • • • • • • • ••• • 1T -110 • ••• • ••• • • ...• ••• • • • • • "s s • • • • • • ••;e • • • • • • • • '• • • • • • •• •• • • • •• •• ••• • • • ••• • • 5.200 s Jan 16 2004 NL?ek IndusMes, Inc Wed Jun 0814:16:47 2005 Page ` '• . f1jjj:11 Sri 1° E%5 ) • 1 OF 0 MDRRIS A. sHAsnoul, P.E. }TdDRxc: A. SH MOVA, J908 NW 112 AVRNU.t CORAL SPRTNGS, .FL 33971 (954) 75.9 -1988 SL JS.G. NO9, EB5291 6 19954 Job Truss Truss Type Qty Ply SAWGRASS BLDRS. STAPLES RES. 20050329 C5 ROOF TRUSS 3 1 Job Reference (optional) CUSTOM DESIGNED TRUSS, POMPANO BEACH,FL,33069 - 2 -9 -15 2 -9 -15 .200 s an 16 2004 IWTek Industries, Inc. Wed Jtat 0814:16: 3 -8-4 3 -8-4 1.77 12 7 -0 -2 3 -3 -14 Scale = 1:16.2 3x4 = I ll 3x8 = 3x4 3x4 5 7 3 -8-4 3 -8-4 8 7 -0 -2 3 -3 -14 Plate Offsets (X,Y): [2:0 -3-4,0 -1.81 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Nor NO CodeFBC2001/TPI2002 CSI TG 1.00 8C 0.20 WB 0.00 (Matrix) DEFL in (loci Weil Vert(LL) n/a - n/a Vert(TL) 0.31 1 >121 Horz(TL) -0.01 4 n/a L/d 999 240 n/a PLATES GRIP M020 249/190 Weight 30 Ib LUMBER TOP CHORD 2 X 4 SYP No.1 D BOT CHORD 2 X 4 SYP No.20 SLIDER Left 2 X 4 SYP No.3 3-2-8 REACTIONS (Ib/size) 4= 150/Mechanical, 2= 652/0 -11 -5, 5 =70/Mechanical Max Horz2 =143(toad case 2) Max Uplift4= 174(load case 2), 2= 750(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/20, 2- 3=-66/0, 3-6=- 29/0, 4-6= -29/13 BOT CHORD 2- 7 =0/0, 7- 8=0/0, 5 -8=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. • NOTES • 1) Wind ASCE 7 -98; 146mph (3- second gust); h=22ft; TCDL= 5.0psf; BCDL= 5.0pst, Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 Ib uplift at joint 4 and 750 Ib uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67.8Ib up at 4 -2 -15, and 67.8lb up at 4-2 -15 on top chord, and 10.8lb up at 1 -4-15, 10.81b up at 1 -4-15, and 6.315 down at 4 -2 -15, and 6.31b down at 4-2 -15 on bottom chord. The design/selection of such special connection device(s) is the responsbility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular Lumber Ncrease=1.33, Plate Ncrease=1.33 Uniform Loads (plf) Vert 1- 4= -90, 2 -5= -20 Concentrated Loads (Ib) • • ••• • • • • • • • Vert 6= 136(F =68, B=68) 7 =22(F =11, 8 =11) 8=-13(F=-6, B=a6) • • " • • • • • • •• ••• •• • • • •• • • • • • • • • • •• • • • • • ••• • • ••• • • • • • • • • • • • • • • • •• • • • • • • • • • • • •• • ••• • ••• • • • • • • • • • • • • • •• •• ••• • • • • • • ••• • • • • ••• • • • • • • • • • • • • •• •• ••• • • iKADRTGE .A. SFIASAOTTA. P.RS. , IN - .1908 ?J1 112 AVSNLW CORAL SPRTNG5, FL 33091 (954) 753 -1988 FL 14R8. 1105. 253252 s I9954 Job 20050329 Truss C5A Truss Type ROOF TRUSS Qty 2 Ply 1 SAWGRASS BLDRS. STAPLES RES. Job Reference (option) ^ - — .......... :r_,. ,_.,..... -_.. r..,. 1....-1 1.., nn 1AAA•eo WnS o =..e 1 CUSTOM DESIGNED TRUSS, POMPANO BEACH,FL,33069 - 2 -9 -15 2 -9 -15 3 -8-4 3 -8-4 7 -0 -2 3 -3 -13 Scale = 1:16.2 1 -1-6 1 -1-6 3x4 = 1 -4-1 4-0 -7 0 -2 -13 2-8 -3 7-0 -2 Plate Offsets (X,Y): [2:0 -2- 12,0 -2-0) LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO CodeFBC2001/TP•2002 CSI TC 0.94 BC 0.72 WB 0.00 (Matrix) DEF1. in floc) l/defl Vert(LL) . n/a - n!a Vert(TL) 0.28 1 >131 Horz(TL) -0.00 .4 We Wind(LL) 0.21 2-5 >383 Lid 999 240 n/a 360 PLATES MI120 Weigh 35 Ib GRIP 249/190 LUMBER TOP CHORD 2 X 4 SYP No.1 D BOT CHORD 2 X 6 SYP No.20 SLIDER Left 2 X 4 SYP No.3 2 -7 -10 REACTIONS (Ib/ size) 4= 187 /Mechanical, 5= 75/Mechanical, 2 =677/0 -5-11 Max Horz2= 147(Ioad case 2) • Max Uplift4 = -1 B4(Ioad case 2), 5= 503(load case 2), 2=- 1205(load case 2) FORCES (Ib) - Maximum CompressiontMaximum Tension TOP CHORD 1 -2 =0/28, 2- 3= -60/0, 3.4= -30/18 BOT CHORD 2- 6 =0/0, 6- 7 =0/0, 5 -7=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 5-2 -14 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-9-8 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1); cantilever left exposed ; porch left exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 184 Ib uplift at joint 4, 503 Ib uplift at joint 5 and 1205 Ib uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6) Special hanger(a) or other connection device(s) shall be provided sufficient to support concentrated load(s) 42.31b up at 4 -2 -15, and 42.31b up at 4-2 -15 on top chord, and 68.5Ib down and 10.41b up at 1-4-15, and 7.91b down and 55.31b up at 4 -2 -15, and 7.91b down and 55.31b up at 4-2 -15 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (p8) Vert 1- 4= -90, 2-5=-20 Concentrated Loads (Ib) Vert 3= 85(F =42, B=42) 6 =10(B) 7=- 16(F =-8, B =-8) •• ••• i • • • • • • • • • • • • • • • • • • b• •• •• • • • • • • • • • • • •• • • • • • ••• • • • ••• • • • • • • •• • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • •• • ••• • 100 • • • • 000 • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • 410 •• • • • •• •• 04141 • • • 111 • MORRIS A. SHASEKKEll, P.L. 11AVRTCE A. S7311S140TJ2, B.S., INC- 1908 NW 112 11VENU2 CORAL SPRTNGS, FL 33071 (954) 753 -1988 dZ MG. NOS. 235221 6 12554 Job Truss Truss Type Qty Ply SAWGRASS BLDRS. STAPLES RES. 20050329 C5B MONO TRUSS 2 1 Job Reference (optional) CUSTOM DESIGNED TRUSS, POMPANO BEACH,FL,33069 - 2 -9 -15 .200 s an 16 2004 M7ek Industnes, Inc Wed Jun 0814:16:50 2005 Page 4 -6 -6 2 -9 -15 - t77 12 4-6 -6 Scale = 1:12.2 1.5x4 I I 4 5 3x4 = 4-6-6 1.5x4 H 4-6 -6 Plate Offsets (X,Y): 12:0.0 -0,0 -2.01 LOADING (Pei) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Ina NO CodeFBC2001/TPI2002 CSI TC 0.71 BC 0.04 WB 0.00 (Matrix) DEFL in (lac) Vdefl Vert(LL) 0.00 2 -7 >999 Vert(TL) 0.39 1 >97 Horz(TL) 0.00 n/a Ltd 360 240 n/a PLATES GRIP MI120 249/190 Weight 22 Ib LUMBER TOP CHORD 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.2D WEBS. 2 X 4 SYP No.3 SLIDER • Left 2 X 4 SYP No.3 2 -3-12 REACTIONS (Ib /size) 2=611/0-8-0, 6 =- 8/Mechanical Max Horz2= 121(load case 2) Max Uplift2=-754(load case 2), 6=- 29(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/20, 2- 3=- 71/0, 3-4=- 10/2, 4-5=-0/19, 4-7 =0/60 BOT CHORD 2- 8=0/0, 7- 8=0/0, 6 -7=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.• NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf, BCDL =5.0psf; Category I1 Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 754 Ib uplift at joint 2 and 29 Ib uplift at joint 6. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67.8lb up at 4-6-6, and 67.BIb up at 4-8-6 on top chord, and 10.81b up at 1-4-15, 10.81b up at 1 -4-15, and 6.3Ib down at 4 -5-14, and 6.31b down at 4 -5-14 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) - Vert: 2- 6= -20, 1-4=-90, 4 -5 = -90 • • Concentrated Loads (Ib) - • Vert 5= 136{F =68, B=68) 7=-13(F=-6, B =-6) 8= 22(F =11, B =11j ••• • • •_• • • •• • • 111 •• ••• •• • • • • • • • • • •• • • • • • ••• • ••• • 0 • • • • • , • • • • • • ••• • • • • • • • •• • • • • • ••• • • • • • • • • • • • • • • • •• • • • • • • • • • • • •• • ••• • • • • • • • • • • •• •• • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • 4.4.'C1/41.1,..\11.1:1kal:F.811-01,"?...„4.0%* 076("N0.1§554-1). '0 ' STATE OF 13: z! f''•r�, 7:4',6:\ � '. � .••.... ■• • „„,.% 441 /0NA ` L.. is `',g,titi bfORRIS 21. SH1LSH0014. P.E. MAURICE B. SS1I.5130II3, B.S. , IPC- ,1908 NW 112 AvsxU$ CORAL SPA TAWS , FL 3307I (954) 753-1998 FL RP.G. N0$ E992BI 6 19559 Job Truss Truss Type Qty Ply SAWGRASS BLDRS. STAPLES RES. 20050329 J5 ROOF TRUSS 15 1 Job Reference (optional) CUSTOM DESIGNED TRUSS, POMPANO BEACH, -2 -0 -0 5 -0 -0 2 -0 -0 5 -0 -0 Scale = 1:11.6 3x4 = 5 -0-0 5 -0 -0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Ina YES CodeFBC200I/TP12002 CSI TC 0.76 BC 0.08 WB 0.00 (Matri() DEF . in (Ioc) I/dell Lid Vert(LL) n/a - n/a 999 Vert(TL) 0.32 1 >89 240 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MI120 249/190 Weight 18 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D FACTIONS (lb/size) 3= 154/Mechanical, 2= 521 /0 -8-0, 4= 46/Mechanical Max Horz 2= 156(Ioad case 2) Max Uplift3=- 97(load case 2), 2=-680(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/20, 2- 3= -67/29 BOT CHORD 2 -4=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pur(ms. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =2218 TCDL= 5.0psf, BCOL= 5.0psf; Category Il; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. . 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 Ib uplift at joint 3 and 680 Ib uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) Standard •• ••• •• • • • • t 1 • • • • • • • • • • • • • • •• ••• •• • • • •• • • It ••• • • • •• • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • •• ••• • •• • ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • tiL�tip1 W U1iii1,,1r �`�''iIFIc' .o t+�cr. 196511 F. yam, STATE OF i �ff�'�Otm Peale' "�;tL,,` U RXS A- SBA.HCAJA, P.E. a71t17RZC0; A. S82LSEICVA, P.E. , DTC. .1908 NW 113 AVENUE caw. SPRTNG3, 9L 3.3071 (954) 753 -1988 FT, RTc9. NOS, E85231 9 29954 Job 20059 032 Truss J5A Truss Type ROOF TRUSS Qty 4 Ply 1 SAWGRASS BLDRS. STAPLES RES. Job Reference (optional) • _ __ , nn _.. b... ini...J L.., no 4n.ln.G9 9(V14 oa.e 1 CUSTOM DESIGNED TRUSS, POMPANO BEACH,FL, -2 -0 -0 5 -0 -0 2 -0 -0 5 -0 -0 Scale = 1:11.6 3x4 0 -10 -0 0 -10 -0 5 -0 -0 4 -2 -0 Plate Offsets (X,Y): [2:0 -1-8,0 -1-81 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress lncr YES CodeFBC2001/TP12002 CSI TC 0.90 BC 0.29 WB 0.00 (Matrix) DEFL in (Ioc) I/defl Ltd Vert(TL) Na - n/a 999 Vert(TL) 0.23 1 >116 240 Horz(TL) -0.00 3 n/a n/a WInd(LL) 0.05 2-4 >999 360 PLATES GRIP MII20 249/190 Weight 22 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 6 SYP No.2D REACTIONS (lb /size) 3= 170/Mechanical, 4= 48/Mechanical, 2= 506/0 -4-0 Max Horz2= 164(Ioad case 2) Max Uplift3=- 118(load case 2), 4=- 324(Ioad case 2), 2=- 990(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/28, 2-3= -81/30 BOT CHORD 2 -4=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing: NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h=22ft TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1); cantilever left exposed ; porch left exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality, assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 Ib uplift at joint 3, 324 Ib uplift at joint 4 and 990 Ib uplift at joint 2. 5) This truss design conforms with Florida Building Cods 2001, based on parameters indicated. LOAD CASE(S) Standard •• .•• • • • • • •• • • -• • • • • • • •• ••• •• • • • •• • • ••• • • • • • • • • • • • • • • • • • • • • • •• • • • •• • • • • • • • • • • • • • • ••• • •• • ••• • ••• • • • • ••• • • • • • • • • • • • • • •01 • • • • • • • • • • • • • • •• •• • • • •• •• 0 •• • • • 0 •• • • ............... 1f ` ti •`4 NY I''' r rrf, N0.195 " 5 13 : STATE OF ' • • 01111111111911111134 MORRIS A. SiD%. HWA, P.E. 7'RIURICE .A SHAW/MA, P.FJ. , MC- .1 Ewa Nii 213 AVENU 8 CORAL SPRTNGS, FL 33071 (954) 75.3 -1988 FZ 1IRG. MOS. E89231 5 29554 Job Truss Truss Type Oty Ply SAWGRASS BLORS. STAPLES RES. 20050329 J4 MONO TRUSS 5 1 Job Reference (optional) CUSTOM DESIGNED TRUSS, POMPANO BEACH,FL,33069 -2 -0 -0 5200 s Jan 16 2004 MTek Industries, Inc Wed Jun 0814:16:52 2005 Page 3 -3 -0 2 -0-0 3 -3 -0 1.Ie I= 1:8.7 4 3 3x4 = 3 -3-0 3 -3 -0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES CodeFBC2001/TP12002 CSti TC 0.76 BC 0.03 WB 0.00 (Matrix) DEFL in (Ioc) Vdefl Lid Vert(LL) n/a - n/a 999 Vert(LL) 0.30 1 >94 240 Horz(TL) 0.00 n/a n/a PLATES GRIP . MI120 249/190 Weight 14 b LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 REACTIONS (Ib/s¢e) 2=452/0-8-0, 5= 76/Mechanical Max Horz2= 129(load case 2) Max Uplift2=- 688(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/20, 2- 3=- 63/8, 3- 4 =-5/0, 3-5=-50/0 BOT CHORD 2 -5=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22f1 TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1) -2-0 -6 to 3-3-0; Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 688 lb uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated LOAD CASE(S) Standard 1/111 11 111f J 1 t1 .40 ,`��,%t ? •�.•......,,. ! yam r NO. ss;� .• •••• • • • • • • • • • • ••• I '° STATE OF • . 4 • • • • • = f3.� \' opIq'' • " :r y- i3. 7 . f d p ONA '', /1 ua • • • ••• • • • • • • • • • • • • morals A. MAMMA, P.E. • • • • • • • • • • • • • • • • • • Jq VRTCE/ .A. SS&SJ TJB, P.E.. MO- • • • • • • • • • 1908 Mel 112 AY2141.4 ••• • • • • ••• • CORAL SPRT NGB, .F1. 33011 (954) 753 -1988 TA RTIG. lIO$. 395231 & 19354 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss Truss Type Qty Ply SAWGRASS BLDRS. STAPLES RES. 20050329 F4 ROOF TRUSS 1 �f 2 Job Reference (optional) carrel. InPo,Nri ec Inr IA/ad h In nR 14.1R•53 MIS Parse 1 1 4x6 2 -10 -0 22x411 1 2x4 1 I 2 -10 -0 2 -10 -0 Scale = 1:9.6 LOADING (psf) TCLL 30.0 TCDL 15.0 BCU. 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Inc: NO CodeFBC2001/TPI2002 CSi TC 0.03 BC 0.01 WB 0.00 (Matrix) DEFL. in (loc) 1/dell Ud Vert(11) n/a - n/a 999 Vert(TL) -0.00 4 >999 240 Horz(TL) 0.00 3 n/a nfa PLATES GRIP MI120 249/190 Weight 43 Ib LUMBER TOP CHORD 2 X 6 SYP No.2D BOT CHORD 2 X 6 SYP No.2D WEBS 2 X 6 SYP No.2D *Except* W1 2 X 4 SYP No.3 REACTIONS (lb/size) 4= 564/0 -2 -0, 3= 563/Mechanical Max Uplift4= 932(load case 2), 3=- 800(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=- 1071108, 1- 2=0/0, 2- 3=- 107/108 BOT CHORD 3 1- 0/0 WEBS 1- 3 =-0 /0 BRACING TOP CHORD -Structural wood sheathing directly applied or 2 -10-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s).433.5Ib down and 836.0Ib up at 0 -2 -12, and 43281b down and 704.4Ib up at 2 -7-4 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 2) 2- plytruss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 433.5Ib down and 836.061 up at 0 -2 -12, and 432.81b down and 704.41b up at 2 -7-4 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Wind: ASCE 7-98; 146mph (3- second gust); h=22ft TCDL =5.0psfi BCDL= 5.Opsf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 5) Provide adequate drainage to prevent water ponding. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. _ 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate c apaple pf wjthsypnd pg 809 Ib uplift ;t joint•% 10) Two HC10 -2 USP connectors recommended to connect truss to bearing walls duel° uplift srl jt(•) 40 • • 11) This truss design conforms with Florida Building Code 2001, basedopp pararrrks rfittet • • • • 12) Special hanger(s) or other connection device(s) shall be provided suffigjent to Tripp jrt gpngpntrpterclo4(s) 4'33 5lb down and 836.O1b up at 0 -2 -12, and 432.8lb down and 704.41b up at 2 -7-4 on bottom chord. The desigAf•electieted suclsspecialconn•ction device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pit) Vert 1- 2 = -90, 3 -4= -20 Concentrated Loads (Ib) Vert 4=- 433(F) 3=- 433(F) • • • ••• • • • • • • • • • • • • • •• • • • •• • • • • • • • • ••• • •• • ••• • • • • • • • • • • • • • •• •• • • • • ••• • • ••• • • • • • • • • • • • • • • ••• • ••• • • • • • • • • • • • • • •• •• ••• • • 1 RRTE A_ MAMMA, P.E. DqVRZCE B. St3ASEOUA. P.E. , .23TC. 1908 NW 112 AV2NU.8 CORAL SPRTNGS, FL 330,1 (954) 75.3 -1988 iZ FiRG. PIGS. 885231 S 19.554 Job Truss Truss Type Qty Ply SAWGRASS BLDRS. STAPLES RES. 20050329 J3 ROOF TRUSS 11 1 Job Reference (optional) CUSTOM DESIGNED TRUSS, POMPANO BEACH,FL,33069 -2 -0 -0 .200 s Jan 16 2004 MTe1 Industnes, Ina Wed Jun 0814:16: 3-0 -0 3x4 = 3 -0 -0 3 -0 -0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES CadeFBC2001/TP12002 CSI TC 0.76 BC 0.03 WB 0.00 (Matrix) DEF). in (loc) I/defl Ud Vert(LL) n/a - n/a 999 Vert(TL) 0.30 1 >95 240 Horz(TL) -0.00 3 n/a n/a PLATES GRIP M1120 249/190 Weight 12 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D REACTIONS (Ib /size) 3= 22/Mechanical, 2= 453/0 -8 -0, 4= 26/Mechanical Max Horz2= 118(load case 2) Max Upli t2=- 694(Ioad case 2) Max Grav3= 72(Ioad case 2), 2=453(load case 1), 4= 26(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/20, 2- 3= -63/20 BOT CHORD 2 -4=0/0 BRACING TOP CHORD 'Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 694 Ib uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) Standard • •• ••• • • • • • •• • • • • • • • •• • ••• •• • • • •• • • • ••• • • • • • • • • • • • • • • • • • • • • • •• • • • •• • • • • • • • • • • • • • • ••• • •• • ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ty`�ti%% flhiIIfU111111 /, NO. 1b554 ° 12 STATE OF ,1 :91oNtA t...e`''�SIL boARIS A- SFIASBOUA, P.E. rams= .A. s $f VA, 8.E• , INC. .1906 NW 112 AIJENU.i cCRA.L SP54) 753 4177 S, kL 330 %1 (9-198e FL RAG. NOS. EB523I 8 19954 Job Truss Truss Type Qty Ply SAWGRASS BLDRS. STAPLES RES. 20050329 J3A ROOF TRUSS 1 1 Job Reference (optional) CUSTOM DESIGNED TRUSS, POMPANO BEACH,FL,33069 -2 -0 -0 .200 s Jan 16 20041WTek Industnes, Ina Wed Jun 0814.16. 3 -0 -0 0 -2 -0 3x4 = 3 -0 -0 2 -10-0 Plate Offsets (X.Y): 12:0-0 -1,0 -1-81 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES CodeFBC2001/TPI2002 CSI TC 0.65 BC 0.21 WB 0.00 (Matra) DEFL in (loc) 1/defl Vert(LL) n/a - n/a Vert(TL) 0.13 1 >203 Horz(TL) 0.00 4 n/a Wind(LL) 0.02 2-5 >999 Ud 999 240 n/a 360 • PLATES GRIP MI120 249/190 Weight: 15 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.20 SLIDER Left 2 X 4 SYP No.3 1-9-2 REACTIONS (Ib /size) 4= 48/Mechanical, 2= 429/0 -4-0, 5= 28/Mechanical Max Horz2= 118(load case 2) Max Uplift2=- 838(load case 2), 5=-189(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/20, 2- 3= -82/9, 3 -4=0/6 BOT CHORD 2 -5=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing: NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22fl; TCDL= 5.0psf; BCDL= 5.0psf; Category I1; Exp C; enclosed; C-C Interior(1); porch left exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 838 Ib uplift at joint 2 and 189 lb uplift at joint 5. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) Standard •• ••• $ • • • • •• • • • • • • • • •• • ••• •• • • • •• • • • • • • • • • •• • • • • • • ••• • ••• • • • • ••• • ••• • • • • • • • • • • • • • • •• • • • • • • • • • • • •• • ••• • • • • • • • • • • •• •• • • • • ••• • • ••• ••• • • • • • • • • • • • • • •• •• ••• • • `t,1.011l1111111111JJ11�r h',titi �� ..p 5 y fry. 3 . C IF10, _•per NO.1955 ;. 1 STATE OF J11t1fi1181i9'V1`g 2f.iRRIS A. SEASBO[44. P.E. )IAURYCE .A. SHASOODA, P.E. . .1908 NW 112 AVXNU.P CORAL SPRTNG$, FL 93071 (954) 753 -1988 ZS, 1V03. 599251 $ I9954 Job Truss Truss Type Qty Ply SAWGRASS BLDRS. STAPLES RES. 20050329 J38 ROOF TRUSS 2 1 Job Reference (optional) 1.4.. IA /e.1 hm AR 111•1R•gri 71111ri Part> 1 TOM DESIGNED TRUSS, POMPANO BEACH,FL, -2 -0 -0 .LW DJISII IO LIJVY IYUIan uluua„w, ..... 3 -0 -0 0 -10 -0 3-0 -0 0 -10 -0 2 -2 -0 Plate Offsets (X,Y): (2:0-0- 14,0 -0- 141, (2:0-2- 5,Edoel LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates increase 1.33 Lumber Increase 1.33 Rep Stress Inca YES CodeFBC2001/TPI2002 CSI TC 0.94 BC 0.21 WB 0.00 (Matrix) DEFT. in (loc) Vert(LL) . Na - Vert(TL) 0.23 1 Horz(TL) -0.00 3 Wind(LL) 0.02 2-4 Udefl n/a >113 Na >999 Ud 999 240 Na 360 PLATES GRIP MI120 249/190 Weight 141b LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEDGE Left 2 X 4 SYP No.3 REACTIONS (Ib/ size) 3= 48/Mechanical, 4= 28/Mechanical, 2=429/0-4-0 Max Horz2= 118(load case 2) Max Uplif4=- 189(Ioad case 2), 2=- 838(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/20, 2-3=-57/8 BOT CHORD 2 -4=0/0 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-0-0 oc purtns. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCOL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1); cantilever left exposed ; porch left exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 189 Ib uplift at joint 4 and 838 Ib uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOAD CASE(S) Standard •• • • • • • • • • • •• ••• •• • • • •• ••• • • • • •• • • • ••• • • • • • • • • • • • • • • • • • •• • • • •• • • • • • • • -• • • • • • • • • • • ••• • •• • ••• • •• • • • • • • • • • • • • • • •• •• ••• • • • • ••• • • • ••• • • • • • • • • • • • • • • • • •• •• • • ti11Tt11111U2ItII ,,l, s A. S l y A 4.4ri .mod A1O.19554 : STATE OF III11IItf9pt1 MORRIS A. MAMMA, P.E. Z VRIGE .A . SHASAOVB, P.R., INC - 1909 NW .112 .P V8NU.F CORAL SPRT7JGS, FL 33021 (9.54) 753 -1988 FZ I2FG. vas, EE5291 a 19554 Job Truss Truss Type , Qty Ply SAWGRASS BLDRS. STAPLES RES. 20050329 J1 ROOF TRUSS 10 1 Job Reference (optional) 1 USTOM DESIGNED TRUSS, POMPANO BEACH,FL, . , .. -. 4x4 = 1 -0-0 1 -0-0 Plate Offsets (X,Y): (2:0-2 -0,0 -1 -121 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Ina YES CodeFBC2001TEPI2002 CSI TO 0.62 • BC 0.00 WB 0.00 (Matrix) DEFL in (lac) Udefl Vert(LL) • Na - Na Vert(TL) 0.13 1 >192 Horz(TL) 0.00 3 n/a Ltd 999 240 Na PLATES GRIP MI120 249/190 Weight 6 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D REACTIONS (lb/size) 3=- 172/Mechanical, 2= 453 /0-8-0, 4= 9/Mechanical Max Horz2= 80(load case 2) Max Uplift3 — 172(load case 1), 2=- 828(load case 2) Max Grav3= 382(load case 2), 2= 453(Ioad case 1), 4= 9(toad case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/20, 2 -3=- 102/152 BOT CHORD 2-4=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing.. NOTES • 1) Wind: ASCE 7 -98; 146mph (3- second gust); h=22ft TCDL= 5.0psf; BCDL= 5.0psf; Category It Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 172 Ib uplift at joint 3 and 826 Ib uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001 based on parameters indicated LOAD CASE(S) Standard • •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • • • • • • • • • • • • •• • • • •• • • • • ••• • • • • • • • • • • • • • • • • • • • • ••• • •• • ••• • ••• • • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • ••• • • • • • • • • • • • • • •• •• ••• • • ,t111111111lIIIil1lfltl)1,,d, �H rr $%-... ,• ..••,,� "1(1411' iTZIO NO,19s5) STATE OF I •'•..•...... ,. •' ,�ti 44,41` °NA MOYiRIS A. SBASFAXiA, P.E. VIADRTCE A. SHAS1iOTA. P.R. , INC. .1908 No 112 AVENU41 CORAL SPRTNG5, FL 33071 (9.54) 733-1988 1'L 1ttG. PKJS. EB5a31 d 19954 Job Truss Truss Type Qty Ply SAWGRASS BLDRS. STAPLES RES. 20050329 J1A ROOF TRUSS 2 1 Job Reference (optional) 1 USTOM DESIGNED TRUSS, POMPANO BEACH,FL '3.,069 .200 s an 16 2004 MI eK Vinuslfles, si WBO Jun ua 74:10: 0 -2 -0 3x4 = 0 -2 -0 1 -0 -0 0 -10 -0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES CodeFBC2001/TPI2002 CSI TC 0.60 BC 0.02 WB 0.00 (Matrix) DEFL in (Ioc) Udell Vert(LL) n/a - n/a Vert(TL) 0.12 1 >198 Horz(TL) 0.00 3 n/a Wind(LL) 0.00 2 >999 L/d 999 240 n/a 360 PLATES GRIP MII20 249/190' Weight 6 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D REACTIONS (lb /size) 3=- 157 /Mechanical, 4=10/Mechanical, 2= 43810 -4-0 Max Horz2=80(load case 2) Max Uplift3=- 157(Ioad case 1), 4=- 65(load case 2), 2=- 863(load case 2) Max Grav3=353(load case 2), 4=10(load case 1), 2=438(load case 1) • FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/20, 2-3=- 94/136 BOT CHORD 2 -4=0/0 2RA(3NG TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22f1; TCDL= 5.0psf, BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1); porch left exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 Ib uplift at joint 3, 65 Ib uplift at joint 4 and 863 Ib uplift at joint 2. 5) This truss design conforms with Florida Building Code 2001, based On parameters indicated. LOAD CASE(S) Standard • •• • • • •• • • • • • • • • • • • • • • • • • • • • • • ••• •• • • • •• • • • • • • • • • •• • • • • • ••• • • ••• • • • • • • • •• • • • • • •0 • ••• • • • • • • • • • • • • • •• •• ••• • • • • • • ••• • • • • • • • • • • ••0 • • • • • • • • • • ••• • • • • • • • • • • • • • •• •• ••• • • �111t111rob. ,1 r' r . f . ! r �''.r+ � k 1 JRRIS A. MAMMA, P.E. EADRICE A. SW%SEOUA, P.E.. flC .f 9DB NW .115 Atar14u4 CORAL SPRINGS, FL 33071 (954) 75.9 -1988 ET lBtG. P1955. 355251 5 19554 Job 20050329 Truss .11B Truss Type ROOF TRUSS Qty 2 Ply 1 SAWGRASS BLDRS. STAPLES RES. Job Reference (optional) _ __ . ..n . _ . _.,. . ,... 1 -- toL L n na ae.I C O V F ow n 7 USTOM DESIGNED TRUSS, POMPANO BEACH,FL, 3 4 1-0 -0 1 -0 -0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACNG 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Ind' YES CodeFBC2001/TPI2002 CSI TC 0.58 BC 0.35 WB 0.00 (Matrix) DEFL in (loc) l/defl Vert(LL) 0.02 2 >740 Vert(TL) 0.16 1 >151 Horz(TL) b.00 n/a L/d 360 240 n/a PLATES GRP MI120 2491190 Weight 6 Ib LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D REACTIONS (Ib /size) 3= 282/Mechanical, 4= 10/Mechanical Max Horz3=- 2067(load case 2), 4=2147(load case 2) Max Uplift3=- 509(load case 2), 4 =- 67(Ioad case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/20, 2- 3=- 2111/1075 BOT CHORD 2- 4= 1049/2147 BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 ac bracing. NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDLa5.0psfi BCDL= 5.0pst•, Category It Exp 0; enclosed; C-C Interior(1); cantilever left exposed ; porch left exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss is not designed to support a ceiling and is not intended for,use where aesthetics are a consideration. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 509 Ib uplift at joint 3 and 67 Ib uplift at joint 4. 6) Non Standard bearing condition. Review required. 7) This truss design conforms with Florida Building Code 2001, based on parameters indicated. LOADCASE(S) Standard •• ••• • • • • • •• •• .• • • • • • • • • • •• ••• •• • • • •• • • • ••• • • • • • • • • • • • • • • • • • • • • • •• • • • •• • • • • • • • • • • • • • • ••• • •• • ••• • ••• • • • • • • • • • • • • •• •• • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • 4.0 � IFID . , /0 S. 010.19554 ry STATEOF �,��i4 ��:YA�`EI,;iLY IRIS A,- Si7AssOW . P.L. D?ATJRI= A. SHASEOUA. P.E. SIC. .1908 NW 112 AVENut1 CORAL $PRTNGS 33071 (954) 75.9 -1988 FL MG. POS. 595231 6 19554 DE0 -05 -2003 FRI 0328 PN USP STh4, 1. JNN FAX NO, 7275358199 Florida Building Code Online DVAVTInK ' ii. +iii G�n�n�un ;y '' �sEP4i4 =r Home ! �nllil!1 ?tif ! !u hdf t• • YM llepartmant P. 02 Page 1 of 2 sr 9r r Oversaw 9 Praduac Swell �Or on Product View i de 1 iip'" A tiaadlinaA agla w b"90J'� Jim its I) [fit+ ^nirtlta . r< Product. Type Defaii User: robert Lutz - United Steel Products Company - Product Manufacture Application #: Date Submitted: Product Manufacturer: Address /Phone /email: Category: Subcategory: Evaluation Method: Referenced Standards from. the Evaluation Entity: Quality Assurance Entity: Validation Entity: Date Validated: A bthorized Signature: 1 cd Help" FL819 10/34/2003 United Steel Products Company 703 Rogers Drive Montgomery, MN 56060 Structural Components Wood Connectors Anchors Evaluation Report from a Product Evaluation Entity Florida Building Code: Section 6.1.4thiLd 'ale C 1707.3 ASTM D1761 198g 2314.4.4 ASTM D1761 1988 •• ••• • • • • • • • •• • . • •• • • • • • • Evaluation /Test 12. +rts oade�: • • • Installation Documents Uploaded: • • • • • • • Product Approv3 l t1 gad' ••• • Application SLUMS: • • r ®-r • • • • • • • •• • Natic nal Evaluation Service, Inc. ?FS Corporation Froduot Testing, Inc. 10/31/2003 robert lu't rlut o@gibtaltarl .com • • • P'17D 819 j �32-Pdf • • • ••• • • • • • • • • • • • • • .•• • • • •• •• •• • • • • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • • • • • ••• • • • • • ... .J_. a_41..—trorP-4i0 Method 1 Option C Approved 12/5/2003 National Evaluation Service, Inc. 5203 Leesburg Pike, Suite 600, Falls Church, Virginia 22041 -3401 Phone: 703 /931 -2187 www. natevaLorg Fax: 703/931 -6505 INTERNATIONAL CODE COUNCIL, 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 REPORT HOLDER: EVALUATION SUBJECT: UNITED STEEL PRODUCTS COMPANY, INC. 703 ROGERS DRIVE MONTGOMERY, MN 56069 800- 328 -5934 infoAUSPconnectors.com www.USPconnectors.com USP LUMBER CONNECTORS HTHJ. GTU, BN, HGA, KCBQ, KCCQ AND KECCQ • • • • . . •_ •..••••.;'- •• .• -.- : : ..• Page 1 of 11 . • Copyright© Zoo :, NatiowaPErraluatiop 4etylce, Inc. •. • • • .: • • • . - • • • - . • This report is limited to the speck product and data and tesi Teports 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 (Watling er sther ester in this report or as to any product covered by this report. This disclaimer includes, but is not limited to, ttierihantaLa�ity.V174 repdrt is also subject to the limitation listed herein. • -- •= - ... • • 00 .. • • .00 • • GIRDER TRUSS HANGER DER TRUSS HANGER DEC°Ub -2UU3 M 1 U3 o 2U 1'r1 U t' S 1 IfUU I JUNN MA NU. ► e ► ono l au Florida Building Cade Online Page :1. ..— Product Model # or Name r. u3 Page 2 of 2 Pagel /2 `'� Model Desc Lion GTU100 TU40 Th326 -18 • - JACK. CONNBC'TOR OLUMN BASE COLUMN BASE COLUMN CAP Q66 ka=e+SeRLAW""tr 'EOM OLUMN CAP OLUMN CAP COLUMN CAP 41}hI 7!h iF1.= Y+.fi!r84 _ :off' 4i4} aii a�..�u MfMaH l ti1:1144 !ili+,0Ir4lldi7Pij ,1104 ail 1.70164f1, tuwa04 ti Ft C{: i61C , dvr Sdf!14,. olled2 Ilh*PIar PYr19ht and Disclaim; 02000 The State of Florida, All rights reserved. '1 11 !6 + "G �r „TNT iC; iY!w.,na,:i�IJ ••• ••• 1 oo • o • • • •• • • •• • • • • • • •• • • ••• • 01 ••• •• • •• • • • • ••• • • • • •• • ••• • • • • • • • • • • • ••• • • • • • • • • • • • • •• • • • • • • • • • • • • •• • • • • ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• 0•• •i i i Page 2 of 11 National Evaluation Report No. NER -532 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 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 MPa). Connector is welded with 3/16 inch (4.76 mm) fillet welds, E60XX electrodes. See Figure 2 and Table 2. 3.1.3 BN Series: "Breakfast Nook" hangers are fabricated from No. 14 gauge, ASTM A 1011 Grade 33 Hot Rolled steel, with a minimum yield strength of Fy = 33 ksi ( 227.53 MPa) and a minimum ultimate strength Fu = 52 ksi (358.53 MPa). The BN connectors are designed to connect four set of mono - trusses or other wood - framing members in the traditional "breakfast nook" configuration. Connector is welded with 1/8 inch (3.18 mm) fillet welds, E60XX electrodes. See Figure 3 and Table 3. 3.1.4 HGA Series: HGA10 and HGAM10 Framing Angles are fabricated from No. 14 gauge ASTM A 653 SQ Grade 33 G60 galvanized steel, with a minimum yield strength of Fy = 33 ksi (227.53MPa), and minimum ultimate tensile strength 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 upst6pdit,le9s. See Figure 5 and Table 5. • . • • • • .. • 3.1 '.6 KCCQ 'apt Kee- Q Series: The KCCQ and KECCQ Column Caps are fabreath film N . 7. g3uge.ASTM A 570 Grade 33 hot - rolled steel with a minimum yield strength d'P P7 = 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 h,p•rrinimum die{ 1 strength of 36 ksi (248.21 MPa) and a minimum ultimate •4Lertgth of ii8; ksL 1399.90. MN). The column cap connectors are painted .$lbsequeht t dta ciation..Yhdy :re designed to connect column posts to beams, utilizing 1/4 trtch (& 35 m3z).ndtpitaI diameter wood screws (WS3) manufactured by USPC. The connection consists fo a U- shaped formed plate welded to two vogtcqj straps with 3/16 inch (4.76 mm) fillet welds, E60XX electrodes. See Fi ur 6 and tabid • ... 11•••: i•••: • Page 3 of 11 National Evaluation Report No. NER -532 2.0 PROPER' EVALU46 3.2 Design The design of the connected wood members shall be submitted to and acceptable to the local code official. Tabulated design Toads for the connectors are based on the lowest Toad obtained from comparing: • least test load that causes 1/8 inch (3.18 mm) deflection. • lowest ultimate test Toad 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 manufacturer's published installation instructions. The manufacturer's published installation instructions and this report shall be strictly adhered to and a copy of these Instructions shall be available at all times on the job site during installation. The instructions within this report govem if there are any conflicts between the manufacturer's published installation instructions and this report. 4.2 Design Tabular load capacities are based on wood with a minimum specific gravity of 0.55 for GTU Series and 0.50 for HTHJ Series and a moisture content Tess than 19 percent. Tabulated allowable design loads are for loads of normal duration. Adjustments to these values shall be permitted for other durations of loading, i.e. plus 15 percent for two months duration (snow), or plus 33 percent for wind or seismic. Tabulated allowable design loads shall be reduced 10 percent 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 :(' Ef►4, ndersnanIcioilationsior design capacities, Hughes Manufacturing, Inc., • Mah,2y4, 495577, &Ian*d and sealed by Thomas F. Devening, P.E. 6.2.2'14 4rgppoia Witt AVM D 1761, testing conducted at Hughes Manufac'turiiig, mc!, fdlerch 11, 1997, witnessed by Thomas F. Devening, P.E. • • • • • • • '64 • tTU S$les; • • •' • Entindrz cal•ulati6n$fc rdesign capacities, Hughes Manufacturing, Inc., • Marcti•5, 199`7, sicced Apel 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, III, P.E. The • r.S.oUro.elsorn:c1toora are covered in pages 156 -170. • • • • • • • • Page 4 of 11 National Evaluation Report No. NER -532 NATIONAL EVALUATION SERVICE Copyrig Product Eiiairiaf!oh Listin 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 capacities, United Steel Products Company, October 31, 2001, signed and sealed by Thomas A. Kolden, P.E. 6.8.2 Test reports under ASTM D 1761, Stork Twin City Testing Corporation, Project No. 18 -01 30942.3, September 24, 2001, signed by Scott W. Britzius and Derrick J. Swanson, P.E. 7.0 CONDITIONS OF USE The ICC -ES Legacy Evaluation Subcommitteeforthe National Evaluation Service finds that the USP Lumber Connectors described in this report complies with the 2000 international Building Code© with 2002 Accumulative Supplement, the 2000 international Residential Code© with 2002 Accumulative Supplement, the BOCA National Building Code /1999, the 1999 Standard Building Code©, the 1997 Uniform Building Code'm", 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 Toads are determined in accordance with the applicable Code. The allowable Toads 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 • sti ij�ope•foil fife- retardant treatment and preservative treatment. • • •• • • • 7.&. • ALLQw�tlile atjached tables are for connectors only. All framing members shall ISe ¶ieSigned in accordance with the requirements of their appropriate design specifications as referenced in the applicable Model •• *Code . ... • • Lotds•Qetg abed a% n rnai" loads are permitted to be increased for duraflan o• road :ra sactildance with the 1997 AFPA National Design Specification® for Wood Construction up to the allowable tabulated for •. • :115 %, :;1.2r,0133.% and 160 %. ••• i 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, F. 8d, D = 0.131 in., Fyb = 100,000 psi 10d, D = 0.148 in., Fyb = 90,000 psi 16d, D = 0.162 in., Fyb = 90,000 psi 3. Bolts are ASTM A 307. 4. Wood screws WS3 and WS15 are 1/4 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 Toad and no further increases are permitted. 7. Allowable loads noted in the Design Tables are for fasteners only. All framing members shall be designed in accordance with the requirements of their appropriate design specifications as referenced in the Code. 8. Load capacities in the Design Tables are valid for Douglas Fire with a Specific Gravity of G = 0.50 for all series except the GTU Series uses Southern Pine with a Specific Gravity of G = 0.55 for GTU. If the connectors are used on lesser grades or other types of wood than those specified in this report, load capacities shall be verified by tests or calculations by a registered engineer. 9. Beams or headers supporting joists shall have the following minimum widths based on nail sizes attaching the hangers 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 Ibf = 4.5 N 14. A review of the dimensions shown in the Tables and Figures is outside the scope of this Evaluation Report. • • • • • • • • • •• ••• •• • • • •• .. ... . • • .. •• • • • ••• • • • • • • • • • .•• • • • • • • • • • • • • •• • • • • •• • • • • • • ••• ••• • • • • ••• • •• • ••• • ••• • • • • ••• • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Page 6 of 11 National Evaluation Report No. NER -532 Table 1 - HTHJ Series Stock No. Hangar Dimensions Fastener Schedule Allowable Loads (Ibs.l Steel Ga. W (fn.) H (In.) 0 (In.) Header Jack Truss Hip Truss Fm= 460 psi Fu = 825 psi Uplift Jack Up liit Hip Qty Type City Type Qty Type 100% 115% 125% 100% 115% 125% 133% 160% 133% 160% HTHJ24 -18 HTHJ26 -18 18 18 5 -718 5-7/8 3 5 5 5 10 16 10d led 5 7 10d 16d 3 5 10d 16d 1120 2145 1290 2465 1400 2680 1120 2145 1290 2465 1400 2680 545 965 545 1050 325 690 325 780 FORSI: 1 inch w254mnr,1 ibf■4.48N,1 psi =689kPa Figure 1 - HTHJ Hip /Jack Connectors ••• • • • •v •• • • •• • • • • • • •• ••• •• • • • •• • • • ••• • • • • • • • • • • • • • • • • • • • • • •• • • • •• • • • • • • • • • • • • • • ••• • •• • ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Page 7 of 11 National Evaluation Report No. NER -532 Table 2 - GTU Series Stock No. Minimum Vertical Steel Ga. Dimensions (In.) Fastener Schedule Allowable Loads (tbs.) W, W2 H D Supporting Supported Member 2 Direct Load Uplift Load Size Member' Qty Bolt Qty Nall 100% 115% 125% 100% 133% 160% GTU40 2 x 6 7 3 1/4 5 1/2 22 1/2 6 5 3/4 2 3/4 8 10d 7110 7110 7110 6250 6250 6250 GTU80 2 x 6 7 47/8 51/2 251/2 6 8 3/4 2 3/4 8 10d 9245 10630 10665 6410 8545 10000 GTU100 2 x 8 7 7 8 251/2 6 6 3/4 2 3/4 8 10d 9240 10625 10655 6410 8545 10000 FOR SI: 1 nch = 25 4 mm,1 Ibf = 4.45 N,1 psi = 6 89 kPa 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 • • • .. • • • • ... • • .. • • . . • • • • • • • • • • • .. • • • • • • • • • . • • .. ... • ... • • • • ... • • • • • • • • • • • • • •00 • • • • • • • • • • • • • • .. .. • • • .. .. 000 • • • ... • • Page 8 of 11 National Evaluation Report No. NER -532 Table 3 - BN Series Stock No. Steel Ga. Dimensions (in.) Fastener Schedule2 Allowable Loads (Ibs.)4 H L Header Joist Fe. = 460 psi F. = 625 psi Uplift Top Type Qty' f Type 100% 115% 125% 100% 115% 125% 133% 160% BN264 6N284 14 14 5 3/8 71/8 10 10 20 20 10d 10d 6 6 10d x 1 1/2 10d x 1 1/2 2315 2315 2660 2660 2890 2890 2315 2315 2660 2660 2890 2890 645 645 645 645 FOR SI: 1 inch = 26.4 mm, Ibf = 4.45 N,1 psi = 8.89 kPa 1. The BN hanger supports tour members simultaneously. Each member shall be 1- /2 inches wide. 2. A 10d x 1 1/2 nail is 0.148 inch diameter by 1 112 inches long. A 10d nail Is 0.148 Inch diameter by 3 inches long. 3. Two nails are installed in each of tour members for a total of eight. 4. Allowable loads are distributed equally (within 10%) among the four supported members. 6. The maximum uplift an any member shall not exceed 175 pounds, and the sum of all four members shall not exceed the load depicted. Field adJustablr nulling tabs with oversized fastening holes for slant n•Ring • • • ••• • • • • • • • • • • • • • • • • • •• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Page 9 of 11 National Evaluation Report No. NER -532 Tabi. 4 • HGA Frasrng Angle Sledz N.,trr er Sleet f36uae FnstanEr Srha We'® A& -remb e Ldada,Ibs.) Header Jorat F1 I=2° F3 UpItf° fit/ 1yje Q Type 100% 123% 1813% 1* 1334 160% 100% 13 181% 1O'% 133% 130% Ht i 14 e3 11.41. 4 VOSl$. 1025 1320 1320 5215 1565 15666 8355 836. 835 1026 1206 1265 H6608,00 14 4 " 4 M15 1025 1.365 1590 1675 1675 '9575 965 1310 156D 895 895 595 Prar neh = 26.47rtrn. i' BbP= S.d6 Fsl. t psi = 6 Bit @CFra " Poware Fastarars 3'5' a 1 -114"' oaeoDalt rcr HOW 16 Thas••arearces are LnwLrdad Mien the rda.res 'eV3 3 see WS15 refer. I_r 4.3P L,,?nrtar :<annectert, wxdozowe asl wet rrsminat eian+oitr b)• 3° or 1. V2'tr_rv. +These 5at8'A 9 are ceavidee win the pnedact. 3 All ?asieno-re :hat be .n_?iiec le elect ei:n ricer:e a !ha instattatian rnatexhnn prcvtdna wti Inc 11'14. aanneacr. .3 hae Si.ro.41.4 h) tegontle* abet t* 11(}mlinee .1 Land in F2 dreclhn e. kneed an corm;,esebe meet-de:4er la {train •r 48: as. 5 Loads n.-.1.0ee n ry; 1!3C,k, et 5t1`:w.. rrrrozo'iar wind or rarer= lane comer..c..0 Fdot.ethor {Home= shall be Formilk-el • • • •• • • • • • 1 •• ••• • • • HGAM1O • •• ••• •• Fl • • • • 933•I ••• • ••• • • • • • • • • • • • • • • • • • •• • • • •• • • • • • • • • • • • • • • ••• • •. • ••• ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 0 •• • • • ••• • • • Page 10 of 11 National Evaluation Report No. NER-532 Table 5 - KCB0 Series Stook Steel Ga Dimensions (in,) No, of USP WS2' Allowable Loads (lbs.r 3 4 Uplift No. Strap Base W1 W2 H L Wood SoreWs 133% 160% KCBQ44 7 7 3 9115 3 1/2 8 5iB 2 12 51310 5535 KCBQ4t3 7 7 3 9116 51t2 fl 58 2 12 MO 5535 KC BQ66 7 7 5 112 5 1.2 8 5& 3 12 501 G 5535 For SI: 1 inch = 25A rnm, 1 lbf 445 N, 1 psi = 6.S9 kPei 1 The WS2 Wood Surew* are 2 inches long end 0.259 inch in diameter 2 Uplin loads neve teen increased 33 1!3, sad rp.r wind or seismic v)eds Na furtrer increase sh4 be perm ilted. See he applicable code for the .amount cf increase permitted. 3 The KC BO shall be embedded rt' ta rotas to.7-erete The minknum side cover 4:s three ins 4 TN! KCBC) h narneal cOptu;fly. 8nd shall not be used In fixed idetd ai-ViliCaVons• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Page 11 of 11 National Evaluation Report No. NER -532 Table 8 KCCQ 8 KECCO Series Stock Number Wood Members Steel Gs. Connector Dimensions (in.) No. of USP W3 Wood Screws' Allowable Loads (169.)3 Beam Wldlh Post Width W, W1 Ht Hr I. BeaHnp t Uplift' KCCQ KECCQ KCCQ Beam KECCQ Beam Post Fa, =580 psi F. • 525 pst 133% 160% KCCQ KECCQ KCCQ KECCO KCCQ KECCQ KCCO KECCO KCC0325 -4 3 818 3 12 7 3 1/4 3 518 6 1/2 8 12 11 7 1/2 16 ' 16 ' 14 19250 13125 21485 14850 5955 5955 7060 7060 KCC0325 -8 31/8 512 7 31/4 512 812 812 11 7 112 18 18 14 19250 13125 21485 14550 5955 5955 7080 7050 KCC044 3 12 3 12 7 35/8 3 518 4 812 7 5 12 14 12 14 13720 10780 15315 12030 5955 5105 6575 6125 KCC048 3 12 512 7 35/8 5 12 6112 8 12 11 8 12 18 18 14 21550 16660 24085 18595 5955 5955 7060 7080 KCCQ525-4 51/8 312 3 51/4 35/8 5 8112 13 912 18 18 14 37310 27285 41540 30430 5655 5955 7080 7080 K000525.6 5 8/8 5 1/2 3 5 1/4 5 12 8 8 12 13 9 12 15 16 14 37310 27285 41540 30430 5955 5955 7060 7080 KCC0525 -6 5118 712 3 5 114 712 8 812 13 912 /8 16 14 37310 27285 41840 30430 5955 5955 7060 7080 KCCO88 512 512 7 512 512 812 812 11 712 16 18 14 33850 23100 37815 25780 5955 5955 7080 7080 FOR SI: 1 inch • 25.4 mm,1 1b1 w 4.45 N,1 pal • 5.89 kP8 1 The W33 Wood Scream ars 3 Inches long and 0258 4hdh in danea r 2 Bearing Marta are for FC1 •580 psi and 825 F• On Sal beam. No Increase fetduredon of food Is wafted. The load shall be adjusted for otho, potpandtcufar - to.grain values in oaadam:4 onaf ms amenable coda Beating on hm top dine P0• eh4b also be checked The Waring am on the post is %+dines IM 00900615 Iwst width or W,, wldd1ev1t,a boar. No banbilwtbn from the wood screws is considered for bearing 3 Bean shoat and the lesion or buckling etrerglh of Ms post shad be ducked. 4 Up10 bads as increased 33 1/3% and 80% to rand or seismic bads. No further increase shad be permitted. Sea die applicable code far tee amount of increase parmdlsd. •• ••• • • • • • • • • •• ••• •• • • • •• • • •• • • • • • ••• • • • • • • • • • • • • • •• • • 0 •• • • 0 • • • • ••• • •• • • • • • • • • 0 • • • • • • • ••• • ••• • • • • 0•0 • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •0 •• • • • •• •0 •0• • • • ••• • • IJ P Lumber Connectors A GIBRALTAR COMPANY Plated Truss Installation Guide 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 7.44 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 to32nand a maximum of 1C11613 larger than the diameter of the bolt to be installed (per the 1997 NDS ®, Section 8.1.2.1). Nails 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 — Halsteel, 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 'Imo between the joist end and header face. Multiple ply members must be fastened securely together to act as one unit. USP Stock No. Ref. No. Description Finisht. 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 1) HDG = Hot -Dip Galvanized; Bright = No Finish Wood Screw NA16D NA9D NA11 USP Stock No. Ref. No. Description Finisht Dimensions L SH T WS3 SDS1 /4x3 1/4" x 3" Wood Screw : Zinc r 1 it E f'4 A24./4:' 1) Zinc= Yellow zinc dichromate. • Codes: ICBO 5634, L.A. City RR 25433 • •• ••• •• • Refer to USP Technical Bulletin, USP838 -013 —WS Series Wood Screw Applications, for information on •'. •'. Joining 2, 3, or 4 Ply Wood Trusses. • -• • • ••• • USP supplies San Francisco Office 1 -800- 227.0470 • • /• /. 3/g Ott name crt gv length • • • • • • • • • • ••• • ••• • • • • •• • „r quality products for l uil4ing 3t1 Te;barer :%ructures • • • • • • • • • Minneapolis:CbErmittepflite 1-800-328-5934 MIAMI 1 ICPennnprtnrt rnm SH Serrations Beveled Reamer Cut Threads Self - Drilling Point Tampa Office 1.800. 443.6442 MSH series Adjustable Strap Hangers Carried Member USP Stock No. Ref. No. Fastener Schedule Carrying Member : ' Carried Member Header Top I 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 -21F THAC422 -2 — — (26) 16d (6) 16d Minimum Nailing2 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 (4) 16d (4) 16d (6) 16d MSH422 -2IF THAC422 -2 (4) 16d (4) 16d (6) 1•6d Codes: NER 530 ICBO 5700 L.A. City RR 25337 Patents: #5,217,317 Maximum Nailing - 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. Some model designs may vary from illustrations shown HUS410 & THD410 Hangers USP Stock No. Ref. No. F.astener Schedule Carrying Member Carried Member Header Truss... HUS410 HUS410 (8) 16d (8)1°611 . THD410 HHUS410 (38) 16d (20) WI' • • Typical MSH422 -21F installation Top Mount Minimum Drive joist nails into header at 45 °. Double shear nail design features fewer nails and faster installation. Codes: NER 478 NER. 608 ICBO 5684 ICBO 5441 LiA :Cil•at ?.536•P I:A: cSt44'1:52a33 •• • • • •• Patented dimple allows 45° nailing Drive bend line nails into• header at 45 °. Bend Line Nailing •.. • • • • • • • • • • • • • • • • •• • • • ••• HUS410 THD410 Patents: #5,217,317 TR series Roof Truss Ties USP Stock No. Ref. No. Fastener Schedule Truss Plate TR1 STC (1) 8d (2) 8d TR2 DTC (2) 8d (4) 8d Typical TR2 installation T R2 (TR1 similar) 11/2" 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 Codes: NER 564 ICBO 3613 L.A. City RR 25307 Typical STC24 installation STC24 Wall Width USP Stock No. Ref. No. Fastener Schedule' Truss Plate 2 x 4 STC24 TC24 (5) 10d (6) 10d 2 x 6 STC26 TC26 (5) 10d (6) 10d 2 x 8 STC28 TC28 (5) 10d (6) 10d 1) 16d sinkers (9 gauge x 3-1/4" long) may be used where 10d commons are specified. 11/2" 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 Codes: NER 530 ICBO 5700 L.A. City RR 25337 SBP4 Typical SBP4 installation Wall Width USP Stock No. Ref. No Joist Thickness'. . Fastener Scheduie1' Plate Truss Top Sides 2x4 ••€BP4. • •• • •••TliE4 • •.. • • • 2 -7/8" or Tess (4) 10d (8) 10d (20) 10dx1 -1/2 3 or more " (4) 10d (8) 10d (20) 10d • 211.6 • .' ' ' ' • SBP'8' �' ' ;I': TBEB •• '2 -7/8" or less (4) 10d (8) 10d (28) 10dx1 -1/2 3" or more (4) 10d (8) 10d (28) 10d •1) Fastener SchetltiIe is for a•pairof SBP devices. • c x 142: ails are 9 gag (Q148" diameter) x 1 -1/2" long. • • •�) t�cJ sinkr s•(91auge x431/4 Isng) may be used where 10d commons are specified. 4) Multiple ply trusses shall be fastened together to act as a single unit. •••• • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Codes: NER 530 ICBO 5700 L.A. City RR 25337 Typical GT2T4B installation GT2T4B GT series Girder Truss Hangers Carried Member USP Stock No. • • • - :•: . • aet Ng' 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 PIy GT3T3B THG3A (3) 3/4 . (12) 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) 3/4 (12) 16d 2 x 8 GT3T8B THGBH3 (8) 3/4 (12)16d 2 x 8 4 Ply GT4T4B THGB4 (4) 3/4 (12) 16d 2 x 8 GT4T4BH THG4A (4) 1 (12) 16d 2 x 8 GT4T6B - - (6) 3/4 (12) 16d 2 x 8 GT4T6BH - - (6) 1 (12) 16d 2 x 8 GT4T8B THGBH4 (8) 3/4 (12) 16d 2 x 8 5 Ply GT5T8BH -- - (8) 1 (12) 16d 2 x 8 1) Bolts shall conform to ASTM A 307 Grade A or better. HSUS series High Uplift Girder Truss Hangers Typical HSUS4016 installation "" HSUS4016 • • ••• Cari ed Memller.. • • • • : .413: P: . Stbct K4' • • • - :•: . • aet Ng' Fastener Schedule.' Minimum Vertical Member Carrying Member Carried Member Wood Screws Wood Screws 2 Ply HSUS4016 - - (22) WS3 (16) WS3 2 x 6 . 5, P{y• . H41N80118; - : . • . (28) WS3 (24) WS3 2 x 8 Pi ; .FIS'13i1O006 • -.-' .. (28) WS3 (24) WS3 2 x 10 1) WS3 Wood Screws are ¶r4'� dia x 3" long and are included with the HSUS hangers. •••• ••••.. • • • • • • • • • • • - • • • ••• • • • • • • • • • • • • • • • • -. •• •. • • •• •• •-• • • • ••• • • JUS, THD, & THDH Hangers Carried Member USP Stock No. Fastener Schedule12 Carrying Member Carried Member Ref. No. Header Truss 1 PIy 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 PIy THD26 -2 . HHUS26-2 (18)v16d . . , . (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 PIy THDH26 -3 HGUS26 -3 (20) 16d (8) 16d THDH28 -3 HGUS28 -3 (36) 16d (10) 16d THDH210 -3 HGUS210 -3 (46) 16d (12) 16d 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. Bend: 010 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 Typical JUS26 installation Drive joist nails into header at 45 °. Patented dimple allows 45° nailing Double shear nail design features fewer nails and faster installation. • ••• • • • •.,. • • •• •••••• •. .•. ‘1*. 4.. • dr d lino naiis.- mto (header. at 454.. •`... .._ • .. •• • • • • • • • • • • • • • • • •• • • • • •• • • • • • • • • • ••• • •• • THD28 Some model desins away • . . wary from illustration shawa • • © Copyright 2002 United Steel Products Company ••I. •• • • • • ••• • • • • • • • ••• • THDH26 -2 Patents: #5,217,317 • one model designs may •:. ; t+ar'y from illustration shown JUS28 Patents: #5,217,317 USP844 -021 MSH29 Adjustable Strap Hanger USP Stock No. Ref. No. Fastener Schedulc''2 Carrying Member Carried Member Header Top I Face Truss MSH29 THA29 Maximum Nailing3 — — 1 (18) 10d I (4) 10d Minimum Nailing4 (4) 10d 1 (2) 10d 1 (4) 10d x 1-1/2 Codes: NER 530 ICBO 5700 L.A. City RR 25337 Patents: #5,217,317 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 specked. 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 four top flange nail holes filled. Drive double shear nails in straight. Typical combination MSH29 installation s 'er nails:.` and ,:faster' installation. Patented dimple allows 45° nailing SKH & SKHH series Skewed 45° Hangers Carried Member USP Stock No. Ref. No. Fastener Schedule''2 Carrying Member Carried Member Header Truss 1 Ply SKH24UR SURIL24 (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 -1/2 SKHH210UR -2 HSUR/L210-2 (20) 16d (6) 16d x 2 -1/2 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 all lt••- - - -•• • • •• ••• •• • • • •• Codes: NER 478 ICBO 5684 L.A. City RR 25283 Dade County, FL 01- 0327.04 MSH29 SKHH21 OR -2 SKH similar .„Right skew \ -Slant nailing Left skew USP Stock No. Ref. No. Fastener Schedule Each End SNP3 — — (6) 8d Codes: ICBO 5764 ogli0 1.2042.•• • • .•. •BOCiA ?9•621•: • • • •' • • •• • Bend angle only on,, @Copyright 2002 United Steel Products Company • • • • • ••. • • • 91dP3 • •• Supporting Truss 31/2" 31/2" 60° Max. Supported Truss USP044-021 HHC, HJC, HJHC, & HTHJ series Codes: NER 532 NER 564 ICBO 3613 L.A. City RR 25307 Dade County, FL 01- 0327.04 Typical HJC28 installation HTHJ26-18 HJC28 45° 450 Typical HJHC installation top view Copyright 2002 United Steel Products Company 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 HJHC213 . — (24) 16d (6) 10d (2) 10d 1) 16d sinkers (9 gauge x 3-114° long) may be used where 10d commons are specified. 45° 45° Typical HJC /HTHJ installation top view HHC26 •• ••• • • • • • •• • • ••• • • • • • • • ••• • ••• • • • •••":..: - -.:; • • HJHC28:.••.. • • 0•••0 ••• • • • •.• • • Typical HHC installation top view USP844 -021 Panel point installation Connection with face mount hanger attaching to a truss panel point. 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) 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.) . 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. ©Copyright 2002 United Steel Products Company bottolrn' c ord trusses demonstrates i e use df end v i trcal upset'to ;allow for"the use bt.non sloped:'hanger"s. Upset =Rise /Ru' x (Web + Setback) This procedure wi I work with common standard iiameiF pswgll •as tear inal hangert, sued; as' 1.141Dts 11 'iG HHC, and HJbfC. arle.,; Drsigngr ��I.ould review the D- dimension on the hanger to confirm the flat area on the vertical is sutfisient #or fi IT be'a I g. . TrussAesr gner 41 11 be Iresparsiiie :or ail truss design issues, :incrucTing' but not limited to plate shear and truss bearing. : , ... . : • .... • rwsse Rise 1 Run (inches) Vertical Web Upset (inches) 2 x 4 5/16 1/12 2x6 1/2 2 x 4 5/8 2/12 2 x 6 15/16 2 x 4 7/8 3/12 2 x 6 1 -3/8 2x4 1 -3/16 4/12 2 x 6 1 -7/8 2x4 1 -1/2 5/12 2 x 6 2 -5/16 2 x 4 1 -3/4 6/12 2 x 6 2 =314 2x4 2 -1/16 7/12 2 x 6 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 2 x 6 4-1/8 2x4 2 -15/16 10/12 2 x 6 4 -5/8 2 x 4 3 -1/4 11/12 2 x 6 5 -1/16 2x4 3 -1/2 12/12 2x6 5-1/2 • .. •e • • • •• •. ..• • • • ••• • • USPB44 -021 Custom Designed Truss Co. 777 S.W. 12th Avenue, Pompano Beach, FL 33069 (954) 786 -8800 (954) 786 -8804 CUSTOMER: MODEL /TYPE: LOCATION: JOB #: HANDLING AND INSTALLATION NOTES 1. Please read copy of "BRACING WOOD TRUSSES" 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 reponsible 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 agent. 5. These trusses are to be spaced 24 inches on center unless noted otherwise. 6. When installing Scissor Trusses, Vaulted Trusses, or Cathedral Trusses, allowance must be made for horizontal displacement at one support. 7. If floor trusses must support concrete sub — floor, the plywood must be shored during the pouring operation and throughout the drying period. consult Architect or Engineer of record for shoring instructions. ORARY BRACING NOTES 1. Please read copy of "BRACING WOOD TRUSSES" attached 2. These trusses must be substantially braced during installation and before any load (plywood, roofing, etc.) is applied. Under no circumstances place entire bundle of plywood, roofing, or other building materials on roof or floor system. This can severly overload the trusses beyond their structural limits and cause failure resulting in serious 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 bracinas ho uld be .connected to a solid point at both ends. If it is possible to provide a cont#nuous :btae: iae to accomplished by "T" bracing the member by applying the same'size:arld :gCa4e :dt Iutgber as the member on a 90 degree angle w/ 8d nails © 12 inch cencers.'tustom desigried'Truss co. will not be responsible in any way for an improperly braced roof /floor truss system. 4. Permanent bracing is always uirc J. „Spe ial•'des igh4 ie4uirements, such as wind bracing, portal bracing, s eismic. rac jg, shear Epilsr, iaphragms, 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 Gelier6l Cdnirrfttor of OvTer to advise all trades. If any questions arise please call €his ool #ire: fbr isttuttins at (954) -786 -8800 ... . . .A . . 2 STANDARD ROOF VALLEY DETAIL -%\ SUPPORTING TRUSSES II II II II II I w 11 II II II II 11 11 AL 11 11 I� II Ic > VALLEY RUSSES 1. TRUSS INSTALLER IS RESPONSIBLE FOR FURNISHING AND INSTALLING BRACE MATERIAL 2. FOR VALLEY VERTICALS OVER 7' -6" IN LENGTH, BUILDER TO ADD 2x4 "T" BRACE TO SIDE OF VERTICAL FOR INTIRE LENGTH. FASTEN W/ 16d NAILS 6" O.C. 3. THIS DESIGN IS VALID FOR WIND SPEEDS UP TO 146 MPH, A SHAPE FACTOR UP TO 1.1, AND A MEAN HEIGHT UP TO 30' —O" 4. THIS DETAIL IS FOR BRACING INFORMATION ONLY. SEE ENGINEERING DRAWINGS FOR ACTUAL SHAPE, PITCHES, OVERHANGS, HEEL CONDITIONS, AND PLATE INFORMATION. 5. TOP CHORDS OF SUPPORTING TRUSSES MEST BE SHEATHED WITH 1/2" MINIMUM PLY- WOOD, FASTEND AS REQUIRED BY GOVERNING CODES, OR SCABBED TO 1 FACE WITH 2x4 THROUGHOUT VALLEY AREA, FASTENED WITH 10d NAILS AT 6" O.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 BUILDING ENGINEER OR ARCHITECT. REFER TRUSS PLATE INSTITUTE 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. 8. STRAP OR CLIP EACH VALLEY MEMBEA•TO it)? CLIORD.QF EACH SUPPORTING TRUSS. • .-. . .. . . . . . . . •• ••• •• • / • • •• Custom Designed Truss CO ••• •• 777 S.W. 12th Avenue, Pompano Beach, FL 33069 •:• : .. : (954) 786 -8800 (954). ?8E 8$0i'; bkki' N CRITERIA TOP CHORD: 2x4 No. 20 19SP BOT CHORD: 2x4 No. 2D 19SP VERTICAL% o • • 2x4 No. 3 19SP 1 Am.0r5D S1REsS INCREASE.: 1.33 TOP CHORD LIVE LOAD TOP CHORD DEAD LOAD tint! CHID DEAD LOAD 1pTAL: •L6A•D• 30 PSF 15 PSF 10 PSF 55 PSF %.011111111111gr1 SH UNO.19554 t g r ..%)• STATE OF = 1441 s`��AhlA1- / STANDARD GABLE END DETAIL 2x4, 6, OR 8 "L" BRACE SECTION "A" MATCH COMMON 12 '1x4 "L" BRACES NAIL 8" ON CENTER WITH 8d NAILS. 2x4 "L" BRACES NAIL 6" ON CENTER WITH 16d NAILS. SEE CHART BELOW FOR MAXIMUM LENGTHS OF BRACES. / //7/ //7/ /;/ // CONTINUOUS BEARING 0 a /4. SPACING OF VERTICALS 12" 16" 24" MAX LENGTH W/O BRACE MAX LENGTH WITH BRACE MAX LENGTH 1x4 L -BRACE MAX LENGTH 2x4 L -BRACE MAX LENGTH 2x6 L -BRACE MAX LENGTH 2x8 L -BRACE 5, -2" 10' -4" 8'- 0" 9' -8" 12' -9" 15' -10" 4,-9" 9' -6" 7' -3" 8'- 9" 11' -10" 14' -11" 4' -1" 8' -2" 6' -4" 7' -8" 10' -9" 13' -10" DIAGONALLY BRAD VERTICALS LONGER THAN SHOWN IN (HART 2 -16d N ILS PLYWOOD CCNT PAST FIRST 'MUSS 1/2" MDT. PL 2 -16d NAILS 2x4 DIAGONAL BRACE 1. TRUSS ERECTOR IS RESPONSIBLE FOR FURNISHING AND INSTALLING BRACE MATERIAL. 2. BUILDER TO ADD A CONTINUOUS P.T. 2x4 LEDGER FLATWISE ON TOP OF BEARING SUPPORT, UP AGAINST GABLE BOTTOM CHORD. PROVIDE CONNECTION TO WALL TO RESIST 100 PLF UPLIFT AND 265 PLF HORIZONTAL LOAD INWARD OR OUTWARD. 3. THIS DESIGN IS VALID FOR WIND SPEEDS UP TO 146 MPH, A SHAPE FACTOR UP TO 1.1, AND A MEAN HEIGHT UP TO 30' -0" 4. THIS DETAIL IS FOR BRACING INFORMATION ONLY. SEE ENGINEERING DRAWING FOR ACTUAL SHAPES, PITCHES, OVERHANGS, HEEL CONDITIONS, AND PLATING INFORMATION. 5. WHEN ADJACENT TRUSS HAS A VAULTED BOTTOM CHORD, STABILITY OF WALL SUPPOR- 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. •• ••• • • • • • •• •• :E :•D IaPJ CRITERIA • • • • • • • • Custom Designed Truss Ca• 777 S.W. 12th Avenue, Pompano Beach, FL 33069 '•' (954) 786 -8800 (954) 7136:004: •: ••• • • • • • • • •• • TOP CHORD: 2x4 No. 2D 19SP BOT CHORD: 2x4 No. 2D 19SP •VERTICAL. •4 No. 3 19SP „AMITIES STI=ES INCREASE.: 1.33 • ••• • TOP CHORD LIVE LOAD TOP CHORD DEAD LOAD Brat CHORD DEAD LOAD • • • TQrAL ••• • • 30 PSF 15 PSF 10 PSF 55 PSF STANDARD DROP GABLE END DETAIL 2x4, 6, OR B "1" BRACE SECTION "A" MATCH COMMON 3' -0° MAX 2x4 OUTLOOKER 4' -6" MAX 2x6 OUTLOOKER 12 1x4 "L" BRACES NAIL 8" ON CENTER WITH 8d NAILS. 2x4 "L" BRACES NAIL 6" ON CENTER WITH 16d NAILS. SEE CHART BELOW FOR MAXIMUM LENGTHS OF BRACES. CONTINUOUS BEARING SPACING OF VERTICALS MAX LENGTH W/O BRACE MAX LENGTH WITH BRACE MAX LENGTH 1x4 L —BRACE MAX LENGTH 2x4 L —BRACE MAX LENGTH 2x6 L —BRACE MAX LENGTH 2x8 L —BRACE 12" 5-2" 10' -4" fl 91 -8„ 12' -9" 15-10" 16" 4,-9" 9' -6" 7'-3" 8' -9" 11' -10" 14' -11" 24" 4' -1" 8' -2" 6' -4" 7-8" 10' -9" 13' -10" DIAGONALLY BRAG NER1ICALS LONGER THAN SHOWN IN CHART 2 -16d N ILS PLYWOOD CONT. PAST FIRST TRUSS HURRICANE CUP 1/2° MIN. PLYWOOD 2 -16d NAILS 2x4 DIAGONAL BRACE 1. TRUSS ERECTOR IS RESPONSIBLE FOR FURNISHING AND INSTALLING BRACE MATERIAL. 2. BUILDER TO ADD A CONTINUOUS P.T. 2x4 LEDGER FLATIMSE ON TOP OF BEARING SUPPORT, UP AGAINST GABLE BOTTOM CHORD. PROVIDE CONNECTION TO WALL TO RESIST 100 PLF UPLIFT AND 265 PLF HORIZONTAL LOAD INWARD OR OUTWARD. 3. THIS DESIGN IS VALID FOR WIND SPEEDS UP TO 146 MPH, A SHAPE FACTOR UP TO 1.1, AND A MEAN HEIGHT UP TO 30' -0" 4. THIS DETAIL IS FOR BRACING INFORMATION ONLY. SEE ENGINEERING DRAWING FOR ACTUAL SHAPES, PITCHES, OVERHANGS, HEEL CONDITIONS, AND PLATING INFORMATION. 5. WHEN ADJACENT TRUSS HAS A VAULTED BOTTOM CHORD, STABILITY OF WALL SUPPOR- 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; KILT \gER•'MTH NO ADDITIONAL WEBBING. .... • •• • • • • • • • • •• ••• •• • • • • • Custom Designed Truss Co: • • • • • 777 S.W. 12th Avenue, Pompano Beach, FL 33069 (954) 786 -8800 (954) • •• •• • •.• 786 - 8Qtr Jilqq1314 CRITERIA TOP CHORD: 2x4 No. 2D 19SP 5OT CHORD: x4 No. 2D 19SP •'OERIICALS; :; :x4 No. 3 19SP oLL WF,jr STS INCREASE.: 1.33 • ••• • TOP CHORD UVE LOAD 30 PSF TOP CHORD DEAD LOAD 15 PSF B0r1'OM :CHORQ DEAD LOAD 10 PSF TOiiAL ZAAD: 55 PSF ••• • • STANDARD FALSE BOTTOM DETAIL (CONSULT TRUSS ENGINEERING FOR SHAPE, LUMBER, PLATE, AND OTHER INFORMATION —NOT SHOWN BY THIS DETAIL. SEE NOTE #3 MATCH COMMON 12 TJSE BLOCK TO AVOID PLATE `OVERLAP 4' —O" MAXIMUM BOTTOM CHORD MAY BE FLAT OR SLOPED ) THOU SUPPORT 1. TRUSS INSTALLER IS REPONSIBLE FOR FURNISHING AND INSTALLING BRACE MATERIAL. 2. SPLICE PLATE TO BE 5x6 AT VERTICALS; 3x6 PLATE BETWEEN VERTICALS. 3. 1x4 CONTINUOUS LATERAL BRACING AT 6' -0" ON CENTER AND AT JOINTS. FASTEN TO EITHER EDGE OF TRUSS BOTTOM CHORD WITH (2) 8d COMMON NAILS. 4. THIS DETAIL IS FOR BRACING INFORMATION ONLY. SEE ENGINEERING DRAWINGS FOR ACTUAL SHAPE, PITCHES, OVERHANGS, HEEL CONDITIONS, AND PLATING INFORMATION. 5. DIAGONAL BRACING IS REQUIRED AT EACH END OF LATERAL BRACING AND 20' -0" INTERVALS IN FALSE BOTTOM CHORD AREA. DIAGONAL BRACING MAY BE ELIMINATED 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. •• ••• • • • • • •• • • • • •• • •• • ••• Custom Designed Truss Co. 777 S.W. 12th Avenue, Pompano Beach, FL 33069 •.. . • (954) 786 -8800 (954) 786=444.. • • • • • • ••• • • • • 14gS14 -4 :CRITERIA • 10P SHORT: • VI No. 2D 19SP BOT CHORD: 2x4 No. 2D 19SP . VERiI€ALS : 9x4 Mo. 3 19SP , *LL2W D SSTRES5) I &R,4SE.: 1.33 ' FOP CHORD U'0'e' LOAD• • 30 PSF TOP CHORD DEAD LOAD 15 PSF BOTTOM CHORD DEAD LOAD 10 PSF • • ••• • • 1� !4 LpAD : • : 55 PSF NOA...195 S . 5 o•r4 -o STE OF •Q� �trf CC AC" ,1q • W II.lI.I . X6'1,, S8!ON At. t ,�'�''•, -0" CORNER SET TOP CHORD CONNECTION 7' -0" JACKS — 2 16d NAILS 5' -0" JACKS — 2 16d NAILS —0" & 1' -0" JACKS — 2 16d NAILS MIN P = 2.5 12 MAX P = 10 3x4 1 BOTTOM CHORD CONNECTION (2) 16d NAILS COMMON JACKS 3x4 12 2 2x3 CORNER JACK CDMMON JACK (TYP.) OPTIONAL VERT. PARTIAL ROOF LAYOUT 45 DOUBLE BEVEL CUT AT THE END OF TOP AND BOTTOM CHORDS. 3 2x3 9 -10 -12 CORNER JACK 4 3x4 NOTE THIS DESIGN HAS BEEN CHECKED WITH 148 MPH WIND LOAD. WALL HIEGHT 18 FT MAX. PROVIDE FOR UPUFT AT BEARING WALL CONNECTIONS, 158 LBS AT COMMON JACKS & 258 LBS AT CORNER JACKS. Custom Designed Truss Co. 777 S.W. 12th Avenue, Pompano Beach, FL 33069 ••. • • •• ... • • • .• • • • • • • • • • • • • ••• • • • • (4) 16d NAILS 0E1ICj CRITERIA • ROP €1104: • 2x4 4o. 2D 19SP BOT CHORD: 2x4 No. 2D 19SP • VERN LS : ?gx4 I:o. 3 19SP • LL0 D STRESS:INVErE.: 1.33 • •1IUP "CORD RD U'E. {,OA77• • TOP CHORD DEAD LOAD BOTTOM CHORD DEAD LOAD (954) 786 -8800 (954) 786 -8884 fATi. TAD • • • • • 30 PSF 15 PSF 10 PSF 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" O.C. CLUSTER OF NAILS AND GRADE OF LUMBER AS PER TABLE BELOW SCAB LUMBER SO. PINE L MAXIMUM .OVERHANG 16d NAILS * ** #2 N 2 -05-06 5 3 12 2 -08-06 5 3 #2 DENSE 2 -11 -12 5 3 #1 N 2 -11 -12 5 3 #1 3 -02 -10 5 3 #1 DENSE 3 -05 -01 5 3 2L MINIMUM VARIES 12 VERHANG SEE TABLE SPAN OF STANDARD TRUSS •• ••.. • • • • . •• • • • • •• • • • • •• .•. • Custom Designed Truss Co. 777 S.W. 12th Avenue, Pompano Beach, FL 33069 (954) 786 -8800 (954) •.• . 786 -;88f .4.; • • . R'* RITERIA TOP CHORD: 2x4 No. 2D 19SP BOT CHORD: 2x4 No. 2D 19SP •VE§1idALS : ;2x4 No. 3 19SP • • AIIBWED•STRIi�S! IICRRASE. : ••• •• • • TOP CHORD UVE LOAD TOP CHORD DEAD LOAD D0 TO0 A-I0I P DEAD LOAD . • • • • TOTAL EOAD. • i • • • •• •• ••• • • • ••• • • 1.33 30 PSF 15 PSF 10 PSF 55 PSF 15% STANDARD REPAIR DETAIL F[)R ��to1C1 =N CHORDS, WEBS - • AND DAMAGED OR MISSING CHORD SPLICES ST -REPOT Al GUS 0/12M11 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK* W X MAXIMUM FORCE (Ibs) 15% LOAD DURATION SYP DF SPF HF 2x4 2x6 2x4 246 2x4 2x8 2,44 Zc8 2x4 2x8 14 21 24° 1626 2439 1497 2248 1272 • 1908. 1288 1932 18 27 30° 2081 3138 1925 2888 1635 2453 1658 2484 22 33 36° 2555 3832 2353 3529 1999 2998 2024 3036 26 • 39 42° 3020 4530 2781 4171 2382 3543 2392 3588 30 45 48° 3485 5227 3209 4812 2728 4088 . 2780 4140 DMDE EQUALLY FRONT AND BACK ATTACH 2x SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPUCE) WICONSTRUCTION QUALITY ADHESIVE AND 10d NAILS [TWO ROWS FOR 2x4, THREE ROWS FOR 2s8) SPACED 3°ac STAGGERED AS SHOWN.(.131 °die. x THE LENGTH THE MINIMUM OVERABREAK (C) L CAB LENGTH REQUIRED ( LENGTH REPAIRS) RED(I.j CALCULATED AS FOLLOWS: L =(2)X+C BREAK lad NAILS NEAR SIDE +100 NABS FAR SIDE 8° MIN TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 5° FROM ANY INTERIOR JOINT (SEE SSETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES • NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES 140T IMPLY THAT THE REMAINING P091I014 OF THE TRUSS IS UNDAMAGED. THE ENTIRETRUSS SHALL BE INSPECTED TO VERIFYTFJ ND . c ER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS W81 BE CAPABLE OF SUPPORTI4GgTTIEE LOAD a �" • • • • • 2. THE END IoISSTANCE, EDGE DISTANCE TO THEIR AND SPACINGDF NAILS SHALL BES JCH AS TCAWI?UIUS BPU TI PLACE OF THE WOOD. OF REPAIR. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGIT.IS RECOMUIIENDI� A 0) LbISE1- I4OF• E CONNECTOR PLATES AT THE JOINTS OR SRICE.° 5. 11-116 REPAIR 15 TO BE USED FOR SINGLE PLY TRUSSES IN THE It ORIENTATION ONLY. 6. THIS REPAIR IS UNITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMSERS. • • • ••• • • • • • • • • • • • • s • • • • • • • • •• • • • •• • • • • • • • • ' • • • • • • ••• • •• • ••• • ••• • • • • ••• •' • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • '••• • • STANDARD WEB 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 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 @ 20' -0" INTERVALS FOR WEB FORCES UP TO 2509 Ibs. AND @ 10' -0" FOR FORCES GREATER THAN 2509 Ibs LATERAL BRACING DETAIL TRUSSES 0 24" O.C. TYP. NOTE: BRACE MUST BE 90% THE LENGTH OF THE WEB THIS DETAIL IS TO BE USED AS AN ALTERNATE FOR CONT. LATERAL BRACING END OF BRACING MEM. SHALL BE CONNECTED TO A FIXED RIGID POINT OR X— BRACING AS NOTED ON THIS DETAIL NAILING PATTERN T —BRACE SIZE NAIL SIZE NAIL SPACING 1x4 10d 8' O.C. 2x4 16d 8' 0.C. NOTE: NAIL ALONG ENTIRE LENGTH OF T —BRACE (EACH PLY) T —BRACE SIZE fi OF TRUSS PLYS 2 1 ROWS OF BRACING WEB SIZE 2 2 2x4 1x4 2x4 2x4 2x4 2x6 1x6 2x6 2x6 2x6 2x8 2x8 2x8 2x8 2x8 OPTIONAL T —BRACE IN CASE THAT CONTINUOUS LATERAL BRACING CANNOT BE ACHIEVED SCAB BRACING ATTACHED TO WIDE FACE SAME LENGTH AND GRADE W /16d NAILS 0 4" O.C. SCAB BRACING L —BRACE SIZE j Cr TRUSS PLYS 2 1 ROUTS OF BRACING WcB SIZE 2 2 2x4 1x4 244 2x4 2x4 2x8 1x6 248 2x8 2x8 228 2x8 2x8 2x8 NAILING PATTERN L —BRAN SIZE NAL SZE NAIL SPACING 1x4 10d r o.c. 2x4 16d r o.c. NOTE: NAIL ALONG ENTIRE LENGTH OF L -BRACE (EACH PLY) T -BRACE DETAIL • • • •• • •• ••• ••• • • • • • •.L- BRACING :...PEI1••CRITERIA Custom Designed Truss Co. 777 S.W. 12th Avenue, Pompano Beach, FL 33069 TOP CHORD: 2x4 No. 2D 19SP BOT CHORD: 2x4 No. 2D 19SP . VE I ALS : :2Att.tio. 3 19SP • •• A�LOWEDD STRESS �JCIEASE. : • TOP CHORD LIVE LOAD TOP CHORD DEAD LOAD • • • • . :Kt- Mt CH00D DE4D LOAD (954) 786 -8800 (954) 78648$141; ir"o AL � OAD•••� ••• • • • ••• • • 1.33 30 PSF 15 PSF 10 PSF 55 PSF OFFSET BEARIN6 jOiNi 13IRG JOINT OF TRUSS 15RG WALL! DEPTH OP 15011011 CI-IORP T.416 51RG C_ONIDITION IS STRUCTUR,ALLY SOUND LWEN.IDIMENSI.ON "Au IDOES NOT EXCEED. TH DEFT= OF 1=-1E 15070'. CHOW • • • • • • • • • • • • . • • • • • • • • • • • • • • • • • •-. • • • Custom Designed Truss Co. 777 S.W. 12th Avenue, Pompano Death, FL 3300 ir (954)1E36-5800 (954) 122; CD1-021D11/3 • •• • • - • 4- . Eat• CRITERIA • • TOP CHORD: 2x4 No. 2D 195P 13DT 2x4 N. 2P IMP vkitykAtx, lio.3 IEBP i tt_gump-FtEf CEASE. z L33 • . • • • . TO PHORD LIVE LOAD BO Pa' TOF CHORD DEAD LOAD I rap BotttratoRD FEAD LOAD to rst •• ••• • • • II 0 0 0_ • • PA: BB PEF PIGGYBACK CONNECTION DETAIL \ 11-1IS DESIGN IS NOT REQUIRED TO LIKE UP NTH TRUSS BELOW. coDE APPROVED SUMP • THIS DESIGN MUST UNE UP MR TRUSS BELOW 8"xrx1/2" EXTERIOR TYPE PLYWOOD ATTACHED TO TRUSSES WITH 8— 8d NAI * ■• — . :ACK TRUSS -".. 'ilifois\II 1i 2x4,2x6,2x8,2x10,2x12- #2 SPRUCE-PINE-FUR,#2 OR #2 PT. S.Y.P. OR ONE FACE W/ 16d (0.128"x3.0") @ 4" O.C. THROUGHOUT 2'-D" Il PIF,J WIIIA714, II I AS NEEDED, HEM-FUR,#2 S.Y.P., BEI it.R. ATTACH TO GUN NAILS WEBS AND CHORDS SEE CHART BEIDW 1 ,•.,.•. PIGGYBACK TRUSS TisEisc STRUCTURAL PURUNS AT 24" OC TRUSS BELOW 0 .:4-)A4-,.,:,A::::::•:.:•:::::.::::::-Xii.: ;::f7.4.*:- • 1st PURIM OFFSET CHART * , 53sEist VA 2 4,1 .-.4 PITCH 3 4 5 6 7 8 2x4 PURUNS AT 48" O.C. 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 STRUCTURAL TRUSS BELOW OFFSET 1-s-a 1-2-10 1-0-3 10-10 9-7 8-9 ELEVATED DESIGN FLUSH DESIGN 1 PEAK SCAB DETAIL to. -120 PIGGYBACK 'TRUSS 00 PIGGYBACK TRUSS OVERLAP TRUSSES ATTACH W/ 16d NAILS 0 4" STAGGERED STRUCTURAL TRUSS BELOW .....1Mllir.aArilWAII/.4% 2x4 STRUCTURAL PURUNS AT 48" O.C. TRUSS BELOW OVERLAPING DESIGN . TRUSS ERECTOR IS RESPONSIBLE FOR FURNISHING AND INSTALLING BRACE MATERIAL. 2. BUILDER MUST PROVIDE TOP CHORD PURLINS AT 24" ON CENTER TO REPLACE PLYWOOD SHEATHING DIAPHRAM MISSING BETWEEN PIGGYBACK AND SUPPORTING TRUSS. 3. THIS DESIGN IS VALID FOR WIND SPEEDS UP TO 146 MPH, A SHAPE FACTOR UP TO 1.1, AND A MEAN HEIGHT UP TO 30'-0" 4. THIS DETAIL IS FOR BRACING INFORMATION ONLY. SEE ENGINEERING DRAWING FOR ACTUAL SHAPES, PITCHES, OVERHANGS, HEEL CONDITIONS, AND PLATING INFORMATION. 5. ATTACH PURLINS 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. • - 4 • • • •-• • • • • i :. Ctt EQ;14 , CRITERIA ootwilmiviii,/ 0 11 s $ et• • cAls .• • ,..„.??. ,c, Iii, E : NO.19564 i E.: : ; OF 1 cc i 3 15 t s., Rs:\ 40R0 •*: "*" ..;:..,,, ,ss,.. ...... ......*,to ,.s. .4, •• •• • • TOP CHSRD! • fx4 No. 2D 19SP BOT CHORD: 2x4 No. 2D 19SP . . VFATICALS : • 2x4 No. 3 19SP ----1 1 1 : • 6—A—LIONED STRMS:N4REASE. : 1.33 • • • - .,41, • Custom Designed Truss Co. --=----'2------0 • • ••• • • • 777 S.W. 12th Avenue, Pompano Beach, FL 33069 ... . • \\_ (954) 786-8800 (954) 786488504 : :A. • • 0000 • •• •• • I, ,,,.• TOm,nORD ILIUM L5 30 PSF TOP CHORD DEAD LOAD 15 PSF Bo-n-om CHORD DEAD LOAD 10 PSF :LOAD : 55 PSF • • • • • • ••• • •• i WEB BRACING RECOMMENDATIONS 1 X —BRACE BY SIZE MAXIMUM WEB FORCE (Ibs) 24" O.C. 48" O.C. 72" O.C. BRACING AB MATERIAL TYPE C D BRACING A MATERIAL B TYPE C D C D 10' -0" 4600* 4600* 4600* 6900* 1344 4600* 4600* 6900* 4034 6382 12' -0" 3942* 3942* 3942* 5914* 1344 3942* 3942* 5914* 3942* 5914* 14' -0" 3450* 3450* 3450* 5175* 1344 3450* 3450* 5175* 3450* 5175* 16' -0" 3066* 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) B 2x3 #3 STD. CONST. (SPF, DF, HF, OR SYP) C 2x4 #3 STD. CONST. (SPF, DF, HF, OR SYP) D 2x6 #3 OR BETTER (SPF, DF, HF, OR SYP) ,� �'`"� - —_ % �' X— BRACING MATERIAL ,..._.../..4„..,41itickftftii....„ r . ■ ��► f 0,I�� • •• 11" , � %�`�� . �.,\� ••• • • LATERAL BRACING �` MATERIAL 4'; 16d NAILS SEE NOTES 4 & 8) `+t ,3,,,.......„ , 16d NAILS �i (SEE NOTES 4 & 8) • • • •• •: • •::: • ' I[3I0IV 'CRITERIA �o +iivauaraa..aP'� ,�d`�'`' �. Sw,� '°�e<�, .�'° Q` .•• ' . °®3, Q`�`FI C4 •'•. S. w Z : •� g53 .. . 1 z '0 ' OF jai VATE , ' ' :' �/ d .1.`* ,'••; ®F1o�.•• •4"�' �� <,e��FSas,0N—A 067, �' f%inntil1itPt:: TOP CHORD: 2x4 No. 2D 19SP BOT CHORD: 2x4 No. 2D 19SP JEEI C3LS : .`�x4 to. 3 19SP • • • :ALVOSVED STRESS IM1iCR�'ASE : 1.33 • • • • • TOP CHORD UVE LOAD• 30 PSF TOP CHORD DEAD LOAD 15 PSF 1OT• flpif DEA? LOAD 10 PSF • • • Custom Designed • Truss Co. - - -* • 777 S.W. 12th Avenue, Pompano Beach, FL 33069 •;• • • (954) 786 -8800 (954) 786188d4.. iOT�iL I:DAD :•••; 55 PSF NOVEMBER 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 lx4 lateral bracing is called for on our engineering sheets, the following maybe substituted: If one brace is called for, 1x4 "T" or "1" , Hem Fir or southern yellow pine may be used With 8d nails at 8 inches o.c. If two brace are called for, 2x4 "T" or ",L" Hem Fir or Southern Yellow Pine may be used With 12d nails at 8 inches o.c. In all cases, the "T" or "X' brace must be installed and centered along at least 90% of the Length of the web. Please let us know if you have questions reguarding the above. Sincerely, Morris A. Shashoua, P.E., Inc Cc: CDT .. ••• • • • ••' .. • • • .. • • • • • •.• •• • • • •• • • • • •••• • • • • • • • • • • • • • • MORRIS'S SI AS1-1 tA,'P.E► A MAURICE" . SHASHtUA; P.E "•II��. 1908NW112AVE. CORAL SPFIN S EL..J3(11 (954) 753:1288•: •. • .:.:' •: FL. REG. NOS. EB5251 &19554 RI THIS DETAIL MAY BE USED WITH A 1WO 011 THREE PLY SUPPORTING GIRDER ONLY. R1 UPLIFT CAPACITIES ARE BASED ON (4) 16D COMMON WIRE NAILS DRIVEN INTO EACH SIDE OF THE HANGER TIIRU TIIE NAIL HOLES PROVIDED AND INTO TIIE SUPPORTED MEMBER. "+1 THD28 -2 TRUSS HANGER 160 NAILS "" BEARING BLOCK 18" LONG SAME SIZE AND GRADE AS SUPPORTED TRUSS BOTTOM CHORD. (SEE NAILING SCIIEDULE FOR CONDITION "C" BELOW FOR DENSE LUMBER). RI + SEE THE "R1" REVISION OF DRAWING 652,902 FOR ADDITIONAL NAILING SCHEDULE FOR A 3 MEMBER SUPPORTING GIRDER ONLY. FOR USE WITH Zx0 SOUTHERN PING OR DOUGLAS FIR LARCH SUPPORTING GIRDER BOTTOM CHORD AND VARIOUS SUPPORTED TRUSS END CONDITIONS: SUPPORTED TRUSS CND CONDITIONS: END VIEW IGO NAILS TYP. RUN ENO VERTICAL HIM TO BEARING. DENSE LUMBER TOP VIEW SUPPORTED TRUSS EAR CORDITIOR A. TRIES HAOGER VALUES (105) muss BISIGR 6URATIOU FACTOR 0 1.15 1.25 1.33 DOUBLE MEMBER UR SI661.E BEERIER U1111 co 10111011 °A °. 5275 6006 6593 7035 5111GLE MEMBER CONUITIOU "0" 3465 3465 3465 3465 S111GLE MENDER COUDITIOU "C° DIT11 (•••) (10)160 RAILS 4375 4515 4605 4675 (20)160 HAILS 5275 5565 5745 5665 (30)160 RAILS 5275 6066 6593 6935 •• • • • • / UPLIFT CONDITION °A° (SINGLE MEMBER) UPLIFT 2X411EFL UPLIFT (2X6 HEEL CONDITION "B" (SINGLE MEMBER). DENSE LUMBER ••• • • • • • •• • • • • • •e• we • • • .4 • • • • • • • • •• • ea* UPLIFT 2X411EEL• UPLIFT (2X6 HEEL, CONDITION °C° • (SINGLE MEMBER .W /BLARING BLOCK) DESIGN CRITERIA •' joP• a lRD: 211 ,• >, 19SP • • • 00T•CHORQ x14 : : 19SP • •0TERfiI;Ats : ; •44 • • ! 19SP ALLOWED STRESS INCREASE : 1.33 ••• Custom Designed Truss Co. 777 S.W. 12th Avenue, Pompano Beach, FL 33069 \ (954) 786 -8800 (954) ••• • • • o • • •• s: • TTP EHORe.IIVfi LOAD. Tb9 two I DE$D LOAD BITQ1M VRD, :FAD PAD • ••• • • TOTAL LOAD PSF PSF PSF PSF X15 5 f111II7HIIItP,. P.. .l1 'da Chi, rr S ° 4'. . ' OFIC •— No.19554 l': STATE OF ` L %e);\ %AZ oFter.4 f rjrI7711:1v1Itll°1 t-evel `soffit rjetail cr I qpr Z,. , i. and Sr "ate .Lunber to be 5pecif icd can tru "s crle iyn, 1"ru..ey �harl be fa,tened tq bearing wall with framing anchor ctr equivalent. In area *u&ject to hurricane windy, Iruy y.ehall be fa.tened with i EI" t f" yteet Trap anchor embedded in tie beam and beta over 7"op •Chord • t'G'?alibti Cfrord on cantilevered fru yey) and %ecvred with 5 -lid nail.• Other +ivalent riethoda may be uxd, Soffit fier►her'y overSC" long .half be•failened to a '244 treated ledger with framing anchor.; • r ker to be bolted to wall every 4p" (every 24." for overhanc4 rr'e'der Ih ii st " 2.40 12" _ 1. s3' 2x{ .2x( of 2x3: 1.3" to 24" '• • • • Vert'i'cal !w. th 1x3 a ::1x ar •u'gdg�s ir-kth •••1ir6' (e° CtiNTIJ,V -E ti:•kdITtrQYEnrlll'h]G' 11111] ••LEV EI. SQM?. ?.E'.3T• E'.,C91haTILElfp.g 13::TR(1'95::i]ESI�tr1 S.i'aa m: -a1 • Al x 3 • 2x3. 4VBTI18t1cJ.M Bng ' :R'ecttsl =�a:- `•.�r7tli:.2;x eyel,:Ret *tit n. • • .n."1'1,aa1l• aptSorie • Shjm solid t Typ Lcafl I •2x *• • it :2x3 • . • ' = `x;3`'6 = "...-1--11X.: `1111;' ":Htt< .•' ..:7Z'p••M11: {.' .. • 2;" "13i1 DLOCK,IiG: T ..01 TiZ R Plr1ELt OTII.T5-...... I4l a I1r>U t24. 1.- . 1411.- ,EIit.O1}-.13q T, I; ti• CUNTTFHUOU.5: 11Tatt .L.•.i1OT.TO M , c11J1z0: D•1hCING R :FEIf 1.RE4 l 2 ;1 °.::OC" I .Iti.X`: • Agivei1 W "Ill i . • • :2':1;Bd' I11J t s :1]-111le.I`MG•, hQT::R EDI[UEQ. :•IF :•ra:aID:CEILI14G • • t o7i - Te;.. • .. • tj T0.1 tr • 31 1145CIP11.l :gD',It11D °]1TT11E'IIE ,- r,4i?tiintklikii,E, }105'. - •• :`1t .11.141C Tit EE.S11-PfilR•T.- 3y. tRE TIM i.:euen4 T ,. t1*.:\ 7 • = \,, • • . 1A1 .••• • • • Custom Designed Tres" ' ' •' • • a - Y : :.: : : • • ••• • 77.7 S.W. 12th Aven1640 Sio Np..•' :„,> ..: :.'.::: : o r pano Beach, FL 33069'"ni3' :i':''°�'" • C9547.786-8800 (954) 786 -8804 • .. • . •• .• • . • . • • .• •• • • • . . .•••. • •• . avat 411" • to 72•" - V 7 �4.•f �._... �.. .: :.s .... � --•_ "��!f:�.. �.. - - - - - - - � -lei a�d�'r: Pais .::�.il}i.,�3r.- ..stG,... -.��-� 5f4.7- .'. avoeinEtil Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing Is Installed. -Thronrov -.AWOL"' tliklittila End Wall Side re P toil TRUSS TOP CHO it PORiA iYB lAC G;: SFAANs NiAAUIfA PfiCii CORD L1 'BRACE SPAC G LBB TOPe: HO D!AG'®P(t LaAACE Si* I 0 131 ,[#flossed :. : .F .. .. vii.. ... _ .. ,'.`.$P/C. Fs SPFIIIF'.;. Up to 32' 4112 8' 20 15 Over32' -48' 4112 6' 10 7 Over 48' - 60' 4112 5' 6 4 Over 60' See a registered professional engineer ig also Yams Top chords that are laterally braced can buctde together and cause collapse tOusels no diagonal bracbtg. Diagonal braclng should be naffed to the underside of the top chord when puffins are at- tached to the topside of the top chord. ��E , C,�I� -s. ELL SPA ING(DD „Sy'FTF 'SP/DF�. -� SPF!HF.: + Up to 28' 2.5 7' 17 12 Over28' -42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' 5 3 Over 60' See a re Istered professional engineer. Top chords that are taterMly braced can buclda together and cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purtins are attached to the topside of the top chord. Fratae • BOITOM ClIORDTEMPORARY BRACING - I : : . •••=; ••• .--:- . .... SPAN -. -. • . • ---....-. . , ', • I .." . . -,' • " . ''' . . ' VM444 firiti-r:-.....7.'. . • •-•••:.: • :-...---' ;. • :.• to ib-.. •,._ .' te•, 1 ..---, 0 0 .:.c. • ..'.• AlTA45#PgC19P3 :: *S0.4001,.:0-..6:Y:.,••4.::.,'.-L'..- ' '.: --,.,,..,..:.,..!..'[....•: :.141'.:t-P'?2`,;:i..':',"-.:;:i.,ki:.? t.i,'•.'..: : '.•, ...r. ' r. f..,••.•,.o.P., .k. rrf. .t• .. f._ .4,. )..... i .0:. • -.• 0 .. :.-SP../61F-'::. 20 :...S.PIRFIF. 15 Up to 32' 4112 15' Over 32' - 48' 4/12 15' 10 7 Over 48' - 60' 4/12 15' 6 4 Over 60' See a registered professional engineer je :11■10:R44'1) WEB EMERPtME ;Tarim ?x4/2x6 PARALLEL CHORD TRU§$ TO:ORDTMPQRARY PR4vc9\11, TPPRBc9P. ; DIAGONALBAAOE sPAD(ND (DB , • ;SPiDE Up to 32' Over 32' - 48' Over 48' - 601 Over 60' OF 7 pot 4•-ii 30" 42" 48" 8' 6' 5' 16 6 4 '...SPF/RF` 10 4 See a registered professional engineer 2 Top chords that are laterally braced can buckle together and cause collapse If there is no diago- nal bracing. Diagonal bracing should be nailed to the tmderside of thetop chordwhen purlins are attached to the topside of the top chord. 10" or Greater • • • • • e•••. - • 731b1.7' T77 •• • ,••••••.. ELitt 15, .4 4.7 ■A7., Top chords that are lateral* braced can buckle together and cause collapse if there Is no diago- nal bracing. Diagonal bracing should be naked toll's underside of the top chordothen praline are attached to the topside of the top chord. Continuous Top Top Chord Lateral Brace Required 10" or Greater MONO ttiti§toO• CHORD itiiiiti.ditimWiRAdiNo:•1 • : v•.. : .::. ' : • ce:-..-, .t 0itk ,.... ..:.-: .; .....„.. iiiii.c. ' , :Pli"Cli ......:-.:':'EAPIRP to .4.01,1 .,144.99oftviNAPP LATERALBRACE ' brktepOspii ' '....;'' ;11#4,:0, 4 1-1/4" 24 , bpiDE.,: 17 srFinF, 12 Up to 24' 3/12 8' Over 24' - 42' 3/12 7' 10 6 Over 42' - 541 3/12 6' 6 4 Over 54' See a registered professional engineer , . • •• • • .• • . • .091"09141#10190 00° rIfIkltrk4-1g,T tg---fraTtklk •:'• • • • Top chords that are latenally braced can buckle together and cause collapse If there Is no din*. nal bracing. Diagonal bracing should be nailed to the underside ofthe top chord when purlInsere attached to the topside of the top chord. 12 . 12 or grey • ::140;7:7-177410.7,:itIT D(In") D/50 D(W) 12 114 1 1-1/4" 24 -1/5 2 25.0' 36 3/4 3 38 1 4 60 1-1/4 5 72 1-1/5 6 84 1-3/4 7 96 2 8 , 108 2 9 • 120 2-1/4 10 • 132 2-114 11 144 2-1/5 12 4, ramp .r.,f 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' ramp 604-3 8,s •• • . • • • • • • • • :•• • • .• • • • • • • • • • • • • • • • . • • • • •• • • • . • • • • • • .. .• • • • • • • • • • • • • •• • •• • • • • • • ••• • • • • • • • • • • • ••. • • • • • • •• •• • • • ...• • ••• • •• • ••• • • • • •• • •• ■••••• • • • • • ••• • • ••• • • • • • • • • • • • •• •• • • • ••• CP USP Dade Approved Lumber Connectors Lumber Connectors- We have the Most Extensive Line in the Industry A GIBRALTAR COMPANY Register on -line at Web Site Watch and automatically receive product updates through your e-mail USP Stock No Oid Hughes Stock No, OId SEMCO Stock No. Metro Dade Notice of Acceptance C44 -- -- Dade NOA 02 -0128.03 C46 -- - Dada NOA 02 -0128.03 C66 -- -- Dade NOA 02 -0128.03 CLPBF - CLPBF Dade NOA 02 -0102.05 CLPBF3 -- CLPBF3 Dade NOA 02 -0102.05 CPC44 -- CPC44 Dade NOA 02 -0102.07 CPC66 -- CPC66 Dade NOA 02 -0102.07 DTC DTC -- Dade NOA 01 -0726.06 EHUH26 EHUH 26 -- Dade NOA 00 -0822.01 EHUH26 -N EHUH 26-N -- Dade NOA 00-0822.01 JHA2 -213 JHA 2- 213 -- 1 JHA2 -218 JHA 2 -218 EHUH28 -N EHUH 28-N - Dade NOA 00-0822.01 EHUH210 EHUH 210 -- Dade NOA 00-0822.01 EHUH210 -N EHUH 210-N -- Dade NOA 00- 0822.01 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 -- Dade NOA 00- 0822.01 EHUH28 -2N EHUH 28-2 -N -- Dade NOA 00 -0822.01 EHUH210 -2 EHUH 210-2 -- Dade NOA 00-0822.01 EHUH210 -2N EHUH 210 -2 -N -- Dade NOA 00-0822.01 EHUH46 EH1JH 46 -- Dade NOA 00-0822.01 EHUH46 -N EHUH 46-N -- Dade NOA 00-0822.01 EHUH48 EHUH 48 -- Dade NOA 00-0822.01 EHUH48 -N EHUH 48-4 -- Dade NOA 00- 0822.01 EHUH410 EHUH 410 -- Dade NOA 00-0822.01 EHUH410 -N EHUH 410 -N --- Dade NOA 00-0822.01 EHUH28 -3 EHUH 28-3 - Dade NOA 00- 0822.01 EHUH28 -3N EHUH 28-3 -- Dade NOA 00 -0822.01 HCPLL -- HCPLL Dade NOA 02 -0102.06 HCPLR -- HCPLR Dade NOA02 -0102.06 HDPT2 -- HDPT2 Dade NOA 02 -0102.04 HDPTD -- HDPTD Dade NOA 02 -010;.Q4 HHP218L -- HHP218L Dade MCA 02- 2.04 HHP218R - HHP218R Dade NOA 02-0 X0.84 HHP418L -- HHP418L Dade NOA 02- 0102.04 HHP418R -- HHP418R Dade NOA 02 -0102.04 HJC26 -- -- Dade NOA 011-11327101 I Issue #2 May 2002 San Francisco Office 2150 Kitty Hawk Road Livermore, CA 94550 -9611 1- 800 -227 -0470 a Fax: 1 -925- 373 -9213 •• • • •• • •• www.USPconnectors.com USP Stock No. Old Hughes Stock No. OId SEMCO Stock No. Metro Dade Notice of Acceptance HJC28 -- -- Dade NOA 01-0327.04 HJH26L HJH 26L -- Dade NOA 00-1227.01 HJH26R HJH 26R -- Dade NOA 00-1227.01 HJH28L HJH 28L -- Dade NOA 00-1227.01 HJH28R HJH 28R -- Dade NOA 00. 1227.01 HSU40 HSU 40 -- Dade NOA00- 1227.01 H$U80 HSU 80 -- Dade NOA 00-1227.01 HSU100 HSU 100 - Dada NOA 01.0724.06 JHA213 JHA 213 -- Dade NOA 00- 1128.02 JHA218 JHA 218 -- Dade NOA 00- 1128.02 JHA2 -213 JHA 2- 213 -- Dade NOA 00- 1128.02 JHA2 -218 JHA 2 -218 -- Dade NOA 00- 1128.02 JHA29 JHA 29 -- Dade NOA 00- 1128.02 JHA413 JHA 413 - Dade NOA 00- 1128:02 JHA418 JHA 418 -- Dade NOA 00- 1128.02 JHA424 JHA 424 -- Dade NOA 00- 1128.02 JL24 -- • -- Dade NOA 01-0327.04 JL26 -- -- Dade NOA01 -0327.04 JL28 - -- Dade NOA 01-0327.04 JL210 -- --- Dade NOA 01 -0327.04 JUS24 -- - Dade NOA 01-0327.04 JUS26 --- -- Dade NOA 01- 0327.04 JUS28 -- - Dade NOA 01-0327.04 JUS210 -- - Dade NOA 01-0327.04 JUS24 -2 -- -- Dade NOA 01 -0417.11 JUS26 -2 -- - Dade NOA 01-0417.11 JUS28 -2 -- -- Dade NOA 01-0417.11 JUS210 -2 -- -- Dade NOA 01-0417.11 JUS212 -2 - -- Dade NOA 01-0417.11 JUS44 -- -- Dade NOA 01- 0417.11 JUS46 -- -- Dade NOA 01-0417.11 • 41648. _ -- , -- Dade NOA 01 -0417.11 ' •,Q.IS :10 :: , • : -- -- Dade NOA 01-0417.11 116212: VI .. -- -- Dade NOA 01 -0417.11 JUS24-3 ' • -- -- Dade NOA 01- 0417.11 JUS26 -3 -- -- Dade NOA 01-0417.11 • `JUS28-3 • - • -r -- Dade NOA 01 -0417.11 •• • • • •• • • • • ••• • •• • • •• • • ••• • • •• • ••• • • • • ••• • • Pdiinne� pot ColoCag Oirce• 203 0o0 11114 • .. `.: USP Stock No. JUS210 -3 Old Hughes Stock No. OId SEMCO Stock No. Metro Dade Notice of Acceptance Dade NOA 01-0417.11 JUS212 -3 Dade NOA 01- 0417.11 MP34 Dade NOA 01- 0417.11 MPA1 Dade NOA 01- 0417.11 NFM3X10U NFM3X10U Dade NOA 01 -0724.06 NFM3X12U NFM3X12U Dade NOA 01- 0724.06 NFM3U NFM 3U Dade NOA 01- 0724.06 NFM35X1OU NFM35X1OU Dade NOA 01 -0724.06 NFM35X12U NFM35X12U Dade NOA01 -0724.06 NFM35X1178U NFM35X1178U Dade NOA 01- 0724.06 NFM35X16U NFM35X16U Dade NOA 01- 0724.06 NFM35X18U NFM35X18U Dade NOA 01- 0724.06 NFM45U NFM 45U Dade NOA01 -0724.06 NFM6X1178U NFM6X1178U Dade NOA 01 -0724.06 NFM6X16U NFM6X16U Dade NOA 01 -0724.06 NFM6X18U NFM6X18U Dade NOA 01 -0724.06 NFM3X8 NFM 3X8 Dade NOA 01 -0724.06 NFM3X10 NFM 3X10 Dade NOA 01 -0724.06 NFM3X12 NFM 3X12 Dade NOA 01 -0724.06 NFM3 NFM 3 Dade NOA 01 -0724.06 NFM 35X8 ade NOA 01 -0724.06 NFM35X10 NFM 35X10 -- Dade NOA 01-0724.06 NFM35X12 NFM 35X12 -- Dade NOA 01 -0724.06 NFM35X1178 NFM 35X1178 -- Dade NOA 01 -0724.06 NFM35X16 NFM 35X16 -- Dade NOA01 -0724.06 NFM35X18 NFM 35X18 -- Dade NOA01 -0724.06 NFM45 NFM 45 -- Dade NOA 01 -0724.06 NFM6X1178 NFM 6X1178 -- Dade NOA 01 -0724.06 NFM6X16 NFM 6X16 -- Dade NOA 01-0724.06 NFM6X18 NFM 6X18 -- 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 PA8X8 PA 8X8 -- 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 PC8XB PC 8X8 -- Dade NOA 00- 1227.01 RT3 -- -- Dade NOA 02-0128.05 RT7 -- -- Dade NOA 02-0128.05 RT10 -- -- Dade NOA 02 -012$.25 RT12F RT12 -- Dade NOA 01412.05 RT12T RT12TW -- Dade NOA 01-091185 • RT15 - - -- Dade NOA 02 -0128.05 RT16 -- -- Dade NOA02 -0128.05 RT16F RT16 -- Dade NOA 0:{- G12.0t• RT16T RT16TW -- Dade NOA 010011405i USP410 -021 USP Stock No. RTI8F OId Hughes Stock No. RT18 OId SEMCO Stock No. Metro Dade Notice of Acceptance Dade NOA 01 -0912.05 RT18T RT18TW RT20 Dade NOA01- 0912.05 RT2OF RT20 Dade NOA 02 -0128.05 Dade NOA 01 -0912.05 RT2OT RT2OTW RT22F RT22 RT22T RT22TW Dade NOA 01 -0912.05 Dade NOA 01 -0912.05 RT24F RT24 Dade NOA 01 -0912.05 Dade NOA 01- 0912.05 RT24T RT24TW RT3OF RT30 Dade NOA01 -0912.05 Dade NOA 01 -0912.05 RT3OT RT30TW Dade NOA 01 -0912.05 •- • •• • • •• • RT36F RT36 Dade NOA 01 -0912.05 RT36T RT36TW Dade NOA 01 -0912.05 RT48F RT48 Dade NOA 01 -0912.05 RT48T RT48TW Dade NOA 01 -0912.05 SGP2 SGP2 Dade NOA 02 -0102.03 SGP3 SGP3 Dade NOA 02- 0102.03 SIQi26L Dade NOA 01 -0327.04 SKH26R Dade NOA 01 -0327.04 TA12 TA 12 Dade NOA 01- 0912.05 TA12R TA 12R Dade NOA 01- 0912.05 TA14 TA 14 Dade NOA 01- 0912.05 TA14R TA 14R Dade NOA 01- 0912.05 TA16 TA 16 Dade NOA 01 -0912.05 TA16R TA 16R Dade NOA 01 -0912.05 TA18 TA 18 Dade NOA01- 0912.05 TA18R TA 18R Dade NOA 01 -0912.05 TA20 TA 20 Dade NOA01 -0912.05 Dade NOA01 -0912.05 TA22 TA22 -- Dade NOA 01-0912.05 TA22R TA 22R -- Dade NOA 01- 0912.05 TA24 TA 24 -- Dade NOA 01- 0912.05 TA24R TA 24R -- Dade NOA 01 -0912.05 TAPL12 -- TAPL12 Dade NOA 02 -0102.03 TAPL14 -- TAPL14 Dade NOA 02-0102.03 TAPL16 -- TAPL16 Dade NOA02 -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 TUH 26 -- Dade NOA 00- 1128.02 TUH28 TUH 28 -- Dade NOA 00- 1128.02 TUH26 -2 TUH 26-2 -- Dade NOA 00- 1128.02 TUH26 -2 TUH -- Dade ••tZH2: :: i VAN -- Dade NOA 00-0822.01 Ci-i ; ; •' UPl4?6 -- Dade NOA 00-0822.01 •0H28• ` • Uri 28 -- Dade NOA 00-0822.01 UH210 UH 210/212 -- Dade NOA 00-0822.01 • ' 1,11-36 1 :I -- Dade NOA00 -0822.01 • .:1H46' • • •UF:46: -- Dada NOA 00 -0822.01 •• • IP IV ••• • For additional product informatop ailcnble load, fastener schedules, and code evaluation repods, tonsVIt;V$P'¢ F�11 Lire Catalog. • • • • • • • • • • • •• • •• • • • • •• • •• ••• • • • ••• • • JUN -03 -2003 TUE 11:36 AM USP STRUOT CONN - -FAX NO. 72753581B9 P. 02/05 United .'teel P.roducts Company. ACCEPTANCE CE NO: 00- 1227.01 APPRovED: MAR 1 5 2001 EXPi;RES: 12/022 006 OTECE OF ACCEPTANCE: SPECIFIC CONfIT14:NN 1. SCOPE 1.1 This renews the Notice of Acceptance No. 9$- 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 (SI'13C), 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. 11.11.1-PA.PC & F-ISII T1'; sheet I and 2 of 2. titled "Wood Connectors ". prepared by United Steel Products Company, dated 12/12/00 with no revisions.'fhc drawings shall boar the Mism; -Dade County Product Control Approval sjamp with'thc Notice ofAcceptarrce numbcr't nd approval date.byThc Miami -Dade Product Control Uivisiatt. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 Mlowab(c loads are for Southern Pine or better with a specific gr4vity of 0.55 and moisture content of l4•% or lass. 3.2 Allowable loads are based on testing per ASW 1X 761 and calculations per National De.sirgn Specifications for Wood Construct ion 1•991.'Edition & 1993 Errata. 4 INSTALLATION .2 The wood connectors shall be installed in strict compliance with Mc approved drawings. .. 1 Eac wood c4rtnctictd'r Skill bKdr a Orin-anent •latel with the.munufacturces name or logo.•eity; state and the. Following statement: t: "Miami•Dade nutity'PtoduccCop 1 Apprpvc4"' 6. BUILDING PERMIT 6.1 Application for Building Permit Old be accompanied, by copies of the: following: 64.1 This Notices' of Acceptance 6:1.2 Duplicate• copies.ofthe•arppro d drawinss . idcntili4 h St:ction 2 ofthls Notice of Acceptance. nearly mar'kr tl .tti•Show the rangers aft& nglet.te 1 cted far the proposed installation. 6.1.3 Any other document•'requir . the Building Official or tho:SFBC in over to properly evaltiale the Installation of tite e:produeit. • • • • - • - • - t- • - _• _ • . •• • _s _•_ 0. • • • •• ••• •Cand •o on PE, Sr. Product Control Examiner Product Control Division • • ... • 000 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • •• • ••• • ••• • • • • ••• • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • •• •• • • • 00 00 000 • • • ••• • • JUN-03 -2003 TUE 11;36 M USP STRUOT CORN FM NO, 7275358199 O fled Stcet Pr C nd L is m an . ACCEPTANCE NO,: 00- 1227.01 APPROVED: M A R I 5 2001 EXPIRES: .-i1 2/028006 - -._ - -. NOTICE OF ACCEPTAs(CF STANDARD CONDITIONS 03/05 1. Renewal of this Acceptance (approval) shall be considered eller a renewal application has been filed and the original submitted documentation. including test supporting data, engineering documents, art no older than eight (S) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name. city, state, and the following statement: "Miarni -Dade County Product Conant Appmved ", or as5•speen Heal ly stated in the specific conditions of this Acceptance. 3. Renewals otAceeptance will not be considered if o) There has been a change in the Smith Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes; b) The product ism longer the same product (identical) as the ane originally approved; c); •;dithe 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 pra'fession. 4. Any revision er change in the materials. use, and/or manufacture orate product or process shall automatically be cause for termination of this Acceptance; unless prior written approval proval has bcon requested (through the filing of s revision application t nth appropriate fee).and granted by -this office, .S. Any of the following shall also be.grounds for removal of this Aec ptutncc: A) •,Grtsatisf'actory peri'ttrmtrr+ce of this product or process. b).' Misuse of this Acceptance as an endorsement ofenv product, fotsal ativerti ng ocan . other_putpasc... - - -- -- - -- 6.; TheTlotiCe ofAccepta tee number•prt ceded by the words Miami- Darla: County., Florida, and fo'llowedhy the expiration date may be displayed in advertising literature, ifany portion of tbtz•Noticc or lcceptance: is,dispiayt:d, then it shall be don in itsentitcty,. 7a A eQpy of 'this Acceptance as Well as approved. drawittp and caber documents. where it•applies, shall be provided to the tsar by the manufacturer or-its .distributors and shall be available for inspection at trio job site at all time. The engineer need-not reseal the eopics, $. Failure to Comply with• rtysection of thitAeceptanceshall be.catrse for tcrrninttipn and removal of AGCt:.ptance. T h i s .. Notice. of Acc ptanoc consists o f pegs I. ?. and •this tact page 3, •• ••• • • • - _, • - • • • •. . • • • • • • • • •• ••• •• • • • • . 4Wa'votit. RE, se. KO-duct Cen 11~xarnInar • • • : raeztuor'Contrgl Division OD '.p OF IRIS AccErrANC'E; • • • •••• • • • • • • • • • 3• • • • • • • • • • • • • • • • •• • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • ••• • •• • ••• • ••• • • • • ••• • s • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • 00 •• 0 •• • • • 0 •• • • HIP & JACK CDNNECTDRS (HEAVY) ,4 -$dot' 4' • •• • • • • • ••• • • •• • • POST ANCHORS 1r t+4 94I.•v4VI1[D stet. 4l wit tar • p*Kµ.4 spier+* • tai h .. 1•aF r MA Fjpi I4*71.113W .. . in • 710 4a rest CW *1a *MI Kit I.d1i• PA Pt 462 Pa4tL7142 lFSi�111�1t1117�••I� 1116Ei•�•11111•Wirt01 11.12-TLC71r1'CFF�� tlRM'i T1•>irt4,i ' ml (�2 i+iiiiltf Egr T-ur ��I��6�7+��402t!"vi �7� 1=1 l lilt a®41111 P-14' 5.54. IMI E� cin===�i MIS 309011 iea '• ;.2 C MP= 16N14 Nt et 3.-IH Dair L- 1441442,4. e414..44.enbbr7q241I0b4 r. P46*.44C14r 46 ®nCebifh Pr* V2' Mi. a4. fir Iett 1 4�0i1a.444�4[& k�'p4 #01,061P ICA V4' 12414.4 W1 Ier Pi• Prat a r I. MiAiw het *Iif i.4 h7 {a` Ms•104/146. f? Metier !alt Tltetbn Pee PA iti 4M P4Yt•• i- Mena - w r. S-6U 42* 671,121i174722 ban 44;0217 2.4122,14 '214, 01444..1 t: 64444442442-464111212 A 24044 471434* Par we 4144 *4.40,1' tee Aitr t. M1.t.A.* T peep+ at167 4STa,.17$- t.14e1 on OP Meter sra9 else I. wMinw r►rruxlbn a4 a• POST CAPS IA O4 610.1441[f2C9 ZPCC1. 4 1 *4.11•^•41 spier+* t!"4442 on esti 4 ! r MA Fjpi I4*71.113W .. . in • 710 4a rest CW *1a *MI MI Pt 462 Pa4tL7142 73tr (�2 i+iiiiltf Egr T-ur ��I��6�7+��402t!"vi l lilt a®41111 0" ri K -lia 4M1.1 T -1R.i' 1 -144 MIS 309011 - -al0� rlm. '• ;.2 C MP= 16N14 Nt et 3.-IH ..lii time moo Aitr t. M1.t.A.* T peep+ at167 4STa,.17$- t.14e1 on OP Meter sra9 else I. wMinw r►rruxlbn a4 a• POST CAPS IA O4 610.1441[f2C9 ZPCC1. 4 1 *4.11•^•41 W\■1 4+14+.4 MB*n Rr.6altuat 4 ! r MA Fjpi I4*71.113W .. . in • 710 4a rest CW *1a *MI MI Pt 462 Pa4tL7142 73tr (�2 i+iiiiltf Egr T-ur dills tr.rsl Scr- DS∎IrI r•ravoti»1Q1 4414 l lilt a®41111 R 114 7H4 *14 *13 rvr 44 444 4.444 44* 414 2.4tp. - -al0� rlm. 2'040 title• R 4,4 perurtr414441111 N *4414,. aP 2-0(N Pop IW 7p ems Je 40. 214 4414 SAL MITES 41 pax Sm411 TO Atem- A1$1t' 11lII •t4ROC WIC 97. MBA 1413+ A.1ilttPli6 fJ41. D CD4.Tf14- or p*a Yt i:4$JErdtt 4t1C moot 4JIQC mu muss aroviviscie e -0 Bit r.44404 44 lams Wet sow 41 r %f n IA40 �D171131 A S2104r MIA 1n 74 24201 I*4PtAft .LOW*. • PI ALLOW= IMAM OAK A1r 404 tint *SE0 117 4 *4*T TERtl MUM ntrol 24 WLL-OV* t 1.1043 WL MCI 414 TI0 4 4710 241. 0441*4P 2PW1IC4TICP22 UPI YJ'JO conuturnur, rrn COMM 4 1111 444431, r0q 5*4114411 '*UJ11V I'S C 111 *Si 44 1 11141) 1 TEST Prp4Oss 117 ADCO IJp1. 11174 ASV PITi1 tap wriu 41st 14. a...hottIll vbd tttk :i!!M RAM S1fttIR1 C[0E >Rn it 5 24704. 9Ua1TE0 awl novas. to 071) 161:415 pow 1ro71240►arr SW 16161 141011 CCI4NECTD4S 'I.`'a� Pi """ billITI : +DEC COMO: LMa 2614211.101 IIDfi'6. ral.61 -0141.16t M6ciER• 4,40404 2100242 A. J2PLLC1I. Pt -_ SACC1 41141:1• _Jz ,, Clvll 16A1101 04+51999 NNOO 10flaiS dSfl TOP/BOTTOM PLATE ANCHORS 10 Go- Golvordl(ed Steel • A • • • • • • • • ••• • • • • • • • • • eOncr 1. 7r ldh tra;•an s eAL be 1-3/4 •Per IDd TImt} end • • ` t i Z•at • • • • • ••• • ••� • •••• •2 Q • tdni£'S, • • • • • • 11 3TCEL smtt palm+ to At.NI Ai79. StR0CRU4' . war 32, tea.* NO Xj11011•M 6'LL'V►+4LZ 5 cmoz:or 6.64 .C) rAvro c'rtioat:tOto, WIRC tU1IS t$tSS OTOCIViIt sort. 33 AAt6tLai A9LC. t1!M.1ry tubs ((wvc SE[N warm 0A n #'4N? TEm OCRA11DS tutor or' 33E 1'1.1 VINO COrl C01tw.11lt 1 40 F1iRff;R PIMA C taMTVEA 4) ALLUYAaLE:9 i UM% AM ND J •C•tATt•:_br SAM 7791 CU•ATKW newt 9 ktTIVAK .CLID4DS ATE 8,40• t$ Jut Arm . DCSIM $PF7Cer1CAT01112 tot V U1I WIMTRIXIttelt1911 CMOs R 1793 tR•A1A. rot SSOM TSUOV 1917( Arm + D 3 ER BETTER) L 11:11:51' S rCQfDRtt mcottoWtt •••• • • •••• • • •.• • • • •• • •• • • • • • • • • • •• •• GIRDER HANGER HEAVY Carded Member P B C Description E lrns'a,s Fosterers Uesifs Loads abs.) Dolts Nose Horn,. 1002 'Uport UM V H ri'•aler 1SPek tarries' /enter HSO 40' Girder Hpfr(Hsevy) 3 -1tt ' 23• 471 -3714• {L - (4• 8 -100 TDA9 , 5105 14SU 110 neuter .HDr(Heau •y 44F 8' ?2-11/2' it 1- 314',(a) -3f4' 11-L07 0449 i 7990 1.14CIP t+Ater+lei. 7 uyd�(,31W) Arm A3b. 1 3 aSbaa rev . d penetre$bn end riainnun van& vertical aWM of 5-34 - 4. /iota our t:ar■ied neater ssNll 1.4.40 • .4nfrwn oeomirataoe. DP 1 -3t00 raa 11171C♦: USE metro it coeval won In • R1SR� `L© p VI tl - TAD U C L 1i.Z.WI e•1LDWd DM OINF[LUYfr O11 acclratrt ass-n.11.6 t . LP1RC0 STCCt. PRODUCTS CO le RSINIAL 11git ta9HTGCHtRT to sows WWI) C I NECTDRS TATS. __toc othvim. NI1•1TER. ....45'x$„.- sect; mane, �.r£ i_ ll I 149 Givil. Mita * A. RIO.BEM. OZ. uviL WOOER 71.150049, -03 2003 TUE t1:37 AM USP- STRUCT CONN 66185E L L ON Xd� M1A.MMADE MIAMI -DADE COUNTY, FLOP.IDA METRO -DADE I?LAOLER, Et 11t,D' ?•tQi PRODUCT CONTROL NOTICE OF ACCEPTANCE United..Stecl Products Com pony. 703 Rogers Drive (P. O. Box 80) Montgom cry ,MN 56069 - BUtUDlitic cove-COMruAr4cE OFF }CE METRO-DAD13 Pt.AGUEr,.13UIL)1.'C 140 W(:ST MAGI.ER STREET, 51.)ITF 1607 MI011, l71.ORtDA 33130 —:563 (305) 375.2901 FAX (305) 375 -290,c cONTRACt'Ai LICENstNG st:Cric3N (305) 375 -2527 FAX (305) 3 7 5.2; 5$ CONTRACTOR ENFORC :E::.IENT DIVISION (305) 375.296 }'AN (305)375-2908 PRO Dt1C'r CO:; F1 OL )3:VIS }ON (305) 373 -29C2 A:i (305) 372 -G339 'Your appl-c:at' -tn for Notice of Acceptance (NOA.) of: Face Mount Joist Hangers under Chapter 8 of the Code of Mi rni -Lace County o'ierning the use of Alternate Ma.c'::als and Types of Construction, and completely descril-t herein, has been recommended for acceptance b:: i.h,: Miarni -Dade County Building Code Compliance (BC(.0) under the conditions specified herein. This NOA, shall root be valid after the expiration date stated below. BCCO reserves the ritht to secure this product or material at any time from =a jobsite or manufacturer's plant for quafity control testing. If this product or rnP,5cr`1al fails to perform in the approved manner, BCCO may revok2e,. r, -Aodif , or suspend the tise of such product or material immediately. BCCO reserves the righ' to ref st:. .:; approval, if it is dttterrnired b• BCOO that this product or mareriai fails to meet the requirerrentr of the South Florida Buiidtng Code. Ti ' C3t: ••, +• v U h inz urrcd by . ie man', :f ctti - ACCEPTANCE NO 01- 0 "`".(14 EXPIRES: )6,04O06 Raul Rodriguez Cl:icrProduct Control Divisi:, a THIS IS THE CUVERSHE.ET. SEE ADDITIONAL PAGES-FOR SPECIFIC AND GE■ERAL CONDITIONS E U P.,DING CODE & PRODi}CT RE ''FI•'W commtT1 tE This application for Product Approval has been reviewed by the i3CCO and approved by the BuildirT, Cod and Product Review Committee to be used in Miami -Dade County. Florida under the conditions set forth above. APPROVED: 65/31[ )UI •• ••• • • • • • • • • • • • • •• •• ••• •• • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • ••• • • • •• • ••• %.' 04500011gc2000%\cemplate ir5otire leteptance rove^ pagc40ty • • • • • • • • lntcrnct .nail address: postrnastcr a)buitdingcodcoL[in1.. v1tl • • ••• • • • • • • • • • • • • • r :►5 ./4't Francisco J. Quintana. R.A. Director Miami -Dade County Building Code Conipliance Office ••• • • lipmtrat•,ci htto :11www',buildingcodeontinexoni • •• •• United Steel Products Co .pany. ACCEPTANCE NO 01- 0327.04 APPROVED: MAY 3 1 2001 EXPIRES: 06 /04/2006 • NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE 1.1 This renews the Notice of Acceptancc No 97 -121 5.07, which was issued on 06/04/98. It approvs wood connectors; as described in Section 2 of this Notice of Acceptance, designed to comply with the v tr,h Florida Brilding Code (SPE:C), 1994 Edition for Miami- D -Y:1c County, For tlic locations where the actual bads as detcrrr iri ei by SFBC. Chapter 23, do not exceed the ign load iridicated in the approved drawings 2. PR- '.DT'C`I" DESCR-II'TION ?.I The E'nited St-el Wood Connectors shall be fabricate i and used in strict compliance with the following doct ;.; ts- Drawing No. HJC /JUS /SIGH /JL, sheet 1 and 2 of 2, titled "Face Mount Joist Hangers ", prepared by finite' i'tee1 Proc cysts Company, dated 03/20/01 with no revisions. The drawings shall bear the Miarrti -Dade County Product Control Approval stamp with the Notice of Ar:ccptance number and approval date by the Miami -Dade Product Control Division. These documents shall hereinafter be referred to as the approve. drawings. �. LIMITATIONS ?:1 A-llc,v,aele lo..ds are f. r Southern Nine or getter Evith z spcc.irc gravity of 0.55 any moist - c^ ,:et t - ' I" r or less. loads are based r:stioia r^r ASTM 1)1761 and calcul tions t ^r Na:i ^a! Design rncc;rca :ior.3 tt nod Construction 991 E: i',ion & 1993 Errita. :t= IN.ST-.LLATION The. wood connecter.: shall be ins.alicd in strict compliance with the ap; ?rc-. d drawings. LABELING Each wood connector shall bear a permanent label with the manufacturer's name or logo., city, state and 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 foliowing: 6.1.1 This Notice of Acceptance y 6.1.2 Duplicate copies of the approved drawings as identified in Section 2 of this Notice of Acceptance. clearly marked to show the hangers and angles selected for the proposed installation. 6.13 Any othc -r document required by the Building Official or the SFBC in order to properly evaluate the installation or these products. • • • •• • • • •• • •,.r' ••• ..: ••. ••CahlIdq.I'ont. PE, Sr. Product Control Examiner Product Control Division • 2, • .. • • • •.. •• • .•• • • • • . • . • . . ••• • • ..• • . •• ... • • • • • •.• • •• • •.. • • • • .•• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 000 • • • ••• • • United.Steel Products Company. -- ACCEPTANCE NO,: 014327,0=1 APPROVED: HAY 3 t 2PJi • EXPIRES: 06.9412406 NOTICE OF ACCCPTANCE 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, arc no older than right (8) years, Any and all approved produc is h ! he permtmnently labeled with the manufactuc:.r s name, cit: s atci and the follow ;i;g statement: "Miami ?ade County Product Control Approved ", or as spc ;ifically staff d in the specific conditions of this Acceptance 3. Rene,als of Acceptance will r ' be considered if: n) There has been a change in the ;youth Florida Building Code effecting the evaluation of this pr.•c,luct and tic product is net in compliance with the code changes; b) .: Th produ.:t is no longer the same product (identical) as the one originally approved; C} If the 'Acceptance holder ha_ not complied with all the require }vents or this acceptance, including the correct installation of the prods! ^t; ..Nile engineer who originally prepared, signed and sealed the rcc'; rid documentation initially submitted i= n : iontzc:- r. ? t1 . t .e erzinecr ing profession. .A 1:y " «l' }5 ?.'R or i : :airtgC } }`• lair: F'.;1tCrIz:S, use and/or mart2 :,, -.: Ltr Of the product or process shall atliJ :'•t...' =. , Cause for termination of this A'ccert:tni.:e, utiles; prior written : oproval has beer. requested (through the filing of revision app ticatinn with apprr priatc fee) and r?rantcd by this office. , K.. Any of'the Following shall also be grounds for removal of this Acceptance: Unsatisfactory performance of this product or process, is Misusc: ofthis- Acceptance -as an endorsement of ally- product,'forsalcs, advcrtisin g craw other purpose. 6. Tile- Notice of Acecptanec number preceded by the words - Nliar.i'. -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature, if any portion, of the Notice or Acceptance is displayed, then it shall bc done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall bc provided to the user by the manufacturer or its distributors and shall be a•'aifable for inspection at the iob site at all time. The engineer need not reseal the copies, Failure to comply with any so.tion of this Acceptance shall be cause For termination and removal of Acceptance. 9. 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Jet5or . :11iT! 1 YO;LLUti Mt1C 4pa 4'S5 8A t£t1>L11! ; SCAT - 4'.18Ft1HH 11 0t;;_1OltIONCle 'JIT►1 AS ft* OlTh` ►f- ...:. • • v .. 14.$. rI i91. t.j• In4r• • !••t HAT 3 1.2ca uPttiun .SYCEt, rW_clnucr5 ca /53 RIBGEgiti i1UtV£ Mf 4TG4]HEH'Y ItH 16Wi9 'ACE MOUNT Jf11ST HANGERS DATE, _.A 1117PC41_ '1idJiNt NUMBER, LYJ:t,112?,ac..' rNi3: tS IMILDER' P£. ;;ic1:7' >turtit�k � },r d CIVIL NUMBER FLpi'Sftict9 M I A M I•DADE MIAMI -DADE COUNTY, FLORIDA MvMETRO -DADS FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE United Steel Products Company 703 Rogers Drive (1'. O. Box 80) Montgomery ,MN 56069 111111UIXG CODE CO,t11'L1ANCE OFFICE .\ICs'(t.C)- DAI)fi Vt.r \CiLt;k BUILDING 1.1( WEST F[.AGI.Eit STREET. SUl1'Is t60 3 MIAMI. FLORIDA 33130.1363 (3115) 375 -2901 FAX (305) 373.291)8 Cthti am:roii t.tc :i' INC; sti rlo (305)375.25_7 FAX (303)375.35: 3 CO:. rnAcTott ENFORCEMENT DIVISION (305) 375 -2536& FAX (305) 375.30U5 rnono : r Cx3NTIWWI. DIVISION (305) 375.2902 FAX (305) 372.5339 Your application for Notice of Acceptance: (NOA) of: 1Vood 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 ccmclitiens specified herein. This NOA shrill not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at arty 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. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 02-0102.05 EXPIRES: 02/15x201)7 Raul Rodriguez Chief Product Control Division] TIIIS IS TILE CO'ERSIIEET. SEE ADDITIONAL !'ACES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTEE, 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: 01/31/2(302 ••••••• • •• • • • • • • ••' • • • • •• • ••• • • Francisco J. Quintana, R.A. Director Miami-Dade County • Building Code Compliance Office ••• • • • •• • • • • • •• • • • •• •• • • • • • • • • • • • •• • • ••• •• • ls0450001tpc200011templuestnotice acceptance cover page.dot: • • • • • Internet mail address: pestmesterI tiuildingcotlL'tYliliniegrit• • • • • • ••• • •• • • • • • •• ••• • ••• • • • • • • • • I- IbmttoMbttp : / /rvww.bultdingcodconlinc.com United Steel Products Co. ACCEPTANCE :No.: 02- 0102.05 APPROVED: January 31, 2002 EXPIRES: February 15, 2007 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS L SCOPE 1.1 This renews Notice of Acceptance (NOA) No. 01- 1015.03, which was issued on November 8, 2001. 11 renews the approval of a wood connector, as described in Section 2 of this NOA, designed to comply with the South Florida Building Cock: (SFBC), 1994 Edition Ibr Miami-Dade County, Ibr 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. 7. 2.1 1'120DUCT DESCRIPTION The USP Wood Connectors and its components shall be constructed in strict compliance with the following document: Drawing No CLPI317, Sheets 1 of 1, titled "Wood Connectors," prepared by the manufacturer, dated 9/21/01, signed and sealed by Thomas Kolden, P.E., bearing the Viiimti- Dade County Product Control renewal stamp with the NOA number and expiration date by the Miami-Dade County Product Control Division. This document shall hereinafter be referred to as the. approved drawings. 3. LIMITATIONS 3.1 Allowable loads arc for Southern Yellow Pine with a specific gravity of 0.55 and moisture content of 19% or less. :3.2 Allowable loads are based on testing per ASTM D1761 and calculations per National Design Specifications for wood construction 1991 Edition. 4. INSTALLATION 4.1 Tliis wood connector shall be installed in strict compliance with the approved drawings. 5. LABELING 5.1 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". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the Iollowing: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the npproticcl 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 Buileling Code (SFI3C) in order to properly evalu :te thcpti ..la ..ic:i • •• ••• •• • • • •• • • • . • • Raul2QC1tiuez, Chief' • • •• •• • • • PrelucCQontrol Division •.• ••.. • • • • • • • • • • •.• • •... • • •• •• • • ••• • • • ••• • ••• • • • • • • • •. • • •• •• United Steel Products Co. ACCEPTANCE No.: 02- 0102.05 APPROVED: January 31, 2002 EXPIRES: February 15, 2007 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 ail approved products shall be permanently labeled with the manulbcturer'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 it'. 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) Mlle 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 (through the tiling ore revision application cvith appropriate fee) and granted by this office. 5. Any orthc following shall also be grounds for removal of this Acceptance: a) Unsatisfactory performance: of this product or prneess. b) Misuse of this Acceptance as an endorsement or any product, for sates, advertising or any other purpose. 6. The Notice of Acceptance number preceded by the words Miami-Dade County, Florida, and foilocced by the expiration date may be displayed in advertising literature. !fatty portion of the Notice 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, shall be provided to the user by the nrtnufficturer or Its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal the copies. S. 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, 'i 2 anditi3 I4stVate.;3i •• END OF TIlfg ACCEPerANCF: • •• Air • • • • ..,,., 1 • • • • •• • • ••• • . . ••. 2itul I�,ddcii ieL, Chief • • • • • • . ••• •• •ProddePControl Division 3 •• ••• • • • • • •• ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • • •• • • ••• • • ItUT4FRFLY HANGER •••• • •(CLPBF) •- • • • • • •••• ••• • • •e• • • • PRODUCT UNITED STEEL PRODUCTS CD 703 ROGERS DRIVE HONTGDHERY MW 5GOG9 WOOD CONNECTORS DATE. _ gW:MR.- BRAVING NUMBER. 4i,erf_...•.,. SHEET NUMBER. _.LW... _ •BIdENS1 NS rnsitoERS ALLDNAflLE Looms • CODE • •..UOE V 11 MEALIER JOIST 6�DOWNWAR ©d • • • • • • 3 • 015 - 015 • • •CLPDI• • ••••)O • 1• ifP••• 3 . 12 6 . NI5 • - WS. • •• • •••• •cLPDr•'2, •e41 • 2•up •ti 1 /2. 12 • 6 - MS • 0I5• • • • •• • • • • • • ••• • • •• • • • •••• • • • • • • •• PRODUCT RENEWED 01. -Ot6�. •0 � AECernmc�TSa,._. � � j mDIATI*:o 1 • ISS. or 'nem— ✓� R uounDOOCODSCOur 'QFFOCE 1) 27 3? NFRA nit ctTr`s 7MC APPROVED PRODUCTS SHALL BE MADE or S1I:CL coo- ORM111G 113 AS7H A69D STRUCTURAL. QUALITY • GRADE 33 MIN. YIELD 33 KSU AHD A RtUIMtd GALVAMIZED COATING 13r 1760 PER ASTH 1IZ4. CASIENERS ARC CO1;H011 VIRC MAILS UNLCSS 11111CkwISC NOTED 1 • •L•.I+I S Y4LtJat iqd 5114LL.4$AOf?B i u /ACcunL.OA /C.P • 14m Tl1E. nAN.OB ACSLunLSLS.IN6'IDUCT4o+1 : THIS MIKE. o P. ACG0..f.rIUCB. AM, Yug ? 1 4 ct+T]LE •S. f•:CYtio.lC. or IA*. 3.F•C•.C. {7 ALLOVADLC LOADS ARE BASED OH T11C RATIONAL DESIGN SPCC)rtCAT10N COR VOOD COHS1RUCTlOI1 1991 CDIfIDN L I.193 ERRATA, CDR SOUTHERN PING 00•0.55 11*1 BETTER? AND 'CST PERITIRHANCC 111 ACCORDANCE VITH AETM D -17SL 5) ALLOVADLC LOADS ran VOID UPLIr7 HAVE ALREADY DEC). IUCRCASED BY A DURATION LOAD or ]]Y. AHD Nd D1HCR HnCREnSC IS ALLOWED. FOR arricE USE APPROVED AS MINIM TM IRE num FLORIDA ID1IDIRO 1 8 U a DATE �-+ UNITED STEEL PRODUCTS CD 703 ROGERS DRIVE HONTGDHERY MW 5GOG9 WOOD CONNECTORS DATE. _ gW:MR.- BRAVING NUMBER. 4i,erf_...•.,. SHEET NUMBER. _.LW... _ THOMAS A. KOL DEN. P.E. C1VIl. NUMBER F•LII50899 ST PRODUCT CO L OITIS101f 9DII*IHS CODE OLIPILME DFITM ACCIMICE K11.01-40i S n2, MIAM[DADE BUILDING CODE COMPLIANCE O1+'l+10E (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) lYIIAMIDADE 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 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 will incur the expense of such testing and the ART 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 & Ull Series. APPROVAL DOCUMENT: Drawing No.MDO603A, titled "EHUH SERIES & UH SERIES" sheet 1 & 2, with no revisions, dated 06/09103, prepared by United Steel Products Company signed and sealed by R W. Lutz, PE, bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance (NOA) number 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, 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•Ilieere ugst pf tke • ' • ' Official. This NOA revises NOA #00- 0822.01 and consists 8 this•1; eyicnpage & approval document mentioned above. • • •• ••• •• '•' • • •• • The submitted documentation was reviewed by Candi Font PE. • ••• • • • • • • • • • • • NOA No: 03 -0611.05 • • • • • Expiration Date: August 21, 2008 • • • • Approval Date: October 2, 2003 Page 1 ••• • • • • • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • ••• • • • • • • • • • • • • • •• •• United Steel Products Company. NOTICE OF ACCEPTANCE: EVIDENCE PAGE A DRAWINGS 1. Drawings prepared by United Steel Products Company, titled "EHUH SERIES & UH SERIES ", Drawing No.1VID0603A, 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 connectors per ASTM D1761 by Kleinfelder, signed and sealed by C. R. Caudel, PE. Report No. Wood Connector Direction Date 1. PT # 96 -0904 UH 26 Down & Up 09/30/96 2 PT # 96 -0905 UH 28 Down & Up 09/30/96 3 PT #96 -0907 UH 210 Down & Up 10/02/96 2. PT # 96 -0901 ST 201 Down & Up 09/30/96 3. PT # 96 -0902 ST 201 Down & Up 11/05/96 4. PT # 96 -0903 ST2 -202 Down & Up 11/06/96 5. 13T # 96 -0908A EHUH 26 Down & Up 11/06/96 5. PT # 96 -1009A EHUI 128 Down & Up 01/29/97 6 PT # 96 -1015 EHUH 210 Down & Up 03/04/97 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 Signature T. F. Devening, PE T. F. Devening, PE. T. F. Devening, PE D STATEMENTS 1. No Change letter issued by United Steel Products Company. on 04/26/00 and signed by R. C. Brunson. 2. No interest letter issued by Thomas F. Devening Consulting Engineer, on 01/28/97, signed and sealed by T. F. Devening, PE. 3. Certificate of Merger between Hughes Manufacturing Inc. and United Steel Products Co. by The Secretary of the State of Minnesota, on 02/14/2000 • •• ••• • • • • • • • • •. .•• •• • • • • • • •• • ••• •'. • • • • • • • .• • ••• • • • • • • • • •• • • • • •• • E -1 C dido F. Font PE. • Sr. Product Control Examiner • • • NOA No 03- 0611.05 • •' • LxjJ ration Date: August 21, 2008 Approval Date: October 2, 2003 ••• • • • • ••• • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • .. • • • • • • • • • • . • • • ••• • • ••• • • ••• ••1 • ••• EXTRA HEAVY CONNECTOR 14 GAUGE UPLIFT PRODUCT CODE JOIST SIZE DIMENSIONS FASTENER DESIGN LOADS W H A HEADER JOIST DOWN UPLIFT EHUH262 2X6 1 5/8 5 1/4 3 1/2 20 -16d 10 -10d X 1 1/2 2385 1200 EHUH26N2 2X6 1 5/8 5 1/4 3 1/2 20- HN20A 10 -HN20A 3160 1730 EHUH282 2X8 1 5/8 7 1/4 3 1/2 28 -1601 14 -10d X 1 1/2 3470 1845 EHUH28N2 2X8 1 5/8 7 1/4 3 1/2 28 -HN20A 14 -HN20A 4110 2515 EHUH2102 2X10 1 5/8 9 1/4 3 1/2 32 -1601 16 -1001 X 1 1/2 3965 2110 EHUH210N2 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 -1601 11 -1001 X 1 1/2 2875 1690 ' EHUH26 -2N (2) 2X6 3 1/8 5 3/8 3 1/2 22 -HN2OA 11 -HN20A 3285 2195 EHUH28 -2 (2) 2X8 3 1/8 7 3/8 3 1/2 32 -1601 14 -1001 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 -1601 16 -1001 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 -1601 16 -10d 5190 1645 EHUH2,2N (2) 2X10 3 1/8 9 3/8 3 1/2 40 -HN20A 16 -HN20A 5335 2850 - IUH4'e• • 14P0. 3 9/16 5 1/8 3 1/2 22 -16d 11 -1001 2875 1690 E•HUH4 11•'• 4X6 • 3 9/16 5 1/8 3 1/2 22 -HN20A 11 -HN20A 3285 2195 i'HUH4ET:" itx8 : 3 9/16 7 1/8 3 1/2 32 -16d 14 -10d 4185 2155 J HUH4.BN•• 4D1 :: 3 9/16 7 1/8 3 1/2 32 -HN20A 14 -HN20A 4775 2790 4;HUH4.1R..' /410.. 3 9/16 9 1/8 3 1/2 40 -16d 16 -10d 5190 2715 .E HUH4LNl . 4X10• 3 9/16 9 1/8 3 1/2 40 -HN20A 16 -HN20A 5335 2850 ... ktOTE DOTE 2.) PENETRAtrlikI. OF FASTENER IN JOIST IS 1 1/2' 1) PENETRA- 0111314.0F FASTENER IN HEADER IS 2° FOR • • • • • ••• • •• • • • • •••• • • • • GENERAL NOTES I) STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 331 U. O. N. 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED. 3) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BY A SHORT TERM DURATION FACTOR OF 33% FOR WIND LOAD CONDITIONS. NO FURTHER INCREASE IS ALLOWED. 4) ALLOWABLE DOWN LOADS ARE NOT INCREASED BY SHORT TERM DURATION FACTOR. 16d NAIL & 1 3/4° FOR HN20A EHUH26 -2 SHOWN NTS UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, MONTGOMERY, MN. 56069 PHONE (507) 364 -7333 NAME+ EHUH SERIES DATE+ 6/9/03 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. N❑. 55409 SHEET' 1 OF 2 DRAWING NO. MD0603A MDADE • •• • • • • • ••• • • •• • • • • • •0•• • • • • 0.0• • • 0 . • • • • • ••0• -• • • • •• • • • •••• •• •• • • •• • 0000 • • • • • • • • •• •0•• •000.0 • • • • • • • • • ••• • •• • • • • •0•• • 0 • • •00• UH28 SHOWN JOIST HANGER U -TYPE 18 GAUGE PRODUCT CODE JOIST SIZE DIMENSIONS FASTENERS DESIGN LOAD A B H W V HEADER JOIST 16d 100% 16d UPLIFT 20d 100% 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 S 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 NOTES1 1. NAILS ON JOIST SHALL BE LONG ENOUGH TO BE DRIVEN THROUGH BOTH PLATES & CLINCHED. 2. PENETRATION OF FASTENERS IN HEADER & JOIST SHALL BE 2' FOR 16d NAILS & 2 3/8' FOR 20d NAILS. GENERAL 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 NOTED. 3> ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 1997 EDITION FOR SOUTHERN YELLOW PINE (G= 0.55 OR BETTER AND MOISTURE CONTENT OF 197. OR LESS) ALL TESTS PERFORMED IN ACCORDANCE WITH ASTM D1761. 4) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BY A DURATION FACTOR OF 33% FOR WINDLOAD CONDITION. NO FURTHER INCREASE IS ALLOWED. Approved k sonig4ying the Date O Oz NOM Wm! Dade ��s �et Division ITS- Z3i11P[ *_3 UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, MONTGOMERY, MN. 56069 PHONE (507) 364 -7333 NAME' UH SERIES DATE' 6/9/03 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. NO. 55409 SHEET: 2 OF 2 DRAWING N0. MD0603A MDADE M I A M 1.DADE MIAMI-DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE United Steel Products Company 703 Rogers Drive (P. O. Box 80) Montgomery ,MN 56069 BUILDING CODE COMPLIANCE OFFICE mtrI7to- DAI)r; FLAGLI;R !WILDING 140 WEST FLAGLI R sTREET. SLJUTIi 1603 MIAMI, FLORIDA 33130.1563 (305) 375.2901 FAX (305) 375 -2908 CONTRACTOR LICENSING sECI ION (305) 375.2527 MX (305) 375 -2555 • CONTRACTOR ENEI)RCE &LENT DIVISION (305) 375 -22966 FAX (305) 375 -2908 PRODUCE connOL DIVISION (305) 375 -2902 FAX (305) 372 -6339 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 planner, 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. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01- 0724.06 EXPIRES: 14/012006 Raul Rodriguez Chief Product Control Division THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTEE 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: 09/202001 Francisco J, Quintana, R.A. Director •• ••• • • • • • •• Miami -Dade County • • • • • • Building Code Compliance Office • • •• ••• •• • • • •• • • • ••• • . • • • • • • • • • • • • • • • • • • • • •• • • • • .• • • • • • • • • • • • • • • • • ••• • •• • ••• • 1s04500011pc200011templatestnodce accepaance cover page.dot • • • • • • Internet snail address: p ostmastcrnA ,buildingcodeonllge.eage ••• • • • • ••• • • • • • • • • •w •;Iomcpage:.t t2p : / /www.buildingeodeonline.eom ••• • • United Steel Products Cop'. ACCEPTANCE NO: 01- 0724.06 APPROVED: SEP 2 0 2001 EXPIRES: 10/01 /21H16 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE 1.1 This revises the Notice of Acceptance No. 00- 1213.03, 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 Toad 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 -NSU, sheet 1 and 2 of 2, titled "Wood Connectors ", prepared by United Steel Products Company, dated 07/16/0I with no revisions. The drawings shall bear the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval dale by the ivlianii -Dade Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 Allowable Toads are for Southern Pine or better with a specific gravity of 0.55 and moisture content of 14% 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 drawings. 5. LABELING 5.1 Each wood connector shall bear a permanent label with the manufacturer's name or logo, city, state and the following staternent: "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.L2 Duplicate copies of the approved drawings as identified in Section 2 of this Notice of Acceptance, .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. •• •••• • fe andido F•ont.,'E, Sr. Product Control Examiner • • • • • • 1'r4dgct arkol Division • ••••••• • • • • ••• • • • • •. • • • • • • • • •• • • • •• • • • • • • • ••• • •• • • • • • • • • • • • • • • • • •• • ••• • • • • ••• • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • United Steel Products Company. ACCEPTANCE NO: OI- 0724.06 APPROVED: SEP 2 0 2001 EXPIRES: 10/01/2006 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 (3) 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 u) 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 he cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: n) Unsatisfactory performance of' this product or process. b) Misuse of this Acceptance as an endorsement orally product, for sales, advertising or any other purpose. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. Ifany portion of the Notice 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, shall 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 I, 2 and this last page 3. • • • • • • • • • �dide•Font, PE, Sr. Product Control Examiner • • • • • • :•dttct Control Division END U,•'fIljak4ctpri Ntt •••. • 3 • • • ••• • • ••.• • • • •.. • • • • • • • • • • •• • • • • •• • • • • • • • •• • ••. • • • ••• • • •• • ••• • ••. • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • • • • • • • • Product Code Materials Fiance attain Omete al /eve H.R. keel Dimensions Fasteners Design Loads Vd Header Joid Normal WAS iTi �"i79711�l1�PLS r . - .L . R�'i9T�'Q!�'1ri rr . r:.,.1. -aa rzil1li�i�!ts ITiiii@PCiRR� r iL • I - Rkti rr,u: •l arrirtiMZEZTOMITSEPPOIRTIMITZMIllrfIlll beltorMIMIAILZAMMEXUITTAIRIZIMIKEM • T>Gi "C i Pb7 54111 MINE lr.Ir.>I r rrT. a a llry�rrsrru (1) 8° Minim Im i131 er•/lent length bar one 112• diameter J19olt (2) it • Product Cale jinxes loll on Mist (3)S1(41°H 3R3' Angle: ASTM P36 -t . tit NAF REW F-L ,NSE MAS 7NARV HANGER GE NEFAL. r ;ES_i 1) STEEL MALL CONCERN TO AST/4 A583. $T{d4GTU1 ;a:, :'RODE AHD A MINIMLnd raALVANIZED COA'IIN3 OF G -613 ?') rASTENERS ARC COHNGN :WIRE NAILS UNLESS O:'*IERVISE HOTEII 31 ALLOWABLE; UP..Irt LOADS NAME BEEN INCREASED DA A SHORT TERM MURATIUN FACTOR tF 33:: VOa WIND LOAT CC•NDTTTCN - NO FURTHER INCREASE' ALLOYED. 4) ALLOWABLE DOWN LOADS ARE NOT INCREASED BY SHORT TERN DURATION rACI..f.' :a) a1.LOWABLE I.I1ADS aRC SA3ED CU THE NATIDNaI. 11Escon SPr.C.IrrCATr'aNE rnR WOOn CONSTRU_1 tON 149: EDITIO4 1: 3593 ERRATA, Fr1R - SOUTI -.ERI° YELLO:+ PILIL' d9= 055 :R HETT ER> E ':ES1 WLHI IAtx r.-. ACC1820A1NCE Y1TH AST' D:76.1 - FOR cry IC£ USE OP4i:t. %.D 41:.iui. :: '.,11;, 1iif. S611?H MI III BIII :CIRf, roof at `r SEP 2001. UNITED STEEL PRODUCTS CO 703 ROGERS DRIVE rA14Tu1I1.4-*RY MN 56°6./ WOOD CONNECTORS DATE, ..af <xi DRAWING NUMBER. . _. SHEET W LSER, :3,il%e_- _ !.'j e. )1,0,..J4.:4, rf1U!t C1IOVHIL S AIAN. DxFOR •_ DE I'LN0, 5 0PGE7 9 3Y...__ Silltti%6 r:ILC ti;..., •. »,. :Mist f.CCFFT.AVE WIpI- fl7s!4,c./6 TRUSS ANCHfR - IJTC • • • •• • • • •••• •• •• • • Pro duel •*! • rr��w�� De iptlbe • • , . : as . flit.. i. HOW ••o.•• Upti Perpendicular la Wan PsralatI Wail fl 1. -rowan! : :. Away (rani -, y hi .. - r- ' 4 . Ita WlM 1 : R 1 (y'Load appnec?•w*trbm strait (Z, toad applied Toward Strap. •( Aiia vabie Laatiftii ibipart, L1 tf PshatfnO be combined. The connect* shall to subjected la Load In one direction only. (3) Minimum conciiltI ttrengih shad be 25Or'1 psi an dMninium strap embedment area be 4 ". (4) Malerlal: Streo - 14 oauge arid Bottom Pima - 2U ua*sle. GIRDER HANGER HEAVY uw..i.-r- HL.;.._n:ar. Product Code I•I» 107 L'nescripHnn airdetEl.. _ ■ :.. Fact _re rn Epi[n I BAS (414) '. = e .. 1 a sI aI Ns ..gar: ■% i Ita WlM 1 : R 1 (15 Material: 7 melee (31161 ASTIaI (2)A 914' bolts require 3' woad genet ration ancminimuM WoOdveracat width of5 -117. (3) 13 pits ASTM 0.307 eree.e A. (41 Main member minimum 4 -112'. GENF.RAL NGTES 1) STEEL SHALL CONFIRM TO ASIM -t353. STRUCTURAL i,F4AOE IEN U.O.N. AND A HINIMUN GALVf4u1ZED COATING OF G -GC 2) FASTENERS ARE COMMON WIRE MAILS tn•.LESS OTIICRwISE NOTED 3) ALLOWABLE UPLIFT LOADS HAVE DEE11 INCREASED ItA A S:1IJRr TERM CURATIOF: FACTOR OF 337. roe WIND LOAD CONDITION. ATI FURTHER INCREASE ALL3VED. 4) ALLOWABLE DOWN LOADS A.RE NOT INCREASED BY SHORT TERM EURATION FACTOR 5) ALLOWABLE Lukas ARC BASED OM THE NATIONAL DESIGN SPECIFICATION'S FOR VDDD CONSTRUCTION 1991 EDITION & 1995 ERRATA, FOR - SIS IHERI•I YELLOW PINE 'Km 0.55 OR BETTER) 6 TEST PERFORM IN ACCORDANCE VITN ASTM D1?61 FDR ErFICE USE :'n,.:.1) AS C3tlrt ina Tail ME. s,..:n°n itl3.nA 691I3i1.6 CL IE PAH_$E .I: 0.111,- UNITED STEEL PRODUCTS CO 7O3 ROGERS DRIVE MOHTGOIICRY MN 56069 VOCE: CONNECTORS DATE. __VI :WO-- IF :_ BRSVINT nomara• _SiF_LW4L___ SHEET Nt>M;ER, a or >L ' r l ,.r . 9o-• t.• I I '1 LIMAS A. Y.O' DEF7, P£. CIVIL NUa!BER FI.tl501399 b.441 '. ,.' ..... bit11 :11 Ie_ LP nn CJb_ Cebtal . L (gr It (Platt lb). Di- 0724.? M I A M MADE MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE United Steel Products Company 703 Rogers Drive (P. O. Box 80) Montgomery ,MN 56069 CONTRACTOR ENFORCENI ENT DIVISION (305) 375 -2966 FAX (305) 375 -2905 BUILDING CODE COMPLIANCE OFFICE METRO -DADE FLAGLER BUILDING 140 WEST FLAMER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375-290S CONTRACTOR LICENSING SECTION (305) 375 -2527 FAX (305) 375.2558 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. PRODUCT CONTROL DIVISION (305) 375 -2902 FAX (305) 372 -6339 The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 00- 1227.01 EXPIRES: 12/02/2006 Raul Rodriguez Chief Product Control Division /2-1,--fro THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTEE 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: 03/15/2001 t 1s045000I1pc200011templateslnotIce acceptance cover pagedot Francisco J. Quintana, R.A. Director • • ••• • • • • • ivignmi -Dade County • • • • l �t • ilding Code Compliance Office • • •• ••• •• • • • •• • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • •• • • • •• • • • • • • • • • ••• • ••• • • • • • • • • •••• • • • • • • • Internet mail address: postmaster @buildingeodeonline.ean!I tlnjage,htt�;larthi buildingeadeonlane.cottl • • •• • . •• • • • •• •• ••• • • • ••• • • United Steel Products Coltman-v. ACCEPTANCE NO: 00- 1227.01 APPROVED: MAR 1 5 2001 EXPIRES: 12/02/2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS. 1. SCOPE 1.I This renews the Notice of Acceptance No. 98-1216.07, which was issued an 04/01/1999. 1t 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 fallowing documents: Drawing No. HJH -PA -PC & HSU -TP, sheet 1 and 2 of 2, 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 19% 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 drawings. 5. LABELING 5.1 Each wood connector shall bear a permanent label with the manufacturer's name or logo, city, state and the following statement: "Ivtiam1 -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 Acceptance, 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. : • .. • • • ••• •. :CUtiidGT'ont; P6, Sr. Product Control Examiner Product Control Division • 7 • • •.• • • •••• •• • ••• • • • • • • • • • • • • • • ... ••• • • • • ••• • ••. • • • • • • • • • • • • • • ••• • • • • • • •• •• •• ••• • • • ••• • • • • • • • • • • ••• • •• •• ••• • • United Steel Products Company. ACCEPTANCE NO.: 00- 1227.01 APPROVED: MAR 1 5 200? 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; 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 been requested (through the filing ofa revision application with appropriate fee) and granted by this office. 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 of any product, for sales, advertising or any other purpose. 6. The Notice of Acceptance number preceded by the words Mvtiami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy ofthis Acceptance as well as approved drawings and other documents, where it applies, shall 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 ofthis 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. ....• .. • .. • • .. • • • •• ••••• • • • , PE, Sr. Product Control Examiner .. •.. • •• arrdf � o nt• Product Control Division END OF TtrtS CEPT.NCr: '..3: : • •• • • • • • • • • ... • •• • • • • . • • • • . • • • • • ••. • ... • • • • •0. • • • • • • • • • • • • • • ••• • • • • • • • • • • • 00 •: •• •:• :• •• 000 • HIP & JACK CONNECTORS (HEAVY) POST ANCHORS • • • • • •• • • • ••• • • •• 18 GA. GALVANIZED STEEL 5/32' DM. Product C 0,00,,n00., Dnestana Fosterers Oea. Loads 1ua A 0 Per fla• Uplift 11332) PA 4040 Past Amebae 404 3 -5/8' 3 -5/8' 3-18d 1263 Right ck Harmer f 886 Right or Left 5 -1 /4• 10 -16d Hone 7 -161) 1510 PA 4060 Post Anchor 406 3 -3/8' 5 -5/8' 3 /4'1114 7� 3/4 -14d Isis PA 606 Post Anchor 606 5 -5/8• 5 -5/8• 4 6 8855 -I rr 1123 PA 8X8 Post Anchor 000 7 -5 /0• 7 -5/8' 411k1 1685 6 -Ibd 8006 h 4 -16d 2013 Hotel 1. Martan concrete strength Fes 2SB0 PSI 2. Past anchor connection to concrete Is one 1/2' dia. Anchor Bott en*edded o minimal of 4' 3. )0nlnun edge distance For Anchor Balt location For PA 4040 and PA 4X60 Post Anchor Is 1 -314' 4. Miriam edge distance Far Anchor Bolt lacatk.. For PA 616 and PA 800 Post Anchor Is 3' 5. PA 47160. 606. BM have tea taunting hairs to the bottan 6. Not penetration shall be • ntninu, of 1 -3/4' far 1Od rails pod 2' for 161) rm0s •14,411/bet Code ••urscr•+p2bn • • • • • ..• Fasteners Both Contained Design Lads {lbs.) Header Header Hip Truss Jack Truss Hams, 1001 U$Wt 1331 H Hags Botts H.IM 26-111 Right ck Harmer f 886 Right or Left 5 -1 /4• 10 -16d Hone 7 -I6d 8 -168 1920 _ 1898 IiJid 28L/R Hit °or Hangar 206 7 -1/4' 16 -168 Nam 7 -18d 8 -I6d 2560 2185 Note. 1. Material. 7 gauge C3/12'7 ASTN A36. E. Nall on the header shall have a nWrem penetration of 2' POST CAPS 18 OA. GALVANIZED STEEL Product 'Cade DeeaHPt'an Pneestans Fasteners Resign Loads Albs.) A 0 Per Flap UpUFt 1133X0 PC 404 Post Cap 404 3 -5/8' 3 -3/8` l 3 -ad 033 3 -I6d 9D PC 406 Post Cap 4718 3-5/8' 5 -518' 7-1pd 839 3 -16e 905 PC 606 Past Cap 606 5 -518' 5-5/8' 6-ltd 1670 6-168 8800 PC 808 Post Cap 800 7 -518' 7 -3 /8' 6-15+1 1670. 6 -Ibd 8006 h Note, 1. Nail penetration shall be o ninham of 1 -3/4• For 108 nails and 2' For 16d nods GENERAL NOTES 1) STEEL SHALL CONFORM TO ASTN A553. STRUCTURAL GRADE 33, UM. AND A 1U40MJM GALVANIZED COATING IT G -60 4) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED 3) ALLOWABLE UPLIFT LOADS HAVE HEEN INCREASED BA A SHORT TERN DURATION FACTOR OF 337 FOR VINO LOAD CONDITION. 170 FURT1CR INCREASE ALLOYED. 4) ALLOWABLE DOWN LOADS ARC N>1 INCREASED BY SHORT TERN DURATION FACTOR 91 AUIOWABLE LOADS ARE BASED ON 014E NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 1991 EDITION b 1993 ERRATA. FOR SOUTHERN YELLOW P1I4E Cho 0.55 CR BETTER) L• TEST PERFTIRM IH 400020ANEE YITH ASTM 01761 FOR OFFICE USE 0.:..o x... C4i4PLLDilI Til111 IDE SMITH FLORIDA DUILD1116 CAGE UNITED STEEL PRODUCTS CO 703 ROGERS DRIVE MONTGOMERY MN 56469 DATE MA 5 2001. BT WOOD CONNECTORS 1 -`R' :"r nucT I O! T DL flI I ICii DOILDIDD CODE CO141'IbWCE 0YEICE ACCEPR134CE HD.00- L-2.2.1.01 DATE. __uncut_ DRAWING NUMBER. ,bn._awps__ THOMAS A. MOLDER, P.E. _ SHEET NUMBER, -J erg__ CIVIL NUMBER F1030E199 TOP/BOTTOM PLATE ANCHORS • • • • 18 Ga. Galvanized Steel • •• • • • ••• • •••• • •• • • • • • • `iU d • • Materials • • D'mensl • o'Is • DL iRn Lands ClbS. i Design Loads (lbs.) gebsteners Stud Uplift 1337. Fasteners Stud Uplift 133X A �- a ri. IN • 18 g• •i••5 /8 - ID -1s4• • A -L0d 1132 10 -I6d 1620 TP 6X 18 gs • -$/8' 9104 HSU 80 1132 1U -16d 1680 Pl DIE • 18 pa • 7 3/8' 8 -1/4' 10 -10d 1132 10 -16d 1620 NO*!• 1149rdnun gple Qe+ tratt2Q s14O11 Ye I -3/4 For Ind rand and • Jr For 140 n5iii •••• • • • • QkhJERAL NOT x• • • • • • •• • • •••• • • • • • •••10•• N N STRUCTURAL GRADE 33l UQH AND A•IIIU !3ALVANIZEO COATING 8) FASTENERS 41'RE 10141401 VIRE NABS UNLESS OTHERWISE NOTED 3) ALLOWABLE UPLIFT LOADS HAVE BEEN INC)1EASED DA A SHIRT TERN BURAT111N FACTOR or 33X. FIBI VINO LOAD CONBITION. NU FURTHER INCREASE ALLOYED. 4) ALLOWABLE 00VN LOADS ARE NOT INCREASED Br SHORT TERN DURATION FACTOR 5) ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR 1000 CONSTRUCTION 1991 EDITION C. 1993 ERRATA, FUR SOUTHERN YELLOW PINE C0= 055 OR BETTER) L TEST PERFORM IN ACCORDANCE WITH ASTM 01761 GIRDER HANGER HEAVY Carried Member Product Code Description �P Dimensions Fasteners De n Loads Was.) Salts Nails Normal ID07. Uplift 1337. W H Girder Black Carried Henber HSU 40 Girder HgrCHeavy) 3 -1/4' 23' (5)-3/4' (2)-3/4' B -lOd 7040 5105 HSU 80 Girder Hgr(Heavy) 4 -7/8` 23 -112' (6) -3/4' (2) -3/4- B -10d 8445 7950 Notes' 1. Material' 7 gauge (3' /l6') ASTH A36. 2. All 3/4' bolts require 3' woad penetration and nininun 'stood vertical width of 5 -1/2° 3. Dolts ASTH A307 Grade A 4. Has on carried nenber shall have o minimum penetration of I -3/4° FOR OFFICE USE APPBOYED AS COMP171H6 571111 JHE 10011 "IT : ' Q UNITED STEEL PRODUCTS CO 7TCi ROGERS DRIVE MONTGOMERY MN 56069 p ,fib., all"---.' DATE IMM Ellpk ( •,�`Ll 11 .-'"'.a• -+m� WOOD CONNECTORS ,. PRODUCT CO! ., L 017131011 mama CODE C014P1UUfCE DP IOM ACC!ITARCE 110. pp- L2,7,`1 0 t DATE' __Igpmn__ DRAWING NUMBER' THOMAS A. KI3..DEN, PE. ___T!--_ SHEET NUMBER' - ,LEFq,- CIVIL NUMBER FL150899 ESP Luniber Connectors- A GEALTAR COIRANY . November 11,2003 Michelle Bozdog Custom Designed Truss •P.O. Box 10405 Pompano Beach, Florida 33065 Ref USP IITILT 24-18 Hip/Jack Connector To Whom It May Concern: . . Southeastern Office 11916 62nd Street North a. Largo,'FL 33773-3705 800-443-6442 • 727-536-7891 • Fax: 727-535-8199 www,USPconnectors.com • e-mail: infoeUSPconnectors.com • • The USP KW 24:48•Hipaack Connectors have been evaluated in the National Evaluation Service's Report . Number 532. These products are designed to attach.tO a twoLply girder truss that has a minim um 2x4 &Atom. • chord. When properly attached to a truss made of Southern Pine material, these connectors. have apublished. • load capacity of 1400# (125%) in direct road,• and an uplift capacity of 870#.(133%). , . • The installation reqUir es 1040d nails into the;carrying•radmber and 5-10d nails per* and 340d rails per Installation instructions are available in LISP's *Full Line Catalog 20014 . • . . . . . . . • • These products have been submitted to the Florida Building Commission for Statewide Product Approval.. We anticipate approval by the full Conithission in Mid-Noverriber 2003; and available from the State DCA website, by December 2003. . Should you have any questions concerning this, installation, yOu May contactme at extension .152. Regards, •• ••• • • • •• • ••• ..... •• • • • •• • • • • • • • • • • • •• • o e• ••o •• , • os Ro ert Lutz, Florida Registration #5540i • : - - • „ • • • • • • ••• • • • • • • • • • • • •• AV • • •. • • • • • / I • • • • • • • • • • • . • . . , • . .. - „. ..- .... . . • • • it ••o • • • • • • • • • * .. . . • - • • * •••• - •• • iro • • • .• • • • • • • • .•-• • •0 •l• o • • Ale foe ' 'egoi • • • ••• • • JUM -03 -2003 TUE 11:36 AM USP STRUCT CONN TiSU POD TROL N United Steel Products Company 703 Rogers Drive (P. 0. Box 80) Mont;otitcry,MN 56069 FAX NO, 7275358199 P, 01/0 MIAMI -DARE COUNTY, FLORIDA -- .METRO -DA0E FL-ACLER- &flLDN EPTANCE 'BUILDING CODE COMPLlr1•:►CF, OFFICE METRO,DADli FLAMER t3tf!l.DINO I4I W1ii711.4111.i rt STRATI', SUM T60 MIAMI. FLORIDA }a i30$) 37S -29UI FAX t,2OS) 375.2 corrrucrott 1.10EINSINO SECTION t3 $ 37$25:7 r x pos) 3/4.2553 175+29356 MN (3OS) i7S. NQ PRODUCT CONTROL DIVISION (MI 373.2902 FAX (301 3M6331 Your application for Notice of Acceptance (OA) of Weed Connectors under Chapter $ of the Code of Miami - I ?ode Couzity governing the use of Alternate Materials and Types of Ccanstruction,.and completely described herein, has.been recommended for acceptance by the tvtianti -Bade County Building Code Compliance OfTiec (BCCO) under the conditions specified herein. This: NOA. shall not be valid after the expiration date stated below. BCCO•resarvcc the tight to secure this product et-material at any time from a jobsite or manufacturer's planet for quality control 'testing. If this product or material fails to perform in the approved manner, BCCO may re ke, modify. or suspend the use .of such product or material immediately. I3CCO reserves the right to revoke this approval, if it is determined by 13CCO that this product or material fails to meet the requirements of the South Flerido Building Cade. The cxpensc.ofsuch testing tieifl be incurred by the manufacturer. ACCIYE'i'etNt Nei: MI- 1227.nl EXPIRES: 121352,2006 Raul Rpdriguez Chief' Product Control Division Tt;itS r -TH 1r.:CO FRS1 : RF ciDITKI AL PA:GE,S Fi(?i lgr.FEIFIC AIk°I_GE 2AL CONDITIONS, iilT1LD1i . CC1t?F. S� ,I ?Rt 2FVIE:4V 7,M$'1t This .application tor Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review committee to be used in Miami -Tads County., Flarida.under the condittoos set forth above: APPROVED:, .03(15/2001 1:v*10091* -2000$tt t•topOorit zesg ncot cave papm,du;.. Francisco J. Quintana, RA. Director • • • • i i olvd('12 • • • • • • • • • • • .. • • • .. ••• •. • • .•. • • • • • • • • . • • • • • • • • • . • • • . . • S. • . • • • • • • • • . • • • • • • • • • . • • ▪ • • ... • . • • .. • • �• •: .:. ••• ••• • •. • •• •. •• • .55 Florida Building Code Online Page 1 of 2 Overviaw Product Search Organization Search Product Application User: Public User - Not Associated with Organization - Application #: Date Submitted: Product Manufacturer: Address/Phone /email: Category: Subcategory: Evaluation Method: Need. . tidal FL821 10/30/2003 United Steel Products Company 703 Rogers Drive Montgomery, MN 56069 (727) 536 -7891 Structural Components Wood Connectors Anchors Evaluation Report from a Product Evaluation Entity Referenced Standards from the Florida Building Code: Section Standard Year 1707.3 ASTM D1761 1988 2314.4.4 ASTM D1761 1988 Evaluation Entity: Quality Assurance Entity: Validation Entity: Evaluation/Test Reports Uploaded: Installation Documents Uploaded: • • • • • • Product Approval Method: • • • • Application Status: Date Validated: Date Approved: • • • • • • • • • •• • • • • • • ••• • • • • National Evaluation Service, Inc. PFS Corporation Product Testing, Inc. rlutz @gibraltarl.com PTID_821_T_NER608.pdf • • •• • • • • • • • • • • • • • • • • Method 1 Option C • •• • • • • • • • •• • • • • • • • • • • • •proved • • :0231/2003 • 11/19/2003 ••• ••• • • • • ••. • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • •• • •• • • • • •• • •• ••• • • • •••• • • http: / /www.floridabuilding .org/pr /pr_detl.asp ?IPT= 821 &RV =O 3/31/2005 Florida Building Code Online Page: App /Se ' Product Model # or # Name 821.61 PT4 Model Description Stud Plate Tie Page 4/5 Limits of Use Page 2 of 2 821.62 PT6 821.63 PT8 Stud Plate Tie 821.64 PTH4 Stud Plate Tie Stud Plate Tie 821.65 PTH6 821.66 PTH8 821.67 STAD10 Stud Plate Tie Stud Plate Tie Strap Tie Anchor Down 821.68 TAD1ORJ 821.69 "`STAD14 Strap Tie Anchor Down Strap Tie Anchor Down 821.70 TAD14RJ Strap Tie Anchor Down 821.71 STAD8 821.72 TAD8RJ 821.73 821.74 HDH210 -3 821.75 HDH26 -2 821.76 HDH26 -3 821.77 HDH28 -2 821.78 HDH28 -3 821.79 HDH410 821.80 HDH46 Strap Tie Anchor Down Strap Tie Anchor Down Face Mount Hanger Face Mount Han • er Face Mount Hanger Face Mount loan, =r Face Mount Hanger Face Mount Hanger Face Mount Hanger Face Mount Hanger Copyright and Disclaimer ; ©2000 The State of Florida. All rights reserved. ..._,...,.,.__.... ..._.. *_.......__.__.•.._.._... _ .._.... • • • • • •• ••• •• • • • •• • • • ••• • • • • • • • • • • • • • • • • • • • • • •• • • • •• • • • • • • • • • • • • • • ••• • •• • ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• 00 • • • •• •• ••• • • • ••• • • http:// www. floridabuilding .org/pr /pr_detl.asp ?IPT= 821 &RV =O 3/31/2005 LEGACY REPORT ICC Evaluation Service, Inc. www.6cc- es.olrg NERm608 Re- Issued May 1, 2003 Business/Regional Office ® 5360 Workman Mil Road, Whittier, California 90601 ® (562) 699-0543 Regional Office a 900 Montclair Road, Suite A, Birmingham, Alabama 35213 ® (205) 599 -9800 Regional Office ® 4051 West Flossmoar Road, Country Club HMIs, Illinois 60478 ® (708) 799 -2305 Legacy report on the 2000 International Building Code ®, the 2000 lntematlonal 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 ptefr galvanized steel, with a minimum yield strength, ry, of 33 • ksi (228 MPa), in sizes to accommodate nominal 4 x 4 4x102• • 102mm), 4 x 6 (102 x 152mm), or 6 x 6 (152 x 152mrt1j' ° wood posts utilizing 5/8 inch (15.9 mm) bolts. See Table 1 of this report for allowable loads and fastener schedule. See Figure 1 of this report for illustrations of the• phprs- • • • • • • • •• • • • • •• • • • 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 ASTM A653 SQ Grade 40 Special, G60 galvanized steel, with a minimum yield strength, Fy, of 42 ksi (290 MPa). Straps are prepunched for 10 -penny common wire nails. Minimum compressive strength of the concrete or masonry shall be 2500 psi (17 MPa). See Table 3 of this report for allow- able loads and fastener schedule. See Figure 3 of this report for illustrations of the connectors. 3.1.4 HTT Heavy Tension Tie Strap Anchor HTT Heavy Tension Tie Strap Anchor connectors are used to connect wood posts and studs to anchors in a foundation. The HTT 16 and 22 are manufactured from No. 10 ASTM A653 SQ Grade 40 Special, G60 galva- nized steel, with a minimum yield strength, Fy, of 42 ksi (290 MPa). The HTT 30 and 50 are manufactured from No. 7 gauge ASTM A570 Grade 33 hot -rolled steel with a minimum yield strength, FI, 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 ,(tUjniilai2 ipdtf(51 mm) and 4 inch (102 mm) wide joists, esevel gas, diuble and triple widths of nominal 2 inch (51 mint) Wl+ joists. HUS Joist Hangers are manufactured fi'bm 'No: lit 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 Header tithes berg- owtorbent -in (inverted), and are prepunched • • • • • • • • • • • • • • • • to • ICC -ES legacy reports are not to be construed as representing aesthetra?ol• anyther attrr'iftes not stpecifically a/dressed, 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 • • • • • • • • • • • • •• •• • • • e• •• Page 7of19 ••• • • • ••• • • Page 2 of 19 NER -608 for 16 -penny common wire nails. See Table 5 of this report for allowable loads 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 x8, and 2x.10 inch (51 x 102, 51 x152,51 x203,51 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, Fy, 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. 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 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 Ivor 8 -penny x 1 1/2 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, Fy. of 33 ksi (228 MPa) to support nominal 4x4 ,4x6,and6x6(102x102,102x152, 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!s inch (15.9 mm) anchor bolts. The connector consists of three components: the support standoff, the washer, and the support cover. See T$pte•9 df this report for allowable loads and fastener schedft. See,: Figure 9 of this report for illustrations of the post b: les. • • : 3.1.10 RSPT4 Reversible Stud -Plate Tie RSPT4 Reversible Stud -Plate Tie connectors areused.to connect studs to 2x wall top plates of wood framed was to provide uplift resistance between the two framing raamhers. • RSPT4 Stud -Plate Ties are manufactured tool, Flo' ,Zb gauge ASTM A653 SQ Grade 33 G60 galvanized steel, with a minimum yield strength, Fy, of 28 ksi (193 MPa), and are prepunched for 10 -penny common wire nails. See Table 1A • of this report for allowable loads and fastener schedul. Set • F • igure 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 loads 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, Fy, 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 A653 SQ Grade 33 , G60 galvanized steel with a minimum yield strength, Fy, of 33 ksi (228 MPa). The STAD14 anchors are manufactured from No. 12 gauge ASTM A653 SQ Grade 40 Special, G60 galvanized steel, with a minimum yield strength, Fy, of 42 ksi (290 MPa). The connectors are prepunched for 10 -penny common wire nails or 16- penny sinker nails. See Table 13 of this report for allow- able loads and fastener schedule. See Figure 13 of this report for illustrations of the connectors. 3.1.14 THDH Joist Hanger THDH Joist Hanger connectors are used to support multiple plies of nominal 2x trusses, and 4x lumber. THDH Joist Hangers are manufactured from No. 12 gauge ASTM A653 SQ Grade 33 G60 galvanized steel, with a minimum yield strength, Fy, 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 V4AS•Pgst BAne Anchor connectors are used to provide •suuppert4orinominal 4 x 4, 4 x 6, and 6 x 6 (102 x 102, •102 x• 't, and 152 x 152 mm) wood posts when installed 1p 1potre:1- ipiplace concrete. The WAS Post Base An- chors are comprised of two components: the "U" shaped stirrup and the support stand. The straps for these Appnectorsaremanufactured with No. 12 gauge ASTM 4653 SQ G:acte 33 G60 galvanized steel and the support €tand•off is manufactured with No. 16 or 12 gauge ASTM 14053 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 • 3oac art fastener schedule. See Figure 15 of this report i for illustipli8g1 of the connectors. • ••• • • Page 3 of 19 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,0, 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 re d% Sf Toad testing of the ETA (HTA) Truss Anch8r•Con , • nector, signed by Thaddeaus L. Hamois and ,dohs D. Lee, P.E. NER -608 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 J. Swanson. 6.17 Stork Twin City Testing Corporation, Project No. 18 0- 0435.1, dated July 18, 2000, containing results of uplift load testing of JUS 26 Series Joist Hanger, signed by Scott W. Britzius and Derrick J. Swanson. 6.18 Calculations and analysis of test results to deter- mine the allowable Toads for JUS Joist Hangers, dated November 13, 2000, signed and sealed by Thomas A. Kolden, P.E. 6.19 Maxim Technologies, Inc. Project No. 3018 97- 54393.1, dated December 5, 1997, containing results of load testing of JUS-2 Series Joist Hanger, signed by Scott W. Britzius and Derrick J. Swanson. 6.20 Stork Twin City Testing Corporation, Project No. 18 0- 0435.2, dated July 19, 2000, containing results of direct Toad 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 Toads 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 - :902Z0.4, dated June 3, 1999, containing results of • • • • :god tlivting of the MP4F and MP6F Framing Angle •Lumber•Connectors, signed by Scott W. Britzius • and & is L. Kurmis. 6.7 Maxim Technologies, Inc. Project No. 98- 66807, dated December 1, 1998, containing results of Iced testing of the HETA Truss Anchor Cannna:to:, 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 Oct$I�er $ • 1998 and July 25, 2000, signed and sealed by • Thomas A. Kolden, P.E. • • • • • •• •• •• • • • • • • •• 6.23 Calculations and analysis of test results to deter- • • • mine•the ellowable Toads for the PAU Post Base . • Supportnectors, dated March 11, 1997, signed • "anirseatecCby Thomas A. Kolden, P.E. 624 Maxim Technologies, Inc. Project No. 3013 70- 8027.1, dated April 10, 1997, containing results of • • • josid testing of PAU 44 and PAU 66 Post Base • • • Stpport•Connectors, signed by Scott W. Britzius • Garlick 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 Toad 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 Toads 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. 986760, • dated October 16, 1998, containing results of cad• • testing of WAS Post Base Anchor Connors►,.. signed by John D. Lee, P.E. 6.38 Maxim Technologies, Inc. Project No. 34913 p- 8027.2, dated April 10, 1997, containingresults of load testing of standoff support base, §ieaeri bv • 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, sine bL Scott W. Britzius and Richard S. Alberg. ; ; • ; 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 Toad 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 that is unsea- soned or partially seasoned, the allowable loads in this report shall be multiplied by the moisture con- tent factor, CM, specified by the applicable 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 pressure - treatment chemicals. 7.6 Design calculations and details for specific applica- tions shall be fumished to the code official verifying compliance with this report and the applicable code, as indicated in this report. The individual preparing such documents shall possess the necessary credentials regarding competency and qualifications as required by the applicable code and the 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 eierr c load conditions in compliance with the hti §m% ional Building Code, the Uniform Building poisleatd the Standard Building Code, and a 60% increase for compliance with the BOCA National Building Code. This rtpgR js subject to re- examination on a peri- odic basis. for information on the current status of this report consult the Product Evaluation Listing or coril& thb ICC -ES. • • • •• • • • • • •• • • • • •• • • • • •• • • . •• •• ••• • • • • • • ••• • • • • • ••• • • • • • • • • • • • • • •• •• ••• • • Page 5 of 19 NER -608 Table 1 - CBS Column Base Anchor SI: 1 inch= 25.4mm, 1 Ibf= 4.45N, 1 psi= 689kPa 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. • • • • • • • • • ••• • • V • • • • •• • • • •• • • • ••• ' • • • • • • • • • • • Figure 1* = •GFr:SColun;n;r3a9e,juilQr ••• • •• • ••• • ••• S • • .,•• • • •••;:- • . .: • • • • • •,„ ,• • • • • • • • • •..':': • • • • •• • •• • • • • • •• •• ••• • • • ••• • • Steel Gauge Dimension (inches) Bolt' Schedule Allowable Loads (Ibf) 2' 3, 4 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 SI: 1 inch= 25.4mm, 1 Ibf= 4.45N, 1 psi= 689kPa 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. • • • • • • • • • ••• • • V • • • • •• • • • •• • • • ••• ' • • • • • • • • • • • Figure 1* = •GFr:SColun;n;r3a9e,juilQr ••• • •• • ••• • ••• S • • .,•• • • •••;:- • . .: • • • • • •,„ ,• • • • • • • • • •..':': • • • • •• • •• • • • • • •• •• ••• • • • ••• • • Page 6 of 19 NER -608 Table 2 — CMST Coiled Strap Tie (for IBC 2000 Jurisdiction, see Table 2A below) 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% 9670 CMST12 7250 9670 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 Allowable Tension Number Loads (Ibf) see note 7 see note 8 5180 6905 CMST14 5180 6905 5180 6905 7250 9670 CMST12 7250 9670 7250 9670 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 (89 mm) by 0.162 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 -1/2 inch (89 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 penetration. 7. Allowable values based on the load combinations of Section 1605.3.1. No further increases are permitted. 8. Allowable values based on the load combinations of Section 1605.3.2. No further increases are permitted. 9. For hanger information and fastener requirements, refer to Table 2. Coil; eng • • •• • • • • • • • • • • • • • • •• • t • • • • 0 • O • • 000 •'• • • • • • 4190 • • • • • • • • • • • • • • • • • • • • • 01 • • • - ;i • • • • • • • • • • •• • ISO • Figure 2* CrilST;Cpjf • 5ti+�p Zie • • • • • • • • • • • •• •• • • • •• •- ••• • • • ••• • • Page 7of19 NER -608 Table 3 — HTA Truss Anchor Strap (for IBC 2000 Jurisdiction, see Table 3A below Table 3A — HTA Truss Anchor Strap 7 (International Building Code Uplift Values) Stock Number Dimensions Loads s (Ibf)2a.4 Allowable Loads for 10d Nails (Ibf)2.34 Allowable Loads for 10d x 1 -1/2 Nails (Ibf)23'4 see note 6 see note 5 see note 6 HTA12 HTA16 HTA20 HTA24 Nail Uplift Lateral F1 Lateral F2 Uplift Lateral F1 Lateral F2 Stock Steel W H Qty' Number Ga (in.) (in.) 133% 160% 133% 160% 133% 160% 133% 160% 133% 160% 133% 160% HTA12 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)2a.4 Allowable Loads for 10d x 1 -1/2 Nails (Ibf)43.4 see note 5 see note 6 see note 5 see note 6 HTA12 HTA16 HTA20 HTA24 1220 1505 1505 1505 1465 2005 2005 2005 990 1505 1505 1505 1190 1860 2005 2005 SI: 1 inch = 25.4 mm, 1 Ibf = 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). 4. 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 load 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 permitted. 7. For hanger information and fastener requirements, refer to Table 3. -7'T • • .. ••. • • • • • • • • • • ,► • ••• • i• • ••• • •• ii.0;. • • • • •• • • • • • • • • o • • • •• • ••• • • Figure 3* -• 1T# TrO tl4hdr Sttap • • • .•• • • • • • l• • • • • • • • •• •• • • • U• •• ••• • • • ••• • • Page 8 of 19 NER -608 Table 4 - HTT Heavy Tension Tie Strap Anchor (for IBC 2000 Jurisdiction, see Table 4A below) Stock Number Steel Ga Dimensions (in.) Fastener Schedule Allowable Tension Loads (Ibf) W STRAP W BASE H D CL Anchor Bolts' Nails 2 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 16d 4255 5370 5370 32 18d 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)7/8" 56 16d 8120 9810 9810 56 16d 9250 9810 9810 Table 4A - HTT Heavy Tension Tie Strap Anchor 6 (International Building Code Uplift Values) Stock Number Anchor Bolts 3 Nails'' 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 SI: inch = 25.4 mm; 1 Ibf = 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* — 1117 J-Ieavy.Te,9ion Tie Strap • • • • • • •.... • • • • • . •••1• �;.• • • •s• • • • • • • • • • ••• • •• • ••• • * • •• Z •.S • • • • • • • • • •41,' ' �� . • • • • ••• • • • • • • • R: '•r • • • •• •• • • •!'. so •• ••• • • • ••r' • • Page 9 of 19 NER -608 Table 5 — HUS Joist Hanger 3 Stock Number HUS24 -2 Steel Ga 14 Hanger Dimensions (in.) Fastener Schedules Allowable Load (Ibf) W 3-1/8 H 3 -7/16 D 2 Header Joist Fc1= 460 Ibf/in2 Fc1= 625 Ibf /in2 Up ift Qty 4 Type 16d Qty 2 Type 16d 100% 780 115% 895 125% 970 100% 780 115% 895 125% 970 133% 495 160% 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 SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 Ibffin2 = 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 -Ibf (416 N -m). HUS26 -2, HUS46, HUS26 -3 shall be 4162 inch -Ibf (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-lbf (509 N -m). 16d COMMON NAIL HUS (INVERTED FLANGES) HEADER JOIST NAILS • • • • • • • • �- • • • • a • •'' •� i�e9res •• •• •• • 416 Ciegroo DEPICTED • • • •••• 1 • • MUt : • • • •• • • • INSTALLATION •• • • • •• • • • • • • • • • ! • i ••• • •• • ••• • Figure 5* - HUS Joist Hanger • • • • • • • • • • • • • • • • • • i • • • • •1 •• • • • •• •• ••• • • • 'e'•• • • HEADER NAILS HUS HANGER (TOP VIEW) -JOIST Page 10 of 19 NER -608 Table 6 — JUS2x Hanger' Stock Steel Dimension (in.) Fastener Schedule" Allowable Loads (Ibf) 3 Header Joist Fcl = 460 Ibf /in24 F0 = 625 Ibf /in24 Uplift Number Ga W H D Face Type Qty Type 100% 115% 125% 100% 115% 125% 133% 160% JUS24 18 1 -9/16 3 -1/8 1 -3/4 4 10d 2 10d 645 740 805 645 740 805 510 510 JUS26 18 1 -9/16 4 -13/16 1 -3/4 4 10d 4 10d 840 970 1050 840 970 1050 1115 1115 JUS28 18 1 -9/16 6-5/8 1 -3/4 6 10d 4 10d 1065 1225 1330 1065 1225 1330 1115 1115 JUS210 18 1 -9/16 7 -3/4 1 -3/4 8 10d 4 10d 1290 1485 1610 1290 1485 1610 1115 1115 SI: 1 inch = 25.4 mm; 1 lbf = 4.45 N; 1 Ibf /in2 = 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 Toads 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-lbf (232 N -m). D 10d COMMON NAIL HEADER Joist Nails Header Nails JUS HANGER (TOP VIEW) JOIST 30-45' •• •• • • • • • • •• ••• • • • • • • • • • • • • • • • • • • • • • • • •• • • • •• • • • • • • • • • • • • • • ••• • •• • ••• • Figure 6::.JIJS2� 4' ^tHagger• • • • • . • • • • • • ••• • • • • ••••• • . ;•• • • • • • • • • • • • • • • • • • . • ••• • • • ••• • • Page 11 of 19 NER -608 Table 7 —JUS Joist Hanger 3 Stock Number Steel Ga Hanger Dimensions (in.) Fastener Schedule''2 Allowable Load (Ibs) W H D Header Joist Fc± = 460 Ibf/in2 Fc± = 625 Ibfrn2 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 JUS26 -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 SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 Ibf/in2 = 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 -Ibf (246 N -m). •• • • • •• • • •• • • • • • • •• ••• •• 16d COMMON NAIL HEADER JOIST •• :NOILg • • • • • • • • • • •• • • • • • ••• • 30 - 45 degree 45 degree • • • • •• • • • • • •• • • • • • • • • • ••• • • Figure 7* — JUS Joist Hanger ••• • • • • • • ••• • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • • HEADER NAILS JUS HANGER (TOP VIEV -JOIST Page 12 of 19 NER -608 Table 8 — MPF Nail Plate Tie Strap 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 4-114 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 SI: 1 inch = 25.4 mm; 1 Ibf = 4.45 N. 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. •• ••• • 4 • • • • • • • •• ••• •• O r o PLATE Ltr`E r 0 .. .. a ...0. .v o o O �-v • • • • • ▪ • • • • • • • • • • . • • •• • • • •• • • • • • • • • • • • • • • ••• • •• • ••• • Figure 8* — MPF Nail Plate Tie Strap ••.. • • • • ... • • • • • • • • • • ••• • • • • • • • • • . • • • • • •• •• • 0 • •• •• ••. • • • ••• • • Page 13 of 19 NER -608 Table 9 — PAU Post Anchor Stock Steel Gauge Dimensions (in.) Fasteners 2'3 Allowable Loads (Ibf) Support Support Bearing4 Uplift Number Cover Standoff W , W 2 H into Post 100% 133% 160% PAU44 12 16 3 -9/16 3 5 -7/16 (12) 16d Nails 6775 2240 2535 (2) 1/2" Bolts 6775 2265 2265 PAU66 10 12 5 -9/16 5 6 (12) 16d Nails 16005 2350 2380 (2) 1/2" Bolts 16005 2265 2265 SI: 1 inch = 25.4 mm; 1 Ibf = 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. tep''Alao S#UI PORT .. ... • • • • • .. • • • • • • • .• •00 •• • • • •• • • • •.. • • • • • • • • • • • • • • • • • • • • • •• • • • •• • • • • • • . • • • • • • • • Figurd'9* -.PAU'posfAndlor ••• • • • • •0• • • • • • • • • • • • • • • • • • 0400 • • • • • • • • • • • • • • • • •. 00 • • • 040 00 000 • • • 000 • 1 Page 14 of 19 NER -608 Table 10 — RSPT4 Reversible Stud -Plate Tie Stock Number Steel Ga Dimension (in.) Fastener Schedule' Allowable Loads (lbf) w H Qty RSPT4 20 1 -1/2 4 -118 8 Type 8d x 1 -1/2 Uplift Lateral F, Lateral F2 100% 133% 160% 100% 133% 160% 100% 133% 160% 345 460 470 230 8d 10d x 1 -1/2 370 370 470 470 470 230 470 230 230 230 230 230 230 230 190 255 300 300 215 300 300 290 300 10d 450 470 470 230 230 230 300 300 300 SI: 1 inch = 25.4 mm, 1 lbf = 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. .. •.• • • • • • •• • • • . • • Figure 10* — RSPT4 Reversible•StutfPlate Tre • • ••• • • • •• • • • • •• • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• •• • • • • • ••• • • •• • ••• • •.. • • • • ••. • - • • • • • • • - • • • .•• • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • 011 • • Page 15of19 NER -608 Table 11 — SPT Stud -Plate Tie Strap Stock Number SPT4 SPT6 SPT8 Steel Ga 20 20 20 Dimensions (in. Fastener Schedule W 1 -1/4 1 -1/4 1 -1/4 W PLATE 3 -9/16 5-9/16 7-1/4 H 6 -7/8 7 -5/8 8-1/2 Qty 6 6 6 Allowable Tension Loads (Ibf) 2 Type 100% 133% 160% 10d x 1 -1/2 550 735 885 10d x 1 -1/2 550 735 885 10d x 1 -1/2 550 735 885 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. •• ••• • • • • • • • • • • • • • • • • • • • • • • Figure 11* - V T•btud•= Prate 1 ie atrap • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • •• • ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Page 16 of 19 NER -608 Table 12 — SPTH Stud -plate TIe Strap Stock Steel Dimensions (in.) Fastener Schedule Allowable Uplift Loads (Ibf.)2 Number Ga W STRAP 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 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. 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 Toads shown are for tension in the strap. •• ••• • • • • • •• • • • • •• • • • • ••• • Figure 12* - SPTliStljd- PLdteTSe•Strap • • • ••• • • •••• •• • • ••• • • • • • • • • • •• • • • •• • • • • • • • • • • • • • • ••• • •• • ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Page 17 of 19 NER -608 Table 13 — STAD /LSTAD Strap Tie Anchor Down Stock Number Steel Ga Dimensions (in.) Fasteners' Wall Thick (in.) Allowable Loads (lbf) 2,2 L W LE Qty Type fc = 2000 IbfM2 I fc = 2500 lbf/in2 I fc = 3000 Ibfrn2 Edge distances (in.) 1/2 1 -1/2 LE 1/2 1 -1/2 LE 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 35-118 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 STAD1ORJ 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 SI: 1 inch = 25.4 mm; 1 lbf = 4.45 N; 1 Ibf/in2 = 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 installed from the corner of the footing or stem wall. Interpolate the load values for edge distances between those shown. In no case shall the loads exceed the maximum. 3. Load values assume anchor spacing shall be no less than two times LE. (The full embedment length of the STAD anchor strap is represented by LE) Reduce the load value proportionately for spacing less than that. STAD •• ••• • • • • • • • • •• • • • • • • • • TYPICAL STAB • • • • TYPICAL STAD EDGE INSTALLATION CORNER INSTALLATION • • • ••• • • •••• •• • • • • • • • • • • • • • Figure 13* - STAJ STAD $ tap,Tie q,s d1 ®t Down TYPICAL STAD8RJ RIM JOIST INSTALLATION ••• • • • • ••• • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Page 18 of 19 NER -608 Table 14 — THDH Joist Hanger 3 Stock Number Steel Ga Hanger Dimensions (in.) Fastener Schedule 1' 2 Allowable Load (Ibf) W H D Header Joist Fc± = 460 IbfM2 Fc1= 625 lbf/in2 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 SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 Ibf /in2 = 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). 16 d COMMON NAIL HEADER JOIST NAILS f Timm. — — HEADER NAILS THDH HANGER (TOP VIEW) JOIST 450 •• ••• • • • • • •• Figure 14.. TalDtilolst E ger • ••••••• • •• ••• •• • • • •• • • • 155 • • •••• •• • ••• • • • • • • • • • • • • • • • •• • • • •• • • • • • • • • • • • • • • ••• • •• • ••• • •• • • • • • ••• • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • . • •• •• • • • •• •• ••• • • • ••• • • Page 19 of 19 NER -608 Table 15 — WAS Post Base Anchor Stock No Steel Ga Dimensions (in.) Fasteners Load Direc. Allowable Loads (Ibf)4.5 Strap Base W1 W2 H L Embed Nail2 Bolt 3 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,, J. 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 SI: 1 inch = 25.4 mm; 1 Ibf = 4.45 N; 1 lbf /in2 = 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 Ibf /in2 (17.2 MPa) at 28 days. 5. Loads for nails and bolts shall not be combined. a a • •• • • • • •• •• • • • • • • •• •••Fignre45* _ WAS Post Base Anchor • • • •• • • • •••• • •• • ••• • • • • • • • • • • • • • • • •• • • • •• • • • • • *THESE DRAWINW'AI FOR I�I4S1•RATIOI,P11l5SES ONLY. THEY ARE NOT INTENDED FOR USE AS CONSTRUCTION DOCUMENTS FOR THE PURPOSE OF DESIGN, FAB- RICATION OR ERECTION. ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 01)04 (43 •• • • • • • •.. •.. • OOOOO • • • •.• . . • . . • .. • • .) • . • . • • • . . •• • • . 5. ••• •• • • . •.• • . . • . • • . . • . • . • . • . • . . . • • . . • . • . • • • . . • • • . • . . • . •. • . . • . •• • • • ••• • •• • ••• • • •.•. • . • . • . . •.•• • • • ..... • • S........ • • •• ••• • . • . • •.. •.• • . • ...... .... t " Florida Building Cede aline Ffara Cce - Okir: SAY1110a.::. rirrn Page 1 of 2 �tflyr� tcy4 sOrpanizaiuon Product Swarch Application View Atochments 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: Ned Help ? 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 from a Product Evaluation Entity Referenced Standards from the Florida Building Code: Section Standard Year 1707.3 ASTM D1761 1988 2314.4.4 ASTM D1761 1988 Evaluation Entity: Quality Assurance Entity: Validation Entity: Date Validated: Authorized Signature: •• • • • • ••• • • • • • • •• • • • • • ••• •• • • • • • • •••• •• • •• • •• •• • • • •• Evaluation/Test RepolQ UNdaded;. • Installation Documents Uploaded: •.• • • • • • • • • • • • • • • • • • • • • • ..• • • National Evaluation Service, Inc. PFS Corporation Product Testing, Inc. • • robert lutz ••• • • • • • • • • • • • • • • ••• • • •.. • • • •.. • • • • • • • ••• erlutz@gibraltarl.com ••PTID_815 T NER- 478.pdf • • • • •.• .. S. dwv.flnridahtiiltlin nro /nr /rr apt] acn9TPT -2 t Sri �i�nn,i Na na1 : v luau. Servie I ce 5203 Leesburg Pike, Suite 600, Falls Church, Virginia 22041 -3401 Phone: 703 /931 -2187 www.nateval.org Fax: 703/931 -6505 INTERNATIONAL CODE COUNCIL T NAL E "HON ' EPORT Rep rt o E= 7_. Re- Issued January 1, 2003 DIVISION 06 ® WOOD ; D P STICS S ction 0 090 ® Wood and PI: stic F stg- sings REPORT HOLDER: UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE MONTGOMERY, MN 56069 WWW.USPCONNECTORS.COM • • • • • • • • EVALUATION SUBJECT: JOIST HANGERS, TRUSS HANGERS, ADJUSTABLE TER CONNECTORS AND SELF - ADJUSTING B " ING CLIPS • • • • • • • • • • •. • • Page 1 of 29 • • • •••• • • Copyie'ghItG>" 2bO3, lilat%nai tvaluat4', *eitice, Inc. This report is limited to the specific product and data and test reports submed Illy 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 a4 f iding er'ot))er'r$1itt& in tOis report or as to any product covered by this report. This disclaimer includes, but is not limitedly, mem hirnntiabiility: Thin report is also subject to the limitation listed herein. .. .. • • • .. .. Page 2 of 29 National Evaluation Report No. NER -478 NATIONAL EVALUATION ERVICE, INC. Copyrtght0 2103... Product Evaluation Listing 1.0 'SUBJECT 2.0 ' PROPERTY FOR WHICH EVALUATION IS SOUGHT Reissued January 1, 2003 back to the NES home page 1.0 St1 . ECT 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 TMP Self- adjusting Bearing Clips 2.0 OPERTY FOR ICH EVALUATION IS SOUL 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 specified: THF, 1% inches (44 mm); HD 115/16 inches (49 mm); THO 13/ inches (44 mm) for 10d nails and 115/16 inches (49 mm) for 16d nails; HHDO 2% inches (60 mm); HDO 115/18 inches (49 mm); THD 115/18 inches (49 mm); SKH 1% Inches (44 mm) for 10d nails and 115/16 Inches (49 mm) for 16d nails; TMU 1 3M inches. 3.2.2 Steel: The THO15950, THO15118, THO17950 and THO17118 and THD28 -2, THD 210 -2, THD48, THD410, and THD412 connectors are fabricated from galvanized steel complying with ASTM A653 CS with a coating designation of G60, 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 galvanized steel complying with ASTM A 653 SS Grade 33 with a coating designation of G60, a minimum yield strength of 33,000 psi (228 MPa) and a minimum tensile strength of 45,000 psi (310 MPa). Minimum material thickness for No. 12 gauge is 0.0994 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 Faatengr4: Cgmngoq wire nails conform to FF- N -105B except that the NA2OD nail Is a 23 IAglj (041n1)Iong 20d nail, the 10d x 11/2 nail is a 10d nail that is 11/2 inches (3a?npigopgiagd fie 4d x 11/2 nails is a 8d nail that is 11/2 inches (38 mm) long' Th 8d X•l% naR all•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 The 20d and NA2OD nail shall have a bending yield strength bf 80p1:p psi :(552k1Pa). : • • • .•••• •.• • • •. ••• ••• . 31 CONNECTORS • • • • 3.3.J.THF Face ,MQlipt.Hanpers: THF series joist hangers are U- shaped conpeciprs up1ip4 su pott Hods and laminated veneer lumber (LVL) members of var usUitijl3s groin 1.2 to 5V4 ;riches (38 to 133 mm). The minimum width of the ••• • • • ••• • • Page 3 of 29 National Evaluation Report No. NER-478 NATIONAL .. Evg..4 TION SERVICE, INC. Copyright© 2003 NES Product Evaluation Listing 1.0 SUBJECT 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT 3.0 DESCRIPTION 4.0 INSTALLATION:'_ 5.0 IDENTIFICATION 6• 0` EVIDENCE SUBMITTED Reissued January 1, 2003 back to the NES home page supporting wood member is 1% inches (44 mm). THE hangers have 2 and 21/ Inch (51 and 64 mm) deep seats with widths varying from VA 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 134 to 5% inches (38 mm to 140 mm). The minimum width of the supporting wood member is 115 /16 inches (49 mm). The HD hangers have 2 and 2% inch (51 and 64 mm) deep seats with widths varying from 19/18 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 4% inches. The minimum width of the supporting wood member is 1% inches (44 mm) where the 10d x 134 nails are prescribed and 116/18. 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 19/18 to 4% inches (40 to 121 mm). The 2 Inch (51 mm) and 23/e inch (60 mm) deep hangers have double ribs on each top flange and some 2% 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 234, 3, and 3% inch (64, 76, and 89 mm) deep seats, and varying heights. Seat widths vary from 31/8 to 5948 inches (79 to 141 mm). NA2OD 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 134 to 7 inches (38 to 178 mm). The minimum width of the supporting wood member is 115/76 inches (49 mm). The HDO hangers have 2, 2%, 3, and 3% Inch (51, 64, 76, and 89 mm) deep seats, with varying heights. Hangers with 2 inch (51 mm) deep seats have a seat width of 59/16 Inches (141 mm), hangers with 2% inch (64 mm) deep seats have seat widths varying from 19/16 to 71/8 Inches (40 to 181 mm), and hangers with 3 and 336 Inch (76 and 89 mm) deep seats have seat widths varying from 1946 to 41148 inches (40 to 119 mm). See Figure 5 and Table 5 for nail schedules, dimensions and allowable loads. 3.3.6 THD Face Mount Truss Hangers: THD series hangers are U- shaped Joist hangers used to support 134 inch (38 mm) wide wood trusses or 1% inch (44 mm) wide LVL. The minimum width of supporting wood elements is 118/76 inches (49 mm). The THD truss hangers have 3 Inch (76 mm) deep seats, 1% inches (41 mm) and 1% to 3% Inches (48 to 92 mm) wide, and varying heights. See Figure 6 and 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 fi&lilierl; 181;44:inghys•(44 mm) where 10d nails are specified and 115/18 inches (49 n vtlere;l jai mils are specified. The skew of the wood member is to be 4ti the:alig° df.4+0 c agrees. SKH hangers have 1% inch (48 mm) deep seats, and varying heights. Seat widths vary from 19/18 to 39/18 inches (40 to 90 mm). SKH hangers have oversized nail holes on the 45 degree side to allow angled • nailing. See'F,Igtill 7 and,TObte 7 for nail schedules, dimensions and allowable . • beds.. . .. . . • . • • • • 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 1% The: rat nanept wIdth of the supporting header Is 1% inches (44 mm). The seat 311 %nclIes fiq ), except for the TMU -48 which has a seat depth of aJneiled per MI: Thy widths vary from 19/18 to 39/16 inches (40 to 90.mm), • Page 4 of 29 National Evaluation Report No. NER -478 NATIONAL EVALUATION sERVICE, INN Copyright© 2003. 1.0 SUBJEC 2.0 PROPERTY FOR. WHICH EVALUATION` 1S. SOUGHT 6.0 EVIDENCE SUBMITTED 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. INSTALLATIN 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 331/3% 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 x 1% nail is 9 gauge wire (0.148 Inch diameter) 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 name and/or USP® trademark, the model number and this National Evaluation Service evaluation report number. 0 EVIDENCE SUBMITTED 6.1 Structural calculations stamped and sealed by Norris Breivik, P.E., dated November 17, 1993. 6.2 Load tests conducted in accordance with the intent of ASTM D1761. The following load test reports issued by Twin City Testing Corporation: HHDO- 210-2, 214-2, 216-2 (414192 - 0122 -3, 11/5/91); THD -26, 28, 210 (414491- 0112, 1/4/91); THD -175, 177, 179 (414190 -0941, 10/15/90);SKH- 1720 -R, 1724 -L (414491 -0112, 12/26/90); SKH- 1520 -L, 1524 -R (414092 -0122, 11/5/91) LBPH -212 (414191 - 0276, 2/26/91); TMU -23 (414190 -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 • • (UpO% (414p92;06683.4i 5/29/92); THD26, 210 (Uplift) (414092 -0683.4, 5/2W92); S (II24, g6; 210 (Uplift) (414092- 0683.4, 5/29/92); TMU26, 25 ( ft; ( #1.052.63.4,.5/29 /92); TMP2 (Uplift) (414092 - 0683.4, 5/29/92); 15O26-2, 28-2 (*41492 -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 : "Chd foltcp4pg0load• est Reports issued by Professional Service Industry Inc.: "** 'THO- 1Y950'2,171g8.2 N21 -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); yKN; 6 38, 310, 312 (721- 96009 -6B, 1/18/91); TMP -175 and 2 1;121 - 96:2 - 4,;1248/900; SKH -24, 26, 28, 210 (721 - 96009 -6A, 1/18/91). • • • • • • • • • • • •• • •• • • • •. • .• ••• • • • ••• • • Page 5 of 29 National Evaluation Report No. NER -478 Product Evaluation 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT. 3.0 DESCRIPTIO 4:0': INSTALLATION 6.0 EVIDENCE SUBMITTED Reissued January 1, 2003 back to the NES home page 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 Arnis L. Kurmis and Denick 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, & THF 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, 16140 -2, 23180, & 35925) in accordance with ASTM D 1761, prepared by Twin City Testing Corporation, Project Number4140 92- 0683.4, dated May 29, 1992, signed by Jeffrey A. Brandt. 6.12 Test report on wood connectors (THO 15925, THO 15925 -2, & THO 23180) in accordance with ASTM D 1761, prepared by Twin City Testing Corporation, Project Number 4140 92- 0683.4, dated May 29, 1992, signed by Jeffrey A. Brandt. 6.13 Test report on wood connectors (THO 15950, THO 15118, THO 17950, & THO 17118) in accordance with ASTM D 1761, prepared by Huntingdon Engineering & Environmental, Inc., Project Number 4140 94-2527, dated September 1, 1994, signed by Amis L. Kurmis and Derrick J. Swanson. 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, • •'siatigd by.Ji frpyA.,BLarndt. • • • • • • • • • • S. • • • • ••• • 6.45 'Test:140 dr3livc cc=grtectors (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, • • • • • • • • . • • • ••••• • ••• • •••S •6.$ 6' Test rspdrt br'wool ppntreetors (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. • S ,anio : • • • . • • • ••• • • • • • . • • • • • • • • ••• ••• • • • • •• • • • ••• • • • • •.. • • Page 6 of 29 National Evaluation Report No. NER -478 NATIONAL EVALUATION SERVICE; INC. Copyright° 2003 1.0 SUBJECT 2.0 PROPERTY FOR WHICH EVALUATION IS. SOUGHT 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 Number 4140 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. 8.24 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 with ASTM D 1761, prepared by Stork/Twin City Testing Corp., Project No. 3018 01- 30642.5, dated September 26, 2001, signed by Scott W. Britzius and 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., Project No. 3018 01- 30942.4, dated September 25, 2001, signed by Scott W. Britzius and Derrick J. Swanson, P.E. 6.27 Test report on wood connectors (HDO Series) in accordance with ASTM D 1761, prepared by Stork/Twin City Testing Corp., Project No. 3018 01- 31031, dated October 18, 2001, signed by Scott W. Britzius and Derrick J. 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. • • • Swenson, P.E. • • .. • • • • • • • • • • • 6+49 Test teppoorCa iltQberconnector Material Strength and Lumber Connector test Ivreimbar Wobd•19ensity, prepared by Stork/Twin City Testing Corp., Project No. 180 - 0435.3, dated August 21, 2000, signed by Scott W. Britzius • • • • • • and Derrick.. Swangon,P.E. • • • • •,Q.3b• Fast r egoit on Wed kpriectors (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 Aarri�k J. ,,Swanson, P.E. • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • •. •• ••• • • • • •• •• • • • ••• • • Page 7 of 29 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT 6.0 "EVIDENCE SUBMITTED Reissued January 1, 2003 back to the NES home page National Evaluation Report No. NER -478 7.0 CONDITI NS OF USE 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, Cm, 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 and qualifications as required by the applicable cede and the professional registration laws of the state where the construction is undertaken. 7.7 In jurisdictions using the International Building Code, load combinations shall be in accordance with Section 1605.3.2 of the code. 7.8 This report is subject to periodic re- examination. For information on the current status of this report, consult the NES Product Evaluation Listing or contact the NES. •• ••• • • • • • • • •• ••• •• • • • •• • • • •• • • • • • • •••• • •• • • • • • • • • ••• • • ••• • •• • • • • • • • • •• • • • • • • • •• • ••• ••• • • • • • • • • • • • • • •• •• ••• • • •• •. ••• • • • • • • •• •• .. • • • ••• • • • • • • • • • • • • • •• •• TABLE 1 - THE SERIES STOCK NO. STEEL GAUGE DIMENSIONS (in) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Header Joist F.,. = 460 psi Fal = 625 psi Uplift W H D Qty - Type Qty - Type 100% 115% 125% 100% 115% 125% 133% 160% THE 15925 18 1%z 9'/18 2 8 - 10d 2 - 10d x 1' /z 895 1030 1120 895 1030 1120 245 280 12 -10d 2 -10d x11/2 1345 1545 1610 1345 1545 1680 245 280 THF 15112 18 1' /a 11'!18 2 8 - 10d 2 - 10d x 11/4 895 1030 1120 895 1030 1120 245 280 16 - 10d 2 -10d x 1' /a 1565 1590 1610 1795 2060 2105 245 280 THF 15140 18 11/4 13'/a 2 12 -10d 2 -10d x 1' /a 1345 1545 1610 1345 1545 1680 245 280 20 -10d 2 -10d x 1' /a 1565 1590 1610 2060 2085 2105 245 280 T_-IF•15925 -2 16 31A1 018 TA 12 -10d 6 -10d 1350 1555 1690 1350 1555 1690 900 1080 TNF•151121 . •.16 31/8 1013/18 21/4 14 - 10d 6 -10d 1575 1810 1970 1575 1810 1970 900 1080 145140 -2' 12 31/2 12% 21/4 18 - 10d 6 - 10d 2135 2455 2615 2135 2455 2670 950 1140 • • THE 16925" • • • . •• • • • • • Y8 • • . 1% 9 2 8 - 10d 2 - 10d x VA 895 1030 1120 895 1030 1120 245 280 12 -10d 2 -10d x11/2 1345 1545 1680 1345 1545 1680 245 280 .. •"••• '•rj-iP16112�••••18 • •• •!••• • 1% 11 2 8 - 10d 2 - 10d x 1'/ 895 1030 1120 895 1030 1120 245 280 16 - 10d 2 - 10d x 1' /a 1680 1705 1725 1795 2060 2240 245 280 • ••B••• THF 1614Q • ; • J8 1% 137/18 2 12 -10d 2 -10d x11/2 1345 1545 1680 1345 1545 1680 245 280 20 - 10d 2 - 10d x 1% 1680 1705 1725 2215 2245 2260 245 280 TIFIF 1692522 • V 6 3% 91/18 2% 12 -10d 6 -10d 1350 1555 1690 1350 1555 1690 900 1080 THE 16112 -2 16 3% 10% 2' /z 14 -10d 6 -10d 1575 1810 1970 1575 1810 1970 900 1080 THE 16140 -2 12 3% 12% 2% 18 -10d 6 -10d 2135 2455 2670 2135 2455 2670 950 1140 THE 17925 18 13/4 $16/18 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 17112 18 13/4 1016 /18 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 THF 17140 18 1% 13% 2 12 -10d 2 - 10d x 1% 1345 1545 1680 1345 1545 1680 245 280 20 -10d 2 -10d x 1' /a 1795 1820 1840 2240 2400 2415 245 280 THE 17157 18 113/18 15% 3' /a 24 - 10d 2 - 10d x 11/4 2290 2290. 2290 2290 2290 2290 245 280 THE 17925 -2 16 3% 88/18 2'/a 12 -10d 6 -10d 1350 1555 1690 1350 1555 1690 900 1080 THE 17112 -2 16 3% 108/18 2% 14 -10d 6 -10d 1575 1810 1970 1575 1810 1970 900 1080 THE 17140 -2 12 3% 12% 2% 20 -10d 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 • • • Table 1 continued on next page. 81b-213N ON podeN uopenleA3 IeuopeN - THE SERIES - CONTINUED STOCK NO. STEEL GAUGE DIMENSIONS (in) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Header Joist F. = 460 psi Fat = 625 psi Uplift W H D Qty - Type Qty - Type 100% 115% 125% 100% 115% 125% 133% 160% TH F20925 18 2 8'!g 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 1% 1795 2050 2070 1795 2060 2240 245 280 THF20140 18 2 131 2 12 - 10d 2 - 10d x 1% 1345 1545 1680 1345 1545 1680 245 280 20 - 10d 2 - 10d x 1% 2025 2050 2070 2240 2470 2470 245 280 THFr20925 -2 16 41/8 811/18 2% 12 - lad 6 -10d 1350 1555 1690 1350 1555 1690 900 1080 TH 'f+2011 12-•2 • 16, • 41!8 11 2% 16 - 10d 6 - 10d 1800 2070 2250 1800 2070 2250 900 1080 TH42d114142 .016 4% 13% 2% 20 -10d 6 -10d 2250 2590 2815 2250 2590 2815 900 1080 THE x,3925 • l • 2g /1g 93 /18 2%z 12 - 10d 2 - 10d x 1% 1345 1545 1680 1345 1545 1680 175 175 THE 23100 ,l •. 25/18 93/18 2% 12 - 10d 2 - 10d x 1% 1345 1545 1680 1345 1545 1680 245 295 THl23112 :014•• 25/18 113/18 2% 14 -lad 2 -10d x 1% 1570 1805 1960 1570 1805 1960 245 295 TM: 2810 •:V •• 2g /�s 13% 2% 18 -10d 2 -10d x 1% 2025 2330 2535 2025 2330 2535 245 295 THE 23160 •. „,ii,, 25/18 158/18 2% 22 -10d 2 -10d x 1% 2475 2850 2890 2475 2850 3035 245 295 TI3•23180 • • 48 • • 2548 17% 2% 24 -10d 8 -10d x 1% 2700 3105 3375 2700 3105 3375 975 1170 THF,4392% -2 :.18• • 4% 8% 2% 14 -10d 6 - 10d 1575 1810 1970 1575 1810 1970 900 1080 TI- h23ldb -2 16 ' 4% 10 2% 14- 10d 6 -10d 1575 1810 1970 1575 1810 1970 900 1080 THE 23112 -2 16 4% 1011/16 2% 16 -10d 6 -10d 1800 2070 2250 1800 2070 2250 900 1080 THF 23118 -2 16 4% 1011/18 2% 16- 10d 6 - 10d 1800 2070 2250 1800 2070 2250 900 1080 THE 23140 -2 12 4% 135 /,8 2% 20 - 10d 6 - 10d 2370 2730 2965 2370 2730 2965 950 1140 THE 23160 -2 12 4% 1516/16 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 THE 25112 18 2% 11% 2% 14 -10d 2 -10d x 1% 1570 1805 1960 1570 1805 1960 245 295 THF 25120 18 2% 111/8 2% 14- 10d 2 -10d x 1% 1570 1805 1960 1570 1805 1960 245 295 THE 25130 16 2% 12% 2% 18- 10d 2 -10d x 1% 2025 2280 2280 2025 2280 2280 245 295 THF 25140 16 2% 13/8 2% 18 -10d 2 -10d x 1% 2025 2330 2535 2025 2330 2535 245 295 THF 25160 16 2% 15% 2% 22 -10d 2 -10d x 1% 2475 2850 3035 2475 2850 3035 245 295 Table 1 continued on next page. National Evaluation Report No. NER -478 - THE SERIES - CONTINUED STOCK NO. STEEL GAUGE DIMENSIONS (In) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Header Joist F0 = 460 psi F„ = 625 psi Uplift W H D Qty I Type Qty -Type 100% 115% 125% 100% 115% 125% 133% 160% THE 25925 -2 16 51/2 018 21/a 12 -10d 6 -10d 1350 1555 1690 1350 1555 1690 900 1080 THE 25112 -2 16 51/6 107/16 2% 16 -10d 6 -10d 1800 2070 2250 1800 2070 2250 900 1080 THE 25140 -2 12 51/8 131/16 21/2 20 -10d 6 -10d 2370 2730 2965 2370 2730 2965 950 1140 THE 25160 -2 12 51/6 15% 21 24 -10d 6 -10d 2845 3275 3560 2845 3275 3560 950 1140 THE 26925 18 2% 91/18 2% 12 - lad 2 -10d x 1% 1345 1545 1680 1345 1545 1680 175 175 THE 26112 18 2% 111/16 2% 14 -10d 2- 10d x 1% 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 TI- F 261 QQ: • • 16 • a% 157/16 2% 22 -10d 2 -10d x 1% 2475 2850 3035 2475 2850 3035 245 295 •THF 26922 4). 16 . • 54 86 /16 2% 12 -10d 6 -10d 1350 1555 1690 1350 1555 1690 900 1080 'til 26112 -f' • 16 : . 518 106/18 2% 16 -10d 6 -10d 1800 2070 2250 1800 2070 2250 900 1080 .141E 2614Q -2 • 12 • .N8 1216/18 2% 20 -10d 6 -10d 2370 2730 2965 2370 2730 2965 950 1140 •!•IF 261604 • . 12 : •: fiIe a 15% 2% 24 -10d 6 -lad 2845 3275 3560 2845 3275 3560 950 1140 • i'FMF 3592r • i 18 . **TA 8% 2' /a 12 - 10d 2 - 10d 1345 1545 1680 1345 1545 1680 245 245 • •TIF 35112 • 18 • • , • Q(a 10% 2% 16 -10d 2 - 10d 1795 2060 2240 1795 2060 2240 245 245 •IMF 35146 16 • • +. 64 1216/18 2% 20 -10d 2 -10d 2250 2590 2815 2250 2590 2815 245 245 • THE 351$7 ' ' 16 ; .' 3 4 15 2% 22 - 10d 2 - 10d 2475 2850 3095 2475 2850 3095 245 245 THE 3516§.. • 16 31/2 166/16 2% 24 -10d 8 -10d 2700 3105 3375 2700 3105 3375 1200 1295 0 0 National Evaluation Report No. NER -478 • • ••• • ••• • ••• • • • ••• - HD SERIES 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 26 14 19/16 3% 2 4 -16d 2 -10d x1% 545 625 680 545 625 680 255 290 HD 28 14 1948 5% 2 8 -16d 4 -10d x1% 1090 1250 1360 1090 1250 1360 510 615 HD 210 14 19/18 73/18 2 12 -16d 4 -10d x1% 1630 1820 1860 1630 1875 2040 510 615 HD 212 14 19/,8 9% 2 16 -16d 6 -10d x1% 1955 2040 2100 2175 2500 2595 770 920 HD 214 14 19/18 11% 2 20 -16d 6 -10d x1% 1955 2040 2100 2450 2535 2595 770 920 HD 216 14 19/18 13% 2 24 - 16d 8 - 10d X11 /2 2150 2265 2340 2645 2760 2835 1025 1065 HD 24.2' , 14 31/2 3% 2% 4 -16d 2 -10d 545 625 680 545 625 680 305 320 • • • HD 22+ • ;14 31/8 51/6 21/ 12 - 16d 6 -10d 1630 1875 2040 1630 1875 2040 910 1095 • • HD X1-8.2 • • • 14 31/8 71/2 2% 14 - 16d 6 -10d 1905 2190 2380 1905 2190 2380 910 1095 HD 21C-2 •14 • • 31/2 9 2% 18 -16d 10 -10d 2450 2815 3060 2450 2815 3060 1520 1825 • HD L1?- Z, • :1v • • 31/a 11 2% 22 - 16d 10 - 10d 2990 3440 3740 2990 3440 3740 1520 1825 • HD 2 44-2 • .44 ... 31/a 13 2% 24 -16d 10 -10d 3265 3755 4080 3265 3755 4080 1520 1825 HD 216-2'. 14 " 31/8 15 2% 26 -16d 12 -10d 3535 4065 4420 3535 4065 4420 1825 2190 • H13g.6 -3 •11 • • • 4% 4% 2% 12 - 16d 6 -10d 1630 1875 2040 1630 1875 2040 910 1095 HD•28 3 • • • 14 • • 4% 63/ 2% 12 -16d 6 -10d 1630 1875 2040 1630 1875 2040 910 1095 ' HD ri036. • • 14 • 4% 8% 2% 18 -16d 12 -10d 2450 2815 3060 2450 2815 3060 1825 2190 HD 211-3 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% 141/6 2% 26 -16d 12 -10d 3535 4065 4420 3535 4065 4420 1825 2190 HD 34 14 29/18 3 2 4 - 16d 2 - 10d x1% 545 625 680 545 625 680 255 290 HD 36 14 29/18 43/4 2 8 -16d 4 -10d x11/2 1090 1250 1360 1090 1250 1360 510 615 HD 38 14 2948 63/4 2 12 -16d 4 -10d x1% 1630 1875 2040 1630 1875 2040 510 615 HD 310 14 29/16 77/16 2% 14 - 16d 6 - 10d x11/2 1905 2190 2380 1905 2190 2380 770 920 HD 312 14 29/16 95/18 2% 16 - 16d 10 -10d x11 /a 2175 2500 2720 2175 2500 2720 1065 1065 HD 314 14 29/16 115/16 2% 20 -16d 10 -10d x11/2 2720 3130 3400 2720 3130 3400 1065 1065 HD 316 14 29/10 135/18 2% 24 - 16d 10 -10d x1% 3265 3755 4075 3265 3755 4080 1065 1065 1 Minimum header thickness shall be 115/18 inches. Table 2 continued on next page. 6Z in H. abed National Evaluation Report No. NER-478 ••• • • • •.. •• • •• • •.. • TABLE 2 - HD SERIES- CONTINUED 1 Minimum header thickness shall be 11548 inches. Table 2 continued on next page. 6Z to ZL efed National Evaluation Report No. NER -478 STOCK NO. STEEL GAUGE` DIMENSIONS (In) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Header' I Joist FC1= 460 psi Fal = 625 psi Uplift W H D Qty - Type Qty - Type 100% 115% 125% 100% 115% 125% 133% 160% HD 38-2 14 51/a 6% 2% 14 -16d 6 -10d 1905 2190 2380 1905 2190 2380 910 1095 HD 310-2 14 51/8 8 2% 18 -16d 10 -10d 2450 2815 3060 2450 2815 3060 1520 1825 HD 312 -2 14 51/4 1 2% 22 -16d 10 -10d 2990 3440 3740 2990 3440 3740 1520 1825 HD 44 14 39/16 36/18 2% 4 - 16d 2 - 10d 545 625 680 545 625 680 305 320 HD 46 14 39/18 47648 2% 12 -16d 6 -10d 1630 1875 2040 1630 1875 2040 910 1095 HD 48 14 39/18 6% 2% 14 -16d 6 -10d 1905 2190 2380 1905 2190 2380 910 1095 HD 410 14 39/18 813/18 2% 18 - 16d 10 - 10d 2450 2815 3060 2450 2815 3060 1520 1825 HD 412 . 14 39/18 1013/18 2% 22 - 16d 10- 10d 2990 3440 3740 2990 3440 3740 1520 1825 • HD;413 . • .14 .., 39/18 1213/18 2% 24 - 16d 10 -10d 3265 3755 4080 3265 3755 4080 1520 1825 HD.416• • • •• 1• 39/18 1413/16 2% 26 - 16d 12 - 10d 3535 4065 4420 3535 4065 4420 1825 2190 • • HD 4i ' • :14. 39/18 16% 2% 28 -16d 8 -10d 3810 4380 4570 3810 4380 4570 1215 1425 • • HQ 66.. 1,4 . 5% 316/18 2% 12 -16d 6 -10d 1630 1875 2040 1630 1875 2040 910 1095 • • HD 680 • • •1� • •', 5% 516/16 2% 14 -16d 6 -10d 1905 2190 2380 1905 2190 2380 910 1095 • • • HD•6�'r6 : . .. • .'r - 5% 713/18 2% 18 -16d 10 -10d 2450 2815 3060 2450 2815 3060 1520 1825 • • HD 61,2 •••• .1t1 .. 5' /Z 913/18 2% 22 -16d 10 -10d 2990 3440 3740 2990 3440 3740 1520 1825 • • HE 61,4 •14$ • • 5% 1113/18 2% 24 -16d 10 -10d 3265 3755 4080 3265 3755 4080 1520 1825 HD•61 e • • :14 •' 5% 1313/1; 2% 26 -16d 12 -10d 3535 4065 4420 3535 4065 4420 1825 2190 HD•1J70. • 14 113/18 7% 2 14 -16d 4 -10d x1% 1905 2050 2090 1905 2190 2335 510 615 HD 17925 14 113/16 9% 2 18 - 16d 6 - 10d x1% 2185 2270 2330 2450 2775 2775 770 920 HD 17112 14 113/16 113/4 2 22 -16d 6 -10d x1% 2185 2270 2330 2765 2850 2910 770 920 HD 1714 14 113/14 136/18 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%4 2450 2775 2775 2450 2775 2775 770 920 HD 27112 14 23/4 10% 2 22 -16d 6 -10d xl % 2990 3135 3195 2990 3440 3610 770 920 HD 2714 14 2% 12% 2 26 -16d 8 -10d xl % 3240 3355 3435 3535 3610 3610 1025 1065 HD 32105 14 3% 915/16 2% 22 -16d 10 -10d 2290 3440 3740 2990 3440 3740 1520 1825 !' HD 3212 14 3% 11% 2% 24 -16d 10 -10d 3265 3755 4080 3265 3755 4080 1520 1825 HD 5112 14 5% V46 2% 22 -16d 10 - 10d 2290 3440 3740 2990 3440 3740 1520 1825 HD 51135 14 5% 1215/14 2% 26 -16d 12 -lad 3535 4062 4420 3535 4065 4420 1825 2190 1 Minimum header thickness shall be 11548 inches. Table 2 continued on next page. 6Z to ZL efed National Evaluation Report No. NER -478 STOCK NO. STEEL GAUGE DIMENSIONS (in) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Header Joist FQl = 460 psi Fcl 625 psi Uplift Upli W H D Qty - Type City - Type 100% 115% 125% 100% 115% 125% 133% 160% HD 5210 14 5% 77/8 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 5% 11% 2% 24 -16d 10 -10d 3265 3755 4080 3265 3755 4080 1520 1825 HD 5216 14 5% 137/8 2% 30 - 16d 12 - 10d 4080 4570 4570 4080 4570 4570 1825 2190 1 Minimum header thickness shall be 11548 Inches. • •• • • • • • ••• • • •• • • • •... • • • . •••• • • • • • • • • S. • • • •••• • • • • •• • • S. • •••• • • • • • • • •• • .••• S. • • • . • • • ••• • • • • • • .••• • • • az tD tO tO National Evaluation Report No. NER -478 • ... • ••• • • ... • •... • ..•. • TABLE 3 - THO SERIES STOCK NO. STEEL GA. DIMENSIONS (In) FASTENER SCHEDULE ALLOWABLE LOADS (ibs) Header Joist F0 = 460 psi F0 = 625 psi Uplift W H D TF Top Face Type Qty -Type 100% 115% 125% 100% 115% 125% 133% 160% THO 15925 18 19/18 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 19/18 11% 2 17/16 4 2 10dxl % 2- 10dx11A 985 1010 1030 1030 1030 1030 230 230 THO 15118 18 1% 11% 2 19/18 4 2 10dx1' /a 2- 10dxl' 1205 1205 1205 1205 1205 1205 135 135 THO 15120 16 19/18 12 2 19/18 4 2 10dxl% 2- 10dx1'A 1030 1030 1030 1030 1030 1030 230 230 THO ':51 17• 16 19118 14 2% 1% 4 6 10dx1' /z , 2 -10dxl % 1030 1030 1030 1030 1030 1030 230 230 THO 15 %2,k-i 19 • • .31/18 9% 2% 1% 4 6 16d 6 - 10d 2045 2165 2245 2490 2500 2500 905 1085 WHO 1g950,2* 16 3Y18 9% 2% 1% 4 6 16d 6 - 10d 2045 2165 2245 2490 2500 2500 905 1085 THO 15112-2 18' • • • •31I18 11% 2% 1948 4 6 16d 6-10d 2080 2200 2280 2535 2535 2535 905 1085 THO Arta* 16 , , ' /18 11% 2% 1% 4 6 16d 6 -10d 2030 2150 2230 2465 2535 2535 905 1085 WHO 15420 -2. 16 .• •31/16 12 2% 2 4 6 16d 6 -10d 2415 2535 2535 2535 2535 2535 905 1085 rHO 15140 -2• 12 • • •31/18 14 3 21/6 4 6 16d 6 - 10d 2535 2535 2535 2535 2535 2535 950 1140 • THO 1Q925 18 : i •1"/18 9% 2 1% 4 2 10dxl' 2- 10dxl' 1005 1005 1005 1005 1005 1005 230 230 THO i6g506 . 18 .111/16 9% 2 1% 4 2 10dx1 %a 2- 10dxl' 1005 1005 1005 1005 1005 1005 230 230 • THO OM. . 16 • 1111/16 11% 2 1% 4 2 10dx1' /z 2 -10dxl % 1030 1030 1030 1030 1030 1030 230 230 THO 16118 16 1 "116 11% 2 1% 4 2 10dxl' 2 -10dxl % 1030 1030 1030 1030 1030 1030 230 230 THO 16120 16 11146 12 2 1% 4 2 10dxl % 2 -10dxl % 1030 1030 1030 1030 1030 1030 230 230 THO 16140 16 11146 14 3 1% 4 6 10dxl % 2- 10dxl' 1030 1030 1030 1030 1030 1030 230 230 THO 16925 -2 16 3946 9% 2% 1% 4 6 16d 6 - 10d 2045 2165 2245 2490 2500 2500 905 1085 THO 16950 -2 16 36/16 9% 2% 1% 4 6 16d 6 - 10d 2045 2165 2245 2490 2500 2500 905 1085 THO 16112 -2 16 3646 11% 2% 19/16 4 6 16d 6 -10d 2080 2200 2280 2535 2535 2535 905 1085 THO 16118 -2 16 38 /18 11% 2% 19/18 4 6 16d 6 - 10d 2080 2200 2280 2535 2535 2535 905 1085 THO 16120 -2 16 36/18 12 2% 1% 4 6 16d 6 -10d 1870 1990 2070 2250 2370 2450 905 1085 THO 16140 -2 12 36/18 14 3 1% 4 6 16d 6 -10d 2535 2535 2535 2535 2535 2535 950 1140 Table 3 continued on next page. 9L1►1:13N °0N podea uonenlen3 leuoj ;eN TABLE 3 - THO SERIES - CONTINUED STOCK NO. STEEL GA. DIMENSIONS (in) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Header Joist Fa,. = 460 psi F0 = 625 psi Uplift W H D TF Top Face Type Qty -Type 100% 115% 125% 100% 115% 125% 133% 160% THO 17925 18 113/19 9% 2 13/18 4 2 10dx1% 2- 10dx1% 995 995 995 995 995 995 230 230 THO 17950 18 1% 9% 2 1% 4 2 10dx1% 2- 10dx1% 1260 1260 1260 1260 1260 1260 140 140 THO 17112 16 113/10 11% 2 1948 4 2 10dx1% 2- 10dx1% 1090 1100 1100 1100 1100 1100 230 230 THO 17118 18 1% 117/8 2 19/16 4 2 10dx1% 2-10dx1% 1305 1305 1305 1305 1305 1305 175 175 THO 17140 16 113/16 14 3 1% 4 6 10dxl% 2- 10dx1% 1760 1760 1760 1760 1760 1760 230 230 THO 17$0. • • 16 113/18 16 3 18/8 4 6 10dx1% 2- 10dx1'% 1760 1760 1760 1760 1760 1760 230 230 1143 17924 -2, 16 • , • ha 9% 23/e 1% 4 6 16d 6 - 10d 2045 2165 2245 2490 2610 2665 905 1085 411-10 179534* • 16 ■ 318 9% 2% 19/18 4 6 16d 6 - 10d 2095 2215 2295 2555 2665 2665 905 1085 alp 17112 -2 16 • ' • We 11% 2% 19/16 4 6 16d 6 - 10d 2080 2200 2280 2535 2660 2700 905 1085 OHO 17114-2: • 16 ;,,;4,9/ 6 117/8 2% 19/16 4 6 16d 6 -10d 1945 2070 2150 2355 2475 2555 905 1085 'N-f0 17108.'2• : 12 ••••311.16 14 3 115/18 4 6 16d 6 -10d 2995 3125 3205 3700 3700 3700 950 1140 :1440 17166 -2 • 12 ' • •39/16 16 3 115/18 4 6 16d 6 - 10d 2995 3125 3205 3700 3700 3700 950 1140 • .J1-10 209 §0 18 • : .... •?+1 1 ; 6 9% 2 2 4 2 10dx1% 2-10dx1% 1030 1030 1030 1030 1030 1030 230 230 THO 20 ;18 • • 18 • •11/18 11% 2 2 4 2 10dx1'Az 2- 10dx1% 1030 1030 1030 1030 1030 1030 230 230 • •I!-10 20a4d • • 18 •' 2 14 2% 2 4 6 10dx1% 2-10dx1% 1760 1760 1760 1760 1760 1760 230 230 v. THO 20160 18 2 16 2% 2 4 6 10dx1% 2-10dx1% 1760 1760 1760 1760 1760 1760 230 230 THO 20950 -2 16 41/18 9% 3 21/18 4 6 16d 6 - 10d 2665 2665 2665 2665 2665 2665 905 1085 THO 20118 -2 16 41/16 117/a 3 21/76 4 6 16d 6 - 10d 2700 2700 2700 2700 2700 2700 905 1085 THO 20140 -2 12 41/18 14 3 2 4 6 16d 6 - 10d 3085 3210 3295 3700 3700 3700 950 1140 THO 20160 -2 12 41/18 16 3 2 4 6 16d 6 -10d 3085 3210 3295 3700 3700 3700 950 1140 Table 3 continued on next page. 6Z le 91 e6ed National Evaluation Report No. NER -478 • ••• • ••• • • • •.• • •• • ••• • •.• • • • ••• TABLE 3 - THO SERIES - CONTINUED STOCK NO. STEEL GA. DIMENSIONS (in) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Header Joist FQL = 460 psi F,,,12: 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% 2- 10dx1% 1625 1625 1625 1625 1625 1625 245 295 THO 23950 18 2% 9% 2% 1% 4 6 10dx1% 2 -10dxl % 1625 1625 1625 1625 1625 1625 245 295 THO 23100 18 2% 10 2% 1% 4 6 10dx1% 2 -10dxl % 1625 1625 1625 1625 1625 1625 245 295 THO 23112 16 2% 11% 2% 17 4 6 10dx1% 2- 10dx1'/ 1835 1835 1835 1835 1835 1835 245 295 THO 23118 16 2% 11% 2% 1% 4 6 10dx1% 2- 10dxl% 1835 1835 1835 1835 1835 1835 ''!!!! 245 295 •THO za0. 16. • • 2% 12 2% 1% 4 6 10dx1% 2-10dx1% 1835 1835 1835 1835 1835 1835 245 295 'THO 2,3940' 18 • 42% 14 2% 2 4 8 10dx1% 2- 10dxl% 2375 2485 2560 2715 2715 2715 245 265 THO 231666 18: ?% 16 2% 2 4 8 10dx1% 2 -10dx1 % 2375 2485 2560 2715 2715 2715 245 265 • •THO 231814 18 • .2% 18 23/8 2 4 10 10dx1% 2 -10dx1 % 2560 2685 2685 2685 2685 2685 245 265 ••THO 23200' 1 & • • €€% 20 2% 2 4 10 10dx1% 2-10dx1% 2560 2685 2685 2685 2685 2685 ' 245 265 THO 239251: 12: .44% 9% 3 2%6 ! 4 6 16d 6 -10d 3005 3130 3215 3665 3665 3665 950 1140 ' NO 23950 -2 12. • ..4% 9% 3 2 4 6 16d 6 -10d 2895 3025 3105. 3635 3665 3665 950 1140 THO 2'0'Pt 0-2 12 •; • • •A4% 10 3 2% 4 6 16d 6-10d 3155 3280 3365 3665 3665 3665 950 1140 � THO 2511/4. 12 • • 3% 11% 3 2% 4 6 16d 6 -10d 3255 3380 3465 3665 3665 3665 950 1140 THO 2311 4-2• 12 4% 11% 3 21/a 4 6 16d 6 -10d 3255 3380 3465 3665 3665 3665 950 1140 THO 23120 -2 12 4% 12 3 21/a 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 21/a 4 10 16d 6 - 10d 3815 4025 4165 4685 4895 5035 `` 950 1140 THO 23200 -2 12 4% 20 3 2% 4 10 16d 6 -10d 3815 4025 4165 4685 4895 5035 '';, 950 1140 Table 3 continued on next page. 9L171I3N ON podeb uonenleA3 leuol;eN T LE 3 - THO SERIES - CONTINUED 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 25925 18 29/18 9% 2% 1% 4 ' 6 10dxl % 2 -10dxl %a 1625 1625 1625 1625 1625 1625 245 295 THO 25938 18 29118 9% 2% 21/a 4 6 10dx1 %a 2 -10dxl %a 1625 1625 1625 1625 1625 1625 245 295 THO 25950 18 2946 9% 2% 116/76 4 6 10dxl1/a 2- 10dx11/a 1625 1625 1625 1625 1625 1625 245 295 THO 25100 16 2948 10 2% 2348 4 6 10dx11/a 2 -10dxl %a 1625 1625 1625 1625 1625 1625 245 295 THO 25110 16 2948 11 2% 1% 4 6 10dx11/a 2- 10dxl% 1625 1625 1625 1625 1625 1625 245 295 THO 25112 16 2948 11% 2% 1% 4 6 10dx11/a 2- 10dx11/a 1835 1835 1835 1835 1835 1835 245 295 THO 25115 16 2948 11% 2% 2% 4 6 10dxl % 2 -10dxl % 1835 1835 1835 1835 1835 1835 245 295 THO 25118 16 29/16 11% 2% 115/16 4 6 10dxl % 2 -10dxl % 1835 1835 1835 1835 1835 1835 245 295 THO 25120 . 16 29/16 12 2% 115/18 4 6 10dx1% 2- 10dx1% 1835 1835 1835 1835 1835 1835 245 295 •Tf O 251!5 • • • 16 • filo 12% 2% 2 4 6 10dxl % 2- 10dx11/a 1835 1835 1835 1835 1835 1835 245 295 TF1O 25198 • • • 16 • 29/. 13 2% 17/8 4 6 10dx1 %a 2 -10dxl % 1835 1835 1835 1835 1835 1835 245 295 . THO 25140, 18 • :2 ( 14 2% 2 4 8 10dx11/a 2- 10dxl% 2375 2485 2560 2715 2715 2715 245 265 • 0181-40 251 #2• • • 18 • • ri'8 14% 2% 1% 4 8 10dxl% 2- 10dx11/a 2140 2255 2325 2645 2715 2715 245 265 • 110 25168 ' • - 18 • • M•6 16 2% 2 4 8 10dx1 % 2 -10dxl % 2375 2485 2560 2715 2715 2715 245 265 TE-10 2518■ . 7, 18 • •. 24 18 2% 2 4 10 10dxl %a 2- 10dx11/a 2560 2685 2685 2685 2685 2685 245 265 1110 25200• 18 • • : Ls/1■6 20 2% 2 4 10 10dxl % 2 -10dxl % 2560 2685 2685 2685 2685 2685 245 265 •fHo 2592x2 12 • • •5'1 91/. 3 211/16 4 6 16d 6 - 10d 3555 3665 3665 3665 3665 3665 950 1140 •1161p 25950a • 12 ' . • 514 9% 3 2% 4 6 16d 6 - 10d 2935 3060 3145 3665 3665 3665 950 1140 THO 2510022 • I' 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 51/a 11% 3 2 4 6 16d 6 -lad 3085 3210 3295 3665 3665 3665 950 1140 THO 25118 -2 12 5% 11% 3 2% 4 6 16d 6 -lad 3255 3380 3465 3665 3665 3665 950 1140 THO 25120 -2 12 5% 12 3 21/6 4 6 16d 6 -10d 3255 3380 3465 3665 3665 3665 950 1140 THO 25125 -2 12 5% 12% 3 25/16 4 6 16d 6 -10d 3515 3640 3665 3665 3665 3665 950 1140 THO 25140 -2 12 5% 14 3 2% 4 8 16d 6 -10d 3535 3705 3815 4405 4450 4450 950 1140 THO 25160 -2 12 51/8 16 3 2% 4 8 16d 6 -10d 3535 3705 3815 4405 4450 4450 950 1140 THO 25180 -2 12 5% 18 3 2% 4 10 16d 6 -10d 3815 4025 4165 4685 4895 5035 950 1140 THO 25200 -2 12 5% 20 3 2% 4 10 16d 6 -10d 3815 4025 4165 4685 4895 5035 950 1140 Table 3 continued on next page. National Evaluation Report No. NER -478 LE 3 - THO SERIES - CONTINUED STOCK NO. STEEL GA. DIMENSIONS (in) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Header Joist F, = 460 psi F0 = 625 psi Uplift W H D TF Top Face Type Qty - Type 100% 115% 125% 100% 115% 125% 133% 160% THO 26925 18 211/16 9% 2% 1 15/18 4 6 10dx1% 2-10dx1% 1625 1625 1625 1625 1625 1625 245 295 THO 26950 18 211/16 9% 2% 115/18 4 6 10dx1% 2-10dx1% 1625 1625 1625 1625 1625 1625 245 295 THO 26100 18 211115 10 2% 115/16 4 6 10dx1% 2- 10dx1% 1625 1625 1625 1625 1625 1625 245 295 THO 26112 16 211/18 11% 2% 11s/18 4 6 10dx1% 2- 10dx1% 1835 1835 1835 1835 1835 1835 245 295 THO 26118 16 211/1, 111/2 2% 2 4 6 10dx1% 2 -10dxl % 1835 1835 1835 1835 1835 1835 245 295 THO 26120 16 211/16 12 2% 115/12 4 6 10dx1% 2- 10dx11/z 1835 1835 1835 1835 1835 1835 245 295 THO 26140 18 21148 14 2% 2 4 8 10dx1% 2 -10dxl % 2375 2485 2560 2715 2715 2715 245 265 THO 2626©' : • 18 21148 16 2% 2 4 8 10dx1% 2-10dx1% 2375 2485 2560 2715 2715 2715 245 265 "1110 261N • , 18 ' 62114, 18 2% 2 4 10 10dx1% 2-10dx1% 2560 2685 2685 2685 2685 2685 245 265 • 91-10 26260 •' 18 : ,,211/1 8 20 2% 2 4 10 10dx1% 2- 10dx1% 2560 2685 2685 2685 2685 2685 245 265 THO 26925-•2 12 ' : ' .5'9 %2 9% 3 21/2 4 6 16d 6 - 10d 2935 3060 3145 3665 3665 3665 950 1140 .1110 269901. , ' 12 : • • 9% 3 2% 4 6 16d 6 - 10d 3280 3405 3490 3665 3665 3665 950 1140 411110 261Q0'2, : 12 .■ •'95 /p 10 3 21/18 4 6 16d 6 - 10d 3170 3295 3380 3665 3665 3665 950 1140 •l 0 2611/-.2 ' ' 12 : "53/2 11% 3 21/a 4 6 16d 6 - 10d 3255 3380 3465 3665 3665 3665 950 1140 .1140 261J13-2 12 ., • ;.434 111 3 21/2 4 6 16d 6 -10d 3255 3380 3465 I 3665 3665 3665 950 1140 THO 26120 2' • 12 : • •8% 12 3 21/18 4 6 16d 6 -10d 3170 3295 3380 3665 3665 3665 950 1140 WO 261471 • 12 ' 54 14 3 21/8 4 8 16d 6 -10d 3535 3705 3815 4405 4450 4450 950 1140 THO 26160 -2 12 5% 16 3 21/8 4 8 16d 6 -10d 3535 3705 3815 4405 4450 4450 950 1140 THO 26180 -2 12 5% 18 3 21/8 4 10 16d 6 -10d 3815 4025 4165 4685 4895 5035 950 1140 THO 26200 -2 12 5% 20 3 21/a 4 10 16d 6 -10d 3815 4025 4165 4685 4895 5035 950 1140 Table 3 continued on next page. National Evaluation Report No NER -478 TABLE 3 - THO SERIES - CONTINUED • STOCK NO. STEEL GA. DIMENSIONS (in) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Header Joist F„• = 460 psi Fal = 625 psi Uplift W H D TF Top Face Type Qty - Type 100% 115% 125% 100% 115% 125% 133% 160% THO 35925 16 39/78 9% 2% 2% 4 6 1011x1% 2-10dx1% 2050 2050 2050 2050 2050 2050 245 295 THO 35938 16 39/18 9% 2% 29/18 4 6 10dx1% 2 -106x1 % 2050 2050 2050 2050 2050 2050 245 295 THO 35950 16 39/18 9% 2% 27/1E 4 6 10dx1% 2- 10dx1% 2050 2050 2050 2050 2050 2050 245 295 THO 35100 16 39/18 10 2% 2% 4 6 10dx1% 2- 10dx11,12 2050 2050 2050 2050 2050 2050 245 295 THO 35112 16 39118 11% 2% 2% 4 6 10dx1% 2- 10dx1% 2050 2050 2050 2050 2050 2050 245 295 THO 35115 16 39/18 11% 2% 2% 4 6 10dx1% 2- 10dx1% 2050 2050 2050 2050 2050 2050 245 295 THO 35118 18 39/18 11% 2% 2% 4 6 10dx1% 2- 10dx1% 2050 2050 2050 2050 2050 2050 245 295 THO 351'80. •. 18 39/78 12 2% 2% 4 6 10dx1' /a 2- 10dx1% 2050 2050 2050 2050 2050 2050 245 295 • •PFZO 3512 , • 18 : • 489%,c 12% 2% 2% 4 6 10dx11/a 2- 10dx1% 2050 2050 2050 2050 2050 2050 245 295 •.Tf40 35150. • • 18 • 39/7 13 2% 2% 4 6 10dx1% 2-10dx1% 2050 2050 2050 2050 2050 2050 245 295 • THO 35140' • 18 • 4 • 3) 14 2% 2% 4 8 10dx1% 2- 10dx1% 2715 2715 2715 2715 •2715 2715 245 265 • •T1O 35174? :. • 18 ; „3:%7: 14% 2% 21/4 4 8 10dx1% 2-10dx1% 2715 2715 2715 2715 2715 2715 245 265 • .T.1-HO 35153 • • 18 •3Uge 15% 2% 2% 4 8 10dx1% 2- 10dx1% 2715 2715 2715 2715 2715 2715 245 265 • •. 35160 " 18 • *WIG 16 2% 2% 4 8 10dxl% 2- 10dx1% 2715 2715 2715 2715 2715 2715 245 265 • •TJ-tO 351$Q 18 ,, (BS: 18 2% 2% 4 10 10dx1% 2- 10dx1% 2685 2685 2685 2685 2685 2685 245 265 • THO 35200. •. 18 • 39/�� 20 2% 2% 1 4 10 10dx1% 2- 10dx1% 2685 2685 2685 2685 2685 2685 245 265 •••• • • 6Z 10 64 abed National Evaluation Report No. NER-478 • • ••• • • •• • •. •• • • • • • • • • .• •• • • • •• • • • • • • S. • S. TABLE 4 - HHDO SERIES STOCK NO STEEL GA. DIMENSIONS (In) FASTENER' SCHEDULE ALLOWABLE LOADS (Ibs) Header Joist F.,, = 460 psi F0 = 625 psi Uplift W H D TF Top Face Type Qty -Type 100% 115% 125% 100% 115% 125% 133% 160% HHDO 26-2 12 31/8 5% 3 2% 4 6 NA20D 4 - NA2OD 2950 3100 3200 3650 3800 3850 885 915 HHDO 28-2 12 31/2 7% 3 2% 4 8 NA2OD 4 - NA2OD 3285 3480 3615 3985 4185 4315 885 915 HHDQ 210-2 12 31/2 9% 3 2% 4 10 NA2OD 6 - NA20D 3615 3865 4030 4315 4565 4730 1330 1595 HHDO 212 -2 12 3'/8 111/8 3 2% 4 12 NA2OD 6 - NA2OD 3945 4245 4445 4650 4945 5145 1330 1595 HHDO 214-2 12 31/2 131/8 3% 2% 4 14 NA2OD 8 - NA200 4280 4630 4860 4980 5330 5560 1695 1695 HHDQ 216-2 12 31/2 151/2 3% 2% 4 16 NA2OD 8 - NA2OD 4610 5010 5275 5310 5710 5975 1695 1695 HHDO 210-3 12 411/76 9% 3 2% 4 10 NA2OD 6 - NA2OD 3615 3865 4030 4315 4565 4730 1330 1595 •I4HDO 212 -3 12 411/16 11% 3 2% 4 12 NA200 6 - NA200 3945 4245 4445 4650 4945 5145 1330 1595 ,HHDO 214-3: 12 411/18 131/8 3% 2% 4 14 NA200 8 - NA2OD 4280 4630 4860 4980 5330 5560 1695 1695 •IiHDO 216-3: 12 411/18 151/8 3% 2% 4 16 NA20D 8 - NA20D 4610 5010 5275 5310 5710 5975 1695 1695 HH DC! 46•' ' 12 38/16 5% 3 2% 4 6 NA2OD 4 - NA20D 2950 3100 3200 3650 3800 3850 885 915 . •HHDQ }$ :. 12 39/18 7% 3 2% 4 8 NA2OD 4 - NA20D 3285 3480 3615 3985 4185 4315 885 915 .11HD0 410 • 12 38/16 9% 3 2% 4 10 NA200 6 - NA20D 3615 3865 4030 4315 4565 4730 1330 1595 • 1-IHDO 412 • 12 39/18 111/8 3 2% 4 12 NA2OD 6 - NA2OD 3945 4245 4445 4650 4945 5145 1330 1595 HHDOM4y • 12 38/16 131/a 3 2% 4 14 NA2OD 8 - NA2OD 4280 4630 4860 4980 5330 5560 1695 1695 • CH • 12 39/18 151/8 3% 2% 4 16 NA2OD 8 - NA2OD 4610 5010 5275 5310 5710 5975 1695 1695 •.HHD0 $6 12 59 /16 5% 2% 2% 4 6 NA2OD 4 - NA2OD 2950 3100 3200 3650 3800 3850 885 915 • HHDO 68 12 59/18 7% 2% 2% 4 8 NA2OD 4 - NA2OD 3285 3480 3615 3985 4185 4315 885 915 HHDO 610 12 5946 9% 2% 2% 4 10 NA2OD 6 - NA2OD 3615 3865 4030 4315 4565 4730 1330 1595 HHDO 612 12 59/16 111/8 3 2% 4 12 NA2OD 6 - NA2OD 3945 4245 4445 4650 4945 5145 1330 1595 HHDO 614 12 59/18 131/8 3 214 4 14 NA2OD 8 - NA2OD 4280 4630 4860 4980 5330 5560 1695 1695 HHDO 616 12 59/18 151/8 3 2% 4 16 NA2OD 8 - NA2OD 4610 5010 5275 5310 5710 5975 1695 1695 HHDO 325-12 12 3% 12 3 2% 4 , 12 NA200 6 - NA2OD 3945 4245 4445 4650 4945 5145 1330 1595 HHDO 525-12 12 5% 12 3 2% 4 12 NA2OD 6 - NA2OD 3945 4245 4445 4650 4945 5145 1330 1595 1 Fasteners are NA20D. The NA2OD nails is 6 gauge (0.192 inch diameter) by 2% inches long. tet 0 ns co National Evaluation Report No NER -478 TABLE 5 - HDO SERIES STOCK NO STEEL GA. DIMENSIONS (In) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Header Joist Fo1= 460 psi F.,. = 625 psi Uplift W H 0 A TF Top Face Type Qty -Type 100% 115% 125% 100% 115% 125% 133% 160% HDO 24 12 19/18 37116 21/4 1% 2% 4 2 16d 2 -10d x 1% 1740 1770 1785 2170 2170 2170 250 300 HDO 26 12 19 /1a 53t3 21/4 1% 2% 4 6 16d 4 - 10d x 1% 1925 1985 2020 2485 2540 2575 500 600 HDO 28 12 19/18 71A 21/4 1% 2% 4 6 16d 4 - 10d x 1% 1925 1985 2020 2485 2540 2575 500 600 HDO 210 12 1940 91/a 214 1% 2% 4 8 16d 4 - 10d x 1% 1925 1985 2020 2485 2540 2575 500 600 HDO 212 12 1948 11 21/4 1% 2% 4 10 16d 6 -10d x 1% 2115 2200 2255 2355 2355 2355 750 900 HDO 214 12 19/18 13 21/4 1% 2% 4 12 16d 6 -10d x 1% 2115 2200 2255 2670 2755 2810 750 900 HDO 216 12 19116 15 214 1% 2% 4 14 16d 8 -10d x 1% 2300 2415 2490 2860 2970 3045 1000 1200 HDO 24-2 12 31/a 37118 2% , 1% 2% 4 4 16d 2 - 10d 2445 2445 2445 2445 2445 2445 315 380 HQO 264• • ` .12 .31/4,. 5% 2% 1% 2% 4 6 16d 4 -10d 3050 3050 3050 3050 3050 3050 635 760 •I '[ O 28-x• t••12 • S7 /a : 71/0 2% 1% 2% 4 8 16d 4 - 10d 3540 3795 3825 3825 3825 3825 635 760 WO 210 -2 • • 12 +..12 : 3Va : 91/0 2% 1% 21/4 4 10 16d 6 -10d 3820 4115 4310 4495 4565 4565 950 1140 4-0,0 212,2 3 ja . , 11 2% 1% 2% 4 12 16d 6 - 10d 4105 4270 4340 4775 5110 5330 950 1140 V130 214-2 $ • • 12 ; 84'4.6 13 2% 1% 2% 4 14 16d 8 -10d 4385 4540 4635 5055 5410 5410 1265 1520 %Rio 216.2 1. 32 • VAa • . 15 2% 1% 2% 4 16 16d 8 - 10d 4400 4540 4635 5335 5755 5875 1265 1520 f-VE 0 210 -3 4 12 A:Y,s• . 91/0 2% 1% 2% 4 10 16d 6 -16d 3820 4115 4310 4495 4565 4565 1120 1345 +FDO 2123. 12 'Ay D 11 2% 1% 2% 4 12 16d 6 -16d 4105 4440 4660 4775 5110 5330 1120 1345 HDO 2143 6.12 - •111V 6• . 13 2% 1% 2% 4 14 16d 8 - 16d 4385 4760 5010 5055 5410 5410 1495 1710 ••• ••• HDO 216-% ,..12 411/10 15 2% 1% 2% 4 16 16d 8 - 16d 4665 5085 5360 5335 5755 6030 1495 1795 HDO 34 12 29/18 37/18 2% 1% 2% 4 4 16d 2 - 10d X 1% 2665 2665 2665 2665 2665 2665 250 300 HDO 36 12 29/18 5% 2% 1% 2% 4 6 16d 4 -10d x 1% 3010 3010 3010 3010 3010 3010 500 600 HDO 38 12 2948 71/0 2% 1% 2% 4 8 16d 4 - 10d x 1% 3250 3305 3345 3605 3605 3605 500 600 HDO 310 12 29/18 91/2 2% 1% 2% 4 10 16d 6 -10d x 1% 3435 3520 3575 4165 4165 4165 750 900 HDO 312 12 29/18 11 2% 11/4 2% 4 12 16d 6 - 10d x 1% 3435 3520 3575 4470 4475 4475 750 900 HDO 314 12 29/16 13 2% 1% 2% 4 14 16d 8 -10d x 1% 3625 3735 3810 4475 4475 4475 1000 1200 HDO 316 12 2948 15 2% 1% 2% 4 16 16d 8 -10d x 1% 3625 3735 3810 4655 4765 4840 1000 1200 Table 5 continued on next page. National Evaluation Report No. NER -478 TABLE 5 - HDO 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 A TF Top Face Type 100% 115% 125% 100% 115% 125% 133% 180% HDO 44 12 39/18 3748 2% 1% 2% 4 4 16d 2 - 10d 2445 2445 2445 2445 2445 2445 315 380 HDO 46 12 39/18 5% 2% 1% 2% 4 6 16d 4 -10d 3050 3050 3050 3050 3050 3050 635 760 HDO 48 12 39/18 71/a 2% 1% 2% 4 8 16d 4 - 10d 3540 3795 3825 3825 3825 3825 635 760 HDO 410 12 39/18 91/2 2% 1% 2% 4 10 16d 6 -10d 3820 4115 4310 4495 4565 4565 950 1140 HDO 412 12 39/18 11 2% 1% 2% 4 12 16d 6 -10d 4105 4440 4660 4775 5110 5330 950 1140 HDO 414 12 39/16 13 2% 1% 2% 4 14 16d 8 -10d 4385 4760 5010 5055 5410 5410 1265 1520 HDO 416 12 39/18 15 2% 1% 2% 4 16 16d 8 -10d 4665 5085 5210 5335 5755 6030 1265 1520 HDO 66 ..'1% 5% 5% 2% 1% 2% 4 6 16d 4 -16d 3050 3050 3050 3050 3050 3050 750 895 • 1`1g0 68 ..12 '1A": 71/s 2% 1% 2% 4 8 16d 4 -16d 3540 3795 3825 3825 3825 3825 750 895 ••120 610 ' • •$ •514 • 91/2 2% 1% 2% 4 10 16d 6 -16d 3820 4115 4310 4495 4565 4565 1120 1345 'HDO 612 • 12 •5•A• • 11 2% 1% 2% 4 12 16d 6 - 16d 4105 4440 4660 4775 5110 5330 1120 1345 .UPP 614 • ; • A' ;a::: 13 2% 1% 2% 4 14 16d 8 -16d 4385 4760 5010 5055 5410 5410 1495 1710 •i:iDO 616 • 12 5;4. • 15 2% 1% 2% 4 16 16d 8 -16d 4665 5085 5360 5335 5755 6030 1495 1795 • • •• • • • • • •. • • • .. • • • ... • •• • • • •••• • • • • National Evaluation Report No. NER -478 STOCK NO. STEEL GAUGE DIMENSIONS (in) FASTENER SCHEDULE ALLOWABLE LOADS (ibs) Header' Joist Fa,. = 460 psi F„ = 625 psi Uplift W H D Qty Type Qty - Type 100% 115% 125% 100% 115% 125% 133% 160% THD 26 16 18 /e 51/18 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% 3590 3820 3965 3780 3965 3965 2025 2330 THD 210 16 18 /e 9 3 38 16d 20 -10d x 1'/a 3970 4255 4445 4715 5000 5115 2535 3040 THD 26-2 14 3'/18 5 Vs 18 16d 12 - 10d 2450 2815 3055 2450 2815 3055 1825 2190 THD 28 -2 14 37/18 7 2% 28 16d 16 - 10d 3750 4315 4690 3750 4315 4690 2390 2485 THD 210 -2 14 37/18 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 • TFiD 177 :. •• :.14 . 1:4 6% 3 28 16d 16 -10d x 1% 3810 4180 4335 3810 4380 4485 2050 2330 ThfD 179.••••j4 •••17/s: 8% 3 38 16d 20 -10d x 1% 4335 4625 4815 5170 5490 5680 2560 3070 • •VD 46 ....14 : .3%: 5% 2% 18 16d 12 -10d 2451 2815 3055 2450 2815 3055 1825 2190 .. WO 48 . • .. 14 r, .3s%. 7 2' /a 28 16d 16 - 10d 3750 4315 4690 3750 4315 4690 2390 2485 • f 44D 410 • • • • • 14 • •••3• 0A• 9 2% 38 16d 20 -10d 5090 5855 6365 5090 5855 6365 2985 3585 71-D 412.••. :4 ...M. 11 23% 48 16d 20 -10d 6430 6650 6650 6430 6650 6650 2985 3585 "Mil) 610 4 . 12 ... . 9 3 38 16d 20 -10d 5360 6160 6700 5360 6160 6700 3200 3410 •'1 4D 612. • - 12 • • :WA* 11 3 48 16d 20 -10d 6770 7785 8415 6770 7785 8415 3200 3840 a• Minimum •he t thicklasestioll be 176118 inches. •••• • • • • National Evaluation Report No. NER -478 • •••• • •••• • • • •••• ••• ••• • •••• • •••• • .' •••• TABLE 7 - SKH SERIES STOCK NO. STEEL GAUGE DIMENSIONS (in) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Header' Joist Fe,, = 460 psi Fay = 625 psi Uplift W H D Qty - Type Qty - Type 100% 115% 125% 100% 115% 125% 133% 160% SKH 24 16 19/76 3% 1% 4 -16d 4- 10d x 1% 510 510 510 510 510 510 505 565 SKH 26 16 19/16 5% 17/8 6 -16d 6 -10d x 1% 810 890 890 810 890 890 760 910 SKH 28 16 1948 7% 1% 10 -16d 8 -10d x 1% 1350 1465 1465 1350 1465 1465 1015 1215 SKH 210 16 19/18 9% 1% 14 -16d 10 -10d x 1% 1790 1790 1790 1790 1790 1790 1265 1520 SKH 26 -2 16 31/18 4% 1% 6 -16d 6 -10d 810 930 1015 810 930 1015 905 1085 SKH 28-2 16 37/16 6% 1% 10 -16d 8 -10d 1350 1555 1690 1350 1555 1690 1205 1360 SKH 210-2 16 31/18 8% 1% 14 -16d 10 -10d 1890 2175 2365 1890 2175 2365 1505 1565 SKH 212 -2 16 31/16 10% 1% 16 -16d 10 -10d 2160 2485 2700 2160 2485 2700 1505 1565 SKH 36 16 2•/18 4% 1% 6 - 16d 6 -10d x 1% 810 930 1015 810 930 1015 760 910 • SKH•38) ®: 0 16 • 21 18 6% 1% 10 -16d 8 -10d x 1% 1350 1555 1585 1350 1555 1585 1015 1215 SKH 310.• 16• •' 29/18 8% 1% 14 -16d 10 -10d x 1% 1890 2175 2250 1890 2175 2250 1265 1520 • SKH 3S 2• • 16; • y9 /18 10% 1% 16 - 16d 10 - 10d x 1% 2160 2485 2500 2160 2485 2500 1265 1520 • SKH 152.0 - 166 . 6 . . 19/18 9% 1% 14 - 10d 10 -10d x 1% 1340 1340 1340 1340 1340 1340 1265 1520 • SKH 'i52A.. ' 16:..:.19/18 11% 1716 16 -10d 10 -10d x 1% 1810 1990 1990 1810 1990 1990 1265 1520 SKH 1 2Q a ; 16• • • • • Vie 8% 1% 14 - 10d 10 -10d x 1% 1580 1820 1980 1580 1820 1980 1265 1520 6KH 154 -2 ' 16_ • •• .3148 10% 1% 16 -10d 10 -10d x 11/ 1810 2080 2260 1810 2080 2260 1265 1520 • SKH 1620 16.•:••1•11/16 9348 1% 14 -10d 10- 10d x 1% 1340 1340 1340 1340 1340 1340 1265 1520 SKH 1624' • ' 16; .• Ili" 113/16 1% 16 -10d 10 -10d x 1% 1810 , 1990 1990 1810 1990 1990 1265 1520 • SKH 4720: ° 16 • 11ii1348 91/2 11/2 14 -10d 10 -10d x 1% 1580 1820 1980 1580 1820 1980 1265 1520 SKH 1724 16 113/18 111k 1% 16 -10d 10 -10d x 1% 1810 2080 2260 1810 2080 2260 1265 1520 SKH 2020 16 21/18 9 1% 14 - 10d 10 -10d x 1% 1580 1820 1980 1580 1820 1980 1265 1520 SKH 2024 16 21/18 11 1% 16 -10d 10 -10d x 1% 1810 2080 2260 1810 2080 2260 1265 1520 SKH 2320 16 23/e 8% 1% 14 - 10d 10 - 10d x 1% 1580 1820 1980 1580 1820 1980 1265 1520 SKH 2324 16 2% 10% 17/5 16 -10d 10 -10d x 1% 1810 2080 2260 1810 2080 2260 1265 1520 SKH 2520 16 29176 8% 1% 14 -10d 10 -10d x 1% 1580 1820 1980 1580 1820 1980 1265 1520 SKH 2524 16 29/16 10% 1% 16 -10d 10 -10d x 1% 1810 2080 2260 1810 2080 2260 1265 1520 SKH 2620 16 211/15 811176 1% 14 -10d 10 -10d x 1% 1580 1820 1980 1580 1820 1980 1265 1520 SKH 2624 16 211/15 1011/18 1% 16 -10d 10 -10d x 1% 1810 2080 2260 1810 2080 2260 1265 1520 1 Minimum header thickness shall be 115 /40 inches for 16d common nails and 1% inches for 10d common nails. Table 7 continued on next page. W a 0 g eo National Evaluation Report No NER -478 LE 7 - SKH SERIES - CONTINUED STOCK NO. STEEL GAUGE DIMENSIONS (In) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Header' Joist Fal = 460 psi Fe,. = 625 psi Uplift W H D Qty - Type Qty - Type 100% 115% 125% 100% 115% 125% 133% 160% SKH 46 14 38!18 4% 2% 10 - 16d 6 - 16d 1360 1565 1590 1360 1565 1590 1090 1305 SKH 410 14 39/18 8% 2% 16 -16d 10 -16d 2175 2500 2540 2175 2500 2540 1565 1565 SKH 414 14 39178 12% 2% 22 -16d 10 -16d 2990 3440 3740 2990 3440 3740 1565 1565 SKH 418 14 39/16 16% 2% 28 -16d 10 -16d 3810 4380 4760 3810 4380 4760 1565 1565 SKH 2020 -2 14 41/a 9% 3% 14 -10d 10 -10d 1610 1850 2015 1610 1850 2015 1535 1840 SKH 2024 -2 14 41/a 11% 3A 16 -10d 10 -10d 1840 2115 2300 1840 2115 2300 1535 1840 SKH 2320 -2 14 47/8 9% 3'/ 14 -10d 10 -10d 1610 1850 2015 1610 1850 2015 1535 1840 SKH 2324 -2 ..14 41/2 11% 3% 16 -10d 10 -10d 1840 2115 2300 1840 2115 2300 1535 1840 $j(- 02520 -2 • • 14 ; VI, 9% 3% 14 -10d 10 -10d 1610 1850 2015 1610 1850 2015 1535 1840 p 2524 -2 :::44 .6 51/8 _ 11% 3%2 16 -10d 10 -10d 1840 2115 2300 1840 2115 2300 1535 1840 1. Minimum header thic14944$II be 115/18 inches for 16d common nails and 1% inches for 10d common nails. • • • • • • • • • • • .... .. .. • • .. • .... • • • • • • .. • • • ... .... • • • • .. • • • • • tut w 0 m National Evaluation Report No. NER -478 Page 26 of 29 National Evaluation Report No. NER -478 TABLE 8 - TMU SERIES1'''34 STOCK NO. STEEL GA. DIMENSIONS (n) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Plate Joist F1 = 460 psi Up ift W H D L Qty - Type Qty - Type 100% 115% 125% 133% 160% TMU 26 18 18/18 5% 3% 5% 10 -10d 7- 10d x 11/% 1120 1290 1305 640 640 TMU 210 18 18/16 8% 3% 5% 12 - 10d 11 -10d x11/2 1165 1340 1340 770 770 TMU 175 18 113/16 5% 3% 5% 10 - 10d 7 -10d x 1% 1120 1290 1305 640 640 TMU 179 18 113/16 8% 3% 5% 12 -10d 11 -10d x 1% 1165 1340 1340 770 770 TMU 23 18 23/6 8% 3% 6% 12 -10d 11 -10d x 1% 1345 1545 1680 1340 1605 TMU 25 18 217/16 8% 3% 6% 12 - lad 11 -10d x 1% 1345 1545 1680 1340 1605 TMU 31 18 31/6 7 3% 8 12 - 10d 11 -10d x11/2 1345 1545 1680 1340 1605 TMU 48 18 38/16 7 3% 8 12 -10d 11 -10d x 1% 1345 1545 1680 1340 1605 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 SERIES1'' STOCK NO. STEEL GA. DIMENSIONS (in) FASTENER SCHEDULE I 1'' ALLOWABLE LOADS (Ibs) Plate Joist F,,,. = 460 psi Uplift W L D Qty - Type Qty - Type 100% 115% 125% 133% 160% TMP 2 18 18/16 5848 3% 6 - 10d 4 - 10d x 1% 990 990 990 220 220 TMP 175 18 113/18 58/16 3% 6 -10d 4- 10d x 1% 1150 1150 1150 220 220 TMP 23 18 2% 6% 3% 6 -10d 4- 10d x 1% 1785 1970 1970 220 220 TMP 25 18 2114 63/e 3% 6 -10d 4- 10d x 1% 1825 1970 1970 220 220 TMP 31 18 31/6 75/18 3% 6 -10d 4- 10d x 1% 1955 1970 1970 220 220 TMP 4 18 38!76 75/16 3% 6- 10d 4 -10d x 1% 1970 1970 1970 220 220 The TMP is adjustable form a 1:12 slope to a 6:12 slope. The TMP provides a bearing connection. Lateral support shall be provided by full depth blocking or cross bridging. •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • ••• • • • • • • • • • • • • • • • • • • • • • •• • • • •• • • • • • • • • • • • • • • ••• • •• • ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 0 •• • • • 0 •• • • Page 27 of 29 National Evaluation Report No. NER -478 STOCK NUMBER TORSION (In. -Ibs.) TABLE 10 - ALLOW = LE TORSIONAL MOMENT STOCK NUMBER HD 26 1012 HDO 24 TORSION STOCK (In. -Ibs.) NUMBER 1660 HHDO 26-2 HD 28 612 I HDO 26 2940 I HHDO 28-2 HD 210 2852 I HDO 28 2800 I HHDO 210-2 HD 212 2852 I HDO 210 3200 I HHDO 214-2 TORSION (In: lbs.) 2940 3140 880 1332 HD 214 4692 I HDO 212 3200 I HHDO 216-2 1600 HD 312 3412 1 HDO 24-2 468 1 HHDO 410 3740 HD 314 3452 1 HDO 26-2 668 I HHDO 210 -3 3200 HD 316 2052 I HDO 28-2 932 I HHDO 214-3 4000 HD44 3600 I HDO 210-2 1200 I HHDO 612 4000 HD46 5428 I HDO 27112 1332 I HHDO 614 3860 HD48 5588 I HDO 2714 1280 HD 5210 800 1 HDO 2716 1532 HHDO 616 SKH 24 4000 1840 HD 5212 1200 THO 15925 981 HDO 314 HDO 44 4000 SKH 26 2052 2160 SKH 28 1948 THO 15112 1200 I HDO 412 3200 SKH 210 2068 THO 16140 1920 I HDO 414 3200 SKH 1520 800 NO 17160 1548 I HDO 416 THO 15950 -2 THO 16118 -2 THO 17140 -2 NO 23160 -2 4000 I HDO 210-3 4000 HDO 66 3920 HDO 68 4000 THO 23100 THO 23118 THO 23180 THO 23200 TMU 26 TMU 48 1320 HDO 610 THE 15925 1000 THE 15112 2412 THE 17140 1948 1092 THF 15925 -2 THE 15112 -2 3532 THE 23100 THF 23118 THE 23140 THE 23180 4000 3460 3200 3200 3200 1068 3040 1692 2268 4535 2280 2772 2920 3880 SKH 1524 THD 26 'MD 28 'ND 26-2 1012 2508 2960 2640 •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • • • ••• • • • • • • • • • • • • • • • • • • • • • •• • • • •• • • • • • • • • • • • • • • ••• • •• • ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Page 28 of 29 National Evaluation Report No. NER -478 THE Series Figure 1 1141 HD Series Figure 2 2 1/ HHDJ Series Figure 4 re'l.1.0111 • . S. • • • • S 4 • • • • ▪ • •••••• • •• ••• •• • • • .• • j�T'•�H D 2 Fi.e s • • • • • •1 �1h..�� i-e V • • . • • •• • •* •• • • • • • • • • • • • • • • ••• • •• • ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • 55 55 • • • 55 *5 ••. • • • ••• • • HDO Series Figure 5 Page 29 of 29 National Evaluation Report No. NER-478 THE Series Rur-'t2 6 S<I1••• • • 7 TM S .ries Fiure 8 • • • 71vIP SeHes • • • • • • • • • • • • • • • - • • • • r r e 9 • • • • 00 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • ••• • • *THESE DRAWINGS ARE FOR ILLUSTRATION:PURPCUS:014L4 THY ARE NOT INTENDED FOR USE AS CONSTRUCTION DOCUMENTS FOR THE PURP* PleFikbyElpigdREERECTION. •• • • • •• • . • • • • • • • • • • • • • . • • • • .• • • • • . • • 5 • • • • • •S. •5• • • • 5 • • 5 • •• • • • • • •• 4005 •5 • • • • • • •40. • •• • S. • • • • • • • • • • • • •• • .• • • ••• • • • • ••• • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • 0 •• •• • • • ••• • • • 4195