Loading...
RC-17-1597 (3)7777 SNORES , Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 F�OKIDA Permit No. RC-6-17-1597 Permit Type: Residential Construction Per m it Work Classification: Addition/Alteration Permit Status: APPROVED Issue Date: 1/19/2018 1 Expiration: 07/18/2018 Project Address Parcel Number Applicant 420 NE 91 Street 1132060190070 PROPERTY HOUNDS LLC Miami Shores, FL 33138- Block: Lot: Owner Information Address Phone Cell PROPERTY HOUNDS LLC 420 NE 91 Street (954)520-2268 MIAMI SHORES FL 33138- 7021 NW 67 Court PARKLAND FL 33067- Contractor(s) Phone Cell Phone RARE RENOVATIONS LLC (954)426-8018 Valuation: $ 139,300.00 Total Sq Feet: 2800 _j Approved: In Review Comments: Date Approved:: In Review Date Denied: Type of Construction: ADDITION AND REMODELING PER Occupancy: Single Family Stories: Exterior: Front Setback: Rear Setback: Left Setback: Right Setback: Bedrooms: 3 Bathrooms: 2 Plans Submitted: Certificate Status: Certificate Date: Additional Info: Bond Return : Classification: Residential Fees Due Amount Bond Type - Owners Bond $500.00 CCF $84.00 CO/CC Fee $150.00 DBPR Fee $62.69 DCA Fee $41.79 Education Surcharge $28.00 Permit Fee $4,179.00 Plan Review Fee (Engineer) $120.00 Plan Review Fee (Engineer) $120.00 Plan Review Fee (Engineer) $120.00 Scanning Fee $60.00 Technology Fee $112.00 Total: $5,577.48 Available Inspections: Inspection Type: Final PE Certification Drywall Miscellaneous Window Door Attachment Tie Beam Final Framing Insulation Truss Insp Columns Foundation Window and Door Buck Fill Cells Columns Wire Lathe Review Building Review Building Review Building Review Plumbing Review Plumbing F. Termite Letter F. Elevation Certificate Review Mechanical Review Mechanical Review Mechanical Review Structural Review Structural Review Structural Review Electrical Review Electrical Review Electrical Review Electrical Review Planning Declaration of Use construction and zoning. Futhermore, I authorize the above -named contractor to do the work stated. January 19, 2018 Authorized Signature: Owner / Applicant / Contractor / Agent Date Pay Date Pay Type Amt Paid Amt Due Invoice # RC-6-17-64335 06/16/2017 Credit Card $ 200.00 $ 5,377.48 01/19/2018 Check #: 1089 $ 5,377.48 $ 0.00 Bond #: 3613 January 19, 2018 3 2/7/2017 11:49 AM PST TO:13057568972 FROM:9544263011 Page: 4 BROWARD COUNTY LOCAL BUSINESS TAX RECEIPT 115 S. Andrews Ave., Rm. A-100, Ft. Lauderdale, FL 33301-1895 — 954-831-4000 VALID OCTOBER 1, 2017 THROUGH SEPTEMBER 30, 2018 DBA: Receipt 'GENERAL CONTRACTOR (SUILDI. Business Name: -274630 ARK RENOVATIONS LLC Business Type: CONTRACTOR) Owner Name: MICHAEL RARES Business Opened:ol/25/2016 Business Location: 7021 NW 67 CT State/County/CertfReg:CBC1260851 PARKLAND Exemption Code: Business Phone: 9544268018 Rooms Seats Employees Machines Professionals 1 For Vending Business Only Number of Machines: Vendtne Tuna - Tax Amount Transfer Fee NSF Fee Penalty Prior Years Collection Cosi Total Paid 27.00 0.00 0.00 0.00 0.00 0.00 27.00 THIS RECEIPT MUST BE POSTED CONSPICUOUSLY IN YOUR PLACE OF BUSINESS THIS BECOMES A TAX RECEIPT This tax is levied for the privilege of doing business within Broward County and is non -regulatory in nature. You must meet all County and/or Municipality planning WHEN VALIDATED and zoning requirements. This Business Tax Receipt must be transferred when the business is sold, business name has changed or you have moved the business location. This receipt does not indicate that the business is legal or that it is in compliance,yrith State or local laws and regulations. Mailing Address: MICHAEL RAKES 7021 NW 67 CT PARKLAND, FL 33067 .......... _ ..... 20-1 7 Receipt #1CP-16-00019223 Paid 08/10/2017 27.00 1:. 0 2/7/2017 11:49 AM PST TO:13057568972 FROM:9544263011 Page: 2 }'►� 16 CERTIFICATE OF LIABILITY INSURANCE Fi,"/13/2017(' THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsements . PRODUCER FULTON AGENCY INC 1301 E Oakland Park Blvd Oakland Park, FL 33334 CONTACT CAROL WIGGIN PHONE (954)776-9015 At 'AI (954)318-7474 -ML carol@f ultonagency.com INSURERS AFFORDING COVERAGE NAIC# sR EVANSTON INSURANCE CO INSURED RARE RENOVATIONS, LLC 7021 NW 67 CT PARKLAND, FL 33067 INSURERB, INSURER ' INSURERD: INSURER INSURER F THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INS tLTR TYPE OF INSURANCE NS C M POLICY / I XP LIMITS A X COMMERCIAL GENERAL LIABILITY CLAIMS -MADE OCCUR . --. El 3AA152533 11/10/1711/10/18 EACH OCCURRENCE $ 1,000,000 PREMISESItu n $ ZOO OOO MEDEXP (Anyoneperson) $ 5 000 PERSONAL & ADV INJURY $ 1,000,000 GEN'L X AGGREGATE LIMIT APPLIES PER: POLICY ED PRO- JECT LOC GENERAL AGGREGATE $ 2,000,000 PRODUCTS -COMP/OP AGG $ 2,000,000 AUTOMOBILE LIABILITY ANYAUTO OWNED SCHEDULED AUTOS ONLY AUTOS HIRED NON -OWNED AUTOS ONLY AUTOS ONLY OM I E I $ BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ $ UMBRELLA LIAB EXCESS LIAB OCCUR EACH OCCURRENCE $ HCLAIMS-MADE AGGREGATE g E N71 WORKERS COMPENSATION AND EMPLOYERS-LIABILITV ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICERIMEMBER EXCLUDED? (Mandatory in NH) If , describe under PT F P be NIA TR OT - ATUTE ER E.L" EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYEE $ DISEASE -POLICY MI DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule,may be attachedif more space is required) SAME AND TEMPORARY WORK SITES ELSEWHERE IN THE STATE OF FLORIDA. QUALIFIER: MICHAEL RARES #CBC1260851. VILLAGE OF MIAMI SHORES SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE BUILDING DEPT THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN 10050 NE 2 AVE ACCORDANCE WITH THE POLICY PROVISIONS. MIAMI SHORES, FL 33138 AUTHORIZED REPF a © 1988-2015 ACORD CORPORATION. All rights reserved. ACORD 25 (2016/03) The ACORD name and logo are registered marks of ACORD 2/7/2017 11:49 AM PST TO:13057568972 FROM:9544263011 Q/ Page: 3 ® 1-7_ 15 " 1 DATE (MMIDD/YYYY) A� CERTIFICATE OF LIABILITY INSURANCE 12/7/2017 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT GIGA Solutions, Inc. NAME: 315 SE Mizner Blvd, PHONE (877) 987-4436 AX No)(_954) 252-4426 Suite E-MAIL213 DE Boca Raton FL 33432 SS: certs@trigensolutions.com _----------____--- INSURERS) AFFORDING COVERAOE_-.-........................................... ..._----- _NAIC N ----_-.. INsuRERA: State National, Insurance ComPa_.................._......................._12831.._.._............._ INSURED (941) 343-6160 INSURERB: Florida Resource Management Alt. Emplr:----------- Rare Renovations LLC INSURER C _._.. --------- ... .... _._......... ----------............ _..._......._.._..................._.....__......_._........ 383 Interstate Blvd INSURERD: Sarasota FL 34240 INSURERE: -------------------- ------ ----------------- _.__...... ..................... -... -............................. __..._.....__.._--__--- i-------.............. -......... INSURER F CCIVFRA(:FC CCOTICIY ATV wlaeQCM. 1— — I—. THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. 'I —---- -- _ INSR ADDL SUER'--'---- POLICY EFF POLICY EXP LTR TYPE OF INSURANCE j ... ......._--..... _....._....___.. POLICY NUMBER MMJODlYYYY MMlDD/YYYY I LIMITS COMMERCIAL GENERAL LIABILITY - - - -- EACH OCCURRENCE ' $ I ! OCCUR _ENT0----.. DAMA(� 75 .._---- --._._..--- -- - - ... ---- '........... ...........)-CLAIMS-MADE ..J PRENIISES.,(Ea,occurrences......1..$........................._......_..._......._. _............ ..........MED EXP (Anyone person) $ ADV INJURY `------'--.._..----......__......._......... $ GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE ....... '---...---'--............... _----- $ POLICY P 1 L--- -1 O . LOC ..__................................._...._........,................................................... PRODUCTS - COMP/OPAGG _._......... ...,......_..._.. $ OTHER: $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT 1_E,a accdent),.--...._._.................-._. ANY AUTO ..____.. BODILY INJURY (Per person) -...—.._-.. $ OWNED SCHEDULED AUTOS ONLY AUTOS ----.... --.......... ..................................._......._...... BODILY INJURY (Per accident) ... _...... ---....................... ........_.. $ ........_ HIRED NON -OWNED AUTOS ONLY ,_.._.._ AUTOS ONLY PROPERTY DAMAGE --$ _ jPer-a_cckfent).__.......... ..... _................. -.....- -----"_................... $ UMBRELLA LIAB OCCUR EXCESS UAB I EACH OCCURRENCE $ CLAIMS -MADE j AGGREGATE $ DED RETENTION $ ; A WORKERS COMPENSATION 11'I IAMX-051-0001-001 18/1/2017 $ iANDEMPLOYERS'LWBILITY YIN i8/1/2018 _ STATUTE.._-_._..;-_ERH__-.i____--_--__-__--__- - iANYPROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBEREXCLUDE5 j! i N/A' I ! j I E.L.EACHACCIDENT - — — - - -.....—i $ 1,000 000 --- - ' !(Mandatorybe describe under under j E.L. DISEASE - EAEMPLOYEEI -------...--------.._...___........_._..._.___...__.L._.._._._....._.._-._.._........___....._... $ 1,000,000 Dyes, DESCRIPTION OF OPERATIONS below E.L. DISEASE - POLICY LIMIT $ 1,000,000 I $ DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space Is required) Coverage provided for all leased employees but not subcontractors of Rare Renovations LLC. Location coverage effective 9/20/2017. P L'f�TIG'If�ATL- ll Al r�r� SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN Miami Shores Village Building Dept. ACCORDANCE WITH THE POLICY PROVISIONS. 10050 NE 2nd Ave. AUTHORIZEDREPRESENTATIVE / Miami Shores FL 33138 Cl.& Via.. v I V00-XU15 ACUKU GUKPORATION. All rights reserved. ACORD 25 (2016103) The ACORD name and logo are registered marks of ACORD Page 1 of 1 N A& Scale 1 "=20' EDGE OF PAVEMENT PARKWAY )RNER 0.90, CL— P 1/2" 0 I.D. FIP 112' NO I.D. i 20 r tE u S LOT -I BLOCK-4 SOUTH RIGHT-OF-WAY LIM 51orrC'low�it� :AST 112 i THE WEST &A ro1 14.21 W STEP N CO/ / t " OR0 4.00' / CONC SLAB 112 N )/ / / 16' 1C 1( 9.20' 17.80' STEPS I CONC. STEPS CONC. SLAB STEP COLUMN 40.55' Iw COLUMN 1.35'x1.35' IZ 1.35'xl.35' m 10 0.40'CL--I 1-4' CHAIN LINK FENCE FIP I/2" 6' CBS WALL FIP 112 NO I.D. U NO I.D. N '7 LOT-14 BLOCK-1 ]e z J Z W Q U = z U U_ 5i PROPERTY ADDRESS: BENCH MARK USED 420 N.E. 91 STREET $ x W, MIAMI, Fl. 33138 BM 1853-R, Elev.= 8.65' W m z ( FOLIO No. 11-3206-019-0070) converted to NGVD 1929. ' U a Z W DESCRIPTION r X W W �QW§ o J w East # of Lot 11 and the West 47.60' of Lot ' i :,-z. r,. 'S T' =' R. W Q W W 10, Block 1, of "EL PORTAL" according �' j o J JN a a to the Plat thereof as recorded In Plat 2 1. 4 j 17 i S 7' n �' 4 1 .' 2 I r �n �� 5 �6 5 3 3 Book 9, at Page 101, of the Public _ 1 o w a Records of Miami -Dade County, Florida. > > > > 3 3 ,G 1 /7 is M i 1b 171 There may be legal restrictions on the subject 1 - property that are not shown on the Map of Survey that may be found in the Public Records of Miami -Dade County, or the records of any other f— J I w ,.. W public and private entities as their jurisdictions z I t' 12 n .b e B 7 I E 5 ' 4 I a 12 i i', �1 ? W; � ELM may appear. I w Z Cr z z Y The Map of Survey is intended to be displayed at + ; I -'`I+i a o ( W ffi� & m 0 the stated graphic scale in English units of ? 0 0o B 0 �2 0 0 a 24 /3 I.¢ !a k' M /8 /A 20 ' 2! 22 ii m W 9 � X y Nu) U) W co measurement. Attention Is brought to the fact that V I „ a 11 11 I'll 11 said drawing may be altered in scale by the =� 1'°' Z reproduction process. b,.-.. Ui W 0a cx�ri. '-L7R/1/E r V O aim � v0Vi(nU) This Survey was conducted for the purpose of a --------- -- - - Q FOUNDATION SURVEY only and is not intended N > to delineate the regulatory jurisdiction f on oan W z 9 ry j y LOCATION MAP (NOT To SCALE) o federal, state, regional or local agency board, m z commission or other entity. If shown elevations are referred tN.G.V.D. 1929 o .... om W W Legal description was famished by the client. fQ W z U The elevations of well -identified features as The surveyor makes no representation as to y > U z LLJ depicted on this survey and map were measured ownership, possession or occupation of the j W o 0 z LL to an estimated vertical positional accuracy of 1/10 subject property by any entity or individual. J W W U, 0 foot for natural ground surfaces and 1/100 foot for W o z J o ,c Z z hardscape surfaces, including pavements, curbs Subsurface improvements and/or encroachments fn � o $ z a and other man-made features as may exist. within, upon, across, abutting or adjacent to the 0 z m i w m- W s Well -identified features as depicted on this survey subject property were not located and are not shown. O 0 a 0 > W a W 1 p 22ZZU 0. 0. map were measured to an estimated horizontal ositional accuracy of 1/10 foot unless Not valid without the signature and original raised Z p seal of a Florida Licensed Surveyor and Mapper. W = g '? ~ m d c� otherwise shown. 2.._ z z a a a a Additions and deletions to this Map of Survey by U' Legal Description subject to any dedications, other than the signing party are prohibited without W x 3- limitations, restrictions, reservations or recorded the written consent of the signing party. J °m 8 W easements. W Sketch of Survey cannot be used for construction This Map of Survey has been prepared for the � > W ? a purposes. Surveyor not responsible for third party exclusive use of the entities named herein and = W z w s o m W W alterations. the certification does not extend to any unnamed party. U U F F z = z z g LIST OF POSSIBLE ENCROACHMENT: WA CERTIFY TO: o o w, � 0� 00 0 0 mQ n UUUW WWM WLL<.'JJ 11 II. 11 it II II11 II 11 11 II II PROPERTY HOUNDS LLC. 0. , z io=ao;i n: V oudW WIC Il LL W ILUJ a a SURVEYOR'S CERTIFICATION: i Ul m Y LU i HEREBY CERTIFY: THAT THIS "FOUNDATION = S LL Wz z W W W SURVEY" AND THE MAP OF SURVEY RESULTING o 0 0 W W M o M _Z THERE FROM WAS PERFORMED UNDER MY W o? z Y x it c o¢ w J DIRECTION AND IS TRUE AND CORRECT TO THE ir z 3 5 0< o m' o I w �i BEST OF MY KNOWLEDGE AND BELIEF AND a a a m m 0 0 n0 c� U U 11 II 11 11 II " II II II FURTHER, THAT SAID "FOUNDATION SURVEY" MEETS " u. U. THE INTENT OF THE "MINIMUM TECHNICAL 0 m m = STANDARDS FOR LAND SURVEYING IN THE STATE O a � 3 mm'd ci U 0 8 0 FLORIDA", PURSUANT TO RULE 5,117 OF THE FLORID ADMINISTRATIVE CODE AND ITS IMPLEMENTING Survey is not covered b) RULE, CHAPTER 472.027 O IDA STATUTES. Proffesional Liability Insurance. ORIGINAL 03-14-2011 FIELD DATE REVISIONS: N 03 14-2018 ARMANDO GARCIA AERIAL MAP (NOT TO SCALE) APROFESSIONAL LAND SURVEYOR No. 3109 STATE OF FLORIDA FIP 112" FLOOD ZONE INFORMATION: 72.50'(R8rM ) No I.D. Community No. 120652 Panel No. 0302 LOT-15 Suffix: L BLOCK-1 FIRM Date: 09-11-2009 Flood Zone: X FIP 112' s._ NO I.D. w U z w U_ 0 O 0 7/ 15' CL N Land Surveyors & Mapper 8765 CORAL WAY, MIAMI, FL. 33155 S 786 - 290 4184 DRAWN J.V.D. SHEET No. 1/1 JOB No.: 03-134-17-B U.S. DEPARTMENT OF HOMELAND SECURITY OMB No. 1660-0008 Federal Emergency Management Agency Expiration Date: November 30, 2018 National Flood Insurance Program ELEVATION CERTIFICATE Important: Follow the instructions on pages 1-9. Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. SECTION A — PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name Policy Number: PROPERTY HOLDINGS LLC. A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Company NAIC Number: Box No. 420 N.E. 91 STREET FOL#11-3206-019-0070 JOB #03-134-17-B (JV) City State ZIP Code MIAMI SHORES Florida 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) E 1/2 Lot 11 & W47.5 OF LOT 10, B-38 "EL PORTAL", PB 9, P 101 of the public records MIAMI DADE County A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RESIDENTIAL - UNDER CONSTRUCTION A5. Latitude/Longitude: Lat. 25° 51' 30.82" N Long. 80, 11, 19,181, W Horizontal Datum: ❑ NAD 1927 ❑x NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. AT Building Diagram Number 1A A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or enclosure(s) N/A sq ft b) Number of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A8.b N/A sq in d) Engineered flood openings? ❑ Yes Z No A9. For a building with an attached garage: a) Square footage of attached garage 378.00 sq ft b) Number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A9.b N/A sq in d) Engineered flood openings? ❑ Yes x❑ No SECTION B — FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State VILLAGE OF MIAMI SHORES 120652 MIAMI - DADE Florida B4. Map/Panel B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) Number Date Effective/ Zone(s) (Zone AO, use Base Flood Depth) Revised Date 12011 C 0302 L 09-11-2009 09-11-2009 X N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item 139: ❑ FIS Profile ❑x FIRM ❑ Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item B9: ❑x NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑x No Designation Date: ❑ CBRS ❑ OPA FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 1 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 420 N.E. 91 STREET FOL#11-3206-019-0070 JOB #03-134-17-B (JV) City State ZIP Code Company NAIC Number MIAMI SHORES Florida 33138 SECTION C — BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑x Building Under Construction* ❑ Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. 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 C2.a—h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: #853-R Vertical Datum: Elev.= 8.65' ( NGVD 1929 ) Indicate elevation datum used for the elevations in items a) through h) below. x] NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 11.20 ❑x feet ❑ meters b) Top of the next higher floor N/A ❑ feet ❑ meters c) Bottom of the lowest horizontal structural member (V Zones only) N/A ❑ feet ❑ meters d) Attached garage (top of slab) 9.70 ❑x feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building N/A ❑ feet ❑ meters (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) 8.61 ❑x feet ❑ meters g) Highest adjacent (finished) grade next to building (HAG) 8.68 ❑x feet ❑ meters h) Lowest adjacent grade at lowest elevation of deck or stairs, including N/A ❑ feet ❑ meters structural support SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. Were latitude and longitude in Section A provided by a licensed land surveyor? x❑ Yes ❑ No ❑ Check here if attachments. Certifier's Name License Number ARMANDO GARCIA, P.L.S. 3109 Title PROFFESIONAL. SURVEYOR & MAPPER Company Name Address 8765 CORAL WAY City State ZIP Code MIAMI Florida 33155 os ty Signature Date Telephone Ext. 03-14-2018 Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. Comments (including type of equipment and location, per C2(e), if applicable) C.O.R. Elevation = 8.55' C2. e) A/C CONC. UNIT ON THE WEST WALL FACADE A5. CONVERTING ADDRESS TO LATITUDE/ LONGITUDE BY Stephen P. Morse PROGRAM FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form rage z or n ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 420 N.E. 91 STREET FOL#11-3206-019-0070 JOB #03-134-17-B (JV) City State ZIP Code Company NAIC Number MIAMI SHORES Florida 33138 SECTION E — BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1—E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B,and C. For Items El—E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 1-2 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F — PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments. FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 3 of 6 M ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 420 N.E. 91 STREET FOL#11-3206-019-0070 JOB #03-134-17-B (JV) City State ZIP Code Company NAIC Number MIAMI SHORES Florida 33138 SECTION G — COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8—G10. In Puerto Rico only, enter meters. 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—G10) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) ❑feet E] meters Datum of the building: G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum G10. Community's design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments (including type of equipment and location, per C2(e), if applicable) ❑ Check here if attachments. FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form rage 4 oT 6 I P • I BUILDING PHOTOGRAPHS OMB No. 1660-0008 ELEVATION CERTIFICATE See Instructions for Item A6. Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 420 N.E. 91 STREET FOL#11-3206-019-0070 JOB #03-134-17-B (JV) City State ZIP Code Company NAIC Number MIAMI SHORES Florida 33138 If using the Elevation Certificate to obtain NFIP flood insurance, affix at least 2 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." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. If submitting more photographs than will fit on this page, use the Continuation Page. Photo One [Photo One Caption FRONT VIEW- UNDER CONSTRUCTION 03-14-2018 Clear Photo Onej Photo Two Photo Two Caption LEFT VIEW 03-14-2018 Clear Photo Two FEMA Form 086-0-33 (7/15) Replaces all previous editions. I-orm rage b OT b BUILDING PHOTOGRAPHS OMB No. 1660-0008 ELEVATION CERTIFICATE Continuation Page Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 420 N.E. 91 STREET FOL#11-3206-019-0070 JOB #03-134-17-B (JV) City State ZIP Code Company NAIC Number MIAMI SHORES Florida 33138 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." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. Photo ThrB@ Photo Three Caption INSIDE VIEW -UNDER CONSTRUCTION 03-14-2018 Clear Photo Three Photo Four Photo Four Caption REAR SIDE VIEW - UNDER CONSTRUCTION 03-14-2018 Clear Photo Four FEMA Form 086-0-33 (7/15) Replaces all previous editions. rorm rage e UT 0 ubk�o- �?m 2IAI,g. u,oV.p wrr►4 f Xetm�l (, C-4 -« - I Sc, l Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 NOTICE OF VIOLATION UNSAFE BUILDING DATE: April 05, 2016 TO: Judith A Holmes 420 NE 91 St. Miami Shores, F133138-3151 RE: Unsafe Structure 420 NE 91 St. Miami Shores, Florida 33138-3151 FOLIO: 11-3206-019-0070 Legal Description: EL PORTAL PB 9-101 eI/2LOT &W 47.5FT LOT 10BLKI YOU ARE HEREBY NOTIFIED that an inspection of the above premises revealed that you have violated the provisions of the Florida Building Code which have been adopted as the uniform building code for Miami Shores Village, Florida or provisions of the Code of Miami -Dade County. Type of Violation: Building, Electrical, Mechanical, and Plumbing. Section 8-5(a)(2) and (b)(2)(i)(ii)(iii)(iv)of the Miami Dade County Code. To Witt: Sec. 8-5. - Unsafe Structures. Sec. 8-5 (2) Buildings or structures that are, or hereafter shall become, unsafe, unsanitary or deficient, facilities with inadequate means of egress, or which constitute a fire or windstorm hazard, or are otherwise dangerous to human life or public welfare by reason of illegal or improper use, occupancy or maintenance, or which have been substantially damaged by the elements, acts of God, fire, explosion or otherwise, shall be deemed unsafe structures and a permit shall be obtained to demolish the structure or where specifically allowed by this section, to bring the building into compliance with the applicable codes as provided herein. Section (b) Physical criteria. (2) A building, or part thereof, shall be presumed to be unsafe if. (i) There is a falling away, hanging loose or loosening of any siding, block, brick, or other building material. (ii) There is a deterioration of the structure or structural parts. (iii) The building is partially destroyed. (iv) There is an unusual sagging or leaning out of plumb of the building or any parts of the building and such effect is caused by deterioration or over -stressing. REQUIREMENTS FOR CORRECTION Provide plans with details and specifications as required under section 107.2 of the 5TH Edition of the 2014 Florida Building Code and chapter 8-10 of the Miami Dade County Code to bring the building into compliance with the requirements of the 2014 Florida Building Code Residential or to demolish the building. The scope of work should be approved by outside agencies and by the Miami Shores Village Planning and Zoning. Therefore, you are hereby directed that on or before Monday, 02, 2016 you are to correct said VIOLATION and NOTIFY THE UNDERSIGNED BUILDING INSPECTOR that the VIOLATION has been corrected. Failure to make the correction(s) will result in one or more of the following actions: Disconnect utilities services, issuance of a ticket(s) in the amount of $500.00 or more, filing of a civil suit or criminal charges against you or initiation of an unsafe structures case requiring demolition of the structure. Also, failure to comply with this notice may result in the department withholding issuance of other permits to you, referral of this matter to the appropriate licensing board or the filing of a lien against your property in the amount of any unpaid ticketing fines. In accordance with the provisions of Section 8-17 of the Code of Miami -Dade County, you are also responsible for the reasonable costs and expenses incurred by the Building Official in enforcing the provisions of the Building Code. In the event further clarification or assistance is required, please contact Ismael Naranjo, B.O at (305) 795-2204 between the hours of 8:30 A.M. and 5:00 PM. Except in the case of life -safety hazards, you may be granted upon request an extension of time up to 30 days to correct the violation provided your request is submitted prior to the expiration of this Notice of Violation and enforcement costs incurred by the department to date are paid in full. To request an extension, please contact the Building Department by telephone at (305) 795-2207 or by e-mail to naranjoi@miamishoresviila eg com. Thank you fo cooperation in this matter. L4LJ �I jZo/L. Ismael Naranjo, B.O Building Director. Mail By: Date Mailed: 14,011y Posted By: Return Receipt Number: `(:) C� ,_�S 10 — U W 1 Date Posted: Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 NOTICE OF VIOLATION UNSAFE BUILDING DATE: April 05, 2016 TO: Judith A Holmes 420 NE 91 St. Miami Shores, FI 33138-3151 RE: Unsafe Structure 420 NE 91 St. Miami Shores, Florida 33138-3151 FOLIO: 11-3206-019-0070 Legal Description: EL PORTAL PB 9-101 e1/2LOT &W 47.5FT LOT 10BLKI YOU ARE HEREBY NOTIFIED that an inspection of the above premises revealed that you have violated the provisions of the Florida Building Code which have been adopted as the uniform building code for Miami Shores Village, Florida or provisions of the Code of Miami -Dade County. Type of Violation: Building, Electrical, Mechanical, and Plumbing. Section 8-5(a)(2) and (b)(2)(i)(ii)(iii)(iv)of the Miami Dade County Code. To Witt: Sec. 8-5. - Unsafe Structures. Sec. 8-5 (2) Buildings or structures that are, or hereafter shall become, unsafe, unsanitary or deficient, facilities with inadequate means of egress, or which constitute a fire or windstorm hazard, or are otherwise dangerous to human life or public welfare by reason of illegal or improper use, occupancy or maintenance, or which have been substantially damaged by the elements, acts of God, tire, explosion or otherwise, shall be deemed unsafe structures and a permit shall be obtained to demolish the structure or where specifically allowed by this section, to bring the building into compliance with the applicable codes as provided herein. Section (b) Physical criteria. (2) A building, or part thereof, shall be presumed to be unsafe if- (i) There is a falling away, hanging loose or loosening of any siding, block, brick, or other building material. (ii) There is a deterioration of the structure or structural parts. (iii) The building is partially destroyed. (iv) There is an unusual sagging or leaning out of plumb of the building or any parts of the building and such effect is caused by deterioration or over -stressing. REQUIREMENTS FOR CORRECTION Provide plans with details and specifications as required under section 107.2 of the 5TH Edition of the 2014 Florida Building Code and chapter 8-10 of the Miami Dade County Code to bring the building into compliance with the requirements of the 2014 Florida Building Code Residential or to demolish the building. The scope of work should be approved by outside agencies and by the Miami Shores Village Planning and Zoning. Therefore, you are hereby directed that on or before Monday, 02, 2016 you are to correct said VIOLATION and NOTIFY THE UNDERSIGNED BUILDING INSPECTOR that the VIOLATION has been corrected. Failure to make the correction(s) will result in one or more of the following actions: Disconnect utilities services, issuance of a ticket(s) in the amount of $500.00 or more, filing of a civil suit or criminal charges against you or initiation of an unsafe structures case requiring demolition of the structure. Also, failure to comply with this notice may result in the department withholding issuance of other permits to you, referral of this matter to the appropriate licensing board or the filing of a lien against your property in the amount of any unpaid ticketing fines. In accordance with the provisions of Section 8-17 of the Code of Miami -Dade County, you are also responsible for the reasonable costs and expenses incurred by the Building Official in enforcing the provisions of the Building Code. In the event further clarification or assistance is required, please contact Ismael Naranjo, B.O at (305) 795-2204 between the hours of 8:30 A.M. and 5:00 PM. Except in the case of life -safety hazards, you may be granted upon request an extension of time up to 30 days to correct the violation provided your request is submitted prior to the expiration of this Notice of Violation and enforcement costs incurred by the department to date are paid in full. To request an extension, please contact the Building Department by telephone at (305) 795-2207 or by e-mail to naranjoi@miamishoresvilla eg com. Thank you fo r cooperation in this matter. Ismael Naranjo, B.O Building Director. Mail By: Date Mailed: Lt((,I I Y Posted By: Return Receipt Number: `"j(:) 0 - UW (' 0�4 1 - 2-t 3A0 Date Posted: Skn e -^ i0050 N. E.2ND AVENUE F L O R 1 D A hood 33138 RDUS POSTAGE $ 00.486 First -Class Mailed From 33138 04/06/2016 032A 0061800478 Judith Holmes 420 NE 91 ST Miai -- -1 771 1?Q " NIXIE 333 EE 1 /.16 i RETUR,N TO SENDER ATTEMPTED — NOT KNOWN UNABLE TO FORWARD SC: 333.38238299 *2706-05504-07-45 IIIIII1!TIIIII IlIiII,I'111��iliesIlilt IIIll 1,.l1IJl1.111 11, 1 e Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 NOTICE OF VIOLATION UNSAFE BUILDING DATE: April 05, 2016 TO: Judith A Holmes 420 NE 91 St. Miami Shores, FI 33138-3151 RE: Unsafe Structure 420 NE 91 St. Miami Shores, Florida 33138-3151 FOLIO: 11-3206-019-0070 Legal Description: EL PORTAL PB 9-101 eI/2LOT &W 47.5FT LOT IOBLKI YOU ARE HEREBY NOTIFIED that an inspection of the above premises revealed that you have violated the provisions of the Florida Building Code which have been adopted as the uniform building code for Miami Shores Village, Florida or provisions of the Code of Miami -Dade County. Type of Violation: Building, Electrical, Mechanical, and Plumbing. Section 8-5(a)(2) and (b)(2)(i)(ii)(iii)(iv)of the Miami Dade County Code. To Witt: Sec. 8-5. - Unsafe Structures. Sec. 8-5 (2) Buildings or structures that are, or hereafter shall become, unsafe, unsanitary or deficient, facilities with inadequate means of egress, or which constitute a fire or windstorm hazard, or are otherwise dangerous to human life or public welfare by reason of illegal or improper use, occupancy or maintenance, or which have been substantially damaged by the elements, acts of God, fire, explosion or otherwise, shall be deemed unsafe structures and a permit shall be obtained to demolish the structure or where specifically allowed by this section, to bring the building into compliance with the applicable codes as provided herein. Section (b) Physical criteria. (2) A building, or part thereof, shall be presumed to be unsafe if- (i) There is a falling away, hanging loose or loosening of any siding, block, brick, or other building material. (ii) There is a deterioration of the structure or structural parts. (iii) The building is partially destroyed. (iv) There is an unusual sagging or leaning out of plumb of the building or any parts of the building and such effect is caused by deterioration or over -stressing. REQUIREMENTS FOR CORRECTION Provide plans with details and specifications as required under section 107.2 of the 5T" Edition of the 2014 Florida Building Code and chapter 8-10 of the Miami Dade County Code to bring the building into compliance with the requirements of the 2014 Florida Building Code Residential or to demolish the building. The scope of work should be approved by outside agencies and by the Miami Shores Village Planning and Zoning. Therefore, you are hereby directed that on or before Monday, 02, 2016 you are to correct said VIOLATION and NOTIFY THE UNDERSIGNED BUILDING INSPECTOR that the VIOLATION has been corrected. Failure to make the correction(s) will result in one or more of the following actions: Disconnect utilities services, issuance of a ticket(s) in the amount of $500.00 or more, filing of a civil suit or criminal charges against you or initiation of an unsafe structures case requiring demolition of the structure. Also, failure to comply with this notice may result in the department withholding issuance of other permits to you, referral of this matter to the appropriate licensing board or the filing of a lien against your property in the amount of any unpaid ticketing fines. In accordance with the provisions of Section 8-17 of the Code of Miami -Dade County, you are also responsible for the reasonable costs and expenses incurred by the Building Official in enforcing the provisions of the Building Code. In the event further clarification or assistance is required, please contact Ismael Naranjo, B.O at (305) 795-2204 between the hours of 8:30 A.M. and 5:00 PM. Except in the case of life -safety hazards, you may be granted upon request an extension of time up to 30 days to correct the violation provided your request is submitted prior to the expiration of this Notice of Violation and enforcement costs incurred by the department to date are paid in full. To request an extension, please contact the Building Department by telephone at (305) 795-2207 or by e-mail to naranjoi@miamishoresvilla eg com. Thank you fo r cooperation in this matter. L L.'-) �/ jzo/C. Ismael Naranjo, B.O Building Director. Mail By: J2—k- Date Mailed: Li l('1 1(e Posted By: Return Receipt Number: " (:11 Q — UW 1 Date Posted: 10050 N. E. ZID AVENUE �CORW F L 3313 8 D A 7001 2510 0001 0841 2136 NUS POSTAGE$ 06.73¢ First -Class Mailed From 33138 04/06l2016 032A 0061800478 Judith Holmes � - -�--420 NE 91 ST a Miami Shor( t m-I)E RETURN TO SENDER ATTEMPTED — NOT KNOWN UNABLE TO POP.WA4D BC: 33138238299 &2796—t�i5 11-07'—+� 3`j�1�5 � 1�s1���l,l�����1�1��'��it���l�ia1�"��"'l�l�i�lili�'l�u��7�'��d��11�# I j I 1 I I � I I � t }- L USE Postage $ Certified Fee Postmark Return Receipt Fee Here (Endorsement Required) Restricted Delivery Fee (Endorsement Required) Total Postage & Fees Sent TeS Street, Apt N1 , � 1 �-T or PO Box No.. y city St to ,PAS 3� �� Certified Mail Provides: ■ A mailing receipt ■ A unique identifier for your mailpece ■ A signature upon d-iivery ` ■ A record of delivery kept by the Postal Service for two years Important Reminders: ■ Certified Mail may ONLY be combined with First -Class Mail or Priority Mail., n Certified Mail is not available for any class of international mail. ■ NO INSURANCE COVERAGE IS PROVIDED with Certified Mail. For valuables, please consider Insured or Registered Mail. o Fo, an additiond fee, a Return Receipt may be requested to provide proof of delivery. To obtain Return Receipt serv,ce, please complete and attach a Return Receipt (PS Form 3811) to the article and add applicable postage to cover the fee. Endorse mailp!ece 'Return Receipt Requested". To receive a fee waiver for a dup�icate return receipt, a USPS postmark on your Certified Mail receipt is required. io For an addi`.ional fee, delivery may be restricted to the addressee or addressee's authorized agent Advise the clerk or mark the mailpiece with the endorsement "Restricted Delivery". ■ If a postmark on the Certified Mai! receipt is desired, please present the arti- cle at the post office for postmarking. If a postmark on the Certified Mail receipt is not needed, detach and affix label with postage and mail. IMPORTANT: Save this receipt and present it when making an inquiry. PS Form 3800,January 2001 (Reverse) 102595-01-M-1049 ■ Complete items 1, 2, and 3. Also complete item 4 if Restricted Delivery is desired. ■ Print your. name and address on the reverse so that we can return the card to you. ■ Attach this cans to the back of the mailpiece, or on the front if space permits. 1. Article Addressed to: -S�VrTH iAOum� S '-A 20 t--� °I 1 S^( H t A,fl k SH osf- S V�"- A. Signature X B. Received by ( Printed Name) ❑ Agent C. Date of Delivery D. Is delivery address different from Item 1? ❑ Yes If YES, enter delivery address below: ❑ No 3. Service Type ❑ Certified Mail ❑ Express Mail ❑ Registered ❑ Return Receipt for Merchandise ❑ Insured Mail ❑ C.O.D. 4. Restricted Delivery? (Extra Fee) ❑ Yes 2. Article Numb` 7001 2 510 0001 0841 213 6 (Transfer 1ron� _ s PS Form.3811, February 2004 Domestic Return Receipt 102595-02-M-1540 UNITED STATES POSTAL SERVICE First -Class Mail Postage & Fees Paid LISPS Permit No. G-10 • Sender: Please print your name, address, and ZIP+4 in this box V • . S (DO'S O_ oZ� Property Search Application - Miami -Dade County Page 1 of 7 U PROPERTY INFORMATION Folio:11-3206-019-0070 Sub -Division: EL PORTAL Property Address 420 NE 91 ST Miami Shores, FL 33138-3151 Owner JUDITH A HOLMES Mailing Address 420 NE 91 ST MIAMI, FL 33138-3151 Primary Zone 1000 SGL FAMILY - 2101-2300 SQ Primary Land Use 0101 RESIDENTIAL - SINGLE FAMILY: 1 UNIT Beds / Baths / Half 3/2/0 Floors 1 Living Units 1 Actual Area 1,863 Sq.Ft Living Area 1,763 Sq.Ft Suite q http://www.miamidade.gov/propertysearch/ 4/5/2016 i Property Search Application - Miami -Dade County Page 2 of 7 Adjusted Area 1,813 Sq.Ft Lot Size 9,787.5 Sq.Ft Year Built 1950 Featured Online Tools Comparable Sales Non -Ad Valorem Assessments Property Record Cards Property Taxes Report Homestead Fraud Tax Estimator Glossary PA Additional Online Tools Property Search Help Report Discrepancies Tax Comparison TRIM Notice http://www.miamidade.gov/propertysearch/ 4/5/2016 Property Search Application - Miami -Dade County Page 3 of 7 Value Adjustment Board I ASSESSMENT INFORMATION Year 2015 2014 2013 Land Value $235,111 $205,444 $181,710 Building Value $126,185 $122,921 $122,921 Extra Feature Value $369 $374 $380 Market Value $361,665 $328,739 $305,011 Assessed Value $361,612 $328,739 $301,868 TAXABLE VALUE INFORMATION 2015 2014 2013t COUNTY Exemption Value $0 $0 $0 Taxable Value $361,612 $328,739 $301,868 SCHOOL BOARD ......... _ Exemption Value .. $0 ......... ........... ......... $0 $0 Taxable Value $361,665 $328,739 $305,011 CITY Exemption Value $0 $0 $0 Taxable Value $361,612 $328,739 $301,868 REGIONAL Exemption Value $0 $0 $0 Taxable Value $361,612 $328,739 $301,868 BENEFITS INFORMATION Benefit Type 2016 2014 2013 Non -Homestead Cap Assessment Reduction $53 $3,143 Note: Not all benefits are applicable to all Taxable Values (i.e. County, School Board, City, Regional). FULL LEGAL DESCRIPTION http://www.miamidade.gov/propertysearch/ 4/5/2016 Property Search Application - Miami -Dade County Page 4 of 7 SALES INFORMATION Previous Sale Price OR Book -Page Qualification Description 04/01/2002 $0 20386-2808 Sales which are disqualified as a result of examination of the deed 08/01/2000 $0 19265-0845 Sales which are disqualified as a result of examination of the deed 10/01/1999 $0 18825-4442 Sales which are disqualified as a result of examination of the deed 06/01/1999 $0 18651-4104 Sales which are disqualified as a result of examination of the deed 04/01/1997 $109,000 17590-3329 Sales which are qualified 01/01/1993 $92,000 15790-4784 Sales which are qualified 08/01/1992 $75,000 15628-0305 Sales which are qualified For more information about the Department of Revenue's Sales Qualification Codes. 2015 2014 2013 LAND INFORMATION Land Use Muni Zone PA Zone Unit Type Units Calc Value GENERAL R-17.5, R-18.5 1000 - SGL FAMILY - 2101-2300 SQ Front Ft. 72.50 $235,111 BUILDING INFORMATION Building Number Sub Area Year Built Actual Sq.Ft. Living Sq.Ft. Adj Sq.Ft. Calc Value 1 1 1950 1,863 1,763 1,813 $126,185 Building Sketches Available! EXTRA FEATURES Description Chain -link Fence 4-5 ft high Chain -link Fence 4-5 ft high ADDITIONAL INFORMATION Year Built Units Calc Value 1981 50 $276 1973 19 $93: http://www.miamidade.gov/propertysearch/ 4/5/2016 Property Search Application - Miami -Dade County Page 5 of 7 * The information listed below is not derived from the Property Appraiser's Office records. It is provided for convenience and is t derived from other government agencies. 1 .... ...... LAND USE AND RESTRICTIONS ....... ...... .......... ............ Community Development District: NONE Community Redevelopment Area: NONE 1 Empowerment Zone: NONE Enterprise Zone: NONE Urban Development: INSIDE URBAN DEVELOPMENT BOUNDARY Zoning Code: R17.5 - Existing Land Use: 10 - SINGLE-FAMILY, MED.-DENSITY (2-5 DU/GROSS ACRE). Government Agencies and Community Services OTHER GOVERNMENTAL JURISDICTIONS Business Incentives Childrens Trust City of Miami Shores Environmental Considerations Florida Department Of Revenue Florida Inland Navigation District i j PA Bulletin Board 3 Non -Ad Valorem Assessments School Board South Florida Water Mgmt District Tax Collector i...... _... ........... .................. _... .... ..... The Office of the Property Appraiser is continually editing and updating the tax roll. This website may not reflect the most current information on record. The Property Appraiser and Miami -Dade County assumes no liability, see full disclaimer and User Agreement at http://www.miamidade.gov/info/disclaimer. asp For inquiries and suggestions email us at http://www.miamidade.gov/PAPortal/ContactForm/ContactFormMain.aspx. Version: 2.0.3 EXEMPTIONS & BENEFITS Deployed Military http://www.miamidade.gov/propertysearch/ 4/5/2016 Property Search Application - Miami -Dade County Page 6 of 7 0 Disability Exemptions Homestead Institutional Senior Citizens More > REAL ESTATE 40 Yr Building Re -Certification Appealing Your Assessment Defective Drywall Folio Numbers Mortgage Fraud More > TANGIBLE PERSONAL PROPERTY Appealing your Assessment Assessment Information Search Exemptions Extension Requests Filing Returns More > PUBLIC RECORDS http://www.miamidade.gov/propertysearch/ 4/5/2016 Property Search Application - Miami -Dade County Page 7 of 7 Address Blocking IChange of Name Change of Address Change of Ownership & Title Declaration of Condominium ONLINE TOOLS Property Search Property Sales Tax Estimator Tax Comparison Homestead Exemption and Portability TAX ROLL ADMINISTRATION Appealing your Assessment Reports More > More > More > http://www.miamidade.gov/propertysearch/ 4/5/2016 R.E. Engineering Inc. Field Report Project: �� ���(/v�%✓���u-� Date: 3/12/18 Address: '� " f gl 5= Permit#: Description: Status: Foundation Size & Reinforcement Pass Fail Masonry Cell, Tie Column Reinforcement size & Placement Pass ?c Fail Concrete Beam, Lintel, Bond Beam Placement & Reinforcement Pass Fail Concrete Slab Placement & Reinforcement Pass Fail Truss Installation & Connection Pass Fail InstallationM/elds of Structural Steel Columns & Beams Pass Fail Installation/Welds of Steel Bar -Joists & Metal Roof Deck Pass Fail InstallationNVelds of Steel Floor/Roof Deck • Pass Fail Other: Pass Fail Comments: / Ca No 63407 4n, MSCFt, PE Cc ;• STATE OFF o W ��5�: �•:i Li37`015 Terrace, Plantation, FL 33323 �'� • Fax: (954) 861-2905 • Email: Infoar-e-e.com Visit us at WWW.R-E-E.COM Miami Shores Village`. Building Departmenttu 10050 NE 2nd Ave. Miami Shores, FL 33138 306-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by to perform special inspector services under the Florida Building Code 5th Edition (2014) and Miami Da a Co My Administrative Code at the project on the below listed structure as of (date). I am a registered architect/professional engineer licensed in the State o Flo a. Process Number: -64? ' ✓Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 51h Edition (2014) — Miami Dade County Administrative Code, Article II Section 8.22 Special Inspector for ' ....' Orusses > 35 ft, long or 6 ft. high ' ` • • • .... •. • ...... .. _ Sleet Framing and Connections welded or bolted ...... ...,.. 0 • Compaction `•' • • • _ __J Precast Attachments • Roofing Applications, Lt. Weight. Insul.Conc. •' " "' • • • Other • _ . . . . ...... Note: Only the marked boxes apply. : .'. ' ....; The following individual(s) employed by this firm or me is authorized representative to perform �+• inspection" • • 3. 4. "Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensurc as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; graduation from an architectural education ptugtam; successful completion of the NCEES Fundamentals Examination; or registration Its building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections. as required by the Florida Building Codc, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and prof io till judgment those portions of the project outlined above meet the intent of the Florida Building Col 3.fe in substantial accordance with the approval plans. engineer/Architect Name — /) )r Print Address i'° 4 (g pj July 10th, 2017 City of Miami Shores Village Building Department 10050 NE 2nd Avenue. TF Miami Shores Village, FI. 33138 1 �r 5 t Ref: 420 NE 91st Street Miami Shores, Florida 33138 +r'<Architects Job # .217183 C®v 0,1 Permit # 17-1597 Plan Review; l` ,Y Follow are our responses to your comments on the above referenced permit application documents: BUILDING: Ismael Naranjo, BO,CFM - Building Director Comment # 1: Construction drawings should comply with the requirements of section 107.2 of the 2014 Florida Building Code, and section 8-10 of the Miami Dade County Code. Answer # 1: Noted Comment # 2: Health Department, DERM,WASA and Miami Dade Impact fee section review and approval is required. Answer # 2: Owner to provide DERM & WASA approvals. Comment # 3: Provide a code legend. Code in effect, compliance method per 301.1, and level of alteration per R501.1, additions should comply with the requirements of chapter 11 of the 2014 Florida Building Code, Existing Building. Answer # 3: Alteration level added to notes on sheet AO. I. Effective code listed on Sheet A0.1 Page 1 of 4 Comment # 4: Clearly ID the locations of the means of egress from each bedroom and from the building. Answer # 4: Emergency Escape note added to bedrooms see sheet A1.1 (also noted on elevations sheets) Comment # 5: Provide fixture clearance details R307.1 Space required. Fixtures shall be spaced in accordance with the requirements of Section P2705.1. Answer # 5: Please see Fixture Clearance detail Sheet P1.1 Comment # 6: Provide tub and shower details. R307.2 Bathtub and shower spaces. Bathtub and shower floors and walls above bathtub installed shower heads and in shower compartments shall be finished with a nonabsorbent surface. Such walls surfaces shall extend to a height of not less than 6 feet (1829 mm) above the floor. Answer # 6: Shower section detail added to sheet P1.1. Comment # 7: Provide cat II safety glazing at hazardous locations. R308.4 Hazardous locations. The locations specified in sections R308.4.1 through R308.4.7 shall be considered specific hazardous locations for the purpose of glazing. Answer # 7: Please see note on window and door note on sheet A4.1 - Gazing in Hazardous locations indicated on this note. Comment # 8: Provide window and door schedule. Specify all components including glazing requirements as per energy calculations Answer # 8: Please see window schedule on sheet A4.2. Glazing type indicated on schedule. 0.50 SHGC maximum noted on Window and Door Notes sheet A4.1 Comment # 9: According to the energy calculations provided the minimum R-value should be 4.2. Please reflect the correct R-value on the typical wall sections. Answer # 9: energy calculations revised to reflect R-4 minimum exterior wall insulation Comment # 10: Provide cross section through the center of the front window on bedroom #4 and over the center of the garage door. Reflect all structural components. Please note structural components on exterior wall should be of cement product or concrete as required under section 523 of the Village code of ordinance. Answer # 10: section added sheet S2.1 Page 2 of 4 Comment # 11: Please check the beam over the garage door opening. According to the beam schedule the beam is a typical 8 x 16 with stirrups at 48" O.C. Answer # 11: please see structural calcs concrete beam section - beam over garage does not require additional reinforcement (stirrups) Comment # 12: 12.Beam CB-1624 is not reflected on the beam schedule. Answer # 12: CB1224 added to beam schedule sheet S2.1 Comment # 13: Provide a detail itemized job cost estimate. Include the cost of materials, labor, overhead and profit. Also, include the cost of all items to be provided by the owner. Answer # 13: Contractor to provide Comment # 14: Cloud in all changes, mark with delta and date. Do not remove void sheets from set mark as city copy. Answer # 14: revisions clouded STRUCTURAL: Comment # 1: Provide two copies of Special Inspector form, fully executed for: A.) Reinforced Masonry per section 2122.4 of FBC 5th Edition (2014) code. B.) Miami Dade County Administrative Code, Article II, Section 8-22. 1) Soil Compaction. 2) Prefab truss erection of trusses over 35 ft. long or over 6 foot high per. (refer to attached copy of the inspection form) Answer # 1: Contractor to provide PLUMBING: Rafael Hernandez Comment # 1: Pending DERM and Health Dept. Answer # 1: Approvals to be submitted by Contrator ELECTRICAL: Michael Devaney Comment # 1: Load on sub panel A is larger than panel MP. Panel L has 25 amp check calculations. Arc fault protection N.E.C. 210.12. Recessed fixtures to be I.C. rated N.E.C. 410.116. Answer #1: Panel-L is only loaded with general lighting and receptacles - 25 amp load is correct Arc fault protection note is on each panel schedule Recessed lights do not require IC protection - roof insulation is on the roof deck (encapsulated attic) Page 3 of 4 MECHANICAL: Jan Pierre Perez Comment # 1: Need to vent attic or comply with FBC-2014 R 806.5. Answer # 1: attic is encapsulated and therefore does not require ventilation - insulation shall be air -impermeable (per R806.5.5.5.1) or a combination of air -impermeable and air -permeable (per R806.5.5.5.3) at the digression of the contractor. Thank You; 17 Stephen H Brandt, R.A, NCARB Architect "0 r 4- 00­'� e ty oe-_ 5 &--(— be,\, V �­y Page 4 of 4 Miami Shores Village ,5N°R►�� Building Department 10050 NE 2"d Ave. �ORIDr Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by Rare 0enyyc4' %ors, I.l.(/ to perform special inspector services under the Florida Building Code 5th Edition (2014) and Miami Dade County Administrative Code at the 420 NE 011411 Miami S bares / IRL project on the below listed structure as of 01- t3 • 1-1 (date). I am a registered arch itect/profess ion at engineer licensed in the State of Florida. Process Number: KC - b - it - 15011 Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 51h Edition (2014) _ Miami Dade County Administrative Code, Article II Section B-22 Special Inspector for _ Trusses > 35 ft. long or 6 ft. high _. Steel Framing and Connections welded or bolted X Soil Compaction _ Precast Attachments _ Roofing Applications, Lt. Weight. Insul. Conc. Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* 1. 2. GU Qe W s In i v�4fio n • .... % •••••. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified b) education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering: graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approval plans. Engineer/Architect ( . Signeb and-Sealc Date: 01 • 13 1 Name g&;(eJ E• bro2- Sc_da 1 P.E• Print Address �2385 s w � 201 0 1 Wl;aw%; I IFt, 3318b Miami Shores Village ,yH°R� Building Department 10050 NE 2Id Ave. Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL. INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by Rare , 1 I, (/ to perform special inspector services under the Florida Building Code 5t^ Edition (2014) and Miami Dade County Administrative Code at the 420 NE 011,;T I Miami 6Vwes project on the below listed structure as of 011 13 .11 (date). I am a registered arch itect/professionat engineer licensed in the State of Florida. Process Number: RC - 6 - 11 - 160( 1 _ Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 51h Edition (2014) _,_ Miami Dade County Administrative Code, Article II Section 8-22 Special Inspector for _ Trusses > 35 ft, long or 6 ft. high _ Steel Framing and Connections welded or bolted X Soil Compaction — Precast Attachments _ Roofing Applications, Lt. Weight. Insul. Conc. Other • Note: Only the marked boxes apply. • • The following individual(s) employed by this firm or me is authorized representative to perform inspection* I.-hr�la.v% MiyZa, 2• GCOQe W4S11,Aiv�q�o�-+ • •••••• • • • • ,.•.• •• •••••• , ••.•.• • .....• • • *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified b} education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be perfortned by the Miami Shores Building Department .inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approval plans. Engineer/Architect Name Gt;� E , Dro2- SedA I �. E• Signeb and Sealed'Print Date: 0-t • 13 1 1 Address -A2395 sh, 2,11 CT Mla-,6I fit, 3318b FORM R405-2014 RESIDENTIAL ENERG ) Florida Dep Simulated Applications for compliance wJ residential Simulated Performa �I is checklist A Form R405 report that R405.3 of the Florida En, indicating home address, areas and types of comp. orientation, name and ve completing the compliam b used for field verificati l EEnergy Performance Lev e Mandatory Requirement,, I I Required prior to CO for the O Air Barrier and one page) ❑ A completed 13 If Form R405 duct Form R405 Duct L 7/10/2017 4:31:05 PM 15 CONSERVATION CODE DOCUMENTATION CHECKLIST00 41 ment of Business and Professional Regulation trformance Alternative (Performance) Method the 2014 Florida Building Code, Energy Conservation via the e method shall include icuments that the Proposed Design complies with Section ly Code. This fonn she# include a summary page 0 :... ; ratio and the pass or fall status along with summary ""' • ants, whether the home was simulated as a worst -case ...... ...... • • on of the compliance software tool, name of individual • • • • .. report (1 and an input summary checklist that can • • • • : "" • page) i (usually 4 pageslmay be greater). "" • (EPL) Display Card (one page) ...... • • • • • • • Vee pages) • • ...... ...... • Performance Method: • • inspection Component Criteria checklist (Table R402.4.1.1 - Leakage Test Report(usually one page) R type indicates anything other than "default leakage", then a completed Test Report (usually one page) if 1 1 i FORM R405-2014 FLORIDA ENERGY EFF CIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: 91 st Miami Shores Residence Builder Name: Street: 420 NE 91st $test Permit Office: Miami Shores City, State, Zip: Miami Shores Village. FL , Permit Number: Owner: Property Hounds Jurisdiction: Design Location: FL, Miami County:: Miami -Dade (Florida Climate Zone 1 ) 1. New construction or existing New (From Plans) 9. Wail Types (3472.0 sgft.) insulation Area 2. Single family or multiple family Si ggia-family a. Concrete Block - Int Insul, Exterior R=4.0 2492.00 fl' b. interior Frame - Wood, interior R=4.0 980.00 ft' 3. Number of units, if multiple family 1 c. WA R= fl= 4, Number of Bedrooms 4 d. NIA R= fls 10. Calling Types (2983.0 sgft.) Insulation Area 5. Is thls a worst case? N l a. Roof Deck (Unvented) R=30.0 2983.00 IF 6. Conditioned floor area above grade {ff') 2983 b. NIA R= ft' c, R= • ft' • Conditioned floor area below grade (fly 0 uct s 11.ODuct •• ••• • R • fl� � 7. Wrndows(575.0 sgft.) Description Area a. Sup: dining, Ret: foyer, AH: laundry b. Rat: AH: • • .. • 6 368 6 :W.:. a. U-Factor. Sol, U=0.99 475.00 fix Sup: wic2, wic2, wlc2 SHGC: SHGC=0.50 b. U-Factor. Sgl, U=0.99 100.00 R' 12. Cooling systems a. Central Unit ' •k9tk!'M'• Efficiency. • ,06.9 SEER:'I,j3 00 . SHGC: SHGC�,50 b. Central Unit • 24.o • SEER:11W. • • c. U-Factor: NIA ft2 ' SHGC: 13. Heating systems • RQte/Mr• Effioieaay d. U-Factor. NIA ft' ctri a. Electric Strip Heat • • • 3?3 COP:1.00•. SHGC: b. Electric Strip Heat .... 39 COPA.00 Area Weighted Average Overhang Depth: 5.097 R ' • Area Weighted Average SHGC: 0,500 14. Hot water systems Electric • 40 gWons 8. Floor Types (2981.2 sgft.) insulaion Area a. . .'Cap: • • • EF:JWO . a. Stab -On -Grade Edge insulation R-0,01 2981.20 ft- b. Conservation features • • b. WA R= ff° None c. NIA R- fe 15. Credits Pstat Toal Proposed Modified Loads: 120.66 PASS Glass/Floor Area: 0.193 Total Baseline Loads: 127.31 i I hereby certify that the plans and specaficatio�s covered by Review of the plans and OIt S1"A this calculation are in compliance with the Florida Energy specifications covered by this qf, Code. calculation indicates compliance ` , 1YT ' p 1 with the Florida Energy Code. Before construction is completed � PREPARED BY: _ _........ ...... _ ._._. DATE: _ .......� 1�-......... - - --� Sri- this building will be inspected for compliance with Section 553.908 i I hereby certify that this builds s des 731 compliance Florida Statutes. O with the Florida Energy Cod�OD OWNERIAGENT' _.__ .._ __...._... - BUILDING OFFICIAL: T _. ..... ... __..__....... _... DATE: % ......�. _......_ ..... �__ DATE: ._...__--__......._._.._.:_. � __ . __....._....... - Compliance requires certificatlotf by th� air handier unit manufacturer that the air handler enclosure qualifies as certified factory -sealed In accordance with R403.2.2.1. - Compliance requires an Air Baffler and insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402A.1.2 I 711Of= 7 4:31 PM EnergyGaugeV USA - FiaRes2014 Section R405.4.1 Compliant Software Page 1 of 7 r=nrzne adnS;-')nle PROJECT Title: 91 st Miami Shores Resident Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2983 Lot # Owner: Property Hounds Total Stories: 1 Block/SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 420 NE 91 st Steet Permit Office: Miami Shores Cross Ventilation: No County: Miami -Dade Jurisdiction: Whole House Fan: No City, State, Zip: Miami Shores Village, Family Type: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp % Int Design Winter Temp Summer Heating Design Daily Temp Degree Days Moisture Range Design Location TMY Site Zone 97.5 % 2.5 FL, Miami FL_MIAMI_INTL AP 1 51 90 70 75 149.5 56 Low •••••; BLOCKS �.� ' Number+ • • • • Narie.• • • Area Volume •1 • AHU2 Wrt8rAt 1047 10470 �2 •: ... AHU1 r 1hjn qqA 1936 23232 •••• ••• ""'• SPACES Number • Name:*:**: Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated "' 1 • • • •MI ied . 321 3852 No 0 1 1 Yes Yes Yes ' "' i . • • •rriO1 • • • • • 69 828 No 0 1 Yes Yes Yes 3 " wic2 58 696 No 0 1 Yes Yes Yes 4 m toilet 28 337 No 0 1 Yes Yes Yes 5 m bath 180 2160 No 0 1 Yes Yes Yes 6 laundry 74 888 No 0 1 Yes Yes Yes 7 kitchen 295 3540 No 0 1 Yes Yes Yes 8 dining 187 2244 No 3 1 Yes Yes Yes 9 foyer 127 1524 No 0 1 Yes Yes Yes 10 living rm 597 7164 No 2 1 Yes Yes Yes 11 bed 2 214 2140 No 0 1 1 Yes Yes Yes 12 bed 2 wic 68 680 No 0 1 Yes Yes Yes 13 cabana bath 95 950 No 0 1 Yes Yes Yes 14 bed 3 201 2010 No 0 1 1 Yes Yes Yes 15 bath 3 58 580 No 0 1 Yes Yes Yes 16 bed 3 wic 81 810 No 0 1 Yes Yes Yes 17 bath 4 81 810 No 0 1 Yes Yes Yes 18 bed 4 wic 67 670 No 0 1 Yes Yes Yes 19 bed 4 182 1820 No 0 1 1 Yes Yes Yes 7/10/2017 4:31 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 7 FORM R405-2014 FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio M Bed 36 ft 0 321.2 ftz ___ 1 0 0 2 Slab -On -Grade Edge Insulatio wicl 9 ft 0 69 ftz __ 1 0 0 3 Slab -On -Grade Edge Insulatio wic2 1 ft 0 57.8 ftz 1 0 0 4 Slab -On -Grade Edge Insulatio m toilet 3.7 ft 0 28.11112 __ 1 0 0 5 Slab -On -Grade Edge Insulatio m bath 13.3 ft 0 179.6 ftz ___ 1 0 0 6 Slab -On -Grade Edge Insulatio laundry 6.3 ft 0 73.9 ftz ___ 1 0 0 7 Slab -On -Grade Edge Insulatio kitchen 1 ft 0 294.7 ftz __ 1 0 0 8 Slab -On -Grade Edge Insulatio dining 4.7 ft 0 186.7 ftz __ 1 0 0 9 Slab -On -Grade Edge Insulatio foyer 8.7 ft 0 127.1 ftz __ 1 0 0 10SIab-On-Grade Edge Insulatio living rm 22.7 ft 0 596.9 ftz • ....•. 1 • 0 0 __ 0904 11Slab-On-Grade Edge Insulatio bed 2 29.3 ft 0 214.1 ftz __ • • • • • . 1 : .d 0 12SIab-On-Grade Edge Insulatio bed 2 wic 5 ft 0 68.3 ftz ___ • • .. 1 , 4 0 • • • 13SIab-On-Grade Edge Insulatio cabana bath 14 ft 0 94.8 ftz 1 0 094* 0 000 . . 6699 14SIab-On-Grade Edge Insulatio bed 3 9.7 ft 0 200.7 ftz __ti 1 0 00666 15SIab-On-Grade Edge Insulatio bath 3 9.7 ft 0 58 ftz _ 1: •. • b• 0"' • 16SIab-On-Grade Edge Insulatio bed 3 wic 1 ft 0 80.6 ftz ___ 00 1"', 0; • 00 17SIab-On-Grade Edge Insulatio bath 4 7.3 ft 0 81.2 ftz 1 0 0 18SIab-On-Grade Edge Insulatio bed 4 wic 9.3 ft 0 66.9 ftz 1 0 0 19SIab-On-Grade Edge Insulatio bed 4 39.7 ft 0 181.6 ftz __ 1 0 0 ROOF / Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Flat tile/slate 3231 ftz 0 ftz Medium 0.75 No 0.9 No 30 22.6 ATTIC / v # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Unvented 0 2983 ftz N N f 7/10/2017 4:31 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 7 FORM R405-2014 CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Unvented) M Bed 1 Blown 321 ft2 0.1 Wood 2 Under Attic (Unvented) wicl 1 Blown 69 ft2 0.1 Wood 3 Under Attic (Unvented) wic2 1 Blown 58 ft2 0.1 Wood 4 Under Attic (Unvented) m toilet 1 Blown 28 ft2 0.1 Wood 5 Under Attic (Unvented) m bath 1 Blown 180 112 0.1 Wood 6 Under Attic (Unvented) laundry 1 Blown 74 ft2 0.1 Wood 7 Under Attic (Unvented) kitchen 1 Blown 295 ft2 0.1 Wood 8 Under Attic (Unvented) dining 1 Blown 187 ft2 0.1 Wood 9 Under Attic (Unvented) foyer 1 Blown 127 ft2 0.1 Wood 10 Under Attic (Unvented) living rm 1 Blown 597 ft2 0.1 Wood 11 Under Attic (Unvented) bed 2 1 Blown 214 ft2 0.1 Wood 12 Under Attic (Unvented) bed 2 wic 1 Blown 68 1112 0.1 Wood 13 .Under Attic (Unvented) cabana bath 1 Blown 95 ft2 0.1 Wood .... 14 'Under A^(Un4ented) bed 3 1 Blown 201 ft2 0.1 Wood • 5... ilnder Attic (Unvented) bath 3 1 Blown 58 ft2 0.1 Wood T 160 Under AjtjF s� nted) bed 3 wic 1 Blown 81 ft2 0.1 Wood •"' 11 �UnderAtticKdMented) bath 1 Blown 81 ft2 0.1 Wood 0000 18 Under Atti IONvented) bed 4 wic 1 Blown 67 ft2 0.1 Wood -F- • "' 19 . ..... 0 * Lnder AtticSlfivented). 00 bed 4 1 Blown 182 ft2 0.1 Wood . ' :0:66: . WALLS MjaceM 0 • • Cavity Width Height Sheathing Framing Solar Below ... • Space _ _ o _ 1 4i Exterior Concrete Block - Int Insul M Bed 4 16 4 12 0 196.0 ft2 0 0 0.3 0 _ 2 W Exterior Concrete Block - Int Insul M Bed 4 19 8 12 0 236.0 ft2 0 0 0.3 0 _ 3 W Exterior Concrete Block - Int Insul wicl 4 9 0 12 0 108.0 1112 0 0 0.3 0 _ 4 W Exterior Concrete Block - Int Insul m toilet 4 3 8 12 0 44.0 ft2 0 0 0.3 0 _ 5 W Exterior Concrete Block - Int Insul m bath 4 13 4 12 0 160.0 ft2 0 0 0.3 0 6 W Exterior Concrete Block - Int Insul laundry 4 6 4 12 0 76.0 ft2 0 0 0.3 0 _ 7 N M Bed Interior Frame - Wood laundry 4 11 8 12 0 140.0 ft2 0 0.25 0.3 0 _ 8 E bed 3 Interior Frame - Wood kitchen 4 13 0 12 0 156.0 ft2 0 0.25 0.3 0 9 N Exterior Concrete Block - Int Insul dining 4 4 8 12 0 56.0 ft2 0 0 0.3 0 10 W M Bed Interior Frame - Wood dining 4 2 0 12 0 24.0 ft2 0 0.25 0.3 0 11 N M Bed Interior Frame - Wood dining 4 9 4 12 0 112.0 ft2 0 0.25 0.3 0 _ 12 N Exterior Concrete Block - Int Insul foyer 4 8 8 12 0 104.0 ft2 0 0 0.3 0 _ 13 E bath 4 Interior Frame - Wood foyer 4 4 0 12 0 48.0 ft2 0 0.25 0.3 0 14 E bed 3 wic Interior Frame - Wood foyer 4 9 8 12 0 116.0 ft2 0 0.25 0.3 0 _ 15 E bed 3 Interior Frame - Wood foyer 4 1 0 12 0 12.0 ft2 0 0.25 0.3 0 _ 16 S Exterior Concrete Block - Int Insul living rm 4 22 8 12 0 272.0 ft2 0 0 0.3 0 17 N bed 3 Interior Frame - Wood living rm 4 4 8 12 0 56.0 ft2 0 0.25 0.3 0 18 E cabana b Interior Frame - Wood living rm 4 5 8 12 0 68.0 ft2 0 0.25 0.3 0 _ 19 E bed 2 wic Interior Frame - Wood living rm 4 5 0 12 0 60.0 ft2 0 0.25 0.3 0 _20 E Interior Frame - Wood living rm 4 15 8 12 0 188.0 1112 0 0.25 0.3 0 21 E Exterior Concrete Block - Int Insul bed 2 4 15 8 10 0 156.7 ft2 0 0 0.3 0 7/10/2017 4:31 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 7 FORM R405-2014 WALLS Adjacent Space Cavity R--Val-le Width Et In Height Ft In Area Sheathing Framing R--Vahe Fraction Solar Ahsor Below 0 _22 S Exterior Concrete Block - Int Insul bed 2 4 13 8 10 0 136.7 ft2 0 0 0.3 0 _23 E Exterior Concrete Block - Int Insul bed 2 wic 4 5 0 10 0 50.0 ft2 0 0 0.3 0 24 N Exterior Concrete Block - Int Insutabana bath 4 4 0 10 0 40.0 ft2 0 0 0.3 0 _ 25 E Exterior Concrete Block - Int Insulabana bath 4 10 0 10 0 100.0 ft2 0 0 0.3 0 _26 E Exterior Concrete Block - Int Insul bed 3 4 9 8 10 0 96.7 ft2 0 0 0.3 0 _27 E Exterior Concrete Block - Int Insul bath 3 4 9 8 10 0 96.7 ft2 0 0 0.3 0 28 E Exterior Concrete Block - Int Insul bath 4 4 5 8 10 0 56.7 ft2 0 0 0.3 0 _29 W Exterior Concrete Block - Int Insul bath 4 4 1 8 10 0 16.7 ft2 0 0 0.3 0 _30 E Exterior Concrete Block - Int Insul bed 4 wic 4 4 8 10 0 46.7 ft2 0 0 0.3 0 _31 W Exterior Concrete Block - Int Insul bed 4 wic 4 4 8 10 0 46.7 ft2 0 0 0.3 0 _32 N Exterior Concrete Block - Int Insul bed 4 4 14 4 10 0 143.3 ft2 0 0 0.3 0 _33 E Exterior Concrete Block - Int Insul bed 4 4 12 8 10 0 126.7 ft2 0 0 0.3 0 34 W Exterior Concrete Block - Int Insul bed 4 4 12 8 10 0 126.7 ft2 0 0 0,3 0 DOORS Peoee 0094 # Omt Door Type Space Storms U-Value Width • VV-Height Area 0 Ft "Ifi' • • Ft In • • 1 S Wood M Bed None .2 .1 •••• • • .1 : • • • :. .1 ft2 • WINDOWS ...... ... 0000 Orientation shown is the entered, Proposed orientation. " " • • 9069 Wall Overh4 • • ' Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Se aration' Int 4wo;. Scre&firr 1 S 1 Metal Single (Tinted) Yes 0.99 0.5 72.0 ft2 12 It 0 in 8 I .O jrf ; Nn e • • None • • • 2 W 2 Metal Single (Tinted) Yes 0.99 0.5 16.0 ft2 0 ft 0 in 0 It 0 in None '.; None 3 W 4 Metal Single (Tinted) Yes 0.99 0.5 7.5 ft2 2 ft 0 in 4 It 0 in None None 4 W 5 None Single (Tinted) Yes 0.99 0.5 32.3 ft2 2 ft 0 in 4 It 0 in None None 5 W 5 Metal Single (Tinted) Yes 0.99 0.5 7.5 ft2 2 ft 0 in 4 It 0 in None None 6 W 6 Metal Single (Clear) Yes 0.99 0.5 20.0 ft2 2 ft 0 in 4 It 0 in None None 7 N 9 None Single (Tinted) Yes 0.99 0.5 16.8 ft2 0 ft 0 in 0 ft 0 in None None 8 N 12 None Single (Tinted) Yes 0.99 0.5 16.8 ft2 0 It 0 in 0 ft 0 in None None 9 N 12 Metal Single (Clear) Yes 0.99 0.5 60.0 ft2 0 It 0 in 0 ft 0 in None None 10 S 16 Metal Single (Tinted) Yes 0.99 0.5 128.0 ft2 12 It 0 in 8 It 0 in None None 11 S 22 Metal Single (Tinted) Yes 0.99 0.5 72.0 fF 2 ft 0 in 2 It 0 in None None 12 E 25 Metal Single (Clear) Yes 0.99 0.5 20.0 ft2 2 ft 0 in 2 It 0 in None None 13 E 26 None Single (Tinted) Yes 0.99 0.5 24.0 ft2 2 It 0 in 2 ft 0 in None None 14 E 27 None Single (Tinted) Yes 0.99 0.5 12.0 ft2 2 ft 0 in 2 ft 0 in None None 15 E 28 None Single (Tinted) Yes 0.99 0.5 12.0 ft2 2 ft 0 in 2 ft 0 in None None 16 N 32 None Single (Tinted) Yes 0.99 0.5 34.2 ft2 2 ft 0 in 2 It 0 in None None 17 E 33 None Single (Tinted) Yes 0.99 0.5 24.0 ft2 2 ft 0 in 2 It 0 in None None 7/10/2017 4:31 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 7 FORM R405-2014 GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 382.8 ft2 382.8 ft2 64 It 8 ft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000215 1685.2 92.51 173.98 .1486 3 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COP:1 19.26 kBtu/hr 2 sys#1 2 Electric Strip Heat None COPA 14.92 kBtu/hr 1 sys#2 COOLING SYSTEM . • # System Txpb. : Subtype Efficiency Capacity Air Flow SHR Block Ducts • .1:.. Central Unit • Split SEER: 16 36 kBtu/hr cfm 0.7 2 sys#1 .... . ...... 2 . Central Unit.:... Split SEER: 16 24 kBtu/hr cfm 0.7 1 sys#2 HOT WATER SYSTEM ' • • System ?W' . SubType Location EF Cap Use SetPnt Conservation 1 Electric • • •lone Garage 0.9 40 gal 60.9 gal 120 deg None •• SOLAR HOT WATER SYSTEM �$� Collector Storage Cert # CompanyName System Model # Collector Model # Area Volume FEF None None ft2 DUCTS — Supply — — Return — Air CFM 25 CFM25 HVAC # # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 dining 6 368 ft2 foyer 93 ft2 Default Leakage laundry (Default) (Default) 1 1 2 wic2 6 133 ft2 wic2 35 ft2 Default Leakage wic2 (Default) (Default) 2 2 7/10/2017 4:31 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 6 of 7 FORM R4M-9n14 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Heating Jan H Feb HX Mar Apr Jun JXJJul Aug rl rl Sep Oct Nov Dec Jan Feb Mar Apr May lxl Jun Jul Aug Sep Occtt lXNov DecVenting Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 a 7/10/2017 4:31 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 7 of 7 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 95 The lower the EnergyPerformance Index, the more efficient the home. 420 NE 91st Steet, Miami Shores Village, FL, 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows- Description a. U-Factor. Sgl, U=0.99 SHGC: SHGC=0.50 b. U-Factor: Sgl, U=0.99 SHGC: SHGC=0.50 c. U-Factor: N/A SHGC: d. U-Factor. N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: New (From Plans) 9. Wall Types Insulation Single-family a. Concrete Block - Int Insul, Exterior R=4.0 b. Interior Frame - Wood, Interior R=4.0 1 c. N/A R= 4 d. N/A R= No 10. Ceiling Types Insulation a. Roof Deck (Unvented) R=30.0 2983 b. N/A R= Area c. WA R= 475.00 ft2 11. Ducts • • a. Sup: dining, Ret: foyer, AH: laundry • • b. Sup: wic2, Ret: wic2, AH: wic2 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. N/A R= c. N/A R= 100.00 ft2 12. Cooling systems ft2 a. Central Unit b. Central Unit ft2 13. Heating systems a. Electric Strip Heat 5.097 ft. b. Electric Strip Heat 0.500 Area 14. Hot water systems 2981.20 ft2 a. Electric ft2 ft2 b. Conservation features None 15. Credits 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: Address of New Home: Date: City/FL Zip: Area 2492.00 ft2 980.00 ft2 ft2 ft2 Area 2983.00 ft2 ft2 ft2 •.•R•.ft2 • 6 368 ;••g:•133 • • • • • • • • • • • • *Wtu/hr Efficiency 0000 36.0 SEER46.00 ...... 24.0 SEERM6.00 • CBtu/hr • tVercy • • 19.3 COPA.00 •••••• 14.9 CQP:1.00 • • • • • • C2o: 40 gallons • •••• ER. 0.9 • Pstat *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 7/10/2017 4:31 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R445-2014 Florida Depart ent of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: 420 NE 91st Steet Permit Number: Miami Shores Village , FL, M DATORY REQUIREMENTS + individual code sections for full details. 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by thebuilder to be accurate and correct before final approval of the building for occupancy. Florida law (Section 553.9085, Florida Statues) requires E EPL display card to be included as an addendum to each sales contract for both presoid and nonpresold residential buildings. The EPL di lay card contains Information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building oiZ; shag verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate c omplance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402A.4. , Q R402.4.1 Building thermal anvelope. „ The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1,2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. • R402A.1.1 Installation. Thelcomponents of the building thermal envelope as fisted in Table R402.4.1.1 shall be Installed in accordance with the manufacturers insWetions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall Inspect all components and verify compliance. • R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeds bur • changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. TastinV%lill be coAducted with a blower door at a pressure of b.2 inches w.g. (50 Pascals). Where required by the code official, testing shalfdb coOducted *an • approved third party. A writteil report of the results of the test shall be signed by the party conducting thetas& andorovidectta (hbWde official. Testing shall be pe rmed at any time after creation of all penetrations of the building thermal erwIlgo, . • During testing: . 9 i�therstri�•t}IAg�dr • • 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the We other other infiltration control measures; 2. Dampers including exhaust, Intake, makeup air, backdraft and flue dampers shall be closed, but not seafOdhle;oni intdhEd4, infiffretion control measures;1 • " • • 3. Interior doors, if installed at the time of the test, shall be open; • • • • • • 4. Exterior doors for continuqus ventilation systems and heat recovery ventilators shall be dosed and sealed! • 5. Heating and cooling systems, if installed at the lime of the test, shall be turned off; and • • • i • • • : • 8. Supply and return register, if installed at the time of the test, shall be fully open. . . • ' 000 O R402.4.2 Fireplaces. New wood-buming fireplaces shall have tight -fitting flue dampers and outdoor combustion air. • 0 R402.4.3 Fenestration air IeakagoWindows, skylights and sliding glass doors shall have an air Infiltration rate of no more than 0.3 cfm per square foot (1.5 Uslm2), and swinging doors no more than 0.5 cim per square foot (2.6 Uslm2), when tested according to NFRC 400 or AAMA/WDMAJCSA 10111.S.21A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Stte-built windows. skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed In the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in`accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. AD recessed kmrinalres shall be sealed with a gasket or caulk between the housing and the Interior wall or ceiling covering. R403.1.1 Thermostat provision (Mandator ). At least one thermostat shall be provided for each separate heating and cooling system. AJA R403.1.5 Heat pump supplementary heat IiMandatory).Heat pumps having supplementary electric -resistance heat snap have controls `ttt••/ that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. g R403.2.2 Sealing (MandatorylMl ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial ITrovisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -In testing below. i Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized b�, Florida Statutes, to be -substantially leak free" by either of the following: 1. Past -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 �nches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise seatId during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches wig. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If khe air handier is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm (85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: i 1. The total leakage last Is not requited for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 7110/2017 4:31 PM EnergyGaugeV USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQU1REM R403.2.3 Building Cavities (Mandatory). R403.3 Mechanical system piping insula below 55°F (13'C) shall be insulated to a r R403.3.1 Protection of piping S _ (Continued) framing cavities shall not be used as ducts or plenums. (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (411C) or urri of R-3.. AAI R403A.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can rum off the hot-water circulating pump when the system Is not in use. ff/1R403.4.3 Heat traps (Mandatory). Storage ;water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 % inches (89 mm) in the hot water distribution line and cold water line located as dose as possible —/ to the storage tank. 1a R4AeJ1A.iV46r heater efficiencies (Mandatory). • • • • • • R43.4.4.1$fosagervater heater temperature controls ,' .: • • • i R403 4.4.1 1 Automatic co66 ntrols: Service water heating systems shall be equipped with automatic temperature controls capable • • • • • • ' of adi'TisUeni from the lowest to the highest acceptable temperature settings for the Intended use. The minimum temperature setting • rangd llr&lfrom 100°F to �140'F (38-C to 60'C). • ' . ; • • • R403a.4.1.2 Shutdown. A separate switch ore clearly marked circuit breaker shall be provided to permit the power supplied to . • • • • • electric $ervica systems to bi turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of ' , , ; , . . • • • combigiialitpes of service water heating systems to be turned off. . . b, .... • • "" R403.4.4.2 Water heating equlprr • • • C404.2 in cDjpjei 4 $f the Florida „.. • Equipment esed to provide heating • • • 4fting category. Scar water hea' ""� • ••.► R4o3.4.4.2oi4iarwatenc4 • • factor of the system. The sot Certified Solar Systems. Sol and SRCC Standard TM-1,1 heating systems should mef 1. Be installed with a 2. Be installed at an R403.5 Mechanical ventilation (Mandatory Florida Building Code, Residential or Florida Outdoor arc intakes and exhausts shall have R403.6 Heating and cooling equipment (h R403.6.1 Equipment sizing. f equipment loads calculated in ac based on building loads for the d units (if split system) shall be sul Section R302.1. This code does equipment sizing. System sizing standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling #quipr I nt capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. all. Water healing equipment installed in residential units shall meet the minimum efficiencies of Table wilding Code, Energy Conservation, Commercial Provisions. for the type of equipment installed. functions as part of a combination system shall satisfy all stated requirements for the appropriate water 3rs shall met the criteria Section R403.4.4.2.1. along systems. Solar systems for domestic hot water production are rated by the annual solar energy rr energy factor of a system shall be determined from the Florida Solar Energy Center Directory of it collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, olar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water the following criteria: angle between 10 degrees and 40 degrees of the horizontal: and ntation within 45 degrees of true south. building shall be provided with ventilation that meets the requirements of the f Code, Mechanical, as applicable, or with other approved means of ventilation. tic or gravity dampers that dose when the ventilation system is not operating. rdatory). The following sections are mandatory for cooling and heating equipment ng and cooling equipment shall be sized in accordance with ACCA Manual S based on the lance with ACCA Manual J or other approved heating and cooling calculation methodologies. tional orientation of the building. The manufacturer and model number of the outdoor and indoor Ad along with the sensible and total cooling capacities at the design conditions described in allow designer safety factors, provisions for future expansion or other factors which affect xrlations shall not include bads created by local intermittent mechanical ventilation such as 7/10/2017 4:31 PM EnergyGaugeB+ USA - FlaRes2014 - Section R405.4.1 Corn Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.8.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity Is a nominal, rating -test value and shall not be used for equipment siz(ng. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select co ling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet btib temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shag be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains If the return duct(s) is installed in an unconditioned space. Exceptions: i 1. Attached single- and!muWamily residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not toss than 80 percent of that load. 2. When signed and seat by a Florida -registered engineer, in attached single- and multi-famity units, the capacity of equipment may be stied in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shag be sized within kW of the design requirements calculated according to the ptocedure selected in Section R403.6.1. • • ' R403.6.1.2.3 Fossil fuel hung `equipment. The capacity of fossil fuel heating equipment with nature! drabe nosphe;ic burners • • • • • • + shag not be less than the design load calculated in accordance with Section R403.6.1. • • • • • • • + 0000 • O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating egogrgem r capacity n an 000600 Intermittent basis, such as anticipated additional loads caused by major entertainment events, shag have equipment sized or co: trolled to • • + • + prevent continuous space cooling x r heating within that space by one or more of the following options: • + • + • • + + • 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. • • • • • • • 2. A variable capacity system sized for optimum performance during base load periods is utilized. • + • • • • • • + + : •' •' • Ny�t R403.78y me serving multiple dwstiingi. ?units (Mandatory). Systems serving multiple dwelling units shall ccmpiipwittywions 0403 • • • • • + •: • • and C404 of the Commercial Provisions in lieln� of Section R403. ; • ; • • • tt403.8 Snow matt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service tII thebeilding, ahsil • • include automatic controls capable of shutting off the system when the pavement temperature is above 55•F, and no preeipitatiat is fagirlp• • • • • • • • • + • + and an automatic or manual control that will 811ow.shutoff when the outdoor temperature is above 40•F. • • • R403.9 Swimming pools, inground spas a d portable spas (Mandatory). The energy requirements for residential pools and inground for spas shall be as specified in Sections R403. 1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa treaters. JAII pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oiMfired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot fights. R403.9.1.2 Heat pump poo11 heaters. Heat pump pool heaters shag have a minimum COP of 4.0 when tested in accordance with AHRI 1180, Table 2, Stand" Rating Conditions -Low Air Temperature. A test report from an Independent laboratory is required to verify procedure compliance: Geothermal swimming pool heat pumps are not required to meet this standard. 0 R403.9.2 Time switches. Time a preset schedule shall be installed compliance with this equipment. Exceptions: • 1. Where public heahr 2. Where pumps are n 3. Where pumps are p O R403.9.3 Covers. Heated swimmli at the water surface or a liquid cove Exception: Outdoor pools • solar energy source compui RR404.1 Lighting equipment (Mandatory) high -efficacy lamps or a minimum of 75 pen Exception: Low -voltage li O R404.1.1 Lighting equipm R405.2 Performance ONLY. AiI ducts no O R40112.1 Performance ONLY. C concrete deck roofs do not have su' 7/10/2017 4:31 PM Enei bitches or other control method that can automatically turn off and on heaters and pumps according to a n all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in standards require 24-hour pump operations. quired to operate solar- and waste -heat -recovery pool heating systems. bwered exclusively from on-sge renewable generation. g pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or or other means proven to reduce heat loss. leriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or !d over an operating season. A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be ant of permanently Installed lighting fixtures shag contain only high efficacy lamps. ;Ming shag not be required to utilize high -efficacy lamps. mt (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights entirely inside the building thermal envelope shag be insulated to a minimum of R-6, iilings shag have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or icent space, R-10 is allowed. WGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: 91 st Miami Shores Residence Builder Name: Street: 420 NE 91st Steet Permit Office: Miami Shores City, State, Zip: Miami Shores Village, FL, Permit Number: Owner: Property Hounds Jurisdiction: Design Location: FL, Miami COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. ' Comers and headers shall be insulated and the junction of the fodryrj 400 + Walls and sill plate shall be sealed. • •... The junction of the top plate and the top or exterior walls shall be�SV;1p0i ' Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. • 0 * e e • j e • Knee walls shall be sealed. + Windows, skylights and doors The space between window/doorjambs and framing and skylights4a6• ' •; framing shall be sealed. . f . f .. e Rim joists Rim joists are insulated and include an air barrier. a :. •: e Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside of and cantilevered floors) f e subfloor decking. D• • The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 7/10/2017 4:31 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: 91 st Miami Shores Residence Builder Name: Street: 420 NE 91 st Steet Permit Office: Miami Shores City, State, Zip: Miami Shores Village, FL , Permit Number: Design Location: FL, Miami Jurisdiction: Cond. Floor Area:: 2983 sq.ft. Cond. Volume: 33703 cu ft. Envelope Leakage Test Results Regression Data: C: Fill R: Single or Multi Point Test Data HOUSE PRESSURE FLOW. Leakage Characteristics CFM(50): ELA: •••••• '. EgLA: ....... �..... ACH: V es s: ACH(50): • • • • • ... • 000 .. •• • . 000000 •..• • • ...... • ...... R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes �� r hour=n ' Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of b:2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be dosed, but not sealed, beyond the intended weatherstripping or other Infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: 0,'flff ST,4TA w .. C COD WE 7/10/2017 4:31 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 U FORM R405-2014 RESIDENTIAL ENERG) Florida Dep Simulated Applications for compliance wi residential Simulated Performa V Tbis checklist iff A Form R405 report that R405.3 of the Florida Ent indicating home address, areas and types of comp orientation, name and ve. completing the compliant b used for field verifioati ,Energy Perfomrance Lev e Mandatory Requirement,, Required prior to CO for the 0 Air Barrier and one page) p A completed p If Form R405 duct Form R405 Duct L f ��aitLJ CONSERVATION CODE DOCUMENTATION CHECKLIST [ a.. .� Mont of Business and Professional Regulation Prfnrmance Alternative (Performance) Method the 2014 Florida Building Code, Energy Conservation via the e method shall include cuments that the Proposed Design complies with Section ; • • • • • • • • • ry Code. This form shall include a summary page ...... -ratio and the pass or fail status along with summary ...... . ...... ants, whether the home was simulated as a worst -case • • • • • • • on of the compliance soRwere tool, name of individual report (1 page) and an input summary checklist that can • • • • • • • • • • • ....' (usually 4 pages/may be greater). • • • • • • • • • • • • (EPL) Display Card (one page) . . . . • • • • • • ...... hree pages) Method. Inspection Component Criteria checklist (Table R402.4. 1. 1 - Leakage Test Report(usuaily one page) type indicates anything other then "default leakage", then a completed Test Report (usually one page) EnergyGavge® - USRCZB v5.1 7110/2017 4:31:05 PM Page 1 of 1 I FORM R405-2014 FLORIDA ENERGY EFF CIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Busine 1 s and Professional Regulation - Residential Performance Method Project Name: 91 st Miami Shores Residence Builder Name: Street: 420 NE 91st Steet Permit Office: Miami Shores City, State, Zip: Miami Shores V711 age ,. FL. Permit Number: Owner. Property Hounds Jurisdiction: Design Location: FL, Miami County:: Miami( -Dade (Florida Climate Zone 1 ) 1, New construction or existing Nr (From Plans) 9. Wall Types (3472.0 sgft.) insulation Area 2. Single family or multiple family Si ole-family a. Concrete Block - Int insul, Exterior R=4,0 2492.00 ft' b. Interior Frame - Wood, Interior R=4.0 980.00 fN 3. Number of units, if multiple family 1 c. WA R= IF 4, Number of Bedrooms 4 d. NIA Ra IF 5. Is this a worst case? Na 10. Calling Types (2983.0 sgft.) Insulation a a. Roof Deck (Unvented) R=30.0 298304W.:. 6. Conditioned floor area above grade 2903 b. WA :R- . • • • ft' c. N/A R-4 • 0 : Conditioned floor area below grade (1112) 0 •" . 11.Ducts •••••• R• i! 7. Windows(575.0 sgft.) Description Area a. Sup: dining, Ret: foyer, AH: laundry • .. ; • • 6 368 a, U-Factor. Sol, U=0.99 475.00 fP b. Sup: wlc2, Rot: w1c2, AH: wlc2 0000 8. 133 • SHGC: SHGC=0.50 b, SHGC:U-Factr. Sgl, U=0.99 100.00 tt' • • • • • • • • 12• Cooling systems tsthmr Efficiency a. Central Unit • • *VASEER:1 00 SHGC: SHGC-0.50 e0 b. Central Unit 24.SEER:1 ,04 c. U-Factor: N/A � • • '' ' • SHGC: 13. Heating systems •'kSk" Efficiency d. U-Factor. N/A ft a. Electric Strip Heat : • 1D.3 COe:1.00 • SHGC: b, Electric Strip Heat • . 4,9 COPA 6! • • Area Weighted Average Overhang Depth: 5,097 it. • • • • . • .. • Area Weighted Average SHGC: 0,500 14. Hot water systems • 9 a. Electric Cap:40 gagons• • 8. Floor Types (2981.2 $0.) insulaion Area EF: 0.900 a. Slab -On -Grade Edge Insulation R-0.01 2981.20 ft' b, Conservation features b. WA R= I ft' None c. NIA R- i ft' 15. Credits Pstat Total Proposed Modified Loads: 120.66 PA SS Glass/FloorArea: 0.193 Total Baseline Loads: 127.31 1 hereby certify that the plans and specifications covered by Review of the plans and O'� Sfigr� this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance rQ •' {p �r .`�'�`.. 1 _......_ with the Florida Energy Code. Before is completed PREPARED BY: '-'� t ' construction DATE: this building will be inspected for compliance with Section 553.908 I hereby certify that this buildipg"'0s des is compliance Florida Statutes. with the Florida Energy Cod C.t'Ob tVis� OWNERIAGENT• _ _ BUILDING OFFICIAL ___..------- ..._........ _ _ ._......_. _ .. DATE: .-.. 1.!.j{jv.....j._ ...... ... DATE: ...... _._..._ ...... ......:: ........... ..... _. - Compliance requires cartificatiotf by the, air handler unit manufacturer that the air handler enclosure qualifies as certified factory -seated in accordance with R403.2.2.1. - Compliance requires an Air Barrier and insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2.I 711012017 4:31 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 7 rnDRA Dnnr,_,)nle PROJECT Title: 91 st Miami Shores Resident Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2983 Lot # Owner: Property Hounds Total Stories: 1 Block/SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 420 NE 91 st Steet Permit Office: Miami Shores Cross Ventilation: No County: Miami -Dade Jurisdiction: Whole House Fan: No City, State, Zip: Miami Shores Village, Family Type: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE / IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range •••. "tVAiami • • FL_MIAMI_INTL AP 1 51 90 70 75 149.5 56 Low ••.• ""': ...... BLOCKS • • • umber • Name • • • • Area Volume A*HU2 bed?bUril 1047 10470 0 • • •?� • see AHU1 1936 23232 ' ���••� SPACES umber 'Name .' • ; Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 ; .' M Bed 321 3852 No 0 1 1 Yes Yes Yes 2 wicl 69 828 No 0 1 Yes Yes Yes 3 wic2 58 696 No 0 1 Yes Yes Yes 4 m toilet 28 337 No 0 1 Yes Yes Yes 5 m bath 180 2160 No 0 1 Yes Yes Yes 6 laundry 74 888 No 0 1 Yes Yes Yes 7 kitchen 295 3540 No 0 1 Yes Yes Yes 8 dining 187 2244 No 3 1 Yes Yes Yes 9 foyer 127 1524 No 0 1 Yes Yes Yes 10 living rm 597 7164 No 2 1 Yes Yes Yes 11 bed 2 214 2140 No 0 1 1 Yes Yes Yes 12 bed 2 wic 68 680 No 0 1 Yes Yes Yes 13 cabana bath 95 950 No 0 1 Yes Yes Yes 14 bed 3 201 2010 No 0 1 1 Yes Yes Yes 15 bath 3 58 580 No 0 1 Yes Yes Yes 16 bed 3 wic 81 810 No 0 1 Yes Yes Yes 17 bath 4 81 810 No 0 1 Yes Yes Yes 18 bed 4 wic 67 670 No 0 1 Yes Yes Yes 19 bed 4 182 1820 No 0 1 1 Yes Yes Yes 7/10/2017 4:31 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 7 FORM R405-2014 FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio M Bed 36 ft 0 321.2 ft2 __ 1 0 0 2 Slab -On -Grade Edge Insulatio wicl 9 ft 0 69 ft2 __ 1 0 0 3 Slab -On -Grade Edge Insulatio wic2 1 ft 0 57.8 ft2 __ 1 0 0 4 Slab -On -Grade Edge Insulatio m toilet 3.7 ft 0 28.1 ft2 __ 1 0 0 5 Slab -On -Grade Edge Insulatio m bath 13.3 ft 0 179.6 ft2 __ 1 0 0 6 Slab -On -Grade Edge Insulatio laundry 6.3 ft 0 73.9 ft2 __ 1 0 0 7 Slab -On -Grade Edge Insulatio kitchen 1 ft 0 294.7 ft2 ___ 1 0 0 8 Slab -On -Grade Edge Insulatio dining 4.7 ft 0 186.7 ft2 __ 1 0 0 9 Slab -On -Grade Edge Insulatio foyer 8.7 ft 0 127.1 ft2 __ • 1 : 0 00000 10SIab-On-Grade Edge Insulatio living rm 22.7 ft 0 596.9 ft2 __... • • .. 16 "' Q' 0 .... 11SIab-On-Grade Edge Insulatio bed 2 29.3 ft 0 214.1 ft2 ___ • • • . 1 • 4 0 • • • 12SIab-On-Grade Edge Insulatio bed 2 wic 5 ft 0 68.3 ft2 • 1 0 0 0 0.0 009 0000 • • • 13SIab-On-Grade Edge Insulatio cabana bath 14 ft 0 94.8 ft2 _ 0* 09 :..•.• 1 0 0 . 0 0000 , 14SIab-On-Grade Edge Insulatio bed 3 9.7 ft 0 200.7 ft2 _ 1: • • • D• 0" " 15SIab-On-Grade Edge Insulatio bath 3 9.7 ft 0 58 ft2 __ " ' 1"', 0; 0• 16SIab-On-Grade Edge Insulatio bed 3 wic 1 ft 0 80.6 ft2 __ 1 0• 0 17SIab-On-Grade Edge Insulatio bath 4 7.3 ft 0 81.2 ft2 1 0 0 18SIab-On-Grade Edge Insulatio bed 4 wic 9.3 ft 0 66.9 ft2 1 0 0 19SIab-On-Grade Edge Insulatio bed 4 39.7 ft 0 181.6 ft2 ___ 1 0 0 ROOF / Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Flat tile/slate 3231 ft2 0 ft2 Medium 0.75 No 0.9 No 30 22.6 ATTIC / v # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Unvented 0 2983 ft2 N N 7/10/2017 4:31 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 7 FORM R405-2014 CEILING it Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Unvented) M Bed 1 Blown 321 ft2 0.1 Wood 2 Under Attic (Unvented) wicl 1 Blown 69 fix 0.1 Wood 3 Under Attic (Unvented) wic2 1 Blown 58 ft2 0.1 Wood 4 Under Attic (Unvented) m toilet 1 Blown 28 ft2 0.1 Wood 5 Under Attic (Unvented) m bath 1 Blown 180 ft2 0.1 Wood 6 Under Attic (Unvented) laundry 1 Blown 74 ft2 0.1 Wood 7 Under Attic (Unvented) kitchen 1 Blown 295 ft2 0.1 Wood 8 Under Attic (Unvented) dining 1 Blown 187 ft2 0.1 Wood 9 Under Attic (Unvented) foyer 1 Blown 127 ft2 0.1 Wood 10 Under Attic (Unvented) living rm 1 Blown 597 ft2 0.1 Wood 11 Under Attic (Unvented) bed 2 1 Blown 214 ft2 0.1 Wood J • • • Eder Attic (Unvented) bed 2 wic 1 Blown 68 ft2 0.1 Wood 13. �nderAJicJQr;%nted) cabana bath 1 Blown 95 ft2 0.1 Wood .... 14 WriderAttiettlrwented) bed 3 1 Blown 201 ft2 0.1 Wood 0_ 15 • Under ANt TLInkgnted) bath 3 1 Blown 58 ft2 0.1 Wood $4 • • •;nder AKic S qr vented) bed 3 wic 1 Blown 81 ft2 0.1 Wood �T 17 . . �nder Aft jllrlvented) bath 4 1 Blown 81 ft2 0.1 Wood 0000 ;8- 0 Under As 4"nted) bed 4 wic 1 Blown 67 ft2 0.1 Wood . ..•. 19 ' . Under Alit PAVInted) • a • bed 4 1 Blown 182 ft2 0.1 Wood ; 996 .'. : WALLS • •.. . .. • • Adjacent Cavity Width Height Sheathing Framing Solar Below ()Mt To VVali Type Space 1 S Exterior Concrete Block - Int Insul M Bed 4 16 4 12 0 196.0 ft2 0 0 0.3 0 2 W Exterior Concrete Block - Int Insul M Bed 4 19 8 12 0 236.0 ft2 0 0 0.3 0 3 W Exterior Concrete Block - Int Insul wicl 4 9 0 12 0 108.0 111:2 0 0 0.3 0 4 W Exterior Concrete Block - Int Insul m toilet 4 3 8 12 0 44.0 ft2 0 0 0.3 0 5 W Exterior Concrete Block - Int Insul m bath 4 13 4 12 0 160.0 ft2 0 0 0.3 0 6 W Exterior Concrete Block - Int Insul laundry 4 6 4 12 0 76.0 ft2 0 0 0.3 0 _ 7 N M Bed Interior Frame - Wood laundry 4 11 8 12 0 140.0 ft2 0 0.25 0.3 0 8 E bed 3 Interior Frame - Wood kitchen 4 13 0 12 0 156.0 ft2 0 0.25 0.3 0 9 N Exterior Concrete Block - Int Insul dining 4 4 8 12 0 56.0 ft2 0 0 0.3 0 _ 10 W M Bed Interior Frame - Wood dining 4 2 0 12 0 24.0 ft2 0 0.25 0.3 0 11 N M Bed Interior Frame - Wood dining 4 9 4 12 0 112.0 ft2 0 0.25 0.3 0 _ 12 N Exterior Concrete Block - Int Insul foyer 4 8 8 12 0 104.0 ft2 0 0 0.3 0 13 E bath 4 Interior Frame - Wood foyer 4 4 0 12 0 48.0 111:2 0 0.25 0.3 0 _ 14 E bed 3 wic Interior Frame - Wood foyer 4 9 8 12 0 116.0 ft2 0 0.25 0.3 0 _ 15 E bed 3 Interior Frame - Wood foyer 4 1 0 12 0 12.0 ft2 0 0.25 0.3 0 _ 16 S Exterior Concrete Block - Int Insul living rm 4 22 8 12 0 272.0 ft2 0 0 0.3 0 _ 17 N bed 3 Interior Frame - Wood living rm 4 4 8 12 0 56.0 ft2 0 0.25 0.3 0 18 E cabana b Interior Frame - Wood living rm 4 5 8 12 0 68.0 ft2 0 0.25 0.3 0 _ 19 E bed 2 wic Interior Frame - Wood living rm 4 5 0 12 0 60.0 ft2 0 0.25 0.3 0 _20 E Interior Frame - Wood living rm 4 15 8 12 0 188.0 ft2 0 0.25 0.3 0 21 E Exterior Concrete Block - Int Insul bed 2 4 15 8 10 0 156.7 ft2 0 0 0.3 0 7/10/2017 4:31 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 7 FORM R405-2014 WALLS A ornt Adjacent In Wall Type Space Cavity R--Value Width Et In Height Et In Sheathing Framing Solar Below _ 22 S Exterior Concrete Block - Int Insul bed 2 4 13 8 10 0 136.7 ft2 0 0 0.3 0 _23 E Exterior Concrete Block - Int Insul bed 2 wic 4 5 0 10 0 50.0 ft2 0 0 0.3 0 _24 N Exterior Concrete Block - Int Insutabana bath 4 4 0 10 0 40.0 ft2 0 0 0.3 0 _25 E Exterior Concrete Block - Int Insutabana bath 4 10 0 10 0 100.0 ft2 0 0 0.3 0 _26 E Exterior Concrete Block - Int Insul bed 3 4 9 8 10 0 96.7 ft2 0 0 0.3 0 _27 E Exterior Concrete Block - Int Insul bath 3 4 9 8 10 0 96.7 ft2 0 0 0.3 0 _28 E Exterior Concrete Block - Int Insul bath 4 4 5 8 10 0 56.7 ft2 0 0 0.3 0 _29 W Exterior Concrete Block - Int Insul bath 4 4 1 8 10 0 16.7 ft2 0 0 0.3 0 _ 30 E Exterior Concrete Block - Int Insul bed 4 wic 4 4 8 10 0 46.7 ft2 0 0 0.3 0 31 W Exterior Concrete Block - Int Insul bed 4 wic 4 4 8 10 0 46.7 1112 0 0 0.3 0 _ 32 N Exterior Concrete Block - Int Insul bed 4 4 14 4 10 0 143.3 ft2 0 0 0.3 0 _33 E Exterior Concrete Block - Int Insul bed 4 4 12 8 10 0 126.7 ft2 0 0 :. • • 2103 0 _34 W Exterior Concrete Block - Int Insul bed 4 4 12 8 10 0 126.7 ft2 • p• 0 9.3 0 DOORS ;�� # Omt Door Type Space Storms U-Value Widf%. HejJ;U-;. Area Ft •NA• Ft • In •••• 1 S Wood M Bed None .2 .1 • • .1 • • .1 ft •• •• •• •••• WINDOWS Orientation shown is the entered, Proposed orientation. • • • • • • • Wall Overhaag •' • V # Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int 44de ; Scre;ening•.. 1 S 1 Metal Single (Tinted) Yes 0.99 0.5 72.0 ft2 12 ft 0 in 8 ft 0 in None • None 2 W 2 Metal Single (Tinted) Yes 0.99 0.5 16.0 ft2 0 ft 0 in 0 It 0 in None None 3 W 4 Metal Single (Tinted) Yes 0.99 0.5 7.5 ft2 2 ft 0 in 4 ft 0 in None None 4 W 5 None Single (Tinted) Yes 0.99 0.5 32.3 ft2 2 ft 0 in 4 ft 0 in None None 5 W 5 Metal Single (Tinted) Yes 0.99 0.5 7.5 ft2 2 It 0 in 4 ft 0 in None None B W 6 Metal Single (Clear) Yes 0.99 0.5 20.0 ft2 2 ft 0 in 4 ft 0 in None None 7 N 9 None Single (Tinted) Yes 0.99 0.5 16.8 ft2 0 ft 0 in 0 It 0 in None None 8 N 12 None Single (Tinted) Yes 0.99 0.5 16.8 ft2 0 ft 0 in 0 ft 0 in None None 9 N 12 Metal Single (Clear) Yes 0.99 0.5 60.0 ft2 0 ft 0 in 0 ft 0 in None None 10 S 16 Metal Single (Tinted) Yes 0.99 0.5 128.0 ft2 12 ft 0 in 8 ft 0 in None None 11 S 22 Metal Single (Tinted) Yes 0.99 0.5 72.0 ft2 2 ft 0 in 2 It 0 in None None 12 E 25 Metal Single (Clear) Yes 0.99 0.5 20.0 ft2 2 ft 0 in 2 ft 0 in None None 13 E 26 None Single (Tinted) Yes 0.99 0.5 24.0 1112 2 ft 0 in 2 ft 0 in None None 14 E 27 None Single (Tinted) Yes 0.99 0.5 12.0 ft2 2 ft 0 in 2 ft 0 in None None 15 E 28 None Single (Tinted) Yes 0.99 0.5 12.0 ft2 2 ft 0 in 2 ft 0 in None None 16 N 32 None Single (Tinted) Yes 0.99 0.5 34.2 ft2 2 ft 0 in 2 ft 0 in None None 17 E 33 None Single (Tinted) Yes 0.99 0.5 24.0 ft2 2 ft 0 in 2 ft 0 in None None 7/10/2017 4:31 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 7 FORM PAnx;-9111A GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 382.8 ft2 382.8 ft2 64 ft 8 ft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000215 1685.2 92.51 173.98 .1486 3 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COP:1 19.26 kBtu/hr 2 sys#1 2 Electric Strip Heat None COPA 14.92 kBtu/hr 1 sys#2 COOLING SYSTEM • • • # System Tye • • " Subtype Efficiency Capacity Air Flow SHR Block Ducts ...: 1 ' Central Unit Split SEER: 16 36 kBtu/hr cfm 0.7 2 sys#1 • 2 * tt§tral Unit ....' Split SEER: 16 24 kBtu/hr cfm 0.7 1 sys#2 .... • :.' �.. •.. HOT WATER SYSTEM #System pi bType Location EF Cap Use SetPnt Conservation .... Vectric . None • • • Garage 0.9 40 gal 60.9 gal 120 deg None :.' SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft2 DUCTS — Supply — — Return — Air CFM 25 CFM25 HVAC # # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 dining 6 368 ft2 foyer 93 ft2 Default Leakage laundry (Default) (Default) 1 1 2 wic2 6 133 ft2 wic2 35 111:2 Default Leakage wic2 (Default) (Default) 2 2 7/10/2017 4:31 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 6 of 7 FbRM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling Jan ng He Jan Feb Feb H Mar Mar Apr ay Mma Jun ri I ul rl Aug rl Sep rl Oct Nov Nov Dec Vent Feb l�l Mar An pr May Jun Jul Aug Sep Occtt X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 7/10/2017 4:31 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 7 of 7 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 95 The lower the EnergyPerformance Index, the more efficient the home. 420 NE 91st Steet, Miami Shores Village, FL, 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (W) 7. Windows- Description a. U-Factor. Sgl, U=0.99 SHGC: SHGC=0.50 b. U-Factor: Sgl, U=0.99 SHGC: SHGC=0.50 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: New (From Plans) 9. Wall Types Insulation Area Single-family a. Concrete Block - Int Insul, Exterior R=4.0 2492.00 ft2 b. Interior Frame - Wood, Interior R=4.0 980.00 1`12 1 c. N/A R= ft= 4 d. N/A R= ft2 No 10. Ceiling Types Insulation Area a. Roof Deck (Unvented) R=30.0 • 2983e00 ft= 2983 b. N/A • .R= : ""' ft2 Area c. N/A ' . . • J= 0 0 ft2 475.00 ftz 11. Ducts 000000 ; • • •R • ft2 a. Sup: dining, Ret: foyer, AH: laundry • 6 368 b. Sup: wic2, Ret: wic2, AH: wic2 ""•' •6 133 100.00 ft2 ft2 ft= 5.097 ft. 0.500 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 2981.20 ft2 b. N/A R= ft2 c. WA R= ft2 12. Cooling systems a. Central Unit b. Central Unit 13. Heating systems a. Electric Strip Heat b. Electric Strip Heat 14. Hot water systems a. Electric b. Conservation features None 15. Credits 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: Address of New Home: Date: City/FL Zip: • • • • kBtu/hr: 0 941ciency • • • • • • 36.0 •-54ER46.00 0 0.0 0 • 24.0 SEER:K00 00 ""':(Btu/hr Efficiency • • 1903 COP:1.00 • • 14V 000P.1.00 • • • 0000 • Cap: 40 gallons EF: 0.9 Pstat "Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. ""Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 7/10/2017 4:31 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida. Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: 420 NE 91st Stoat Permit Number. Miami Shores Village, FL. MODATORY REQUIREMENTS See individual code sections for full details. p� 401.3 Energy Pedormancs Lovel(EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by guilder to be accurate and correct before final approval of the building for occupancy. Florida law (Section 553.9085. Florida Statues) requires EPL display card to be included as an addendum to each sales contract for both presold and nonpresokd residential buildings. The EPL dis lay card contains Information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building officiel shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate mplance for the building, A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The build , g thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402A.4. j O R402A.1 Building thermal onvaiap►a. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar mete -'Its shall allow for differential expansion and contraction. • R402A.1.1 installation. I nejcomponents of the building thermal envelope as listed In Table R402,4.1.1 shall be installed in accordance with the manufacturer's Instructions and the criteria listed in Table 402A.1.1, as applicable to the method of construction. • required by the code official, ` n approved third party shall Inspect all components and verify compliance • • • • • • • • • • • R402.4.1.2 Testing. The bt)iiding or dwelling unit shall be tested and verified as having an air leakage rat; of not excse$".%4r. ' changes per hour in Climate 1 and 2, and 3 air changes per hour in Climate Zones 3 through S.1%1tlha EHah be conducted with a • • • • • • Zones blower door at a pressure of 2 inches w.g. (50 Pascals). Where required by the code official, testing shall to conducted by orb • . approved third party. A wrhtereport of the results of the test shall be signed by the party conducting the t®gt jpd provide# to th%code • • • • official. Testing shall be perfdrmed at any time after creation of all penetrations of the building thermal eA to-o91.• • • • • • • • • During testing: 1. Exterior windows and doors, fireplace and stove doors shag be dosed, but not sealed, beyond the In;* weatherstripping or: •• • • 0.0 0 •• other Infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be dosed, but not "%I boond intended ••••••• • Infiltration control measures;1 • ' • • • • • • : • •. 3. Interior doors. if installed at the time of the test, shall be open; • . • 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be dosed and sealedt .. • • • • 5. Heating and cooling systems, If instahad at the time of the test, shall' be turned off: and . . 6. Supply and return registers:, If installed at the time of the test, shag be fully open. • • O R402.4.2 Fireplaces. New woad-b ming fireplaces shall have light -fitting flue dampers and outdoor combustion air. O R402A.3 Fenestration air leakag Windows. skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square toot (1.5 Usim2), and swi ing doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMANVDMA/CSA 1o111.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site-bullt windows. skylights and doors. i O R402.4.4 Recessed fighting. Re�sssad luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. Ali recessed luminaires shah be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested In jaccordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. AN recessed luminaires shag �/. be sealed with a gasket or caulk between the housing and the Interior wall or caging covering. for heating and cooling system, R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided each separate tl� R403.1.3 Heat pump supplementary host �Mandatory),Heat pumps having supplementary etectdo-resistance heat shag have controls that, except during defrost, prevent suppiem(¢ntal`heai operation when the heat pump compressor can meet the heating load. a R403.2.2 Sealing (Mandatory)lh ducts, air 15andlem. and fifter boxes and building cavities that form the primary air containment for air distribution systems sh�fl be considered duds and plenum chambers, shag be constructed and sealed in accordance passageways with Section C403.2.7.2 of the Commercial Provisions of this code and shah be shown to most duct tightness criteria by post -construction or rough -in testing below. i Duct tightness shag be verified by testing to Section 803 of the RESNET Standards by either an energy rater codified in accordance with Section 553.99, Florida Statutes, or as authorized byFlorida Statutes, to be "substantially leak free" by either of the following: 1. Post consirucion lost: Total leakage "hall be less than or equal to 4 efm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 ncthes w,g. (25 Pa) across the entire system, including the manufacturer's air handier enclosure. Ali register boots shag be taped or otherwise sea I d during the test. 2. Rough -in test: Total leakage shall be ass than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 Indtea wIV. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shag be taped or otherwise sealed during the test. If a air handler is not installed at the time of the test, total leakage shah be less than or equal to 3 ctrn (85 Umin) per 100 square feet (9.29 m2) f conditioned floor area. Exceptions: 1. The total leakage testis not requi d for ducts and air handier: located entirety within the building envelope. 2. Duct testing is not mandatory for uikdings complying by Section R405 of this code. s 7/10/2017 4:31 PM EneigyGaugeO USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREM R403.2.3 Building Cavities (Mandatory). R403.3 Mechanical system piping insult below 55-F (13-C) shall be insulated to a r R403.3.1 Protection of piping S . (Continued) framing cavities shall not be used as duds or plenums. (Mandatory). Mechanical system piping capable of carrying fluids above 105'F (41'C) or um of R-3.. AIA R403A.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can cum off thei hot-water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage heat traps installed on both the Inlets and out dowgtMjpQ upward bend of at least 3'A it • • • to the storage•tank. • • • • • R401,1.1 Ifflbr heat* effieMncies (Manda • • • • • • O R400.4.4.1 stehallewater heater, • • • R403.11A 11'Adomatic car •••••• • • • • of adjusMiterh>•from the loves • • • • • • • • • • range%WWbg from 100-F to • • • • • • • • • R403.1.41 ;'Aut down. F . • ... • : • • electric earvioe•systems to b • 41 combtVV% "s of service • • • • • • �)• &4 .4.4.2 Water hdliting equipn • . .21n Chapter 4 of the Florida • • • • • • "Wpment oedip ofbvide heatir4 • • heating category. Solar water has ■ R403.4.4.2.1 Solar water hi factor of the system. The so' Certified Solar Systems. Sol and SRCC Standard TMA, heating systems should me+ 1. Be installed with h 2. Be Installed at an heaters not equipped with integral heat traps and having vertical pipe risers shall have ztemat heat traps shall consist of either a commercially available heat trap or a (89 mm) in the hot water distribution line and cold water line located as dose as possible hmperaturs controls rolls. Service water heating systems shag be equipped with automatic temperature controls capable to the highest acceptable temperature settings for the Intended use. The minimum temperature setting 140-F (38'0 to 60-C). separate switch or a dearly marked circuit breaker shall be provided to permit the power supplied to turned off. A separate valve shall be provided to permit the energy supplied to the main bumer(s) of rater heating systems to be turned off. ont. Water healing equipment Installed in residential units shall meet the minimum efficiencies of Table tuilding Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. functions as part of a combination system shall satisfy all stated requirements for the appropriate water 3rs shall met the criteria Section R403AA 2.1. Sting systems. Solar systems for domestic hot water production are rated by the annual solar energy hr energy factor of a system shall be determined from the Florida Solar Energy Center Directory of it collectors shag be tested In accordance with ISO Standard 9806, Test Methods for Solar Collectors, olar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water i the following criteria:. angle between 10 degrees and 40 degrees of the horizontal; and rotation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shag be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air Intakes and exhausts shag have automatic or gravity dampers that dose when the ventilation system is not operating. R403.6 Heating and cooling equipment I O R403.6.1 Equipment sizing, t equipment loads calculated in a( based on building loads for the c units (if split system) shall bs Sul Section R302.1. This code does equipment sizing. System sizing standard kitchen and bathroom i hdatory). The following sections are mandatory for cooling and healing equipment. ng and cooling equipment shall be sized in accordance with ACCA Manual S based on the lance with ACCA Manual J or other approved heating and cooling calculation methodologies, tional orientation of the building. The manufacturer and model number of the outdoor and Indoor tad along with the sensible and total cooling capacities at the design conditions described in allow designer safety factors, provisions for future expansion or other factors which affect wlations shall not include bads created by local intermittent mechanical ventilation such as systems. • R403.6.1.1 Cooling equipr�ent capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total bad calculated according to the procedure selected in Section 403.6. or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 711012017 4:31 PM EnerbyGsuged? USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 R403.6.1.1 cooling equipment capacity. (continued) The published value for AHRi total capacity is a nominal, rating -test value and shag not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. Ties selection shag be based an the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by five expanded performance data. the design value for entering wet b6lb temperature and the design value for entering dry bulb temperature. Design values for entering wet bul�, and dry bulb temperature shad be for the indoor dry bulb and relative humidity used for the load calculation and shag be adjusted f(* return side gains if the return ducts) is installed in an unconditioned space. Nei 1.2 Exception: 1. Attached single- ac calculated total sea 2. When signed and i equipment may be 0R403.6.1.2 Heating equipment c R403.6.1.2.1 Heat pumps. R403.6.1.1 and the heat pu R403.6.1= Electric nests calculated according to the R403.6.1.2,3 Fossil fuel he shag not be less than the d, 0 R403.6.1.3 Extra capacity rsquin intermittent basis, such as anticipa prevent continuous space cooling i i. A separate cooling or 1 2, A variable capacity sy: R403.7 Systems serving multiple dwelling and C404 of the Commercial Provisions in lk R403.8 Snow melt system controls (Mand include automatic controls capable of shuttin and an automatic or manual control that will R403.9 Swimming pools, Inground spas a spas shall be as specified in Sections R403.1 portable spas shall be in accordance with Al 0 R403.9.1 Pool and spa heaters. the heater to allow shutting off the ti-family residential equipment sizing may be selected so that Its cooling capacity is less than the cad but not less than 60 percent of that load, by a Florida -registered engineer, in attached single- and mufti-famity units, the capacity of In accordance with good design practice, lest pumps sizing shall be based on the cooling requirements as calculated according to Section total cooing capacity shag not be more than 1.15 times greater than the design cooling load. ice fumacss. Electric resistance furnaces shag be sized within 4 kW othee dAf9n requi;ments )cedure selected in Section R403.6.1. • • • • • Ing equipment The capacity of fossil fuel heating equipment with natuialdrVdlrrwsphdhc burners In load calculated in accordance with Section R403.8.1. 000000 • I for special occasions. Residences requiring excess cooling or heatifi%%giliaent capedtl to an d additional loads caused by major entertainment events, shag have equipment sized or controlled to frosting within that space by one or more of the following options: • • ; • • : • • • 0 rating system is utilized to provide cooling or heating to the major entertalAffieri4 greas. • • am sized for optimum performance during base load periods is utilized. : • 0 : 0 snits (Mandatory). Systems serving multiple dwelling units shall comply with Sections Cim• • • • of Section R403. • • • *00 ory), Snow and ice-meking systems, supplied through energy service to the building, shall •.; off the system when the pavement temperature is above 55'F, and no precipitation is falling low shutoff when the outdoor temperature is above 40°F. it portable spas (Mandatory). The energy requirements for residential pools and inground 1 throuoh R403.9.3 and in accordance with ANSIlAPSP-15. The energy requirements for pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside ter without adjusting the thermostat setting. R403.9.1.1 Gas and oWfirsa pool and spa hastens. Aft gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heatsrts manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21,56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Hest pump pool heaters. Heat pump pool heaters shag have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Condigons-Low Air Temperature. A test report from an Independent laboratory is required to verify procedure compliance! Geothermal swimming pool heat pumps are not required to meet this standard. 0 R403.9.2 Time switches. Time ches or other control method that can automatically turn of( and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps, Heaters, pumps and motors that have built in timers shag be deemed in compliance with this equipment. ? Exceptions: 1. Where public healtt 2. Where pumps are r 3. Where pumps are F 0 R403.8.3 Covers. Heated swimml at the water surface or a liquid cove Exception: Outdoor pools solar energy source compu' RR404,1 Lighting equipment (Mandatory] high -efficacy lamps or a minimum of 75 pen Exception: low -voltage I. 0 R404.1.1 Lighting equipm R405.2 Performance ONLY. All ducts nc 0 R40S,2.1 Performance ONLY. C concrete deck roofs do not have su 7/1012017 4:31 PM Enei standards require 24-hour pump operations. quired to operate solar- and waste -heat -recovery pool heating systems. merad exclusively from on -sits renewable generation. g pools and Inground permanently installed spas shall be equipped with a vapor -retardant cover on or or other means proven to reduce heat loss. feriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or id over an operating season. A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be ant of permanently installed lighting fixtures shag contain only high efficacy lamps. lhting shag not be required to utilize high -efficacy lamps. ,nt (figandatoryj Fuel gas lighting systems shall not have continuously burning pilot lights entirely inside the building thermal envelope shall be insulated to a minimum of R-6. things shag have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or Icent space, R-10 is allowed, USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: 91 st Miami Shores Residence Builder Name: Street: 420 NE 91st Steel Permit Office: Miami Shores City, State, Zip: Miami Shores Village, FL , Permit Number: Owner: Property Hounds Jurisdiction: Design Location: FL, Miami COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to uncondgiongd attic • • • • • spaces shall be sealed. + • • Corners and headers shall be insulated and the junction of the founaatio'n •' Walls and sill plate shall be sealed. '""` • • The junction of the top plate and the top or exterior walls shall br39044 ; •; • • Exterior thermal envelope insulation for framed walls shall be instA168"In • • • substantial contact and continuous alignment with the air barrier! •; • •; • • • • Knee walls shall be sealed. • • • • • • • .. Windows, skylights and doors The space between window/door jambs and framing and skylighCs arfd ; • framing shall be sealed. � • • • • • • • Rim joists Rim joists are insulated and include an air barrier. • • • • • P 0 • Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside of 00 and cantilevered floors) subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 7/10/2017 4:31 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: 91 st Miami Shores Residence Builder Name: Street: 420 NE 91st Steet Permit Office: Miami Shores City, State, Zip: Miami Shores Village, FL , Permit Number: Design Location: FL, Miami Jurisdiction: Cond. Floor Area:: 2983 sq.ft. Cond. Volume: 33703 cu ft. Envelope Leakage Test Results Regression Data: C: n: Single or Multi Point Test Data HOUSE PRESSURE Leakage Characteristics CFM(50): • • • J_ ELA: ••.... FLOW: ...... EgLA: ...:.. ACH: .... ..... ...... ... . ..... ACH(50): •• •• •• •••••• R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be dosed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, badxdraft and flue dampers shall be dosed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be dosed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: R°'�HB STD 7/10/2017 4:31 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 Prepared by S I 954564.21 4r 954564=2511 :F Please be advised that the contents of this document w possible an.,d/or appropriate) on both sides 'of the paper in an effort to reduc of our natural resources. Please consider the e.nvirrr ent before ou cons personal convenience Documents contained within this Supporting Document booklet are approved by t Architect for use on this project indicated by the following hole pun Soil Report Structural Calculations Fault Current 13 aE Energy Calculations ' Heat Load Calculations Duct Installation Specifications Exterior Doors Windows Mullions Window and Door Chart Po Soil Report Drilling and Engineering, Inc. REPORT OF GEOTECHNICAL INVESTIGATION STRUCTURAL REVI FOR: � I APPROVED Rare Renovations Inc. 7021 N.W. 67th Court Parkland, Florida 33067 PREPARED FOR: New CBS Structure 420 N.E. 91" Street Miami Shores, Florida PREPARED BY: D & N Drilling & Engineering, LLC 1499 S. W. 30th Avenue Suite #11 Boynton Beach, Florida 33426 ON: March 31, 2017 1499 S.W. 30th Avenue a Suite #11 • Boynton Beach, FL 33426 Office: (561) 742-2988 • Fax: (561) 742-2987 Website: dndrilling.com • Email: Dan@dndrilling.com I o. Drilling and Engineering, Inc. Date: March 30, 2017 Rare Renovation Inc. 7021 NW 67" CT Parkland, Florida 33067 RE: Subsurface Soil Investigation 420 NE 91s' Street Miami Shores, Florida Gentlemen: Pursuant to your order on March 22, 2017 technicians from D & N Drilling & Engineering, Inc. conducted Standard Penetration (SPT) Test Borings, Soil Classification and Engineering Analysis for the above referenced project. This report represents our understanding of the project, the results of our field exploration program, and our recommendations for foundation designed and site preparation. Site Description The proposed residential property is located near the south side of NE 91St Street and east of NE 41h Avenue, in the city of Miami Shores, Florida. The test borings were performed at the proposed construction site for the new CBS structure. Field Investigation The subsurface soil conditions at the proposed building site were explored with three (22ft.) deep Standard Penetration (SPT) Test Borings. Samples of the in placed material were recovered at frequent intervals with the standard 24 in. split barrel sampler driven into the ground with 140 lb. hammer with a free falling height of 30 inches. The penetration resistance was logged in blows per 6 inches of penetration and appears on the enclosed boring logs accompanying this report. The test procedures used confirm closely to the recommendation method in ASTM D-1586. 1499 S.W. 30th Avenue a Suite #11 a Boynton Beach, FL 33426 Office: (561) 742-2988 a Fax: (561) 742-2987 Website: dndrilling.com a Email: Dan@dndrilling.com Drilling and Engineering, Inc. Soil Descriptions Soil samples, which were observed, are used for visual subsoil identification per (ASTM D-2488). The descriptions and identifications of soils, (Visual -Manual Procedures). The detailed subsurface soil conditions encountered at the test locations are described on the enclosed boring logs. The limits of separation between strata represent approximate boundaries and the changes between materials maybe get gradual. A review of the enclosed boring logs reveal a general subsurface soil profile, consisting of, in descending order a dark brown and black organic silt and is immediately underlain with a gray, light tan, white, light brown, yellowish brown and tan medium to fine grained silica sand extending to approximately seven (7) feet below the land surface (BLS). Soils penetrated overlay light yellowish brown, tan and yellowish brown silica sand mixed with coral rock. These soils were followed by a light brownish tan, and light tan silica sand mixed with some rock and shell fragments in a medium to dense cohesion less state of consolidation extending to the termination of the explored depths. Groundwater Levels The immediate groundwater level was measured at the boring location at the time of drillings. During the time of our exploration, the ground water level was observed to be approximately seven (7) feet below the anticipated footing excavation depths. The immediate depth to groundwater measurement presented in this report may not provide a reliable indication of stabilized or longer term depth to groundwater at this time. Water table elevation can vary with time through rainfall, storm events, droughts, flood control and many other factors. It is anticipated that any such seepage can be handled by conventional, dewatering methods such as by pumping from sumps. Groundwater fluctuations may occur during seasonal heavy rain showers. Conclusions & Recommendations Consequently, in order to properly prepare the building pad for foundation concrete once a building program has been established, we recommend the following site preparation procedures: Complete the clearing, grubbing and stripping of the building pad to five feet beyond construction perimeter, ensuring the complete removal all deposits of organic sand and roots where encountered. Excavation of the site should be a minimum of one (1) foot below slab grade. 1499 S.W. 30th Avenue a Suite #11 a Boynton Beach, FL 33426 Office: (561) 742-2988 a Fax: (561) 742-2987 Website: dndrilling.com a Email: Dan@dndrilling.com Drilling and Engineering, Inc. The excavated surface should be compacted with a heavy self-propelled vibratory roller such as a (DynaPac CA 251 or equivalent). The compactor must operate at full drum cycle and move at its slowest trans -lateral speed. The speed of the compactor should not exceed a maximum of 2 ft. per second. The vibratory compactor should make a minimum of 12 overlapping passes, six in one direction and six in a direction at right angles or the entire cleared area. A soil compaction meter can be placed prior to backfilling to determine the number of overlapping passes needed to reach the necessary compaction required. Compaction effort should obtain a minimum of 95% of the maximum dry density and is determined by AASHTO T-180 (ASTM D-1557). We would recommend and in"placed soil density test to be taken in accordance with ASTM 2922 after the completion of compaction, a minimum of one test for every 1500 ft.2 of building area. Fill to be placed over the natural ground to achieve the finish pad elevation, should be placed in loose lifts not to exceed 12 inches in thickness. Fill material utilized should consist of clean granular soils containing less than 5% organic with no more than 30% rock, and no rock larger than 3 inches in diameter. These soils should be moistened to plus or minus 2% of the optimum moisture as determined by the maximum dry density. Again, a minimum number of in placed soil density test should be made on each lift of fill as described earlier. All compaction efforts should be monitored by a qualified geotechnical engineer or soils technician to ensure compliance with these recommendations if it is desired that this office verify bearing capacity determination. In all cases were vibro-compaction is utilized, care must be taken not to cause damage to adjacent structures or their contents. Monitor all adjacent structures for signs of distress and, if noted, discontinue use of the vibro-compaction and contact this office for further recommendations. Closure This report has been prepared in accordance with generally accepted foundation engineering practices. The recommendations presented herein are based on data obtained from soil boring logs, which can be found later in this report. The anticipated settlement of 1 in. or less should occur during construction and post construction settlement should be minimal. This report may not account for all possible variations that may exist between conditions observed in the borings and conditions and locations that were explored. It shall be recognized by D & N Drilling & Engineering, Inc. and the Client, that the possibility exist for unsuitable soils that may be present on the site that were not detected because it is beyond the scope of this investigation. 1499 S.W. 30th Avenue • Suite #11 • Boynton Beach, FL 33426 Office: (561) 742-2988 o Fax: (561) 742-2987 Website: dndrilling.com • Email: Dan@dndrilling.com o. Drilling and Engineering, Inc. With the previous criteria satisfied an allowable soil bearing capacity f 2,500 po ds per square foot may be used in the design of the foundation footing and b aring colyfnn pads. We recommend a minimum with of 24 inches for continuous footings a-n-d-36 inches for individual footings for a two-story structure and 16 inches continuous footings and 24 inches for individual footing for a one-story structure, even though the soil bearing pressure may not be fully development in all cases. We would also advise that footing depths be a minimum of 18 inches for a two-story structure and 12 inches for a one-story structure below the lowest adjacent finished grade. Nomenclature The following nomenclature is used to describe the portions of the soil boring logs, attached. Proportions Used Percent Trace 0% - 10% Little 10% - 20% Some 20% - 35% And 35% - 50% Root Description (if applicable) Size Thick Stemmed > 1/4 In. Diameter Medium Stemmed 1/8 to 1/4 In. Dia. Thin Stemmed < 1 /8 In. Diameter It was a pleasure to assist you in this phase of your project. If you have any questions about this report or need additional information, please call at your convenience. Respectfully Submitted, ��.`�OMAS E. NS . 'f- D & N DRILLING NO 7s42 ENGINEERING, INS -0 TATF OF T om is Hecker, P.E. ;�s'•.. p FJ Florida Reg. #75421 ''., iO^jA L ENG�C`%', 1499 S.W. 30th Avenue • Suite #11 • Boynton Beach, FL 33426 Office: (561) 742-2988 • Fax: (561) 742-2987 Website: dndrilling.com a Email: Dan@dndrilling.com Project: 420 NE 91st Street (Miami Shores, FL) Borehole Number: 1 D & N DRILLING & ENGINEERING INC. Project No: 12298 1499 S.W. 30th Avenue Suite #11 Client. Rare Renovations Boynton Beach, FL 33426 Borehole Location: Approx. Front Center of Existing Structure Enclosure: 3 SUBSURFACE PROFILE SAMPLE 2 Group a Z. s Description s :3> Shear Strength o Symbols ±Z E a E blows/ft — o o z Z ( 20 40 60 80 0 0 round Surface 0 _ r--r--r--I--- Silt Fill 0 1 .:.:.... Drown Organic Silt 7ark 1 1 SS 2 OL Sand Fill 2 .. ... . - 2 I I I I - r--r--r--I--- 2 G-F Grained Silica I I I I 3 1 Sand 2 SS 1 I Sand Fill 4 Light Tan M-F Grained 5 Silica Sand -5 3 SS 3 5 Sand Fill . Mottled Light Brown and -7 SP 7 2 Yelllowish Brown M-F 4 SS 3 7 q', c7.:c� Grained Silica Sand I I I 1 8 ra'q: Sand and Rock Fill- 9 = Light Yellowish Brown 5 SS 9 61:5- M-F Grained Silica Sand 10 3 &Coral Rock - - - - 1 1 I 11 6 SS 15 12 --� SP-GP 13 4 0 7 SS 21 - :�: I I I 15 8 SS 19 I I rj•, q ; 16 5 ,q. I I I -- r--i --i --i -- 17 a 9 SS 11 , 18 r' -18 - -- ----r--�- I- I I I 1 SP-GP-SS ?: a'' Sand and Rock Fill 18 19 a ' o6 Light Brownish Tan M-F 10 SS 16 I 6 " .G. Grained Silica Sand I I I I 20 a. 'a- s/Rock &Shell - �-_r__�----- 0' Fragments 21 11 SS 20 22 D P -22 --r--r--r--^-- End of Borehole 22 ti 23 7 1 1 -----'---'------ Drilled By: N.L. Hole Size: 2.5'I Drill Method: ASTM D-1586 Datum: Drill Date: March 28, 2017 Sheet: 1 of 1 Borehole Number: 2 Project: 420 NE 91st Street (Miami Shores, FL) D & N DRILLING & ENGINEERING INC. Project No: 12298 1499 S.W. 30th Avenue Suite #11 Client: Rare Renovations Boynton Beach, FL 33426 Borehole Location: Approx. East Center of Existing Structure Enclosure: 3 SUBSURFACE PROFILE SAMPLE cS Group ( z. Description t n > > Shear Strength cc a E a E E b o cn o z z IX U) 20 40 60 80 � Ground Surface 0 Oft r _ - I I I Silt Fill 0 1 Black Organic Silt 1 SS 3 OL 2an -2 I I I I --r--r--r- r Sand Fill 2 Dark Brown M-F I I I I I I Grained Silica Sand 2 SS 3 I I I 1 I I 1 Sand Fill 4 Gray M-F Grained Silica --r- --- I I I 1 5 Sand -5 3 SS 3 I I I I I I 1 1 ��:.:�:.: 5 Sand Fill I I I I 6:- White M-F Grained -7 -~ -~ -~ SP 7 Silica Sand 4 SS 4 4:5-6:- �•, 7 Sand Fill I I I 8 Tan M-F Grained Silica 9 0. '0��'.- Sand 5 SS 11 Sand and Rock Fill I 1 I 10 6: 5.- Tan M-F Grained Silica L__L__L 11 Sand & Coral Rock 6 SS 16 12 SP-GP 13 4 : , 7 SS 23 I i I I 15 8 SS 31 16 rac}: --;-;---;---;--- 5 17 9 SS 28 I I I I ' ae5;. I 1 I 18 ..� -18 I 1 I 1 --I ----r--'--- I I I SP-GP-SS Sand and Rock Fill 18 19 ° oa Light Brownish Tan M-F 10 SS 20 6 9 a". Grained Silica Sand 20--:-a:.a: s/Rock & Shell --r - Fragments 21 :q°Q: 11 SS 27 22 d .9 -22 1 I I -r--r ---I---� End of Borehole 23 7 127 Drilled By: N.L. Hole Size: 2.5" Drill Method: ASTM D-1586 Datum: Drill Date: March 28, 2017 Sheet: 1 of 1 Borehole Number: 3 Project: 420 NE 91st Street (Miami Shores, FL) D & N DRILLING & ENGINEERING INC. Project No: 12298 1499 S.W. 30th Avenue Suite #11 Client: Rare Renovations Boynton Beach, FL 33426 Borehole Location: Approx. Rear Center of Existing Structure Enclosure: 3 SUBSURFACE PROFILE SAMPLE M Group a Z Description �_ > Shear Strength o Symbols a E o. E n > E b40 o cn o z z X, cn 20 60 80 0 0 Ground Surface 0 Silt Fill 0 1 Black Organic Silt 1 1 SS 2 OL Sand Fill 2an -2 I I 1 I 2 Gray M-F Grained Silica I I I I 3_- 1 Sand 2 SS 4 I I I I Sand Fill 4 White M-F Grained 5 Silica Sand -5 3 SS 3 I I I 1 5 Sand Fill I I I 1 6 •.Pale Brown M-F Grained - -~-~-~ SP 7 Silica Sand SS 5 74 Sand and Rock Fill C' `7 8 �? Yellowish Brown M-F 9 Grained Silica Sand & 5 SS 11 I Coral Rock 10 11 mac':. 6 SS 24 12 c7 -- - --; --;--- SP-GP 13 4 7 SS 33 I I I I 14 6:c7: --;-;---;---;--- �: I I I I 15 c5:. 8 SS 26 ' �:•� : I I 1 I , 17 40 9 SS 13 ' p•p: • I I I 18 .'• -18 I I I ' SP-GP-SS �. 18 Sand and Rock Fill I I 1 19 °: 04 Light Tan M-F Grained 10 SS 17 g ti a .. Silica Sand s/Rock & 20 Shell Fragments -- --�-- --r-- v I I I 21 :q°a 11 SS 21 22 O •.: p Q -22 - I I 1 I I I I I - r--r--r--I---� 22 End of Borehole 23 7 --'---'---'---'--- Drilled By: N.L. Hole Size: 2.5" Drill Method: ASTM D-1586 Datum: Drill Date: March 28, 2017 Sheet: 1 of 1 Structural Calculations STRU-, �TURAI. REV%Vl/ APPR pVED l l DATE �"-_ q�— STRUCTURAL CALCULATIONS FOR Property Hounds LLC Residence 420 NE 91st Steet Miami Shores, FL Prepared By Stephen H Brandt FL AR 13352 S H Brandt and Associates 5010 N Federal Highway Lighthouse Point, FL 33064 954 564-2111 steve( shbrandt.com Architect's job number 217183 Stephen FI Brandt June 15, 2017 FL AR 13352 June 15, 2017 TABLE OF CONTENTS TOPIC LIVE AND DEAD LOADS WIND LOAD CALCULATIONS TRUSS UPLIFT CONNECTIONS CONCRETE BEAMS BOLTED WOOD CONNECTIONS MASONRY WALLS CONCRETE COLUMNS WALL FOOTINGS COLUMN FOOTINGS MECHANICAL EQUIPMENT ANCHORING Project: Property Hounds LLC Residence 420 NE 91st Steet Miami Shores, FL 91 st Street Struct Calcs.xls 6/15/2017 LOAD COMBINATIONS CALCULATION OF LIVE AND DEAD LOAD: ASCE 7-10 Florida Building Code Sth Edition (2014) - FBC R301.4301.6 (non-HVHZ), 1606-1607 (HVHZ) ASCE 7-10 Table C3-1 Dead Loads Project: Property Hounds LLC Residence 420 NE 91st Steel Miami Shores, FL Date: 06/15/17 Designer Stephen H Brandt Calculate Sloped Roof Loads Input Load Values per ASCE 7 table C3-1 Roof Roof Tile/Shingle 16.0 psf 16 psf cement tile, 2 psf for asphalt shingles, 1 psf metal roof Mortar 2.0 psf add 10 psf for mortar set roof tile Membrane 2.0 psf 1.5 psf BUR, 5.5 psf BUR w/gravel Plywood 3.0psf 0.55 per 1/8" 1/2" use 2.5 5/8" use 3.0 Wood Truss 3.0 psf 2.5 psf for roof and floor trusses (37/144 x 1.5x3.5x3 + 1)/2 Wood Joist _0.0 psf w x h @ spacing psf 0 x 0 24 = 0.0 Steel Deck 0.0 psf 2.5 psf for 20 gage, 3 psf for 18 gage Fireproof 0.0 psf 1 psf for 3 ply, 6 psf for 5 ply with gravel Concrete Deck 0.0 psf 150lbs/ftA3 conc, 120 Ibs/ftA3 light weight 12.5 psf/inch thick Mechanical Duct. 4.0 psf 4 psf allowance Ceiling Ceiling Joist (truss) 1.0 psf 1.0 psf for roof and floor trusses (37/144 x 1.5x3.5x2 + .75)/2 Gypsum Board 3.0 psf 0.55 per 1/8" 1/2" use 2.5 5/8" use 3.0 Stucco 0.0' psf 9 psf for 3/4" stucco on lath (add for plywood) Plaster 0:01 psf 5 psf on concrete, 8 psf on wood lath Total 34.0 psf (Including 4.00 psf ceiling) 20 HVHZ Roof Live Load = 20, psf 20 psf slope less than 4/12 able R301.6 (non-HVHZ) 16 psf slope 4/12 - 12/12 Table 1607.1 (HVRZ) 12 psf slope >12/12 Ceiling Live Load = 20, psf 10 psf no storage (see comment) FBC Table 1607.1 20 psf limited storage 30 habitable Total Roof Live Load = 40 psf Live Dead Loads Page 1 of 2 91st Street Struct Calcs.xls 6/15/2017 Calculate Patio Roof Loads Input Load Values per ASCE 7 table C3-1 Roof 1 g.00I Membrane 2.01 psf 1.5 psf BUR, 5.5 psf BUR w/gravel Plywood` 3.0 psf 0.55 per 1/8" 1/2" use 2.5 5/8" use 3.0 Wood Truss 3.01 psf 2.5 psf for roof and floor trusses (37/144 x 1.5x3.5x3 + 1)/2 Wood Joist 0.o{ psf w x h @ spacing psf 1.5 x 11.25 24 = 2.2 psf Steel Deck170,00,; 2.5 psf for 20 gage, 3 psf for 18 gage Fireproofpsf 1 psf for 3 ply, 6 psf for 5 ply with gravel Concrete Deckpsf 150lbs/ftA3 conc, 120 Ibs/ftA3 light weight 12.5 psf/inch thick Mechanical Duct. psf 4 psf allowance Ceiling Ceiling Joist (truss) 1.0 psf 1.0 psf for roof and floor trusses (37/144 x 1.5x3.5x2 + _75)/2 Gypsum Board 0.0 psf 0.55 per 118" 1/2" use 2.5 5/8" use 3.0 Stucco 22.0 psf 9 psf for 3/4" stucco on lath (add for plywood) Plaster 0.01 psf 5 psf on concrete, 8 psf on wood lath Total 37.0 psf (including 13.00 psf ceiling) 20 HVHZ Roof Live Load = 20 psf 30 psf (HVHZ) Fable R301.6 (non-HVHZ) 20 psf (non-HVHZ) Table 1607.1 (HVRZ) Ceiling Live Load = 20;psf 10 psf no storage (see comment) FBC Table 1607.1 20 psf limited storage 30 habitable Total Roof Live Load = 40 psf Live Dead Loads Page 2 of 2 91st Street Struct Calcs.xls 6/15/2017 Wind Loads 1 of 5 WIND LOAD ANALYSIS Detailed Wind Load Design per ASCE 7-10 H'Brandt Calculated Parameters_ Type of Structure Height/Least Horizontal Dim 0.33 Flexible Structure No CalculatedParameters 1 Hurricane Prone Region (V>100 mph) Table 6-2 Values Alpha 1 9.500 zg 1 900.0001 t = 0.105 Bt = 1.000 Bm = 0.650 Cc = 0.200 1 = 500.00 ft Epsilon = 0.200 Zmin = 1 15.00 ft Gust Factor Category I: Rigid Structures - Simplified Method, Gust1 I For rigid structures (Nat Freq > 1 Hz) use 0.85 0.85 Gust Factor Category, ll: Rigid Structures - Complete Analysis Zm Zmin 15.00 ft Izm Cc * (33/z)^0.167 0.2281 Lzm 1*(zm/33)^Epsilon 427.06 ft Q (1/(1+0.63*((Min(B,L)+Ht)/Lzm)^0.63))^0.5 0.9122 Gust2 0.925' 1+1.7*Izm*3.4*Q / 1+1.7*3.4*Izm 0.8788 Gust Factor Summary G ISince this is not a flexible structure the lessor of Gust1 or Gust2 are used 0.85 Fig 6-5 Internal Pressure Coefficients for Buildings. Gcpi Condition Gc i Max + Max - Open Buildings Partially Enclosed Buildings Enclosed Buildings 0.00 0.55 0.18 0.00 -0.55 -0.18 Enclosed Buildin s 1 0.18 1 -0.18 91st Street Struct Calcs.xis Wind Loads 2 of 5 WIND LOAD ANALYSIS Detailed Wind Load Design per ASCE 7-10 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights Elev 0 Kz Kzt qz Ib/ft^2 Pressure Iblft"2 Windward Wall* +GCpi GCpi 23.33 0.93 1.00 62.08 31.71 52.73 20 0.90 1.00 60.10 30.36 51.38 17.44 0.88 1.00 58.39 29.20 50.22 15 0.85 1.00 56.57 27.96 48.98 Figure 6-6 - External Pressure Coefficients, Cp Loads on Main Wind -Force ResistifSyste(hod 2) B h Variable Formula Value Units Kh 2.01*(Ht/zg)^(2/Alpha) 0.88 Kht Topographic factor (Fig 6-4) 1.00 Qh .00256*(V)^2*1*Kh*Kht*Kd 58.39 psf Khcc Comp & Clad: Table 6-3 Case 1 0.88 Qhcc .00256*V^2*1*Khcc*Kht*Kd 58.39 psf Wall Pressure Coefficients, Cp Surface I C Windward Wall See Figure 6.5.12.2.1 for Pressures 0.8 Roof Pressure Coefficients, Cp Roof Areas . ft.)- Reduction Factor 1 1.00 91st Street Struct Calcs.xls Wind Loads 3 of 5 WIND LOAD ANALYSIS Detailed Wind Load Desian Der ASCE 7-10 Calculations for Wind Normal to 52.6 ft Face Cp Pressure (psf) Additlonal Runs may be req'd for otherwind,directions, +GCpi -GCpi Leeward Walls (Wind Dir Normal to 52.6 It wall) -0.37 -28.70 -7.68 Leeward Walls (Wind Dir Normal to 87.7 ft wall) -0.50 -35.33 -14.31 Side Walls -0.70 -45.25 -24.23 ,Roof- Wind Normal to Ridge Theta> 10 - for Wind.Normal to 52.6 ft face Windward - Min Cp -0.25 -22.80 -1.78 Windward - Max Cp 0.25 2.02 23.04 Leeward Normal to Ridge -0.60 -40.29 -19.27 Overhang Top (Windward) -0.25 -12.29 -12.29 Overhang Top (Leeward) -0.60 -29.78 -29.78 Overhang Bottom (Applicable on Windward only) 0.80 38.47 38.47 Roof - Wind Parallel to Ride All Theta - for Wind Normal to 87.7 ft face Dist from Windward Edge: 0 ft to 34.88 ft - Max Cp -0.18 -19.44 1.58 Dist from Windward Edge: 0 ft to 8.72 ft - Min Cp -0.90 -55.18 -34.16 Dist from Windward Edge: 8.72 ft to 17.44 ft - Min Cp -0.90 -55.18 -34.16 Dist from Windward Edge: 17.44 It to 34.88 It - Min Cr -0.50 -35.33 -14.31 Dist from Windward Edge: > 34.88 ft -0.30 -25.40 -4.38 Horizontal distance from windward edge Figure 6-10 - External Pressure Coefficients, GCaf Loads on Main Wind -Force Resisting Systems w/ Ht - 60 ft Kh = 2.01*(Ht/zg)^(2/Alpha) Kht = Topographic factor (Fig 6-2) Qh = 0.00256*(V)^2*lmpFac*Kh*Kht*Kd Theta = Angle of Roof 0.88 = 1.00 58.39 22.6 Deg Transverse Direction Longitudinal Direction Torsional Load Cases 91st Street Struct Calcs.xls WIND LOAD ANALYSIS Detailed Wind Load Design per ASCE 7-10 Wind Pressures on Main Wind Force Resisting System Surface GCpf +GCpi -GCpi qh s Min P sf Max P ( s 1 0.54 0.18 -0.18 58.39 20.90 41.92 2 -0.45 0.18 -0.18 58.39 -37.03 -16.01 3 -0.47 0.18 -0.18 58.39 -37.77 -16.75 4 -0.41 0.18 -0.18 58.39 -34.70 -13.68 5 -0.45 0.18 -0.18 58.39 -36.79 -15.77 6 -0.45 0.18 -0.18 58.39 -36.79 -15.77 1 E 0.77 0.18 -0.18 58.39 34.52 55.54 2E -0.72 0.18 -0.18 58.39 -52.49 -31.47 3E -0.65 0.18 -0.18 58.39 -48.35 -27.33 4E -0.60 0.18 -0.18 58.39 -45.43 -24.41 p = qh * (GCpf - GCpi) 91st Street Struct Calcs.xls Wind Loads 4 of 5 Wind Loads 5 of 5 WIND LOAD ANALYSIS Detailed Wind Load Design per ASCE 7-10 Figure 6-11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/ Ht - 60 ft t 4 15 t 1 51 a a ----=ti a a 27 a = 5.26 =_> 1 5.26 ft Double Click on any data entry line to receive a help Screen Component Code width- (in) span (in) Area (ft"2) Zone GCp Wind Press (Ib/ft"2_ Wind Press (lb/ft^2 Max I Min- Max I Min Max Min LRFD _ ASD roof: Interior 24 60 10.00 1 0.50 -0.90 40 -64 24 -38 edge 24 60 10.00 2 0.50 -1.70 40 -110 24 -66 corner 24 60 10.00 3 0.50 -1.70 40 - 110 24 -66 overhangs: standard 24 60 10.00 2h 0.50 -2.20 30 -129 18 -78 corner 24 60 10.00 3h 0.50 -3.70 30 -217 18 -130 walls: Interior 24 60 10.00 4 1.00 -1.10 69 -75 42 -45 corner 24 60 10.00 5 1.00 -1.40 69 -93 42 -56 windows/doom north 16080 192 96 128.00 5 0.80 -1.01 58 -70 35 -42 2167 25 79 14.45 4 0.97 -1.07 68 -74 41 -44 5080 60 96 40.00 4 0.89 -0.99 63 -69 38 -42 8020 96 24 16.00 4 0.96 -1.06 67 -73 41 -44 6256 74 66 33.92 4 0.91 -1.01 64 -70 39 -42 west 8020 96 24 16.00 4 0.96 -1.06 67 -73 41 -44 2432 28 38 7.39 4 1.00 -1.10 69 -75 42 -45 6256 74 66 33.92 4 0.91 -1.01 64 -70 39 -42 2680 30 96 21.33 4 0.94 -1.04 66 -72 40 -43 south 9080 108 96 72.00 5 0.85 -1.10 61 -75 37 -45 16080 192 96 128.00 4 0.80 -0.90 58 -64 35 -38 east 6246 74 54 27.75 5 0.92 -1.24 65 -84 39 -50 3146 37 54 13.88 4 0.97 -1.07 68 -74 41 -44 6246 74 54 27.75 4 0.92 -1.02 65 -71 39 -43 2680 30 96 21.33 4 0.94 -1.04 66 -72 40 -43 Note: - Enter Lone 1 through 5, or 1 H through 3H for overhangs. 91st Street Struct Calcs.xls R4409.6.12.3 Truss Uplift Conncetions Page 1 of 4 Design of Truss Uplift Connections ANSI/AF&PA NDS 2012 Edition Low Rise Buildings: H<60ft Project: Property Hounds LLC Residence 420 NE 91st Steel Miami Shores, FL Date: 06/15/17 Designer: Stephen H Brandt Design Truss Uplift Connection using Components & Cladding Wind Loads (uplift) Components & Cladding Gravity Loads wind LRFD ASD Dead ASD zone Load Wind Wind Wind Reduction Load Loads Loads 10 psf max Net sf psf Psf psf psf Interior 1 -64 -38 10 -28 edge 2 -110 -66 10 -56 live load 40 comer 3 -110 -66 10 -56 dead load 34 overhang 2h -129 -77 6 -72 comer overhang 3h -217 -130 6 -125 a = 5.26 ft Input lCalculate (C&C Reactions) common truss with peak at middle between ends of overhangs Truss truss overhang overhang span gravity gravity uplift uplift Mark tributary end 1 end 2 between reaction reaction reaction reaction spacing supports end 1 end 2 end 1 end 2 ft ft ft R Ibs Ibs Ibs Ibs 2 0 2 21.33 +1578 +1874 -1179 -1370 garage op on li garage 2 0 2 21.33 +1578 +1874 -1179 -1370 arage #1 hip optic 4.5 0 0 21.33 +3561 +3551 -2670 -2670 garage #1 hip 4.5 0 0 21.33 +3661 +3661 -2670 -2670 small hip option' 2 1 1 7.33 +690 +690 -554 -554 small hip 1 2 1 1 7.33 +690 +690 -554 -554 entry #1 hip optloi 4.5 0 0 13.9 +2314 +2314 -1751 -1751 entry #1 hip 4.5 0 0 13.9 +2314 +2314 -1751 -1761 entry option " 2 2 2 13.9 +1325 +1325 -1065 -1066 entry 2 2 2 13.9 +1325 +1325 -1066 -1065 4 #1 hip optloi 2.85 0 0 14.5 +1529 +1529 -1157 -1157 )od bed 4 #1 hip 2.85 0 0 14.5 +1529 +1529 -1157 -1157 bed 4 option 2 2 0 14.5 +1369 +1073 -1099 -812 bed 4 2 2 0 14.5 +1369 +1073 1099 1112 bed 2 option 2 2 2 30.7 +2568 +2568 -1629 -1629 bed 2 2 2 2 30.7 +2568 +2568 -1629 -1629 bed2 #1 hip optio_ 4.5 0 0 30.7 +5112 +5112 -3268 -3268 I bed2 #1 hip 4.5 0 0 30.7 +5112 +5112 -3268 -3268 patio #1 hip optior 4.5 0 0 40 +6660 +6660 -3863 -3863 j patio #1 hip 4.5 0 0 40 +6660 +6660 -3863 -3863 m bed option 2 0 2 39.75 +2942 +3238 -1706 -1890 m bed 2 0 2 39.75 +2942 +3238 -1706 -1890 main option 2 2 2 48.33 +3872 +3872 -2130 -2130 main 2 2 2 48.33 +3872 +3872 -2130 -2130 91 st Street Struct Calcs.xls 6/15/2017 Calculate Shear Reaction to Truss Connection from Walls Wind Pornendicular to Truss Snan Input Lookup Truss Bldg. Bldg. Wall Wind Pressures ASD Windward Windward side side Anchor Length Length Height Front Side Middle Corners Windward Leeward -L to Truss II to Truss hw Zonal Zone 1E Zone 5 Zone 6 ft ft ft psf psf ps/ psf garage option 25.15 33.33 -22.07 -22.07 14 21 10 garage 14 21 10 25.15 33.33 -22.07 -22.07 rage #1 hip optic 0 0 0 25.15 33.33 -22.07 -22.07 garage #1 hip 0 0 0 25.15 33.33 -22.07 -22.07 small hip option 0 0 0 25.15 33.33 -22.07 -22.07 small hip 0 0 0 25.15 33.33 -22.07 -22.07 ntry #1 hip optiot 0 0 0 25.15 33.33 -22.07 -22.07 entry #1 hip 0 0 0 25.15 33.33 -22.07 -22.07 entry option 6 14 4 25.15 33.33 -22.07 -22.07 entry 6 14 4 25.15 33.33 -22.07 -22.07 ed 4 #1 hip optioi 0 0 0 25.15 33.33 -22.07 -22.07 bed 4 #1 hip 0 0 0 25.15 33.33 -22.07 -22.07 bed 4 option 23 48 10 25.15 33.33 -22.07 -22.07 bed 4 23 48 10 25.15 33.33 -22.07 -22.07 bed 2 option 12.5 30.7 10 25.15 33.33 -22.07 -22.07 bed 2 12.5 30.7 10 25.15 33.33 -22.07 -22.07 ed2 #1 hip optior 0 0 0 25.15 33.33 -22.07 -22.07 bed2 #1 hip 0 0 0 25.15 33.33 -22.07 -22.07 atio #1 hip optior 0 0 0 25.15 33.33 -22.07 -22.07 patio #1 hip 0 0 0 25.15 33.33 -22.07 -22.07 m bed option 27 48 12 25.15 33.33 -22.07 -22.07 m bed 27 48 12 25.15 33.33 -22.07 -22.07 main option 25 48 12 25.15 33.33 -22.07 -22.07 main 25 48' 12 25.15 33.33 -22.07 -22.07 Calculate Truss Side Side Truss Corner Front Front Truss Anchor Wall Wall Reaction Size Wall Wall Reaction Length Shear 1 to Truss less Shear to Truss Vs F1 Corners F2 ft Ibs ft ft ft Ibs ft garage option 21 4635 166 5.3 3.48 788 19 garage 21 4635 166 5.3 3.48 788 19 rage #1 hip optic 0 0 0 5.3 -10.52 351 0 garage #1 hip 0 0 0 5.3 -10.52 351 0 small hip option 0 0 0 5.3 -10.52 351 0 small hip 0 0 0 5.3 -10.52 351 0 ntry #1 hip optioi 0 0 0 5.3 -10.52 351 0 entry #1 hip 0 0 0 5.3 -10.52 351 0 entry option 14 1236 103 5.3 -4.52 123 4 entry 14 1236 103 5.3 -4.52 123 4 ed 4 #1 hip optio 0 0 0 5.3 -10.52 351 0 bed 4 #1 hip 0 0 0 5.3 -10.52 351 0 bed 4 option 48 10595 230 5.3 12.48 1920 20 bed 4 48 10595 230 5.3 12.48 1920 20 bed 2 option 30.7 6776 271 5.3 1.98 600 10 bed 2 30.7 6776 271 5.3 1.98 600 10 ed2 #1 hip optior 0 0 0 5.3 -10.52 351 0 bed2 #1 hip 0 0 0 5.3 -10.52 351 0 atio #1 hip OptiOF 0 0 0 5.3 -10.52 351 0 patio #1 hip 0 0 0 5.3 -10.52 351 0 m bed option 48 12714 235 5.3 16.48 2838 30 m bed 48 12714 235 5.3 16.48 2838 30 main option 48 12714 254 5.3 14.48 2536 26 main 48 12714 254 5.3 14.48 2536 26 Truss Uplift Conncetions Page 2 of 4 91st Street Struct Caics.xis 6/15/2017 Truss Uplift Conncetions Page 3 of 4 Check Uplift, F1 and F2 Capacity Truss Anchor Connector span Number of Connectors uplift reaction Ibs Ua allowable Ibs Numberof Fla toenails allowable # Ibs F2a allowable Ibs Check Uplift Check F1 Check F2 garage option 1370 2350 570 770 OK OK OK HTSM 0 garage META16 2 1370 2900 0 680 1450 OK OK OK rage #1 hip optic HETA24 2 2670 3620 0 680 1450 OK OK OK garage #1 hip HETA24 2 2670 3620 0 680 1450 OK OK OK small hip option HETA24- 1 554 1810 0 340 725 OK OK OK small hip HETA24 1 554 1810 0 340 725 OK OK OK ntry #1 hip optior HETA24 1 1751 1810 0 340 725 OK OK OK entry #1 hip t HETA24 1 1751 1810 0 340 725 OK OK OK entry option HTSM16 2 1065 2350 0 570 770 OK OK OK entry t HETA24 1 1065 1810 0 340 725 OK OK OK ed 4 #1 hip optioi HTSM16 1 1157 1175 0 285 385 OK OK OK bed 4 #1 hip HETA24 1 1157 1810 0 340 725 OK OK OK bed 4 option ' HTSM16 2 1099 2350 0 570 770 OK OK OK bed 4 HETA24 1` 1099 1810 0 340 725 OK OK OK bed 2 option HTSM16 2 1629 2350 0 570 770 OK OK OK bed 2 HETA24 2 1629 3620 0 680 1450 OK OK OK ed2 #1 hip optio , HGT-2 1' 3268 10980 0 0 0 OK OK OK bed2 #1 hip HGT-2 1 3268 10980 0 0 0 OK OK OK atio #1 hip optio HGT-2 1 3863 10980 0 0 0 OK OK OK patio #1 hip HGT-2 1 3863 10980 0 0 0 OK OK OK m bed option HTSM16' 3 1890 3525 0 855 1155 OK OK OK m bed HETA24 2 1890 3620 0 680 1450 OK OK OK main option HTSM16 3 2130 3525 0 855 1155 OK OK OK main ,HETA24 2 2130 3620 _ _ �0__j 680 1450 OK OK OK Check Straas IndaY fnr Cnmhinad I nadinn t -A 1'k-� Truss Calculate connector Stress Stress Stress combo stress Stress Stress Stress Anchor ratio ratio ratio stress index ratio ratio ratio index Combined U/Ua RF1/Fla RF2/F2a Index check U<Ua•.75 RF1<F1a•.75 RF2<F2a•.75 check capacity all three < .75 Capacity garage option 0.58 0.29 0.02 0.90 OK 0.58 0.29 0.02 OK OK garage 0.47 0.24 0.01 0.73 OK 0.47 0.24 0.01 OK OK rage #1 hip optic 0.74 0.00 0.00 0.74 OK 0.74 0.00 0.00 OK OK garage #1 hip 0.74 0.00 0.00 0.74 OK 0.74 0.00 0.00 OK OK small hip option 0.31 0.00 0.00 0.31 OK 0.31 0.00 0.00 OK OK small hip 0.31 0.00 0.00 0.31 OK 0.31 0.00 0.00 OK OK ntry #1 hip optior 0.97 0.00 0.00 0.97 OK 0.97 0.00 0.00 no good OK entry #1 hip 0.97 0.00 0.00 0.97 OK 0.97 0.00 0.00 no good OK entry option 0.45 0.18 0.01 0.64 OK 0.45 0.18 0.01 OK OK entry 0.59 0.30 0.01 0.90 OK 0.59 0.30 0.01 OK OK ed 4 #1 hip optloi 0.98 0.00 0.00 0.98 OK 0.98 0.00 0.00 no good OK bed 4 #1 hip 0.64 0.00 0.00 0.64 OK 0.64 0.00 0.00 OK OK bed 4 option 0.47 0.40 0.03 0.90 OK 0.47 0.40 0.03 OK OK bed 4 0.61 0.68 0.03 1.31 no good 0.61 0.68 0.03 OK OK bed 2 option 0.69 0.48 0.01 1.18 no good 0.69 0.48 0.01 OK OK bed 2 0.45 0.40 0.01 0.86 OK 0.45 0.40 0.01 OK OK ed2 #1 hip optior 0.30 0.00 0.00 0.30 OK 0.30 0.00 0.00 OK OK bed2 #1 hip 0.30 0.00 0.00 0.30 OK 0.30 0.00 0.00 OK OK atio #1 hip OptIOF 0.35 0.00 0.00 0.35 OK 0.35 0.00 0.00 OK OK patio #1 hip 0.35 0.00 0.00 0.35 OK 0.35 0.00 0.00 OK OK m bed option 0.54 0.28 0.03 0.84 OK 0.54 0.28 0.03 OK OK m bed 0.52 0.35 0.02 0.89 OK 0.52 0.35 0.02 OK OK main option 0.60 0.30 0.02 0.92 OK 0.60 0.30 0.02 OK OK main 0.59 0.37 0.02 0.98 OK 0.59 0.37 0.02 OK OK 91 st Street Struct Calcs.xls 6/15/2017 Truss Uplift Conncetions Page 4 of 4 number number number Truss Connector Numberof Connection Connector Connect Remarks bolts/nails bolts/nails 10d Uplift Allowabe Anchor Spec Connectors Manufacturer Type To to truss to bearing toenails Load Uplift NI/Bt(T) NI/Bt(B) trussibrg Ibs Ibs garage option HTSM16 2 Simpson twisted strap concrete 0 (10) tod (4) 1/4"Titan 0 1370 2350 garage META16 2 Simpson embeded strap concrete 0 (7) 10dxI%* embed 0 1370 2900 arage #1 hip optic HETA24 2 Simpson embeded strap concrete 0 (9) 10dx1YX" embed 0 2670 3620 garage #1 hip HETA24 2 Simpson embeded strap concrete 0 (9) 10dx116" embed 0 2670 3620 small hip option HETA24 1 Simpson embeded strap concrete 0 (9) 10dxiY," embed 0 554 1810 small hip HETA24 1 Simpson embeded strap concrete 0 (9) 10dxl%" embed 0 554 1810 ntry #1 hip optloi HETA24 1 Simpson embeded strap concrete 0 (9) 10dxlY2" embed 0 1751 1 B10 entry #1 hip HETA24 1 Simpson embeded strap concrete 0 (9) 10dx1/" embed 0 1751 1810 entry option HTSM16 2 Simpson twisted strap concrete 0 (10) 10d (4) 1/4"Titan 0 1065 2350 entry HETA24 1 Simpson embeded strap concrete 0 (9) 10dx1W embed 0 1065 1810 ed 4 #1 hip optio HTSM16 1 Simpson twisted strap concrete 0 (10) 10d (4) 1/4" Titan 0 1157 1175 bed 4 #1 hip HETA24 1 Simpson embeded strap concrete 0 (9)10dxiY." embed 0 1157 1810 bed 4 option HTSM16 2 Simpson twisted strap concrete 0 (10) 10d (4) 1/4" Titan 0 1099 2350 bed 4 HETA24 1 Simpson embeded strap concrete 0 (9) 10dx114" embed 0 1099 1810 bed 2 option HTSM16 2 Simpson twisted strap concrete 0 (10) 10d (4) 1/4" Titan 0 1629 2350 bed 2 HETA24 2 Simpson embeded strap concrete 0 (9) 10dx1X" embed 0 1629 3620 ed2 #1 hip optio HGT-2 1 Simpson girder tiedown conctwood 0 (16) 10d (2) 3/4" bolts 0 3268 10980 bed2 91 hip HGT-2 1 Simpson girder tiedown conchvood 0 (16) 10d (2) 3/4" bolts 0 3268 10980 atio #1 hip optio HGT-2 1 Simpson girder tiedown conctwood 0 (16) 10d (2) 3/4" bolts 0 3863 10980 patio #1 hip HGT-2 1 Simpson girder tiedown conctwood 0 (16) 10d (2) 3/4" bolts 0 3863 10980 m bed option HTSM16 3 Simpson twisted strap concrete 0 (10) 10d (4) 1/4"Titan 0 1890 3525 m bed HETA24 2 Simpson embeded strap concrete 0 (9) 10dx1W embed 0 1890 3620 main option HTSM16 3 Simpson twisted strap concrete 0 (10) 10d (4) 1/4"Titan 0 2130 3525 main HETA24 2 Simpson embeded strap concrete 0 (9) 10dx1W embed 0 2130 3620 91st Street Strucl Caics.xls 6/15/2017 Concrete Beams Page 1 of 6 Design of Concrete Beams ACI 318-11 (Strength Design) Florida Building Code 5th Edition (2014) Project: Property Hounds LLC Residence 420 NE 91st Steel Miami Shores, FL Date: 06/15/17 Designer: Stephen H Brandt Load Innut Input wall Balcony Sloped Patio wind Floor Roof Roof Wall Wall Wall Beam Spans (Ln) Beam Tributary Tributary Tributary Tributary Height Width Weight Span 1 Span 2 Span 3 Width Width Width Width hl b R ft R ft ft in PCf ft f< R patio rear 0.00 5.50 0.00 0.00 5 22 patio, 0.00 0.00 22.00 0.00 0.00 0.00 75 11 living rrn 0.00 0.00 2.00 0.00 0.00 0.00 75 16.2 bed 2 slider 0.00 0.00 15.50 0.00 0.00 0.00 75 9.2 ohd 0.00 0.00 5.50 0.00 0.00 0.00 75 16.2 garage 0.00 ,0.00 12.67 0.00 0.00 0.00 75 5.2 m shower 0.00 0.00 26.17 0.00 0.00 0.00 75 3 m toilet, m tiath 0.00 0.00 0.00 0.00 26.17 26.17 0.00 0.00 0.00 0.00 0.00 0.00 75 75 2 5.2 m bed 0.00 0.00 21.88 0.00_ �0.00 0.00 78^ , 8,.2 Concrete Beam Sizes and Rainfnrcinn Input Beam Beam Beam Reinforcement Stirrups Beam Width Height Top Middle Bottom s bw It # of Bars Bar Size # of Bars Bar Size # of Bars Bar Size Bar Size Spacing in in in patio rear 12 18 3 2 6 3 5 3 9 patio 12 1s 3 5 I i 2 5 3' 5 3 9 living rim 8 16 2 5 2 5 bed 2 slider 8 16 2 5. 2 5 3 6 ohd 8 16 2 5 2 5 3 6 garage 8 18 2 5 2 5 m shower 8 16 2 5 2 5 3 6 m toilet 81 16 2 5 2 5 m bath 8 16 2 5 2 5 3 6 mbed 8: 16_ 2 5 95 3 6' Concrete Beam Sunnnrt Cdtaria Input Calculate Left End Right End Number Number of Minimum Minimum Deflection Beam Continuous Continuous of Spans Continuous Height Height for I/d = Check Ends Criteria No Defl Ln/H Needed e Check Y//V YM Table 9.5(a) in Y/N in patio rear 1 2 1/21.0 12.6 " 15 N y y 0.0 patio y y 1 2 1/21.0 6.3 " 7 N 0.0 living rm y y 1 2 1/21.0 9.3 " 12 N 0.0 bed 2 slider y y 1 2 1/21.0 5.3 " 7 N 0.0 ohd y y 1 2 1/21.0 9.3 " 12 N 0.0 garage y y 1 2 1/21.0 3.0 " 4 N 0.0 m shower y y 1 2 1/21.0 1.7 " 2 N 0.0 m toilet y. y 1 2 1/21.0 1.1 " 2 N 0.0 m bath y y 1 2 1/21.0 3.0 " 4 N 0.0 m bed -y y ' 1 2 1/21.0 4.7 " 6 N 0.0 91 st Street Struct Calcs.xls 6/15/2017 Concrete Beams Page 2 of 6 %1-4; 1 r —1 SunnnAnrl iw rn —f. A. — Lookup wall wall Balcony Balcony Sloped Sloped Patio Patio Roof Beam+ Beam wind wind Floor Floor Roof Roof Roof Roof Wind Wall Dead Live Dead Live Dead Live Dead Live Load Dead DL LL DL LL DL LL DL LL Wpos DL sf psf psf Psf Psf psf Psf Psf Of Ibsift patio rear 45 0 0 0 34 40 37 40 40 225 patio 45 0 0 0 34 40 37 40 40 225 living rm 45 0 0 0 34 40 37 40 40 133 bed 2 slider 45 0 0 0 34 40 37 40 40 133 ohd 45 0 0 0 34 40 37 40 40 133 garage 45 0 0 0 34 40 37 40 40 133 m shower 45 0 0 0 34 40 37 40 40 133 m toilet 45 0 0 0 34 40 37 40 40 133 m bath 45 0 0 0 34 40 37 40 40 133 m bed 45 0 0 0 34 40 37 40 40 133 Calculate Total Total Total Total Beam Dead Live Roof Live Wind Load Load Load Load DL LL Lr W Ibs/ft Ibslft Ibs9t Ibs1R patio rear 412 0 220 220 patio 973 0 880 880 living rm 201 0 80 80 bed 2 slider 660 0 620 620 ohd 320 0 220 220 garage 564 0 507 507 m shower 1023 0 1047 1047 m toilet 1023 0 1047 1047 m bath 1023 0 1047 1047 m bed 877 0 875 875 Load Combinations - LRFD (Strength Design) ASCE7-10 Load Load Load Load Load Load Load Load Beam Combo 1 Combo 2 Combo 3a Combo 3b Combo 4 Combo 5 Combo 6 Combo 7 1.4 DL 1.2DL+1.6LL 1.2DL+1.6Lr 1.20L+1.6Lr 1.2DL+1.OW 1.2DL+.5LL .9DL+W .9DL +.5Lr +.5LL +.5W +.5LL+.SLr psf psf psf ps/ ps( ps( Psf Psf patio rear 577 604 846 956 824 494 591 371 patio 1362 1608 2576 3016 2488 1168 1756 876 living rm 282 282 370 410 362 242 261 181 bed 2 slider 924 1102 1784 2094 1722 792 1214 594 ohd 448 494 736 846 714 384 508 288 garage 790 930 1487 1741 1437 677 1014 508 m shower 1432 1751 2902 3425 2797 1228 1967 921 m toilet 1432 1751 2902 3425 2797 1228 1967 921 m bath 1432 1751 2902 3425 2797 1228 1967 921 m bed 1228 1490 2453 2890 2365 1053 1664 789 91 st Street Struct Calcs.xls 6/15/2017 Concrete Beams Page 3 of 6 Pu Pu Beam Max Min IbsAt /bs/ff patio rear 956 371 patio 3016 876 living rm 410 181 bed 2 slider 2094 594 ohd 846 288 garage 1741 508 m shower 3425 921 m toilet 3425 921 m bath 3425 921 m bed 2890 789 Bar Dia. In Area inA2 3 0.375 0.11 4 0.500 0.20 5 0.625 0.31 6 0.750 0.44 7 0.875 0.60 8 1.000 0.79 9 1.128 1.00 10 1.270 1.27 Calculate Shear Torsion Beam Vu Tu Span 1 Span 2 Span 3 Span 1 Span 2 Span 3 Ibs Ibs Ibs Ibs-ft Ibs-ft Ibs-ft patio rear 10520 0 0 0 0 0 patio 16586 0 0 0 0 0 living rm 3318 0 0 0 0 0 bed 2 slider 9634 0 0 0 0 0 ohd 6856 0 0 0 0 0 garage 4526 0 0 0 0 0 m shower 5138 0 0 0 0 0 m toilet 3425 0 0 0 0 0 m bath 8906 0 0 0 0 0 m bed 11849 0 0 0 0 0 Calculate Load Effect (Mu,Vu,Tu) for beams using heaviest load (pu max) Calculate Moment M- Moment Mf Shear Torsion Beam Span 1 Span 2 Span 3 max Span 1 Span 2 Span 3 max Vu Tu max max Ibs-ft Ibs-ft Ibs-ft Ibs-ft Ibs-ft Ibs-ft Ibs-ft Ibs-ft Ibs Ibs-ft patio rear 38575 0 0 38575 57862 0 0 57862 10520 0 patio 30407 0 0 30407 45611 0 0 45611 16586 0 living rm 8958 0 0 8958 13437 0 0 13437 3318 0 bed 2 slider 14773 0 0 14773 22159 0 0 22159 9634 0 ohd 18511 0 0 18511 27766 0 0 27766 6856 0 garage 3922 0 0 3922 5883 0 0 5883 4526 0 m shower 2569 0 0 2569 3854 0 0 3854 5138 0 m toilet 1142 0 0 1142 1713 0 0 1713 3425 0 m bath 7719 0 0 7719 11578 0 0 11578 8906 0 m bed 16194 0 0 16194 24290 0 0 24290 11849 0 91 st Street Struct CalcsAs 6/15/2017 Design Single Reinforced Concrete Beams Definitions: fc = 3000 psi fyl = 60000t psi fyv = 600001psi Es = 29000006si Ec = 3122019 R1 = 0.85 my = 0.751. mt = 0. 5: 0 = 0.785398 Flexural Design concrete compressive strength in 28 days steel yeild strength longitudinal steel steel yeild strength stirrups modulus elasticity of reinforcing steel modulus elasticity of concrete 57,000'sgrt(fc) Shear Strength Reduction Factor (9.3.2.3) Torsion Strength Reduction Factor (9.3.2.3) Concrete Beams Page 4 of 6 Beam Design To - Negative Steel Beam Beam Area of Beam Reinforcing Depth of Couple Extreme Tension Width Height Top Effective steel Stress Arm Tensile Check Strength Reinf Steel Depth Minimum Block Length Strain Reduction bw h Ast d As,min a c Et Et-0.004 (9.3.2.1) in in Si in Si in in m patio rear 12 18 0.93 15.81 0.63 1.82 2.15 0.019 OK 0.900 patio 12 18 0.93 15.81 0.63 1.82 2.15 0.019 OK 0.900 living rm 8 16 0.62 13.81 0.37 1.82 2.15 0.016 OK 0.900 bed 2 slider 8 16 0.62 13.81 0.37 1.82 2.15 0.016 OK 0.900 ohd 8 16 0.62 13.81 0.37 1.82 2.15 0.016 OK 0.900 garage 8 16 0.62 13.81 0.37 1.82 2.15 0.016 OK 0.900 m shower 8 16 0.62 13.81 0.37 1.82 2.15 0.016 OK 0.900 m toilet 8 16 0.62 13.81 0.37 1.82 2.15 0.016 OK 0.900 m bath 8 16 0.62 13.81 0.37 1.82 2.15 0.016 OK 0.900 m bed 8 16 0.62 13.81 0.37 1.82 2.15 0.016 OK 0.900 Beam Moment Capacity As Mu mMn min Mu<(DMn ki -ft ki R patio rear 38.57 62.36 OK OK patio 30.41 62.36 OK OK living rm 8.96 35.99 OK OK bed 2 slider 14.77 35.99 OK OK ohd 18.51 35.99 OK OK garage 3.92 35.99 OK OK m shower 2.57 35.99 OK OK m toilet 1.14 35.99 OK OK m bath 7.72 35.99 OK OK m bed 16.19 35.99 OK OK Design Bottom - Positive Steel Beam Beam Area of Beam Reinforcing Depth of Couple Extreme Tension Beam Width Height Bottom Effective steel Stress Arm Tensile Check Strength Reinf Steel Depth Minimum Block Length Strain Reduction bw h As d As,min a c Et Eb=0.004 (9.3.2.1) in in inA2 in inA2 in in m patio rear 12 18 0.93 15.81 0.63 1.82 2.15 0.019 OK 0.900 patio 12 18 0.93 15.81 0.63 1.82 2.15 0.019 OK 0.900 living rm 8 16 0.62 13.81 0.37 1.82 2.15 0.016 OK 0.900 bed 2 slider 8 16 0.62 13.81 0.37 1.82 2.15 0.016 OK 0.900 ohd 8 16 0.62 13.81 0.37 1.82 2.15 0.016 OK 0.900 garage 8 16 0.62 13.81 0.37 1.82 2.15 0.016 OK 0.900 m shower 8 16 0.62 13.81 0.37 1.82 2.15 0.016 OK 0.900 m toilet 8 16 0.62 13.81 0.37 1.82 2.15 0.016 OK 0.900 m bath 8 16 0.62 13.81 0.37 1.82 2.15 0.016 OK 0.900 m bed 8 16 0.62 13.81 0.37 1.82 2.15 0.016 OK 0.900 91 st Street Struct Calcs.xls 6/15/2017 Concrete Beams Page 5 of 6 Bottom -Positive Steel Maximum Moment Check Check Beam Moment Capacity As Mu OMn min Mu<mMn ki ft ki ft patio rear 57.86 62.36 OK OK patio 45.61 62.36 OK OK living rm 13.44 35.99 OK OK bed 2 slider 22.16 35.99 OK OK ohd 27.77 35.99 OK OK garage 5.88 35.99 OK OK m shower 3.85 35.99 OK OK m toilet 1.71 35.99 OK OK m bath 11.58 35.99 OK OK m bed 24.29 35.99 OK OK Shear Design Beam Concrete Check Maximum Area Steel Effective Maximum Maximum Shear Stirrups Stirrup Shear Shear Check Beam Depth Shear Moment Capacity Req'd Spacing Steel Capacity pw d Vu Mu 4)Vc Vu<.50Vc d/2 Av/s (I)Vs Vu<4)Vn in Ibs Ibs-ft Ibs in patio rear 0.004901 15.81 10520 38575 15437 stirrups 9.0 0.0244 17394 OK patio 0.004901 15.81 16586 30407 16063 stirrups 9.0 0.0244 17394 OK living rm 0.005611 13.81 3318 8958 9120 no stirrups 8.0 0.0000 0 OK bed 2 slider 0.005611 13.81 9634 14773 9497 stirrups 8.0 0.0367 22791 OK ohd 0.005611 13.81 6856 18511 9120 stirrups 8.0 0.0367 22791 OK garage 0.005611 13.81 4526 3922 9787 no stirrups 8.0 0.0000 0 OK m shower 0.005611 13.81 5138 2569 9787 stirrups 8.0 0.0367 22791 OK m toilet 0.005611 13.81 3425 1142 9787 no stirrups 8.0 0.0000 0 OK m bath 0.005611 13.81 8906 7719 9787 stirrups 8.0 0.0367 22791 OK m bed 0.005611 13.81 11849 16194 9604 stirrups 8.0 0.0367 22791 OK Torsion Design Beam Perimeter Area Beam Beam Effective at CL Enclosed Beam Outside Maximum Concrete Torsional Beam Width Height Depth of Torsion at CL Area Perimeter Shear Shear Load Stirrup of Stirrups of Beam Capacity bw h d ph Aoh Acp pcp Vu Vc Tu in in in in si si in Ibs Ibs-ft patio rear 12 18 15.81 48.5 138.0156 216 60 10520 20582 0 patio 12 18 15.81 48.5 138.0156 216 60 16586 21418 0 living rm 8 16 13.81 0 0 128 48 3318 12160 0 bed 2 slider 8 16 13.81 36.5 67.26563 128 48 9634 12663 0 ohd 8 16 13.81 36.5 67.26563 128 48 6856 12160 0 garage 8 16 13.81 0 0 128 48 4526 13049 0 m shower 8 16 13.81 36.5 67.26563 128 48 5138 13049 0 m toilet 8 16 13.81 0 0 128 48 3425 13049 0 m bath 8 16 13.81 36.5 67.26563 128 48 8906 13049 0 m bed 8 16 13.81 36.5 67.26563 128 48 11849 12805 0 91 st Street Struct Calcs.xis 6/15/2017 Concrete Beams Page 6 of 6 Check Minimum Torsional Beam Beam Threshold Section Torsional Check Longitudinal As Check Steel Length of Torsion Check Capacity Toraten Middle Middle Spacing Torsional steal Steel Steel Max Reinf Check OTn Tu<mTn Al -min s 1 Ibs-ft inA2 inA2 in ft patio rear OK OK 10753.72 OK 0.59 0.62 OK 7.9 2.93 patio OK OK 10753.72 OK 0.59 0.62 OK 7.9 2.84 living rm OK OK 0 OK 0.00 0 OK 6.9 0.00 bed 2 slider OK OK 7861.67 OK 0.67 0 OK 6.9 2.33 ohd OK OK 7861.67 OK 0.67 0 OK 6.9 2.71 garage OK OK 0 OK 0.00 0 OK 6.9 0.00 m shower OK OK 7861.67 OK 0.67 0 OK 6.9 0.07 m toilet OK OK 0 OK 0.00 0 OK 6.9 0.00 m bath OK OK 7861.67 OK 0.67 0 OK 6.9 1.17 m bed OK OK 7861.67 OK 0.67 0 OK 6.9 2.44 Summary Summary Beam I Reinforcing Steel Description Beam Size Long. Long. Long. Stirrups Elevation bxh Top Middle Bottom Req'd7 l Top in patio rear 12" x 18" 345 245 345 #3 @ 9" 2'- 11" patio 12" x 18" 345 245 345 #3 @ 9" 2'-10" living rm 8" x 16" 245 245 not req'd bed 2 slider 8" x 16" 245 245 #3 @ 6" 2'- 3" ohd 8" x 16" 245 245 #3 @ 6" 2'- 8" garage 8" x 16" 245 246 not req'd m shower 8" x 16" 245 2415 #3 @ 6" 0'-0" m toilet 8" x 16" 2-#S 245 not req'd m bath 8" x 16" 245 245 #3 @ 6" 1'- 2" m bed 8" x 16" 245 24/5 #3 @ 6" 2'- 5" 91st Street Struct Calcs.xls 6/15/2017 Bolted Wood Ledgers Page 1 of 3 Design of Wood Bolted Ledgers ANSI/AFBPA NDS-2012 Edition Allowable Stress Design Project: Property Hounds LLC Residence 420 NE 91 st Steet Miami Shores, FL Date: 01/25/07 Designer: Stephen H Brandt Calculate Bolted Connection Capacity per ANSI/AFBPA NDS-2005 Part 11 Dowel -Type Fasteners Beam Input Lookup nominal nominal number lumber lumber member member of species grade width height members in in # actual member width bw actual member depth w 1.5 7.25 entry 2 S #2 Beam Input Lookup Sloped Flat Floor Balcony Roof Roof Tributary Tributary Tributary Tributary Width Width Width Width ft ft ft ft Wall Over Beam Lumber Bending Strength Fb psi Lumber Shear Strength Fv psi Lumber Compress Strength Fc-L psi Lumber Mod -Etas E psi Wall Wall Height Weight ft psf entry 925 175 565 1400000 0100 0. 0 1 .67 0.00_ . 0.00 _ 0.00 Calculate Sloped Sloped Flat Flat 2nd Floor 2nd Floor Balcony Balcony Beam Roof Roof Roof Roof Floor Floor DL Lr DL Lr DL LL DL LL sf psf psf psf psf psf psf psf entry 34 40 37 40 45 0 0 0 Beam Input Lookup Roof Wind Zone 1,2,3 All Wind Wind Zones Zone 1 Zone 2 Pressure Pressure Pressure Interior edge pos neg neg Wind Zone 3 Pressure corner neg entry 40 -64 -110 -110 1 _ _ Selected Calc Wind Wind Net Load Load Wind-DL Wpos Wneg Wneg+DL POS NEG NEG psf psf plf 40 -64 -320 Lookup Calculate Calculate Wood Moisture Wood Beam Wall Beam + Total Total Total Total Beam Specific Content Unit Weight Weight Wall Dead Load Floor Live Roof Live Wind Load Gravity MC Weight DL DL DL DL LL Lr Wpos POS G % lbsff A3 pff plf plf plf plf plf Pff entry 0.55 11 37.3 5.64 0.0 5.64 368 0 427 427 91st Street Struct Calcs.xls 6/15/2017 Bolted Wood Ledgers Page 2 of 3 Adjustment Factors per Table 10.3.1 Load Wet Temp Group Geometry End Diaphram Toe -Nail Beam Duration Service Factor Action Factor Grain Factor Factor Factor Factor Factor Cp CM Ct Cg Ce Ceg Cdi C, entry 1.33 1.00 1.00 -_ 0 ----r0-0 1.00 1.00 1.00 I nad Cnmhinatinns - AS❑ Calculate Load Combinations - ASD (Allowable Stress Design) per ASCE7-10 Load Load Load Load Load Load Load Load Load Beam Combo 1 Combo 2 Combo 3 Combo 4 Combo 5 Combo 6a Combo 6b Combo 7 Combo 8 DL DL+LL DL+Lr DL+.75LL DL+.6W DL+.75LL DL+.75LL .6DL+.6W .60L +.75Lr +.45W+.75Lr psf psf psf psf Psf psf psf psf psf entry 368 368 795 688 624 880 368 477 221 Beam Total Net Load Wind-DL w Wneg+DL Max NEG If If entry 880 -320 Connection Input Number Number Support Bolts Bolts Member parallel perpendic Material to grain to grain W,C,S nil r7 L Support Member Thickness in entry 0 1 Calculate Total Total Beam Beam Width Height b d in in 3 7.25 91st Street Struct Calcs.xls 6/15/2017 Bolted Wood Ledgers Page 3 of 3 Lookup - SINGLE Shear Capacitity Per Bolt (Table 11 E) Parallel to Grain Bolt Capacity Perpendicular to Grain Bolt Capacities Connection 1/2 5/8 3/4 7/8 1 1/2 5/8 3/4 7/8 1 Z11 Z11 ZI1 Z11 Z11 Zl Zl Z1 Z.L Z1 lbs lbs lbs lbs lbs lbs lbs lbs lbs lbs entry 770 1180 1540 1940 2410 470 610 800 1020 1130 Calculate - SINGLE Shear Capacity x Adjustment Factors (Table 10.3.1) Parallel to Grain Connection Capacity Perpendicular to Grain Connection Capacity Connection 1/2 5/8 314 7/8 1 1/2 5/8 3/4 7/8 1 Z11 Z11 Z11 Z11 Z11 Zl Zl Zl Z.L Z1 Ibs lbs lbs lbs lbs lbs lbs lbs lbs lbs entry 1024 1569 2048 2580 3205 625 811 1064 1357 1503 Calculate - SINGLE Shear Total Connection Capacity with Number of Bolts Specified Parallel to Grain Connection Capacity Perpendicular to Grain Connection Capacity Connection 112 5/8 3/4 7/8 1 112 5/8 3/4 7/8 1 Z11 Z11 Z11 Z11 Z11 Zl Zl Z1 Z1 Z1 lbs lbs lbs lbs lbs lbs lbs lbs lbs lbs entry 0 0 0 0 0 625 811 1064 1357 0 Total Connection Caoacity Calculate Number Number Total Total Connection Bolts Bolts Number Total Connection Capacity Capacity parallel perpendic of 1/2 5/8 3/4 7/8 1 to grain to grain Bolts n1l n-L # lbs lbs lbs lbs lbs lbs entry 0 1 1 625 811 1064 1357 0 1064 Calculate Bolt Maximum Connection Maximum Bolt Spacing Required for Load Size Spacing 1/2 5/8 3/4 7/8 1 Selected Selected Bolts in in in in in in in entry 8 " oc 11 " oc 14 " oc 18 " oc n/a 14 " oc 3/4 Output Check Ledger Min Uplift Factored Bolting Connection Connection Description Thickness Concrete Load Load Capacity Check Embed W Pmax Pallow Pm<Pa in plf plf plf entry (1) 3/4 x 7.5" A325 Bolts @ 14" oc 3" 4.5" -320 880 912 OK 91st Street Struct Calcs.xls 6/15/2017 Masonry Walls Page 1 of 3 Design Masonry Walls ACI 530-11 Low Rise Buildings: H<60ft Project: Property Hounds LLC Residence 420 NE 91st Steet Miami Shores, FL Date: 06/15/17 Designer: Stephen H Brandt Masonry Wall Input Relnf Wall Total # of Filled Width of Opening Spacing Bar Size Height Height Cells Opening Area to be s hl h at spacing Deducted in # ft ft s ft f A2 Wind Wall Zone Thickness b in mloth 4 2 12.2_ Input wall Balcony Sloped Patio wind Floor Roof Roof Masonry Wall Tributary Tributary Tributary Tributary width Width Width Width ft ft ft ft m bath 0.00 Definitions: V = 175 mph Basic Wind Speed = 1.00 Importance Factor h - 17.44 ft Mean Roof Height Kz = 0.88 Velocity Pressure Exposure Coefficient Kzt = 1.00 Topographic Factor Kd = 1.00 Wind Directionality Factor qh = 68.70 psf Velocity Pressure at Height h Wall Calculate Wind Pressures on Wall - Components and Cladding Area GCp (+) GCp (-) Gcpi (+) Gcpi (-) P(+) PH W2 fA2 psf psf m bath 37.33 0.90 -1.20 0.18 -0.18 74 -95 Grout acin Gross Compressive Area = Ag (in for loading parallel to wall face Width of block wall 6" 8" 10" A2/ft) 12" 0 24.0 30.0 33.0 36.0 8 67.5 91.5 115.5 139.5 16 46.6 62.0 74.3 87.8 24 39.1 51.3 60.5 70.5 32 35.3 46.0 53.6 61.9 40 33.0 42.8 49.5 56.7 48 31.5 40.7 46.8 53.3 56 30.5 39.1 44.8 50.8 64 29.6 38.0 43.3 48.9 72 29.0 37.1 42.2 47.5 Bar Dia. in Area inA2 3 0.375 0.11 4 0.500 0.20 5 0.625 0.31 6 0.750 0.44 7 0.875 0.60 8 1.000 0.79 9 1.128 1.00 10 1.270 1.27 91st Street Struct Calcs.xls 6/15/2017 Masonry Walls Page 2 of 3 Definitions: (Pu/Ag)5 75 psi (Pu/Ag)> 300 psi f'm= 500 psi fy= 60000f psi h/b< 30 (Pc= 0.9i eu= 0 inch bu= O'inch Pu/Ag 5.05 I'm Pu/Ag > .2 Pm masonry compressive strength reinforcing steel yeild strength slenderness ratio strength reduction factor eccentricity of Puf deflection at midheight Wall Calculate Vertical Load on Masonry Wall If Effective s Masonry Asolid Wall Height area DL hl Ag ft in inA2 inA2 Ibs/it m bath 11.20 40 141.0 305 305 Wall Lookup wall wall Balcony Balcony Sloped Sloped Patio Patio Wind wind wind Floor Floor Roof Roof Roof Roof Load DL ILL DL ILL DL ILL DL ILL W sf Psf Psf Psf psf psf Psf Psf Psf m bath 45 0 0 0 34 40 37 40 -38 Wall Calculate Total Total Total Total Tributary Effective Reinf Stl Dead Live Roof Live Wind Length Length Area DL LL Lr W As Ibs/ft Ibs/ft Ibs/ft Ibs/ft in in inA2 m bath 1195 0 1046.6 -988 40 40 0.310 2241 Wall Load Combinations - LRFD (Strength Design) ASCE7-10 Load Load Load Load Load Load Load Load Max Load Check Axial Combo 1 Combo 2 Combo 3a Combo 3b Combo 4 Combo 5 Combo 6 Combo 7 Pu Pu/Ag Check 1.4 DL 1.2DL+1.61-1- 1.2DL+1.6Lr 1.2DL+1.6Lr 1.2DL+1.OW 1.2DL+.5LL .9DL+W ,9DL +.5Lr +,5LL +.5W +,5LL+.5Lr sf Psf Psf Psf psf Psf psf Psf Ibs/ft si m bath 1673 1957 3108 2614 969 1434 87 1075 3108 73 Strength NOTE: All walls with axial load<0.05fm or >0.2fm need to be designed based on strength. See calcs below. All walls with axial load>0.05fm and <0.2fm need to be designed based on strength and deflection, see calculations below. Masonry Wall Design - Check Axial Strength Wall Input Calculate Wall Gravity Uplift Radius of L/D Masonry Reduction Height Load Load Gyration Area factor Check hl Pu P r h1/r Ag R mPn (I)Pn Ibs Ibs m bath 11.20 10361 4779 2.31 58.2 141.00 0.078 10580 -13392 OK End 91st Street Struct Caics.xls 6/15/2017 Design Masonry Walls - Strength Design Masonry walls with factored axial stress < 0.05•f m or > 0.2•17m or h/b>30 ACI 530-05 Low Rise Buildings: H<60ft Note: Strength design is for walls with Pu/Ag<0.05'fm or Pu/Ag>0.2*fm or h/b>30 Area of Reinforcing Steel (in A2) Bar lacing I No.3 No.4 No.5 No.6 8 0.166 0.295 0.460 0.663 16 0.083 0.148 0.230 0.332 24 0.055 0.098 0.153 0.221 32 0.042 0.074 0.115 0.166 40 0.033 0.059 0.092 0.133 48 0.028 0.049 0.077 0.111 56 0.024 0.042 0.066 0.095 64 0.021 0.037 0.058 0.083 72 0.018 0.033 0.051 0.074 nnfn• tune inn of a 11 Ih�f ie -' l+ a W- . -A. A -;-I -h-^L No. 9 0.902 1.178 1.491 0.451 0.589 0.746 0.301 0.393 0.497 0.226 0.295 0.373 0.180 0.236 0.298 0.150 0.196 0.249 0.129 0.168 0.213 0.113 0.147 0.186 0.100 0.131 0.166 Masonry Walls Page 3 of 3 Input Calculate Wall Wall Max Reinf Reinf Steel Gravity Maximum Yeild Factored Thickness Height Wind bar size Spacing Area Load Moment Strengh Moment Wall Pressure of Reinf Capacity Check b h1 w2 bar size s As Pu Mu a 9)Mn Mu<4)Mn in Psf in si lbs lb-ft in lb-ft 8 11.20 95 5 40 0.310 10361 7916 0.60 8033 OK m bath Summary Wall Output Width Steel Description m bath 8" #5 @ 40" End 91st Street Struct Calcs.xls 6/15/2017 Wall Footings Page 1 of 3 Design Wall Footings - Strength Design ACI 318-11 Low Rise Buildings: H<60ft Project: Property Hounds LLC Residence 420 NE 91st Steel Miami Shores, FL Date: 06/15/17 Designer: Stephen H Brandt Definitions: Conc Cover =D2500 inch fc =psi m=pa=psf Concrete Cast Against Earth 3" min Concrete Strength Strength Reduction Factor Allowable Soil Bearing Pressure Walt Input Footing Footing Footing Width Height Mark B H ft in Footing It Type S or M in Longitudinal Steel # of Bars Bar Slze Transerse Steel Bar Bar Size Spacing in m ah _existing wall,_ 1.33 12 -16 133_ 10 XF;_1�, S 4 8 'IL _, 2 _2 5 Input wall Balcony Sloped Patio wind Floor Roof Roof Wall Wall Reinf Beam Tributary Tributary Tributary Tributary Height Width Spacing Width Width Width Width h b s ft ft ft ft ft in in m bath 0.00 0.00 26.17 0.00 12.2 8 40 existing wall _0.00 0.0026.,17 0.00 10.2 8 40 Lookup wall wall Balcony Balcony Sloped Sloped Patio Patio Wind Wall Beam wind wind Floor Floor Roof Roof Roof Roof Load Dead Dead Live Dead Live Dead Live Dead Live Load DL LL DL LL DL Lr DL Lr W Wdl sf Psf Psf Psf psf Psf Psf psf Psf Of m bath 45 0 0 0 34 40 37 40 -64 60� existing wall 45 0 0 0 34 40 37 40 -64 510 Calculate Total Total Total Total Beam Dead Live Roof Live Wind Load Load Load Load DL LL Lr W Ibsift Ibs/ft Ibs/ft IbsKt m bath 1500 0 1047 -1675 existing wall 1400 0 1047 -1675 Calculate Unfactored Load Combinations DL+LL DL+LL+Lr +Lr+W If Of 2546 872 2446 772 91 st Street Struct Calcs.xls 6/15/2017 Load Combinations - LRFD (Strength Design) ASCE7-10 Load Load Load Load Load Load Load Load Beam Combo 1 Combo 2 Combo 3a Combo 3b Combo 4 Combo 5 Combo 6 Combo 7 1.4 DL 1.2DL+1.6LL 1.20L+1.6Lr 1.20L+1.6Lr 1.2DL+1.OW 1.20L+.5LL .90L+W .9DL +.5Lr +.5LL +.5W +.5LL+.5Lr plf plf plf Of plf plf pff plf m bath 2099 2323 3474 2637 648 1800 -325 1350 existing wall 1959 2203 3354 2517 528 1680 -415 1260 Wall Unfactored Footing Soil Check Load Pressure Capacity P q pa q<pa If psf psf m bath 2546 1910 2500 OK existing wall 2446 1835 2500 OK Wall Footings Page 2 of 3 Total DL % Check Uplift Wall+Ftg DL/Uplift >100% Load plf pH -1675 1700 101 OK -1675 1566 94 1= OK WITH SLAB CONTRIBUTION Wall Effective Factored Footing Factored Shear Check Depth Load Pressure Shear Capacity vu<mvc d Pu qs vu mvc in plf psf psf psf m bath 8.50 3474 2606 -1379 12240 OK existing wall 6.50 3354 2516 -968 12240 OK Wall Check Lon 1tudinal Reinforcing for Wall Footing Footing Steel Wall Pu Footing Footing As Check Type Area Width max Width Height min As>Asmi As long b min Pu B H 0.0018 inA2 in Ibs/ff ft in inA2 m bath WF-16 0.62 8.00 3474 1.33 12 0.35 OK existing wall XF-1 0.62 8.00 3354 1.33 10 0.29 OK 91stStreet StructCalcs.xls 60512017 Wall Footings Page 3 of 3 Design Transverse Reinforcing for Wall Footing Definitions: fc = 2500 psi Concrete Strength fir = 375.0 psi Concrete Modulus of Rupture fy =L 6 S psi Reinf Steel Strength (i1 = 0.85 Stress block depth factor E= [70TO-010-01 psi Modulus of Elasticity of steel b= 12 inch design width Et= strain of extreme tension steel at ultimate condition (the concrete in compression reaches its assume strain limit of 0.003) Ct=0.003'(d-c)/c qu = Pu/B = factored pressure from soil Mug = qu'12(in width)'maxl5112/2 = factored bending moment in footing per foot width 15= (11-13)/2 = length of footing past wall et= strain of extreme tension steel at ultimate condition (the concrete in compression reaches its assume strain limit of 0.003) et=0.003'(d-c)/c m= strength reduction factor - ACI 318-02 9.3.2 (a) 0.9 for tension controlled member (b) 0.65 for compression controlled member (other than spiral reinf.) (c) 0.75 for compression controlled member (spiral reinf.) (d) linear interpolation allowed for sections in between Mn= As'fy'd'(1-As'fy/(1.7'fc'b'd)) = nominal resisting moment As= Mu2/((D`fy`(d-A)) a- fy'As/(0.85'fc'b) depth of equiv stress block As mine: 3'fe.5/fy'bw'd>200'bw'd/fy ACI 318-02 10.5.1 for flexural members - used as a guideline for design As max= et shall not be less than 0.004 ACI 318-02 10.3.5 Bar Dia. In Area InA2 3 0.375 0.11 4 0.500 0.20 5 0.625 0.31 6 0.750 0.44 7 0.875 0.60 8 1.000 0.79 9 1.128 1.00 10 1.270 1.27 Wail Input Calculate Footing Bar Bar Steel stress block extreme Strength Mark Size Spacing Area initial depth tensile Check Reduction As trans d a c strain Factor in sift in in in Et Et>=0.004 m m bath WF-16 0 0 0.00 8.50 6.00 existing wall XF-1 0 0 0.00 6.50 5.00 Wall Calculate Factored Footing Factored Moment Load Overhang Moment Capacity Check qu 15 Mug mMn Mu<OMn psi in Ibs-in Ibs-in m bath 18.09 4 1737 10800 OK existing wall 17.47 4 1677 9000 OK Summary Wall Calculate Footing Wall Footing Size Long. Transv. Mark Type BxH Steel Steel m bath WF-16 Stem -wall V- 4" x 1'- 0" 245 existing wall XF-1 Stem -wall V- 4" x 0% 10" 246 91 st Street Struct Calcs.xls 6/15/2017 Concrete Columns Page 1 of 3 Design of Concrete Columns ACI 318-11 appendix C Low Rise Buildings: H<60ft Project: Property Hounds LLC Residence 420 NE 91st Steet Miami Shores, FL Date: 06/15/17 Designer: Stephen H Brandt Calculate Column Loads Input Input Column Column Column h' Number Vertical 2nd Floor Balcony Sloped Flat Column width1 width2 height of vert. bar size Tributary Tributary Roof Roof side 1 side 2 bars Area Area Tributary Tributary (least) (greatest) Area Area in in ft ft # ft ft ft ft 12 BBQ 8.0 3 .33 4 5 0.00 .00 518.00 0.00 22 c 12.0 12.0 14.33 14.33 4 6 0.00 0.00 187.00 0.00 22 m _12.0 12.0 14.33 14.33 4 _ 8 �0.00 0.00, 102,58 0.00 Input Input Cone Concrete Steel Wood Beam 1 Cone Concrete Steel Wood Beam 2 Column Beam 1 Beam 1 Beam 1 Beam 1 Trib. Beam 2 Beam 2 Beam 2 Beam 2 Trib. Width Height Weight Weight Length Width Height Weight Weight Length in in p/f plf ft in in plf plf ft 12 BBQ 12 18 0 0 5.50 12 18 0 0 0.00 22 c 12 s 18 0 0 11.00 12 18 0 0 5.50 22 m 12 18 0 0 11.00 12 18 0 0 7.60 Column Input Input Calculate Wall Wall Wall Trib. Above Above Trib. Width width height Length Lat. Wind in ft ft ft Tie Bar Upper Spacing Column s Load in Mark Column Beam Wall DL DL DL Ibs Ibs Ibs Lateral Wind Load psf 12 BBQ 22 c 22 m 1433 2150 2150 1238 3713 4185 0 0 0 440 84 84 0.0 0.00 0.00 1 I 0.0 0.00 0.00 2 _0.0_ _ 0:00 0.00 2 9.0 12.0 12.0 Lookup wall wall Balcony Balcony Sloped Sloped Patio Patio Column wind wind Floor Floor Roof Roof Roof Roof DL LL DL LL DL Lr DL Lr psf psf psf Psf Psf Psf psf psf 12 BBQ 45.00 0 0 0 34 40 37 40 22 c 45.00 0 0 0 34 40 37 40 22 m 45.00 0 0 0 34 40 37 40 91st Street Struct Calcs.xls 6115/2017 Concrete Columns Page 2 of 3 Calculate Roof Total Total Total Total Column WL DL LL Lr WL psf Ibs Ibs Ibs Ibs 12 BBQ -37.77 20283 0 20720 -19567 22 c -37.77 12220 0 7480 -7064 22 m -37.77 9822 0 4103 -3875 Load Combinations - LRFD (Strength Design) ASCE7-10 Load Load Load Load Load Load Load Load Load Column Combo 1 Combo 2 Combo 3a Combo 3b Combo 4 Combo 5 Combo 6 Combo 7 C.9-2 1.4 DL 1.2DL+1.6LL 1.2DL+1.6Lr 1.2DL+1.6Lr 1.2DL+1.OW 1.2DL+.5LL .90L+1.OW .901E 5(1.4DL+1.7LQ +.5Lr +.5LL +.5W +.5LL+.5Lr +1.OW psf psf psf psf psf psf psf psf psf 12 BBQ 28396 34699 34699 23323 15132 24339 -1313 18254 1729 22 c 17108 18404 18404 8391 11340 14664 3934 10998 5767 22 m 13751 13838 13838 4582 9963 11786 4965 8840 6438 Design Concrete Columns Definitions: fccc fc = 400'O�psi fycc fy = 60000 psi fcc m = 0.701 bcc R = 0.801 tie bar size = 3� R1 = 0.85 Es = 290000do psi eu = 0.003jj Ot = 0.901 concrete compressive strength in 28 days tensile strength of reinforcing steel strength reduction factor (compression) dia = 0.375 in (31 = .85 for fc up to 4000 (see notes) modulus elasticity of reinforcing steel strength reduction factor (tension) Bar Dia. in Area inA2 3 0.375 0.11 4 0.500 0.20 5 0.625 0.31 6 0.750 0.44 7 0.875 0.60 8 1.000 0.79 9 1.128 1.00 10 1.270 1.27 Check Axial Strength Column Column Tie Area of Min Max Check Max Load Tension Column Column width1 width2 Spacing compression Steel Steel As>Asmin LRFD LRFD Gross max steel Area Area Area side 1 side 2 s max As As min As max <Asmax Pu Put Ag in in in inA2 inA2 inA2 kips kips inA2 12 BBQ 8.0 12.0 8.0 1.24 0.96 7.68 OK 34.70 -31.31 96 22 c 12.0 12.0 12.0 1.76 1.44 11.52 OK 18.40 -11.30 144 22 m 12.0 12.0 12.0 1.76 1.44 11.52 OK 13.84 -6.20 144 Check Bending Strength Factored Factored Check Area of Beam Check Column Nominal Nominal Steel Effective Axial Tension Bending Depth Compression Strength mPn>Pu (.5*As) OPn OPnt mPnt>Put As Ac a d (DMn Mu Mu<(DMn kips kips inA2 inA2 in in Ibs-ft Ibs-ft 12 BBQ 222 -42 OK 0.62 10.94 1.16 9.81 25755 18077 OK 22 c 330 -59 OK 0.88 15.53 1.10 9.75 36432 3443 OK 22 m 330 -59 OK 0.88 15.53 1.10 9.75 36432 3443 OK note: if Mu>(AMn check interaction diagram below 91st Street Struct Calcs.xls 6/15/2017 Interaction Diagram Column cb ab E., Cs in in psi Concrete Columns Page 3 of 3 Point 1 Point 2 Point 3 Allowable Maximum Nominal Axial Axial Moment Axial Strength Strength strength Strength at 0 at 0 LID max allow at balanced moment eccentricity Compression strain cond Po mPn max mMno mMnb Opo (I)Pb kip kip kip-ft kip-ft kip 12 BBQ 5.81 4.94 42057.32 397 222 26 41 66 22 c 5.77 4.90 41769.23 589 330 36 60 98 22 m 5.77 4.90 41769.23 589 330 36 60 98 note: plot OP vs (VIA diagram. Plot points (O,(PPo), (O,q)Pn), ((PMnb,(PPb), (4)Mno,O). Plot (Mu, Pu). This point must fall in above envelope. Summary Output Size Steel Description Column Rebar Tie 12 BBQ 8"x12" 445 #3 @ 8" 22 c 12"x12" 446 #3 @ 12" 22 m 12"x12" 446 #3 @ 12" 91st Street Struct Calcsxls 6/15/2017 Column Footings Page 1 of 3 Design of Column Footings ACI 318-11 Low Rise Buildings: H<60ft Project: Property Hounds LLC Residence 420 NE 91st Steel Miami Shores, FL Date: 06/15/17 Designer: Stephen H Brandt Calculato Footina and Column ❑nad I nadn Column Input footing size Footing Footing Footing Footing column column Earth cover Mark Width 1 Width 2 Thickness size size to Top of w d d1 Footing ft ft in in in ft Soil Surcharge Weight Ibs 22 m. 22.c F3 30 F3030 3.00, 3.00 3.00 3.00' 12.00 12.00 2.0 12.0 .12.0 0 0 100 100 Calculate Footing Total Total Total Total Total Column DL DL DL incl Floor Roof Wind w/ ftg Surcharge LL Lr W Ibs Ibs Ibs Ibs Ibs Ibs 22 m 1350 11172 11172 0 4103 -3875 22 c 1350 13570 13570 0 7480 -7064 Load Load Combinations - LRFD (Strength Design) ASCE7-10 Load Load Load Load Load Load Load Calculate Unfactored Load Column Combo 1 Combo 2 Combo 3a Combo 3b Combo 4 Combo 5 Combo 6 Combo 7 Combinations 1.4 DL 1.2DL+1.6LL 1.2DL+1.6Lr 1.2DL+1.6Lr 1.2DL+1.OW 1.2DL+.5LL 9DL+W .9DL DL+LL +.5Lr +.5LL +.5W +.5LL+.5Lr DL+LL+Lr +Lr+W psf psf psf psf psf psf psf psf Pff Pff 22 m 15641 3672 15458 18034 11583 13406 6180 10055 15275 11400 22 c 18998 5360 20024 24720 12960 16284 5149 12213 21050 13986 Column Calculate Unfactored Unfactored Factored Factored Load Load Load Load Max Min Max Min P Max P min Pu max Pu min Ibs Ibs Ibs Ibs 22 m 15275 11400 18034 3672 22 c 21050 13986 24720 5149 91 st Street Struct Calcs.xls 6/152017 Column Footings Page 2 of 3 Calculate Footing Sizes pa= 2500; psf soil bearing pressure capacity Check Soil Bearina Caoacitv Column Lookup Unfactored Unfactored Area Footing Footing Footing Footing Load Load req'd for Footing Footing Check Mark Width 1 Width 2 Thickness Max Min soil Area Pressure size w d d1 P(+) P(-) bearing provided q ft ft in Ibs Ibs sf sf Psf 22 m F3030 3.00 3.00 12.00 15275 11400 6.11 9.00 1697 OK 22 c F3030 3.00 3.00 12.00 21050 13986 8.42 9.00 2339 OK check Upint load versus UL of column and rooting Column Total DL Area % Check Uplift Col/Ftg req'd for DL/Uplift >100% Load +Soil uplift Ibs Ibs sf 22 m -3875 11172 0.00 288 OK 22 c -7064 13570 0.00 192 OK Check Shear Stress for Column Footings Square footings and square columns Definitions: Conc Cover=?--3.00 inch f'c = ` 2500! psi concrete compressive strength Column Caculate Effective Footing Footing Depth Width 1 Width 2 d bl b2 w d Ap J yv e1 e2 in in in in in inA2 inA4 in in 22 m 8.5 20.50 20.50 36.00 36.00 697.00 50917 0.4 3.5 3.5 22 c 8.5 20.50 20.50 36.00 36.00 697.00 50917 0.4 3.5 3.5 Column Input Calculate Mu in-Ibs as Pu R vu vu y (Vvc Max vu one way two way Ibs Ibs IbslnA2 IbslnA2 IbsrnA2 /bsrnA2 Check vu<4)vc 22 m 22 c 20 20 18034 24720 5848 8016 6 8 17 2.00 24 2.00 170 170 17 24 OK OK 0 0 91 st Street Struct Calcs.xls 6/15/2017 Design Footing Reinforcing Definitions: fc = 2 00�60000 psi fy = psi a1 = 0.85 Es = 290 000 psi b = 12 inch concrete compressive strength steel yeild strength ACI 318-02 10.2.7.3 modulus of elasticity of steel design width Column Footings Page 3 of 3 Bar Dia. in Area in^2 3 0.375 0.11 4 0.500 0.20 5 0.625 0.31 6 0.750 0.44 7 0.875 0.60 8 1.000 0.79 9 1.128 1.00 10 1.270 1.27 Column Input Calculate Ftg Type # of Bar Bars Size # As d a c Et initial extreme tensile in^2 in in in strain Check m Et>=0.004 22 m 22 c F3030 F3030 0.93 0.93 8.50 8.50 2.19 2.19 2.57 2.57 0.007 0.007 OK 0.900 OK 0.900 3 5 Column Calculate qu 15 16 Mu2 4)Mn Check Mu<mMn psi in in /bs-in Ibs-in 22 m 13.92 12 12 36068 371923 OK 22 c 19.07 12 12 49440 371923 OK Summary Column Calculate Ftg Type Size Steel 11xl2xd Rebar 22 m F3030 3'- 0" x 3'- 0" x 12" 345 CONT. 22 c F3030 3'- 0" x 3'- 0" x 12" 345 CONT. 91st Street StructCalcs.xk 6115017 Design of Mechanical Equipment Anchoring ASCE 7-10 Project: Property Hounds LLC Residence 420 NE 91st Steet Miami Shores, FL Date: 06/15/17 Designer: Stephen H Brandt Input Mechanical Equipment Anchoring Page 1 of 2 Equipment Unit Dimensions Exposure Category Wind Speed V mph max min height weight Dmax Dmin h w in in in Ibs C C 175 175 z t7ondUnit 1 34 34 27 2 36_ 30 27 192_ Input Maximum 3 sec gust Nom height of Velocity Topographic Wind Gust Equipment Height gustapeed atmospheric Pressure Factor Directionality Effect Above power law boundry layer Coefficient Factor Factor Grade exponent Table 29.3.1 Table 26.6-1 IT a zg Kz Kzt Kd G 0 3 9.5 900 0.85 1.0d 0.85 0.85 Cond Unit 1 t 3 9.5 900 0.85 1.00 0.85 0.85 Calculate Wind Load On Direction 1 Face (max) Equipment Velocity Pressure Force Coefficient Equip Area Force on Equipment Moment at Resistive Connection Number of 1/4" tapcon Screws to Table 6-21 .00256KZKziKd\,' gYG*CrAf Connection Required screws req'd Equip qz h/Dmax Cf Af F @610#I @470#/ psf sf Ibs ft-Ibs Ibs 0 56.6 0.8 1.3 6.4 398 247 87 1 1 Cond Unit 1 56.6 0.8 1.3 6.8 422 187 62 1 1 Calculate Slab Resistive Capacity At Face 1 (max) Equipment Slab Thickness in Equipment elevation above slab in Slab size larger than equip ea side in Slab Slab Weight Overturning @150#/CF Capacity Ibs ft-Ibs Overturning Overturning Moment Moment EM(F-w) '1.5 ft-Ibs ft-Ibs Check Overturning Cap @150% 0 Cond Unit 1 556 926 613 1072 344 517 279 419 OK OK 4 4 h 0 0 3 3 Calculate Wind Load Direction 2 Face (min) Equipment Velocity Pressure Force Coefficient Equip Area Force on Equipment Moment at Resistive Connection Number of 1/4" tapcon Screws to Table 6-21 .0025elcdKztlww gz•G•CrAf Connection Required screws req'd Equip qz h/Dmin Cf Af F @510#/ @470#I sf sf Ibs ft-Ibs Ibs 0 56.6 1 1.3 6.4 398 247 87 1 1 Cond Unit 1 56.6 1 1.3 6.8 422 187 62 1 1 91 st Street Struct Calcs.xis 6/15/2017 Mechanical Equipment Anchoring Page 2 of 2 C�Iruh}e SI.h Rnerefivu r:anaci}v At Pacw 9 !mini Slab Equipment Slab size Slab Slab Overturning Overturning Check Equipment Thickness elevation larger than Weight Overturning Moment Moment Overturning above stab equip ea side @150#ICF Capacity EM(F-w) "1.5 Cap in in in Ibs R-Ibs ft4bs R-Ibs 150% 0 4 0 3 556 926 344 517 OK Cond Unit 1 4 0 3 613 1072 279 419 OK Summary Unit Unit Min Min Clips Equipment Size Weight Slab Slab per side Size Thickness of unit Ibs in in Min 0 34"x34"x27"h 142# 40"x40" 4" 1 Cond Unit 36"x36"x27"h 192# 42"x42" 4" 1 91st Street Struct Calcs.xis 6/15/2017 Fault Current BaEtg2 Weimer From: Botero, Jorge [Jorge. Botero@fpl.com] Sent: Friday, March 3, 2017 4:18 PM To: Barbara Weimer Subject: RE: Fault Current Barbara, The maximum available fault current at the transformer secondary terminals for the property located at 20 NE 91'` ST, Miami Shores, FL 33138 is estimated to be 11991 symmetrical amperes at 120/240 volts. The protective device on the line side of the transformer currently in place or to be installed and serving the property located at this location is a 100amp type KS fuse. The primary service voltage is 13.2KV-L-L. This calculates symmetrical fault current is not intended for use as the basis for motor starting calculations and does not include consideration for any motor contribution or fault current asymmetry. The FPL equipment currently serving or planned to serve this property may change over time as a result of any number of factors, including but not limited to transformer replacements due to load growth, electrical grid changes or emergencies. As a result, although I am providing you with this information for the sole purpose of assisting you in the completion of your study, you should not design, install or operate your system in reliance upon any expectation that the specific size and type of equipment currently in place will remain so. As the project progresses, any question or information you may need can be communicated through me. Best Regards, Jorge Botero Associate Engineer I North Dade Service Center (305) 770-5382 Power Delivery Recognize an employee today! From: Barbara Weimer rmailto:barbara(&shbrandt.coml Sent: Friday, March 03, 2017 10:23 AM To: Botero, Jorge Subject: RE: Fault Current Dear Jorge: Many thanks to you, please e-mail the information to me about the fault current. Again thanks it is very helpful. Thank You; Barbara Weimer S H Brandt & Associates 5010 N Federal Highway Lighthouse Point, FI 33064 954-564-2111 Energy Calculations N _ O m 75 v c U L W FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist tL/A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) O�Mandatory Requirements(three pages) Required prior to CO for the Performance Method. ❑ Air Barrier and insulation Inspection Component Criteria checklist (Table R402.4. 1. 1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than "default leakage", then a completed 1 Form R405 Duct Leakage Test Report (usually one page) EnergyGaugeG - USRCZB v5.1 6/14/2017 2:18:23 PM Page 1 of 1 FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: 91 st Miami Shores Residence Builder Name: Street: 420 NE 91 st Steet Permit Office: Miami Shores City, State, Zip: Miami Shores Village , FL , Permit Number: Owner: Property Hounds Jurisdiction: Design Location: FL, Miami County:: Miami -Dade (Florida Climate Zone 1 ) 1. New construction or existing New (From Plans) S. Wail Types (3472.3 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int insul, Exterior R=4.2 2492.30 ft" b. Interior Frame - Wood, Interior R=13.0 980.00 ft' 3. Number of units, if multiple family 1 c. N/A R= ft' 4. Number of Bedrooms 4 d. N/A R= 10. Ceiling Types (2983.0 spit.) Insulation Area 5. Is this a worst case? No a. Roof Deck (Unvented) R=30.0 2983.00 ft' 6. Conditioned floor area above grade (ft') 2983 b. N/A R= ft' c. N/A R _ a Conditioned floor area below grade (ftz) 0 11. R ft' 7. lAfindows(575.0 sgft.) Description Area a. Sup: dining, Ret: foyer, AH: laundry 6 368 a. U-Factor: Sgi. U=0.99 475.00 ftz b. Sup: wic2, Ret: wic2, AH: wic2 6 133 SHGC: SHGC=0.50 b. U-Factor: Sgl. U=0.99 100.00 ftz 12. Cooling systems k8t6.0 Efficiency a. Central Unit SEER:16.00 SHGC: SHGC=0.50 b. Central Unit 24.0 SEER:16.00 c. U-Factor. N/A ftz SHGC: 13. Heating systems kBtulhr Efficiency d. U-Factor: NIA ftz a. Electric Strip Heat 19.3 COP:1.00 SHGC: b. Electric Strip Heat 14.9 COP:1.00 Area Weighted Average Overhang Depth: 5.097 ft. Area Weighted Average SHGC: 0,500 14. Hot water systems a. Electric Cap: 40 gallons 8. Floor Types (2981.2 sqft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 2981.20 ft' b. Conservation features b. NIA R= ftz None c. NIA R= ftz 15. Credits Pstat Total Proposed Modified Loads: 120.41 PASS GlasslFloorArea: 0.193 Total Baseline Loads: 127.29 Review the and sl;', I hereby certify that the plans and specifications covered by of plans Oki °° this calculation are in compliance with the Florida Energy specifications covered by this calculation indicates compliance v 0 Code. L'�f'! 'R'_..-!!N ...._. PREPARED BY: with the Florida Energy Code. Before construction is completed ,sue 1 W ;� DATE: (�,, __..___._ _......ZO+�j.��_Z............ ' this building will be inspected forf� compliance with Section 553.908 �, £ I hereby certify that this building, design pliance Florida Statutes. with the Florida Energy Cod OWNER/AGENT: f�1... .. .. _. __.... ........ BUILDING OFFICIAL..............-- DATE: - - DATE; ...._. _..._ tQ.-I._.� _................ .. _. _ . Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist In accordance with R402.4.1.1 and an envelope leakage test report In accordance with R402.4.1.2. 6/14/2017 2:18 PM EnergyGauge& USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 7 Cnonn annr_,)n!A PROJECT Title: 91 st Miami Shores Residenc Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2983 Lot # Owner: Property Hounds Total Stories: 1 Block/SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 420 NE 91st Steel Permit Office: Miami Shores Cross Ventilation: No County: Miami -Dade Jurisdiction: Whole House Fan: No City, State, Zip: Miami Shores Village , Family Type: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Winter Temp Summer Heating Design Daily Degree Days Moisture Temp Range Design Location TMY Site Zone 97.5 % 2.5 % FL, Miami FL_MIAMI_INTL_AP 1 51 90 70 75 149.5 56 Low BLOCKS Number Name Area Volume 1 AHU2 bedrooms 1047 10470 2 AHU1 main areas 1936 23232 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 M Bed 321 3852 No 0 1 1 Yes Yes Yes 2 wic1 69 828 No 0 1 Yes Yes Yes 3 wic2 58 696 No 0 1 Yes Yes Yes 4 m toilet 28 337 No 0 1 Yes Yes Yes 5 m bath 180 2160 No 0 1 Yes Yes Yes 6 laundry 74 888 No 0 1 Yes Yes Yes 7 kitchen 295 3540 No 0 1 Yes Yes Yes 8 dining 187 2244 No 3 1 Yes Yes Yes 9 foyer 127 1524 No 0 1 Yes Yes Yes 10 living rm 597 7164 No 2 1 Yes Yes Yes 11 bed 2 214 2140 No 0 1 1 Yes Yes Yes 12 bed 2 wic 68 680 No 0 1 Yes Yes Yes 13 cabana bath 95 950 No 0 1 Yes Yes Yes 14 bed 3 201 2010 No 0 1 1 Yes Yes Yes 15 bath 3 58 580 No 0 1 Yes Yes Yes 16 bed 3 wic 81 810 No 0 1 Yes Yes Yes 17 bath 4 81 810 No 0 1 Yes Yes Yes 18 bed 4 wic 67 670 No 0 1 Yes Yes Yes 19 bed 4 182 1820 No 0 1 1 Yes Yes Yes 6/14/2017 2:18 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 7 FORM R405-2014 FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio M Bed 36 ft 0 321.2 ft2 ---- 1 0 0 2 Slab -On -Grade Edge Insulatio wicl 9 ft 0 69 W ---- 1 0 0 3 Slab -On -Grade Edge Insulatio wic2 1 It 0 57.8 ft2 ---- 1 0 0 4 Slab -On -Grade Edge Insulatio m toilet 3.7 ft 0 28.1 ft2 ---- 1 0 0 5 Slab -On -Grade Edge Insulatio m bath 13.3 ft 0 179.6 ft2 ---- 1 0 0 6 Slab -On -Grade Edge Insulatio laundry 6.3 ft 0 73.9 ft2 ---- 1 0 0 7 Slab -On -Grade Edge Insulatio kitchen 1 ft 0 294.7 ft2 ---- 1 0 0 8 Slab -On -Grade Edge Insulatio dining 4.7 ft 0 186.7 ft2 ---- 1 0 0 9 Slab -On -Grade Edge Insulatio foyer 8.7 ft 0 127.1 ft2 ---- 1 0 0 10SIab-On-Grade Edge Insulatio living rm 22.7 ft 0 596.9 ft2 ---- 1 0 0 11SIab-On-Grade Edge Insulatio bed 2 29.3 ft 0 214.1 ft2 ---- 1 0 0 12SIab-On-Grade Edge Insulatio bed 2 wic 5 ft 0 68.3 ft2 ---- 1 0 0 13SIab-On-Grade Edge Insulatio cabana bath 14 ft 0 94.8 ft2 ---- 1 0 0 14SIab-On-Grade Edge Insulatio bed 3 9.7 ft 0 200.7 ft2 ---- 1 0 0 15SIab-On-Grade Edge Insulatio bath 3 9.7 ft 0 58 ft2 ---- 1 0 0 16SIab-On-Grade Edge Insulatio bed 3 wic 1 ft 0 80.6 ft2 ---- 1 0 0 17SIab-On-Grade Edge Insulatio bath 4 7.3 ft 0 81.2 ft2 ---- 1 0 0 18SIab-On-Grade Edge Insulatio bed 4 wic 9.3 ft 0 66.9 ft2 ---- 1 0 0 19SIab-On-Grade Edge Insulatio bed 4 39.7 ft 0 181.6 ft2 ---- 1 0 0 ROOF / Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Flat tile/slate 3231 ft2 0 ft2 Medium 0.75 No 0.9 No 30 22.6 ATTIC / V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Unvented 0 2983 ft2 N N 6/14/2017 2:18 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 7 FORM R405-2014 CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Unvented) M Bed 1 Blown 321 ft2 0.1 Wood 2 Under Attic (Unvented) wicl 1 Blown 69 ft2 0.1 Wood 3 Under Attic (Unvented) wic2 1 Blown 58 ft2 0.1 Wood 4 Under Attic (Unvented) m toilet 1 Blown 28 ft2 0.1 Wood 5 Under Attic (Unvented) m bath 1 Blown 180 ft2 0.1 Wood 6 Under Attic (Unvented) laundry 1 Blown 74 ft2 0.1 Wood 7 Under Attic (Unvented) kitchen 1 Blown 295 ft2 0.1 Wood 8 Under Attic (Unvented) dining 1 Blown 187 ft2 0.1 Wood 9 Under Attic (Unvented) foyer 1 Blown 127 ft2 0.1 Wood 10 Under Attic (Unvented) living rm 1 Blown 597 ft2 0.1 Wood _ 11 Under Attic (Unvented) bed 2 1 Blown 214 ft2 0.1 Wood 12 Under Attic (Unvented) bed 2 wic 1 Blown 68 ft2 0.1 Wood 13 Under Attic (Unvented) cabana bath 1 Blown 95 ft2 0.1 Wood 14 Under Attic (Unvented) bed 3 1 Blown 201 ft2 0.1 Wood 15 Under Attic (Unvented) bath 3 1 Blown 58 ft2 0.1 Wood 16 Under Attic (Unvented) bed 3 wic 1 Blown 81 W 0.1 Wood 17 Under Attic (Unvented) bath 4 1 Blown 81 W 0.1 Wood 18 Under Attic (Unvented) bed 4 wic 1 Blown 67 ft2 0.1 Wood 19 Under Attic (Unvented) bed 4 1 Blown 182 ft2 0.1 Wood WALLS / Adjacent Cavity Width Height Sheathing Framing Solar Below �/ #-Ornt pate To Wall_Type S R--/alue-F_t-In Ft In Area --R- Value-Enaction--Absor__Grade% _ 1 S Exterior Concrete Block - Int Insul M Bed 4.2 16 4 12 0 196.0 ft2 0 0 0.3 0 _ 2 W Exterior Concrete Block - Int Insul M Bed 4.2 19 8 12 0 236.0 ft2 0 0 0.3 0 _ 3 W Exterior Concrete Block - Int Insul wicl 4.2 9 0 12 0 108.0 ft2 0 0 0.3 0 _ 4 W Exterior Concrete Block - Int Insul m toilet 4.2 3 8 12 0 44.0 ft2 0 0 0.3 0 _ 5 W Exterior Concrete Block - Int Insul m bath 4.2 13 4 12 0 160.0 ft2 0 0 0.3 0 _ 6 W Exterior Concrete Block - Int Insul laundry 4.2 6 4 12 0 76.0 ft2 0 0 0.3 0 _ 7 N M Bed Interior Frame - Wood laundry 13 11 8 12 0 140.0 ft2 0 0.25 0.3 0 _ 8 E bed 3 Interior Frame - Wood kitchen 13 13 0 12 0 156.0 ft2 0 0.25 0.3 0 _ 9 N Exterior Concrete Block - Int Insul dining 4.2 4 8 12 0 56.0 ft2 0 0 0.3 0 _ 10 W M Bed Interior Frame - Wood dining 13 2 0 12 0 24.0 ft2 0 0.25 0.3 0 _ 11 N M Bed Interior Frame - Wood dining 13 9 4 12 0 112.0 ft2 0 0.25 0.3 0 _ 12 N Exterior Concrete Block - Int Insul foyer 4.2 8 8 12 0 104.0 ft2 0 0 0.3 0 _ 13 E bath 4 Interior Frame - Wood foyer 13 4 0 12 0 48.0 ft2 0 0.25 0.3 0 _ 14 E bed 3 wic Interior Frame - Wood foyer 13 9 8 12 0 116.0 ft2 0 0.25 0.3 0 _ 15 E bed 3 Interior Frame - Wood foyer 13 1 0 12 0 12.0 ft2 0 0.25 0.3 0 _ 16 S Exterior Concrete Block - Int Insul living rm 4.2 22 8 12 0 272.0 ft2 0 0 0.3 0 _ 17 N bed 3 Interior Frame - Wood living rm 13 4 8 12 0 56.0 ft2 0 0.25 0.3 0 18 E cabana b Interior Frame - Wood living rm 13 5 8 12 0 68.0 ft2 0 0.25 0.3 0 _ 19 E bed 2 wic Interior Frame - Wood living rm 13 5 0 12 0 60.0 ft2 0 0.25 0.3 0 20 E bed 2 Interior Frame - Wood living rm 13 15 8 12 0 188.0 ft2 0 0.25 0.3 0 21 E Exterior Concrete Block - Int Insul bed 2 4.2 15 8 10 0 156.7 ft2 0 0 0.3 0 6/14/2017 2:18 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 7 FORM R405-2014 WALLS Adjacent S Space Cavity Width Height Sheathing Framing Solar Below Ornt To R Wal P R-Vs ue Ft In Ft In Area--R--Value-Fraction-Absor Grade%- _22 S Exterior Concrete Block - Int Insul bed 2 4.2 13 8 10 0 136.7 ft2 0 0 0.3 0 _23 E Exterior Concrete Block - Int Insul bed 2 wic 4.2 5 0 10 0 50.0 ft2 0 0 0.3 0 _24 N Exterior Concrete Block - Int Insuiabana bath 4.2 4 0 10 0 40.0 ft2 0 0 0.3 0 _25 E Exterior Concrete Block - Int Insufabana bath 4.2 10 0 10 0 100.0 ft2 0 0 0.3 0 _26 E Exterior Concrete Block - Int Insul bed 3 4.2 9 8 10 0 96.7 ft2 0 0 0.3 0 27 E Exterior Concrete Block - Int Insul bath 3 4.2 9 8 10 0 96.7 ft2 0 0 0.3 0 _28 E Exterior Concrete Block - Int Insul bath 4 4.2 5 8 10 0 56.7 ft2 0 0 0.3 0 _29 W Exterior Concrete Block - Int Insul bath 4 4.2 1 8 10 0 16.7 ft2 0 0 0.3 0 30 E Exterior Concrete Block - Int Insul bed 4 wic 4.2 4 8 10 0 46.7 ft2 0 0 0.3 0 _31 W Exterior Concrete Block - Int Insul bed 4 wic 4.2 4 8 10 0 46.7 ft2 0 0 0.3 0 32 N Exterior Concrete Block - Int Insul bed 4 4.2 14 4 10 0 143.3 ft2 0 0 0.3 0 _33 E Exterior Concrete Block - Int Insul bed 4 4.2 12 8 10 0 126.7 ft2 0 0 0.3 0 _34 W Exterior Concrete Block - Int Insul bed 4 4.2 12 8 10 0 126.7 ft2 0 0 0.3 0 WINDOWS Orientation shown is the entered, Proposed orientation. / Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 S 1 Metal Single (Tinted) Yes 0.99 0.5 72.0 ft2 12 ft 0 in 8 ft 0 in None None 2 W 2 Metal Single (Tinted) Yes 0.99 0.5 16.0 ft2 0 ft 0 in 0 ft 0 in None None 3 W 4 Metal Single (Tinted) Yes 0.99 0.5 7.5 ft2 2 ft 0 in 4 ft 0 in None None 4 W 5 None Single (Tinted) Yes 0.99 0.5 32.3 ft2 2 ft 0 in 4 ft 0 in None None 5 W 5 Metal Single (Tinted) Yes 0.99 0.5 7.5 ft2 2 ft 0 in 4 ft 0 in None None 6 W 6 Metal Single (Clear) Yes 0.99 0.5 20.0 ft2 2 ft 0 in 4 ft 0 in None None 7 N 9 None Single (Tinted) Yes 0.99 0.5 16.8 ft2 0 ft 0 in 0 ft 0 in None None 8 N 12 None Single (Tinted) Yes 0.99 0.5 16.8 ft2 0 ft 0 in 0 ft 0 in None None 9 N 12 Metal Single (Clear) Yes 0.99 0.5 60.0 ft2 0 ft 0 in 0 ft 0 in None None 10 S 16 Metal Single (Tinted) Yes 0.99 0.5 128.0 ft2 12 ft 0 in 8 ft 0 in None None 11 S 22 Metal Single (Tinted) Yes 0.99 0.5 72.0 ft2 2 ft 0 in 2 ft 0 in None None 12 E 25 Metal Single (Clear) Yes 0.99 0.5 20.0 ft2 2 ft 0 in 2 ft 0 in None None 13 E 26 None Single (Tinted) Yes 0.99 0.5 24.0 ft2 2 ft 0 in 2 ft 0 in None None 14 E 27 None Single (Tinted) Yes 0.99 0.5 12.0 ft2 2 ft 0 in 2 ft 0 in None None 15 E 28 None Single (Tinted) Yes 0.99 0.5 12.0 ft2 2 ft 0 in 2 ft 0 in None None 16 N 32 None Single (Tinted) Yes 0.99 0.5 34.2 ft2 2 ft 0 in 2 ft 0 in None None 17 E 33 None Single (Tinted) Yes 0.99 0.5 24.0 ft2 2 ft 0 in 2 ft 0 in None None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 382.8 ft2 382.8 ft2 64 ft 8 ft 1 6/14/2017 2:18 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 7 CnDRA DAnr-') lA INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000215 1685.2 92.51 173.98 .1486 3 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat 2 Electric Strip Heat None None COP:1 19.26 kBtu/hr COP:1 14.92 kBtu/hr 2 1 sys#1 sys#2 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit 2 Central Unit Split Split SEER: 16 36 kBtu/hr cfm 0.7 SEER: 16 24 kBtu/hr cfm 0.7 2 1 sys#1 sys#2 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 40 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 DUCTS / --- Supply -- V # Location R-Value Area ---- Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT QN RLF HVAC # Heat Cool 1 dining 6 368 ft2 2 wic2 6 133 ft2 foyer wic2 93 ft2 Default Leakage laundry (Default) (Default) 35 ft2 Default Leakage wic2 (Default) (Default) 1 1 2 2 TEMPERATURES Programable Thermostat: Y Cooling jj Jan �Xj Feb [ j] Mar Heating (X Jan Feb [X] MarApr Ventin []] Jan Feb [[X]j Mar Ceiling Fans: N j ] A r j I Ma rl Jun rj Jul rj Au rlSe j ]Oct [ May Jun Jul AuSep [ ] Oct [X] Apr [ May Jun Jul Aug Se [ 1 Oct NovDec Nov Nov Id X Dec Dec 6/14/2017 2:18 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 6 of 7 FORM R405-2014 Thermostat Schedule: Schedule Type HERS 2006 Reference 1 2 3 4 5 Hours 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 6/14/2017 2:18 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 7 of 7 FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: 91 st Miami Shores Residence Builder Name: Street: 420 NE 91st Steet Permit Office: Miami Shores City, State, Zip: Miami Shores Village, FL , Permit Number: Owner: Property Hounds Jurisdiction: Design Location: FL, Miami COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/doorjambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 6/14/2017 2:18 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Requlations Residential Whole Building Performance and Prescriptive Methods ADDRESS: 420 NE 91st Steel Permit Number Miami Shores Village, FL , Mg,NDATORY REQUIREMENTS See individual code sections for full details. �' 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law (Section 553.9085, Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presoid and nonpresold residential buildings, The EPL display card contains Information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans /end specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. 0-- R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402,4.4. R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1. as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air #�,402.4.11.2 anges per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; S. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. R402.4,2 Fireplaces, New wood -burning fireplaces shall have fight -fitting flue dampers and outdoor combustion air. R402.4.3 Fenestration air leakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfin per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. �Excoption: Site -built windows, skylights and doors. / !SR402,4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. R403.1,1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. ,Q✓'" R403.2.2 Sealing (Mandatorylill ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed In accordance with Section C403.2,7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553,99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1, Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9,29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handier is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm (85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 6/14/2017 2:18 PM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Corn Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) t; R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. d.Y R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41 °C) or below 55°F (13`C) shall be insulated to a minimum of R-3.. R403.3.1 Protection of piping insulation. Al R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. Q11e R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'h inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank, R403.4 Water hector efficiencies (Mandatory). R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100'F to 140°F (38°C to 60°C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shad satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with iSO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water Systern and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. /{( R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the I ' Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. Y R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that Its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 6/141201 7 2:18 PM EnergyGaugeV USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) .eeff R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufadtu4s expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space, Exceptions: 1, Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of ,,/ equipment may be sized in accordance with good design practice. J R403.6.1.2 Heating equipment capacity • R403.6.1.2A Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. • R403.6,1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. ` R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners PIA shall not be less than the design load calculated in accordance with Section R403.6.1. /[N/L R403.6,1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55`F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40`F. /y R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSIIAPSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -tired pool and space heaters shall have a mininuun thermal efficiency of 82 percent for heaters manufactured on or after April 16. 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403,9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1, Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or ` solar energy source computed over an operating season. RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. {.,✓� O R404.1,1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights -' R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2,1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 604/2017 2:18 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Corn Page 3 of 3 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 95 The lower the Energy Performance Index, the more efficient the home. 420 NE 91st Steet, Miami Shores Village, FL, 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor: Sgl, U=0.99 SHGC: SHGC=0.50 b. U-Factor: Sgl, U=0.99 SHGC: SHGC=0.50 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. N/A c. N/A New (From Plans) 9. Wall Types Single-family a. Concrete Block - Int Insul, Exterior b. Interior Frame - Wood, Interior 1 c. N/A 4 d. N/A No 10. Ceiling Types a. Roof Deck (Unvented) 2983 b. N/A Area c. N/A 475.00 ft2 11. Ducts a. Sup: dining, Ret: foyer, AH: laundry b. Sup: wic2, Ret: wic2, AH: wic2 100.00 ft2 12. Cooling systems ft2 a. Central Unit b. Central Unit ft2 5.097 ft. 0.500 Insulation Area R=0.0 2981.20 ft2 R= ft2 R= ft2 13. Heating systems a. Electric Strip Heat b. Electric Strip Heat 14. Hot water systems a. Electric b. Conservation features None 15. Credits 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: Address of New Home: Date: City/FL Zip: Insulation Area R=4.2 2492.30 ft2 R=13.0 980.00 ft2 R= ft2 R= ft2 Insulation Area R=30.0 2983.00 ft2 R= ft2 R= ft2 R ft2 6 368 6 133 kBtu/hr Efficiency 36.0 SEER:16.00 24.0 SEER:16.00 kBtu/hr Efficiency 19.3 COP:1.00 14.9 COP:1.00 Cap: 40 gallons EF: 0.9 Pstat ZHF STgr4. 'IVh ��lrFr COD W `Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. '"Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 6/14/2017 2:18 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 Heat Load Calculations n Project Summary o AHU1 main areas $„tRAW & "Ocam S H Brandt& Associates "aorta, by 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com Project• • For: Notes: 420 NE 91 st Steet, Miami Shores Village, FL Design Information Job: Date: Apr 14, 2017 By: SHB Weather: Miami, FL, US Winter Design Conditions Summer Design Conditions Outside db 52 OF Outside db 91 OF Inside db 70 OF Inside db 75 OF Design TD 18 °F Design TD 16 OF Daily range L Relative humidity 50 % Moisture difference 58 gr/lb Heating Summary Structure 15512 Btuh Ducts 2043 Btuh Central vent (0 cfm) 0 Btuh (none) Humidification 0 Btuh Piping 0 Btuh Equipment load 17555 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heatingg Cooling Area (ftz) 1935 1935 Volume (W) 23219 23219 Air changes/hour 0.23 0.12 Equiv. AVF (cfm) 90 45 Heating Equipment Summary Make Trade Model AHRI ref Efficiency Heating Input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 100 EFF 5.6 kW 19264 Btuh 15 OF 1200 cfm 0.068 cfm/Btuh 0.50 in H2O Sensible Cooling Equipment Load Sizing Structure 23156 Btuh Ducts 2097 Btuh Central vent (0 cfm) 0 Btuh (none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 25254 Btuh Latent Cooling Equipment Load Sizing Structure 2764 Btuh Ducts 553 Btuh Central vent (0 cfm) 0 Btuh (none) Equipment latent load 3317 Btuh Equipment Total Load (Sen+Lat) 28571 Btuh Req. total capacity at 0.70 SHR 3.0 ton Cooling Equipment Summary Make Rheem Trade RHEEM Cond RA1636AJlNB Coil RH1 V3621 HTANJA AHRI ref 8080510 Efficiency 13.0 EER, 16 SEER Sensible cooling 25200 Btuh Latent cooling 10800 Btuh Total cooling 36000 Btuh Actual air flow 1200 cfm Air flow factor 0.048 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.88 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. WYI IhtSoft• 2017-Jun-1414:41:39 9 Right -Suite® Universal 2017 17.0.23 RSU09306 Page 1 ACC ... Miami Shores Village\91 st Heat Load Calcs.rup Calc = MJ8 Front Door faces: W Load Short Form 1-0 AHU1 main areas © �m 5 N 6RAS H Brandt & Associates tti0; 8 ASSOCIATES "eWtef by IpsI96' 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com Project• • For: 420 NE 91 st Steet, Miami Shores Village, FL Job: Date: Apr 14, 2017 By: SHB Design Information Htg Clg Infiltration Outside db (°F) 52 91 Method Simplified Inside db (°F) 70 75 Construction quality Average Design TD (°F) 18 16 Fireplaces 0 Daily range - L Inside humidity (%) 30 50 Moisture difference (gr/lb) -13 58 HEATING EQUIPMENT Make Trade Model AHRI ref Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat COOLING EQUIPMENT Make Rheem Trade RHEEM Cond RA1636AJl NB Coil RH1 V3621 HTANJA AHRI ref 8080510 100 EFF Efficiency 13.0 EER, 5.6 kW Sensible cooling 19264 Btuh Latent cooling 15 °F Total cooling 1200 cfm Actual air flow 0.068 cfm/Btuh Air flow factor 0.50 in H2O Static pressure Load sensible heat ratio 16 SEER 25200 Btuh 10800 Btuh 36000 Btuh 1200 cfm 0.048 cfm/Btuh 0.50 in H2O 0.88 ROOM NAME Area (ft2) Htg load (Btuh) Clg load (Btuh) Htg AVF (cfm) Clg AVF (cfm) M Bed 321 5084 5534 348 263 wicl 69 908 724 62 34 wic2 58 50 56 3 3 m toilet 28 490 935 34 44 m bath 180 2051 4546 140 216 laundry 74 982 1697 67 81 kitchen 295 254 1494 17 71 dining 187 870 1566 59 74 foyer 1%.:..._ 127 Cn'7 2159 A7n7 1884 R447 148 '277 90 '27A Y II IIJ. I111 VJI -Tf VI VV � � v��. Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Jun-14 14:41:39 4 wrilghtsoft* Right -Suite® Universal 2017 17.0.23 RSU09306 Page 1 ACCla ... Miami Shores Vllage\91 st Heat Load Calcs.rup Calc = MJ8 Front Door faces: W AHU1 main areas 1935 17555 25254 1200 1200 Other equip loads 0 0 Equip. @ 1.00 RSM 25254 Latent cooling 3317 TOTALS 1935 17555 28571 1200 1200 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. AL- " 1 - wrightS&V Right -Suite® Universal 2017 17.0.23 RSU09306 ACCK ... Miami Shores Village\91 st Heat Load Calcs.rup Calc = MJB Front Door faces: W 2017-Jun-14 14:41:39 Page 2 Component Constructions Job: p •, p Date: Apr 14, 2017 AHU1 main areas By: sHB D atn.S>*"-! Tt3 S H Brandt & Associates 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com Project• • For: 420 NE 91 st Steet, Miami Shores Village, FL Design Conditions Location: Indoor: Heating Cooling Miami, FL, US Indoor temperature (OF) 70 75 Elevation: 30 ft Design TD (°F) 18 16 Latitude: 26°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) -13.2 57.6 Dry bulb (OF) 52 91 Infiltration: Daily range (°F) - 12 (L ) Method Simplified Wet bulb (OF) - 78 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area ft- U-value B1uWft'--°F Insul R W-°F/Btuh Htg HTM B1uWfl' Loss CIg HTM Btuh B1uWft' Gain Btuh Walls stucco-block-R4: Stucco,8" CMU,3/4" furring,R-4 cav insulation,1/2" n 67 0.206 5.2 3.73 248 5.42 360 gyp bd int s 268 0.206 5.2 3.73 999 5.42 1452 W 541 0.206 5.2 3.73 2016 5.42 2929 all 875 0.206 5.2 3.73 3263 5.42 4741 Partitions (none) Windows 1 glazing, heat abs glz, mtl no brk frm mat, 1/4" thk: heat abs glz,mtl no brk,SHGC=.50,U=.99; NFRC rated (SHGC=0.50); 8 ft head ht 10A-m: 1 glazing, heat abs glz, mtl no brk frm mat, 1/4" thk; NFRC rated (SHGC=0.50); 10 ft head ht 1A-hlomd: 1 glazing, heat abs glz, mtl no brk frm mat, 1/4" thk; NFRC rated (SHGC=0.50); 8 ft head ht Doors (none) Ceilings 16X30-Otd: Attic ceiling, tile, slate, concrete roof mat, r-31 roof ins, 5/8" gypsum board int fnsh Floors 22A-tpm: Bg floor, heavy dry or light damp soil, on grade depth, tile flr fnsh n 34 0.990 0 17.9 600 26.1 875 W 32 0.990 0 17.9 579 63.7 2057 all 66 0.990 0 17.9 1179 44.6 2932 n 60 0.990 0 17.9 1075 18.3 1097 s 200 0.990 0 17.9 3584 28.2 5639 W 20 0.990 0 17.9 358 44.6 892 W 15 0.990 0 17.9 269 63.7 955 W 16 0.990 0 17.9 287 63.7 1019 all 251 0.990 0 17.9 4498 33.9 8505 1935 0.408 30.0 0.76 1474 0.96 1848 104 1.180 0 21.4 2228 0 0 2017-Jun-14 14:41:39 wrightSOW Right -Suite® Universal 2017 17.0.23 RSU09306 Page 1 ... Miami Shores Village\91 st Heat Load Calcs.rup Calc = MJ8 Front Door faces: W ©- Right-J® Worksheet 17 AHU1 main areas i Y ii'dYY. d NfOCii!.SS S H Brandt & Associates 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com Job: Date: Apr 14, 2017 By: SHB 1 3I 4 5 1 Room name Room heightosed ) Room dimensions Room area AHU1 main areas I 12.0 ft 104.3 ft 1934.9 ft' M Bed 36.0 ft I 12.0 ft heat/cool 16.3 x 19.7 ft 321.2 ft' Ty Construction number U-value (Btuh/ft;°F) Or HTM (Btuh/ft� Area (ft') or perimeter (ft) Load (Btuh) Area (ft� or perimeter (ft) Load (Btuh) Heat I Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 1 1101 W _ I I—c WLG 1 1- G I—G C� F stucco tilock=R'4—' 1 glazing, heat abs 10A fT1 1 glazi gl, heat abs I`lA-hl lack-R4 I 1 glazing gl, heat abs 10A-m 1B-h1fm -12A-tpm d 22A-t m —0:2('6 0.990 �-_-0,990 0.990I 1-0.990_s_II 0.990I 0.990 0.990I 1.180 1.180 n n r e` w w w �I —3:73 17.92 17.92 0.00 —03 17,92I.-28.19 3.73 I 17.92I 17.92 I 17.92I _ 7 6_ —21.36I_0 5.42 26.12 18.29 0.00 5.421 63.69 44.58 63.69I t6o 160 34 _60 0 200I_260L_3584I-14 6241 32 32 20 16I 1935I_ 67 0 - 0_ "— -248 600 _ ,1075 0 0 0 0 0 1290I_ 820I 0 0 _ 287 I -769_ T'T O 0 - 0 0 _2030 119o21 0 0 1019 I -r3001 360 875 __ _1097 0 _5639 2057I 892 1019I :T840I 0 0 0 0 0 0 0 120I 0 541 0 0 0 1904I12228I _ 0I —172I 230I 0 6 _ 16 321 I 2019 57 358 287 220I 0 0 0 I ^33621 I==I— I—J 6 c)AED excursion 0 -415 Envelope loss/gain 13717 19123 3873 4804 12 a) Infiltration b) Room ventilation 101 1795 783 01 1 101 619 270 0 1131 Internal gains: Occupants @ 230 Appliances/other 51 I 1 1 1 1 11501 21001 01 1 1 1 1 1 0 0 Subtotal (lines 6 to 13) 15512 23156 4492 5075 14 151 Less external load Redistribution Subtotal transfer Duct loads 1 I 13% I 9%1 01 1551021 20431 01 2315601 2097 1 I 13% 1 I 9%1 0 449021 5921 0 5075 460 Total room load Air required (cfm) 17555 1200 25254 1200 5084 348 5534 263 Calculations approved byACCA-to meet all requirements of Manual J 8th Ed. �-'[" wrightSoft' 2017-Jun-14 14:41:39 ���� Right -Suite® Universal 2017 17.0.23 RSU09306 .. Wiami Shores Village\91 st Heat Load Calcs.rup Calc = MJ8 Front Door faces: W Page 1 Right-J® Worksheet ® AHU1 main areas S H Brandt & Associates 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com Job: Date: Apr 14, 2017 By: SHB 1 3 I21 4 5 Room name Exposed wall Room height I Room dimensions Room area `roicl 9.0 ft 12.0 It heaVcool I 7.7 x 9.0 ft 69.0 ft' wic2 0 ft 12.0 ft heaVcool 8.7 x 6.7 ft 57.8 ft2 Ty Construction number U-value (13tuh/ft2 °F) Or HTM (Btuh/ftj Area (ft') or perimeter (ft) Load (Btuh) Area (ft� or perimeter (ft) Load (Btuh) Heat Cool Gross I N/P/S Heat Cool Gross I N/P/S Heat Cool 6 11 I V.V= !—G (—f 10A-m ICI Wei �C; I 11—G1Bh —1I st5cc6-bl6_ck-R4 1 glazing, heat abs _ 1 glazing, heat abs 1A-h omltick-R4 ` I ltglazi g heat abs I d iI --1--I- 0.266 0.990 _0.990 0.990I _0.99099'1 0.9901 —1I 1 1.18F r n p a s I w I 1I T3773 17.92 1.7.92 1,01 17.92j__PN4'2j 17.921 7.92 1I � —9-42 26.12 18.29 0.00 — 28.19 5 42I 63.69 1 I 0 0 — _ _ 0 0 OI 0 108I 0 01 —0 0 _0 0 __ol_ 0 108I 0 6i5 1I 0 0 —0 0 OI 0 403I 0 1 0 0 0 0 - �OI 0 SBSI 0 1 d 0 �,� 0 0 0 0 0 0 DI— OI 0 11 5I 0 0 0 _ 0 0 0 DI�_DI 0I 0 0 1I 0 0 0 OI 0 01 0 0 00y 1fm 55 0 oI_ ,0. ,,________-0 OI 0 01 I_4 58 =69 I 6Y 022Atpm 0 L - 1--I- I _ =1 = J--- -1- �1= =1-= I =1— — _-1-----I __�1= 6 c)AED excursion -54 -4 Envelope to 647 597 44 51 121 a) Infiltration b) Room ventilation 155 0 68 01 0 1 01 0 0 13 Internal gains: Occupants (-A 230 Appliances/other 0 0 1 01 0 1 1 0 1 0 Subtotal (lines 6 to 13) 802 664 44 51 141 15 Less external load Less transfer Redistribution Subtotal Duct loads I 1 13% I 9%1 0 D 0 I 8021 1061 0 0 0 6641 601 13% I 9%1 0 0 0 44 61 0 0 0 51 Total room load Air required (cfm) 908 62 724 34 50 3 J56 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. W 1'1 ht9oft^ 2017-Jun-14 14:41:39 Right -Suite® Universal 2017 17.0.23 RSU09306 Page 2 �` ... Miami Shores Village\91 st Heal Load Calcs.rup Calc = MJ8 Front Door faces: W 13 Right-JO Worksheet AHU1 main areas S H Brandt & Associates 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com Job: Date: Apr 14, 2017 By: SHB 1 3 4 5 1 Room name I Exposed wall Room height Room dimensions Room area m toilet I 3.7 ft 12.0 ft heat/cool 7.7 x 3.7 ft 28.1 ftz m bath I 13.3 ft 12.0 ft heat/cool 1.0 x 179.6 ft 179.6 ft' Ty Construction number U-value (Btuh/ft;°F Or HTM (Btuh/ft� Area (ft� or perimeter (ft) Load (Btuh) Area (ft') or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 W! J�1 I W I G W G 1--G 0 I—G F -I stucc0-bl0ck-R4 glazing, heat abs -10A-m stucco block-R4 1 glazing, heat abs 11A-hlomlack=R4 I 1 glazing, lheat abs 10A-m 18 hlfm 22A4prn 0.20fi 0.990 _0,990 n n n a a w w w 3:73' 17.92 17.92 0.00 0.00 '.00 17 92I�5.42 I 17,92I 17.92 17.92 5.42 26.12 1 8.29 O.OI) 0.00 90 28.19 63.69I 44.58 63.69 0.00I —0 0 0 —0 0 _0 U 0 — 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ��J0 0 0 p 0 0.206 0.990 I`�0.990I—s_I I 0,990I 0.990 0.990I 0 0 0 0 0 0 0 OI 0 0 0 0 0 0 0 0 0'I— 0 w0' 0 136I 0 0 130 �'78I_ 0 0 _IOI—` 0 132I 01 OI_ OIL 0 I p 0 441 0 0 _ _ OI_ 28I 37I 0 0 _0 24I 1981 0 0 470 T 20I 1201 0 0 0 448I 579 0 130I 051 2057 0 470 �01:180 211.36 180I 1y831 285e1 170I I I -A_ 6 c)AED excursion 128 711 Envelope loss/gain 370 830 1583 4068 12 a) Infiltration b) Room ventilation 63 01 28 01 229 01 100 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 101 0 1 1 0 1 0 Subtotal Qines 6 to 13) 433 858 1812 4168 151 Less external load Le ss transfer Redistrib114I Subtotal Duct loads 1 I 13% 1 I 9% 01 43031 571 01 858I 781 1 13% 9%1 1 0 1812 2391 0 4168 378 Total room load Air required (cfm) 490 34 935 44 2051 140 4546 216 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. -V4+ wrightsoft` 2017-Jun-1414:41:39 Right -Suite® Universal 2017 17.0.23 RSU09306 ... Miami Shores Village\91 st Heat Load Calcs.rup Calc = MJ8 Front Door faces: W Page 3 Pam Right-JO Worksheet AHU1 main areas S H Brandt & Associates 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com Job: Date: Apr 14, 2017 By: SHB 1 1 21 3 4 5 Room name Exposed wall I Room height Room dimensions Room area laundry 6.3 ft I 12.0 ft heat/cool 11.7 x 6.3 ft 73.9 ftz kitchen 0 ft 12.0 ft heat/cool 22.7 x 13.0 ft 294.7 ftz Ty Construction number U-value (Btuh/ft;°F) Or HTM Area (ft� or perimeter (ft) Load (Btuh) Area (ft� or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 W —G W �G �--GI1tUc 4--G 110A-m I—G —G F ! 122A stucco-616-ck=W4` 1 glazing, heat abs 1.OA-m stucco-block-R4 1 glazing, heat abs omd k-W4 I 1 glazing, heat abs I 1A-hm 1B-hlfm _ I tpmtd _ _ 0'206 0.990 0.990 `0.206I 0,910 _ 0.990I_s. 0.990I 0.990I 0.990 0.990 _ 11.180I=I n n n a a I w I w I w w 3.73 17.92 17_92 0.00I� 0,10 17.92I�5.42I 17.92I 17v921 17.92 17.92 211.361 5.42 26.12 18.29 0.001 0,00 RQ 28.19 63.691 44.58I 63.69 63.69 0.001 0 0 0 0 0 0 0 0 0I 0 50I 0 0 - ! OI— 0 0 0 �0 0 0 0 0 0 0 _ 0 —0 0 0 0 0 d 0 0 0 0 0 O 0 01 0 0 0 0 0 0 _ .— 28o I 0 0 OI _ 0 70I 20I 0 0 `74I�'961 7476I.. 0 0 OI- 0 0 0 0 0I— OI 0 0 0 245 �295I—�2950L,�.,� OI 0 —O01 I— 0 01 0 0I 0 0I _ —OI—` 0 200I 358I 0 0 135I 0 —0 OI 0 0I 0 300I 892I 0 0 _T 70 _I�I�I _-=.I — 6 c)AED excursion 243 -112 Envelope loss/gain 759 1508 224 170 121 a) Infiltration b) Room ventilation I 109 1 01 48 01 1 0 1 01 0 0 131 Internal gains: Occupants @ 230 Appliances/other 01 I 1 1 01 1 01 01 1 1 11200 1 0 Subtotal (lines 6 to 13) 868 1556 224 1370 114I 1151 Less external load Less transfer Subtotalution Duct loads I 1 13%1 I 9% 0 0 I 868I 1141 0 0 OI 1556 141 13% I 9% 0 0 I 0 224 301 0 0 0 1370 124 Total room load Air required (cfm) 982 67 1697 81 1 1 254 17 1494 71 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrlightsOft' Right -Suite® Universal 2017 17.0.23 RSU09306 2017-Jun-14 1 Pate 4 1 ... Miami Shores Village\91 st Heal Load Calcs.rup Calc = MJ8 Front Door faces: W 9 ® Right-M Worksheet 0 AHU1 main areas S H Brandt & Associates 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com Job: Date: Apr 14, 2017 By: SHB 1 3 i 2 4 5 1 Room name Exposed wall ( o Room m height Room dimensions Room area dining 4.7 ft I 12.0 ft heat/cool 1.0 x 186.7 ft 186.7 ft' foyer 8.7 ft ( 12.0 ft heat/cool 8.7 x 14.7 ft 127.1 ft' Ty Construction number U-value (Btuh/ft;°F Or HTM (Btuh/ft2) Area (ft') 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 W I W I-G 1L_ _L-GI I- G I OI16-h1fm t---C F stucco-tilock=R4 1 glazing, heat abs 10A m stucco-block-R4 1 glazing, heat abs stucco-block-R4' IA-hlomd 11tglaz gl, heat abs U'206 0.990 _0.990 0.206 0.990I ^� 0.20'fi I_0.990I�e I 0.990I I 0.990I n n n a a 's' s_ w w _ - 3 73 17.92 17 92 0.00 0.00 3.73 17.92 I_ 7.92 I 17.92 I 17.92 17.92 21.36 5742 26.12 „18.29 0.00 0.00 15.42 - 8.19 28.19 I 63.691 63.69 63.69 0.00I_� - 56 17 _ 0 0 0 39 0 0 104 17 60 6 OI O,I " 21 0 0 0 0 0 �'1'02 300 _ _1075 0 0 T - 0 0 OI 148 438 1097, 0 01 - 0' OI 0 146 300 0 213 438 0 0 0 OI_OI 0 0 0 0 0 0 _ 0 -0 01 0 0 �� 0 0 0 0 0 0 0 .__0 0 0 OI 0 0 01 0 0_ OI OI _ 0 170I 0I OI 0 127I 0 0 0 ( 0 0 0 I 0 OI _0 120I 122A tpmtd -�-1.180 :Toe- 18777 I-i85I 100 1297.h 185I -._ I _-I _ I - -I 6 c)AED excursion -117 -141 Envelope loss/gain 688 711 1759 1663 12 a) Infiltration b) Room ventilation 80 01 35 01 101 149 65 0 13 Internal gains: Occupants @ 230 Appliances/other 3 101 690 0 1 1 1 0 0 Subtotal (lines 6 to 13) 769 1436 1908 1728 14ISubtotal 15 Less external load Less transfer Redistribution Duct loads I 13% I 9% 01 0 76091 101 01 0 OI 1436 130 1 I 13% 1 I 9%1 01 0 1908 2511 0 0 1728I 156 Total room load Air required (cfm) 870 59 1566 74 2159 148 1884 90 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wri htSOft' 2017-Jun-1414:41:39 ��-=�k � Right -Suite® Universal 2017 17.0.23 RSU09306 .. Miami Shores Village\91 at Heat Load Calcs.rup Calc = MJ8 Front Door faces: W Page 5 CI Right-J® Worksheet o- AHU1 main areas n H �,vnnw x >nacmx� S H Brandt & Associates 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com Job: Date: Apr 14, 2017 By: SHB 1 2I 3 4 5 Room name Exposed wall I Room height Room dimensions Room area living rm 22.7 ft 12.0 ft heat/cool 22.7 x 26.3 ft 596.9 ft' Ty Construction number U-value (Btuh/ft? °F) Or HTM (Btuh/ft� Area (ftl or perimeter (ft) Load (Btuh) Area or perimeter Load Heat I Cool Gross I N/P/S Heat Cool Gross NIP/S Heat Cool 6 i 11 I W =T �G _I—G W � G 11 ��I I �—G 11YOA-m �--G —G F 122Adpmtd stucco=block-R4 1 glazing, heat abs 10A-m _ stucco-block-R4 glazing, heat absy IA-homdd l Stu cc1 glazing, heat abs I I 1A-hlom 1B-hlfm I `� I _ 0:206 0,990 0.990 0.206 0,110I —0.990_s__17.92. I I 0.990I 0.990 0.990 01.180I_I -'ri' n _n a e� et I I w I w w T 3:73 17.92 _17.92 0.00 0,10 0.00 1-05�4'2'1—�4 3.73 I 17.92I 17.92 17.92 201.36I '5:42 26,12 18.29 0.06 0,011 28.19 I 44.58I 63.69 63.69 0.96 0.00 _ + 0 0 0 T' 0 0 0 0 0 14041 .01_ O 0 0 0 _ 597I`= 23 i0 0 _ 0 0 OI 229 OI 0 OI 0 455I_ 484 0 0 _ 0 0 0 Ick-R4 3609 O--I 0 0 0I—I`� 570I _0 — 0 OI 72 128 OI 0 OI 0 _ _ ,597I 597 I— �' - --I � I— I '_I__.'I •- I�:I I .'I.. ,_ r, I _ I �_..I ICI— �r � A — I— —I 6 c)AED excursion -238 Envelope loss/gain 1 3769 4721 12 a) Infiltration b) Room ventilation 1 3901 1 01 170 0 13 Internal gains: Occupants @ 230 Appliances/other 21 1 I 1 460 1 900 Subtotal (lines 6 to 13) 1 4159 6251 14 15 Less external load Less transfer Rbtot bution Suubtotal Duct loads I 1 13% I 9% 0 I 4150 5481 6250I 566 Total room load Air required (cfm) I 1 4707 1 322 6817 324 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A&k-F[+' wrightsOft" Right -Suite® Universal 2017 17.0.23 RSU09306 2017-Jun-14 1 Page 6 ... Miami Shores Village\91 st Heat Load Calcs.rup Calc = MJB Front Door faces: W 13 Building Analysis AHU1 main areas s kWNW & SSIXWS S H Brandt & Associates 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com Project Information For: 420 NE 91 st Steet, Miami Shores Village, FL Job: Date: Apr 14, 2017 By: SHB Design Conditions Location: Indoor: Heating Cooling Miami, FL, US Indoor temperature (OF) 70 75 Elevation: 30 ft Design TD (OF) 18 16 Latitude: 26ON Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) -13.2 57.6 Dry bulb (OF) 52 91 Infiltration: Daily range (OF) - 12 ( L ) Method Simplified Wet bulb (OF) - 78 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Heating Component Btuh/ft2 Btuh % of load Walls 3.7 3263 18.6 Glazing 17.9 6752 38.5 Doors 0 0 0 Ceilings 0.8 1474 8.4 Floors 1.2 2228 12.7 Infiltration 1.4 1795 10.2 Ducts 2043 11.6 Piping 0 0 Humidification 0 0 Ventilation 0 0 Adjustments 0 Total 17555 100.0 Cooling Component Btuh/ft2 Btuh % of load Walls 5.4 4741 18.8 Glazing 33.3 12534 49.6 Doors 0 0 0 Ceilings 1.0 1848 7.3 Floors 0 0 0 Infiltration 0.6 783 3.1 Ducts 2097 8.3 Ventilation 0 0 Internal gains 3250 12.9 Blower 0 0 Adjustments 0 Total 25254 100.0 Latent Cooling Load = 3317 Btuh Overall U-value = 0.286 Btuh/ft2-°F Data entries checked. Glaz Glazing iration ings 2017-Jun-14 14:41:40 " wrightsoft' Right -Suite® Universal 2017 17.0.23 RSU09306 Page 1 ACC ... Miami Shores Village\91 st Heat Load Celcs.rup Calc = MJS Front Door faces: W AED Assessment © AHU1 main areas Mfi 4 H 6RAW07:k AS30�­IA-E3 S H Brandt&Associates 'rwlk, by 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com Project• • For: 420 NE 91 st Steet, Miami Shores Village, FL ')Psinn Conditic Job: Date: Apr 14, 2017 By: SHB Location: Indoor: Heating Cooling Miami, FL, US Indoor temperature (T) 70 75 Elevation: 30 ft Design TD (T) 18 16 Latitude: 26°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) -13.2 57.6 Dry bulb (°F) 52 91 Infiltration: Daily range (T) - 12 (L ) Wet bulb (7) - 78 Wind speed (mph) 15.0 7.5 TestforAdequate Exposure Diversity Hourly Glazing Load Hour of Day / Hwury / Avarap. i AM— Maximum hourly glazing load exceeds average by 28.9%. Zone has adequate exposure diversity (AED), based on AED limit of 30%. AED excursion: 0 Btuh 2017-Jun-14 14:41:40 wrightsoft' Right -Suite® Universal 2017 17.0.23 RSU09306 Page 1 ACCK ... Miami Shores Village\91 st Heat Load Calcs.rup Calc = MJS Front Door faces: W I Load Multizone Summary Repnort Job: Date: Apr 14, 2017 im By: SHB o S H 6RANDr L ASSOCIATES S H Brandt&Associates 'Uftor MY t&h ign,: 1 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com Infiltration Summary Heating Cooling ZONENAME Volume ACH AVF HTM Volume ACH AVF HTM ft3 cfm Btuh/ftz ft3 cfm Btuh/ftz AHU2 bedrooms 10461 0.51 89 1.4 10461 0.26 45 0.6 AHU1 main areas 23219 0.23 90 1.4 23219 0.12 45 0.6 Entire House 33680 0.32 180 1.4 33680 0.16 90 0.6 4 Load and AVF Summary ROOM NAME Area ftZ Htg load Btuh Clg load Btuh HtgAVF cfm ClgAVF cfm bed 2 214 3584 3869 210 184 bed 2 wic 68 449 377 26 18 cabana bath 95 1485 1860 87 89 bed 3 201 1292 2395 76 114 bath 3 58 991 1456 58 69 bed 3 wic 81 66 79 4 4 bath 4 81 827 1334 48 63 bed 4 wic 67 789 644 46 31 bed 4 182 4159 4800 244 228 AHU2 bedrooms 1046 13643 16815 800 800 M Bed 321 5084 5534 348 263 wicl 69 908 724 62 34 wic2 58 50 56 3 3 m toilet 28 490 935 34 44 m bath 180 2051 4546 140 216 laundry 74 982 1697 67 81 kitchen 295 254 1494 17 71 dining 187 870 1566 59 74 foyer 127 2159 1884 148 90 living rm 597 4707 6817 322 324 AHU1 main areas 1935 17555 25254 1200 1200 Entire House 2981 31197 42068 2000 2000 2017-Jun-14 14:41:40 �ti WiIC�i1tSOft` Right -Suite® Universal 2017 17.0.23 RSU09306 page 1 ACCk ... Miami Shores Village\91 st Heat Load Calcs.rup Calc = MJ8 Front Door faces: W a Loads for Multiple Orientations a U ' AHU1 main areas H bRA 01 & A.SOCiA FSv S H Brandt & Associates gytrrrro 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com Project For: 420 NE 91 st Steet, Miami Shores Village, FL Job: Date: Apr 14, 2017 By: SHB Design Conditions Location: Indoor: Heating Cooling Miami, FL, US Indoor temperature (°F) 70 75 Elevation: 30 ft Design TD (°F) 18 16 Latitude: 26°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) -13.2 57.6 Dry bulb (°F) 52 91 Infiltration: Daily range (°F) - 12 (L ) Wet bulb (°F) - 78 Wind speed (mph) 15.0 7.5 Front Door North Northeast East Southeast South Southwest West Northwest Sensible Load (Btuh) 34442 30348 24996 30375 32445 30418 25254 32835 Latent Load (Btuh) 3317 3317 3317 3317 3317 3317 3317 3317 Total Load (Btuh) 37759 33665 28313 33692 35762 33735 28571 36152 Heating AVF (cfm) 1200 1200 1200 1200 1200 1200 1200 1200 Cooling AVF (cfm) 1200 1200 1200 1200 1200 1200 1200 1200 Building Orientation Cooling Load Direction Front Door faces Current Orientation: Front Door faces West Highest Cooling Load: Front Door faces North Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Jun-14 14:41:40 w wrightSOW Right -Suite@ Universal 2017 17.0.23 RSU09306 Page 1 ACCK ... Miami Shores Village\91 st Heat Load Calcs.rup Calc = MJ8 Front Door faces: W Loads for Multiple Orientations AHU1 main areas S N BRAND' 6 A.SS00A1bS S H Brandt & Associates "Belle! by dmgn' 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com Project• • For: 420 NE 91 st Steet, Miami Shores Village, FL 3esion Conditir Job: Date: Apr 14, 2017 By: SHB Location: Indoor: Heating Cooling Miami, FL, US Indoor temperature (OF) 70 75 Elevation: 30 ft Design TD (OF) 18 16 Latitude: 26°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) -13.2 57.6 Dry bulb (°F) 52 91 Infiltration: Daily range (°F) - 12 (L ) Wet bulb (OF) - 78 Wind speed (mph) 15.0 7.5 Front Door North Northeast East Southeast South Southwest West Northwest Sensible Load (Btuh) 34442 30348 24996 30375 32445 30418 25254 32835 Latent Load (Btuh) 3317 3317 3317 3317 3317 3317 3317 3317 Total Load (Btuh) 37759 33665 28313 33692 35762 33735 28571 36152 Heating AVF (cfm) 1200 1200 1200 1200 1200 1200 1200 1200 Cooling AVF (cfm) 1200 1200 1200 1200 1200 1200 1200 1200 Building Orientation Cooling Load Direction Front Door faces Current Orientation: Front Door faces West Highest Cooling Load: Front Door faces North Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Jun-14 14:41:41 AC wirightsaft• Right -Suite® Universal 2017 17.0.23 RSU09306 Page 1 Pn. CA ... Miami Shores Village\91 at Heat Load Calcs.rup Cale = MJ8 Front Door faces: W Job #: Performed by SHB for: 420 NE 91st Steet Miami Shores Village, FL Sheet 1 S H Brandt & Associates 5010 N Federal Highway Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax: (954) 564-2511 Steve@SHBrandt.com Scale: 1 : 105 Page 1 Right -Suite® Universal 2017 17.0.23 RSU09306 2017-Jun-14 14:42:12 ...illage\91 st Heat Load Calcs.rup o Duct System Summary Job: Date: Apr 14, 2017 AHU1 main areas By: sHB 0 5H BRAND? &ASSOCIATES S H Brandt & Associates '8srter t.' . des;.qn" ' 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com 1 Project• • For: 420 NE 91st Steet, Miami Shores Village, FL External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0 in H2O 0.50 in H2O 0.399 / 0.101 in H2O 0.108 in/100ft 1200 cfm Cooling 0.50 in H2O 0 in H2O 0.50 in H2O 0.399 / 0.101 in H2O 0.108 in/100ft 1200 cfm 461 ft Supply Branch Detail Table Name Design (Btuh) Htg (cfm) Clg (cfm) Design FIR Diam (in) H x W (in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk M Bed h 2542 174 131 0.244 8.0 Ox 0 VIFx 48.5 115.0 st5 M Bed -A h 2542 174 131 0.256 8.0 OX 0 VIFx 40.8 115.0 st5 dining C 1566 59 74 0.299 5.0 Ox 0 VIFx 18.4 115.0 st6 foyer h 2159 148 90 0.301 7.0 Ox 0 VIFx 22.7 110.0 st6 kitchen C 1494 17 71 0.299 5.0 Ox 0 VIFx 23.3 110.0 st6 laundry C 1697 67 81 0.530 5.0 Ox 0 VIFx 5.2 70.0 living rm C 3409 161 162 0.232 8.0 Ox 0 VIFx 51.8 120.0 st7 living rm-A c 3409 161 162 0.257 8.0 Ox 0 VIFx 40.0 115.0 st7 m bath C 2273 70 108 0.230 6.0 OXO VIFx 13.2 160.0 st4 m bath -A c 2273 70 108 0.230 6.0 Ox 0 VIFx 13.5 160.0 st4 m toilet C 935 34 44 0.146 5.0 Ox0 VIFx 19.0 255.0 st4A wna1 h 908 62 34 0.109 6.0 Ox 0 VIFx 25.6 340.0 st4A wic2 h 50 3 3 0.108 4.0 Ox 0 VIFx 27.6 340.0 st4A - Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FIR (fpm) (in) (in) Material Trunk st7 Peak AVF 322 324 0.232 594 10.0 0 x 0 VinlFlx st6 Peak AVF 224 235 0.299 532 9.0 0 x 0 VinlFlx st4 Peak AVF 239 298 0.108 546 10.0 0 x 0 VinlFlx st4A Peak AVF 99 82 0.108 504 6.0 0 x 0 RectFbg st4 st5 Peak AVF 348 263 0.244 442 12.0 0 x 0 VinlFlx wrightsoft' Right -Suited Universal 2017 17.D.23 RSU09306 2017-Jun-14 14:41:42Page 1 ACCA ... Miami Shores Village\91 at Heat Load Calcs.rup Calc = MJ8 Front Door faces: W Return Branch Detail Table Grille Htg Cig TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) (cfm) (cfm) (ft) FIR (fpm) (in) (in) Opening (in) Matl Trunk rb2 Ox 0 274 245 93.3 0.108 503 10.0 Ox 0 VIFx rb1 Ox0 587 560 0 0 0 0 Ox 0 VIFx rb4 Ox 0 339 395 0 0 0 0 Ox 0 VIFx 2017-Jun-14 14:41:42 wrightsoft$ Right -Suite® Universal 2017 17.0.23 RSU09306 Page 2 XCA ... Miami Shores Village\91 st Heat Load Calcs.rup Calc = MJS Front Door faces: W Prot SJob: ❑ Project Summary Date: Apr 14, 2017 a AHU2 bedrooms By: SHB SB8x-01 i nl3C�C`jAT%� S H Brandt & Associates 5010 N Federal Highway, Lighthouse Point. FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt. cam For: Notes: 420 NE 91st Steet, Miami Shores Village, FL Design Information Weather: Miami, FL, US Winter Design Conditions Outside db 52 OF Inside db 70 OF Design TD 18 OF Heating Summary Structure 12658 Btuh Ducts 984 Btuh Central vent (0 cfm) 0 Btuh (none) Humidification 0 Btuh Piping 0 Btuh Equipment load 13643 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heatingg Coolingg Area (ftz) 1046 1046 Volume (ft') 10461 10461 Air changes/hour 0.51 0.26 Equiv. AVF (cfm) 89 45 Heating Equipment Summary Make Trade Model AHRI ref Efficiency Heating Input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 100 EFF 4.4 kW 14924 Btuh 800 f 0.059 cfm/Btuh 0.50 in H2O Summer Design Conditions Outside db 91 OF Inside db 75 OF Design TD 16 OF Daily range L Relative humidity 50 % Moisture difference 58 gr/lb Sensible Cooling Equipment Load Sizing Structure 15819 Btuh Ducts 996 Btuh Central vent (0 cfm) 0 Btuh (none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 16815 Btuh Latent Cooling Equipment Load Sizing Structure 1747 Btuh Ducts 228 Btuh Central vent (0 cfm) 0 Btuh (none) Equipment latent load 1975 Btuh Equipment Total Load (Sen+Lat) 18790 Btuh Req. total capacity at 0.70 SHR 2.0 ton Cooling Equipment Summary Make Rheem Trade RHEEM Cond RA1624AJl NBRHC Coil RH1V2417STANJA AHRI ref 7940892 Efficiency 13.0 EER, 16 SEER Sensible cooling 16800 Btuh Latent cooling 7200 Btuh Total cooling 24000 Btuh Actual air flow 800 cfm Air flow factor 0.048 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.89 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. t wri htSOft' 2017-Jun-14 14:42:20 g Right -Suite® Universal 2017 17.0.23 RSU09306 Page 1 ACCk ... tut'iami Shores Village\91 st Heal Load Calcs.rup Calc = MJ6 Front Door faces: W a Load Short Form AHU2 bedrooms 01 5 H PANQ:6 A5Y..OATES S H Brandt & Associates •1sr,•:rtty trr ae:s�� Job: Date: Apr 14, 2017 By: SHB 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com Project } For: 420 NE 91 st Steet, Miami Shores Village, FL Design• • Htg Clg Infiltration Outside db (OF) 52 91 Method Simplified Inside db (°F) 70 75 Construction quality Average Design TD (°F) 18 16 Fireplaces 0 Daily range - L Inside humidity (%) 30 50 Moisture difference (gr/lb) -13 58 HEATING EQUIPMENT Make Trade Model AHRI ref Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 100 EFF 4.4 kW 14924 Btuh 17 OF 800 cfm 0.059 cfm/Btuh 0.50 in H2O COOLING EQUIPMENT Make Rheem Trade RHEEM Cond RA1624AJ1 NBRHC Coil RH1V2417STANJA AHRI ref 7940892 Efficiency 13.0 EER, 16 SEER Sensible cooling 16800 Btuh Latent cooling 7200 Btuh Total cooling 24000 Btuh Actual air flow 800 cfm Air flow factor 0.048 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.89 ROOM NAME Area (ft2) Htg load (Btuh) Clg load (Btuh) Htg AVF (cfm) Clg AVF (cfm) bed 2 214 3584 3869 210 184 bed 2 wic 68 449 377 26 18 cabana bath 95 1485 1860 87 89 bed 3 201 1292 2395 76 114 bath 3 58 991 1456 58 69 bed 3 wic 81 66 79 4 4 bath 4 81 827 1334 48 63 bed 4 wic 67 789 644 46 31 6_J • 4011 AICtl AQnn ')AA 00Q uCu 'f U G Y I J v T V V V - - Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Jun-14 14:42:20 rF wrightsaft° Right -Suite® Universal 2017 17.0.23 RSU09306 page 1 fCC4�1, ... Miami Shores Village\91 st Heat Load Calcs.rup Cale = MJ8 Front Door faces: W AHU2 bedrooms 1046 13643 16815 800 800 Other equip loads 0 0 Equip. @ 1.00 RSM 16815 Latent cooling 1975 TOTALS 1046 13643 18790 800 800 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. .v wrightsoft• Right -Suite® Universal 2017 17.0.23 RSU09306 ACCK ... Miami Shores Village\91 st Heat Load Calcs.rup Calc = MJ8 Front Door faces: W 2017-Jun-14 14:42:20 Page 2 Component Constructions Job: (� Date: Apr 14, 2017 AHU2 bedrooms By: sHB S H Brandt & Associates 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com e-roject intormation For: 420 NE 91 st Steet, Miami Shores Village, FL Design C • nditions Location: Indoor: Heating Cooling Miami, FL, US Indoor temperature (T) 70 75 Elevation: 30 ft Design TD (T) 18 16 Latitude: 26°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) -13.2 57.6 Dry bulb (T) 52 91 Infiltration: Daily range (T) - 12 (L ) Method Simplified Wet bulb (T) - 78 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain H' BtuWf12-°F ft'-°F/Btuh Btwft2 Btuh BtuWf? 81uh Walls stucco-block-R4: Stucco,8" CMU,3/4" furring,R-4 cav insulation,1/2" n 149 0.206 5.2 3.73 556 5.42 808 gyp bd int a 638 0.206 5.2 3.73 2378 5.42 3456 s 65 0.206 5.2 3.73 241 5.42 350 w 190 0.206 5.2 3.73 708 5.42 1029 all 1042 0.206 5.2 3.73 3884 5.42 5643 Partitions (none) Windows 1 glazing, heat abs glz, mtl no brk frm mat, 1/4" thk: heat abs glz,mtl no 11 34 0.990 0 17.9 613 26.1 893 brk,SHGC=.50,U=.99; NFRC rated (SHGC=0.50); 8 ft head ht a 72 0.990 0 17.9 1290 63.7 4586 all 106 0.990 0 17.9 1903 51.6 5479 1 OA-m: 1 glazing, heat abs glz, mtl no brk frm mat, 1/4" thk; NFRC a 20 0.990 0 17.9 358 44.6 892 rated (SHGC=0.50); 8 ft head ht s 72 0.990 0 17.9 1290 28.2 2030 all 92 0.990 0 17.9 1649 31.8 2922 Doors (none) Ceilings 16X30-Otd: Attic ceiling, tile, slate, concrete roof mat, r-31 roof ins, 5/8" 1046 0.408 30.0 0.76 797 0.96 999 gypsum board int fish Floors 22A-tpm: Bg floor, heavy dry or light damp soil, on grade depth, tile fir 124 1.180 0 21.4 2648 0 0 fnsh 2017-Jun-14 14:42:20 Wf IghtSQft:' Right -Suite® Universal 2017 17.0.23 RSU09306 Page 1 ACCk ... Miami Shores Village\91 sl Heat Load Calcs.rup Calc = MJ8 Front Door faces: W o . Right-J® Worksheet AHU2 bedrooms :Hsunw,..xoc.� S H Brandt & Associates 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt. cam Job: Date: Apr 14, 2017 By: SHB 1 2 3I 4 5 1 Room name Exposed Roo ) m height Room dimensions Room area AHU2 bedrooms I 10.0 ft 724.0 ft 1046.1 ft' bed 2 29.3 ft I 10.0 ft heat/cool 13.7 x 15.7 ft 214.1 ft' Ty Construction number U-value (Btuh/ft;`F) Or HTM (Btuh/ft� Area (ft') or perimeter (ft) Load (Btuh) Area (ft') or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 'W— EG G I W I---G _�r WIstucco-lcheat 1—G �--C —G C_ —I^16X3P-0td F stucco -bloc -R4 1 glazing, heat abs ,10A-m.�_ stucco-block-R4 1 glazing, heat abs 1A-hlomd I s cco$lock-R4 k-R4 abs 110A-m to-hlom 18 hlfm 22A-t m U:206 0.990 �0.990 n n n a a s_s_ ' w w w w w 3773 17.92 —0.00 3.73 1 17.92 I—� 3.73 _.-,17.92 I 3.73I 0.00 l 0.00 0.00 _0.00 I=21.36I 5 42 26.12 0,00 5.42 63.69 `45.42I__' I _28.19 5421 . 0.00 0.00 _0.00 O.00I— 183 34 . _— 0 730 72 137 72 1901 0 0 OI 0 1046 14T9 0 0 556 613 0. 808 893 0 3456 4586 l 350 2030 102I 0 0 D 0 `999I 0 0 0 , _ 0 157 0 137I_0 72 O 0 0 0 .214 214 0 0 0 157 0 = 5' 0 0 0 0 0 0.266 0.990I r0.9900.9901 Iw0.206I 0.990 I 0.990I 0.990 0.990 0:408 1.180 638 0 2378 1290 24i � _ _ 1290 70I 0 0 OI 0 584 0 ` 24� 1290 I O 0 0 0 627 849 ( 0 Ii350 2030 I I—Gglazing, O 0 OI 0 204I 0 85 0 19I 0 0 OI 0 �JV 104-6 24I�26,48h— 65I I O 0 0 0 `-214IT1'6�3�I� 29 I --I- 6 c)AED excursion 0 23 Envelope loss/gain 10881 15043 2905 3457 12 a) Infiltration b) Room ventilation 1778 01 776 01 1 1 1 10 4211 184 0 13 Internal gains: Occupants @ 230 Appliances/other 01 1 I 1 101 01 01 1 1 1 10 1 0 Subtotal (lines 6 to 13) 12658 15819 3325 3640 14 1151 Less external load Less transfer Redistribution Subtotal Duct loads 1 II 8% 6%1 ol 12658 9841 01 1581091 996 1 I 8% 1 6%1 0 0 3325 2591 0 0 3640 229 Total room load Air required (cfm) 13643 800 16815 800 3584 210 3869 184 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htsoft' 2017-Jun-1414:42:20 � Right -Suite® Universal 2017 17.0.23 RSU09306 '�` ... Miami Shores Village\91 st Heat Load Calcs.rup Calc = MJPage 1 F,�i Right-J® Worksheet 13 AHU2 bedrooms S H Brandt & Associates 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com Job: Date: Apr 14, 2017 By: SHB 1 3 I21 4 5 Room name Exposed wall Room height I Room dimensions Room area bed 2 wic 5.0 ft 10.0 ft heat/cool I 13.7 x 5.0 ft 68.3 ftz cabana bath 14.0 ft 10.0 ft heaVcool 1.0 x 94.8 ft 94.8 ft2 Ty Construction number U-value (Btuh/fV°F) Or HTM (Btuh/ft) Area (ft) or perimeter (ft) Load (Btuh) Area (ft� or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 I W� !-G G W I- G --GI I--�I I-G �I1B-hlfm F 122A stucco-block-R4 1 glazing, heat abs ,10A m _, stucco-block-R4 1 glazing, heat abs 1A-hlomlack-R4-I-0.990I_ ttglazingl, heat abs I 10A-m I tpmtd': I 0.206 0.990 _0.990 0.206 0.990I 0.206I 0.990 0.990 0.990I 11.180I�I_21.36I n' n _n-. a a s...l w I w w w I�0.00 3.7S 17.92 _ 0.00 3.73 17.92 17.73 1-28.192 3.73I 0.00 0.00 5:42 26.12 -0.00 5.42 63.69 0.42I 0.00 0.00 0.00 0.00 -O 0 0 50 OI OI OI 0 0 _ _ OI_ 68 68I -0 0 ,0 50 0 -OIL OI 0 0 _ OI r=65I_' 0 0 0 186 0 OI OI 0 0 _ OI 107 0 0 0 271 0 T-6 01 0 0 O 60I 40 0 0 40 0 0 149 0 �_ 0 296 0 3580,I+8920I 01 0 0 0I_ 210 0 _ ,0 433 01 01 0 0 _ 0 90I 100 0 20I-C 80 0 OI_ 01 0 0 OI 95 01 0 0 _ UI 14I 299I I- _ _I_�,L:=I 6 c)AED excursion -13 31 Envelope loss/gain 345 323 1177 1663 12 a) Infiltration b) Room ventilation 721 01 311 01 1 1 1 201 1 01 88 0 13 Internal gains: Occupants @ 230 Appliances/other 01 1 01 1 01 01 1 1 1 1 0 1 0 Subtotal (lines 6 to 13) 417 355 1378 1750 14I 1151 Less external load Less transfer Redistribution Subtotal Duct loads I 1 8% 6% 1 01 0 0 I 417I 321 01 0 0 355I 22 8% 1 I 6%1 1 01 0 0 I 1378 1071 0 0 0 1750 Total room load Air required (cfm) 449 26 377 18 1485 87 1 J60 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -FI4- wright50ft% Right -Suite® Universal 2017 17.0.23 RSU09306 2017-Jun-14 1 Page 2 AE ... Miami Shores Village\91 st Heat Load Calcs.rup Calc = MJ8 Front Door faces: W g © Right-J® Worksheet 01 AHU2 bedrooms A w 6Y4pf i •ISCC�+'f1 S H Brandt & Associates 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt, com Job: Date: Apr 14, 2017 By: SHB 1 I 3I 4 5 1 Room name Exposed wall Room height Room dimensions Room area bed 3 I 9.7 ft 10.0 ft heat/cool 14.3 x 14.0 ft 200.7 ft' bath 3 I 9.7 ft 10.0 ft heat/cool 6.0 x 9.7 ft 58.0 ft' Ty Construction number U-value (Btuh/ft;°F) Or HTM (Btuh/ft') Area (ft� or perimeter (ft) Load (Btuh) Area (ft') or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 1N- I W I- G l G W' " I-< I-G I-G I-G F ,I22Atpmtd stucco-blocrW4 1 glazing, heat abs 106-m stucco-block-R4 1 glazing, heat abs 110AC6 - "stucco tilock=R'4 1A-hlomd. _. Iltucco-glo k-134 s 110A-m 1A hlom 1B-hlfm 0:206 0.990 0.990 0.206 0,990 I_0,990I_e_I_13.73 0.206 0.990 I�0.206I 0,990 I 0.9901 0.990 n n _n, a a s -s.___,17.92 w w w w w 17.92 -__0.00 3.73 17.92 3.73 I 3.731 0,00 1 0.01) 0.00 0.00 5.42 26.12 0.00 5.42 63.69 _45.42 5:42 _28.19 5.421 0.00 0.00 0.00 0.00 _.36 0.00+-201 "0 0 , _0 85 0 _ 0 0 0 " 0 0 _ ^0 316 215I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 _ 0 97 12 OI_ ___-____0 97 24 0 OI 0 . 73 0 OI_ 271 430 394 1529 0 _0 459 764 0 O 0 of 0 I 0 0 _ 0 50I 0 0 0 0 �OI. OI 0 0 01 0 206115311:- 0 _ 0,� OI 0 0 0 0 190I 0 0 OI 0 O 0 0 58I OI 0 0 0 0 OI 0 0 0 0 _210I_ pI 0 I 0 0 0_ 01 0 0 0 0 _0.990 1.180 21 +w10I 206I^ -7- Ff I -I 6 c)AED excursion 79 31 Envelope loss/gain 1060 2193 781 1309 12 a) Infiltration b) Room ventilation 139 0 60 0 139 0 60 0 13 Internal gains: Occupants @ 230 Appliances/other 01 1 I 1 0 101 0 1 1 1 1 0 1 0 ElSubtotal (lines 6 to 13) 1199 2253 920 1370 114 151 Less external load Le ss transfer Redistribution Subtotal Duct loads I 1 8% I 6%1 1 01 I 1199 931 01 2253I 142 8% 1 6%1 1 01 0 920 721 0 0 1370 86 Total room load Air required (cfm) 1292 76 2395 114 991 58 1456 69 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htsoft` 2017-Jun-1414:42:20 Right -Suite® Universal 2017 17.0.23 RSU09306 Page 3 '4C' C 0. ... Miami Shores Village\91 st Heat Load Calcs.rup Calc = MJ8 Front Door faces: W g D Right-J® Worksheet AHU2 bedrooms S H Brandt & Associates 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com Job: Date: Apr 14, 2017 By: SHB 1 3 I21 4 5 Room name Exposed wall Room height I Room dimensions Room area bed 3 wic 0 ft 10.0 ft heat/cool I 8.3 x 9.7 ft 80.6 ft2 bath 4 7.3 ft 10.0 ft heat/cool 14.3 x 5.7 ft 81.2 ft2 Ty Construction number U-value (Btuh/ftz °F) Or HTM (Btuh/ftz) Area (ft2) or perimeter (ft) Load (Btuh) Area (ft� or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 1 j I_L�I7A--h1 I I W (I1tglazingl�hea�abs � i --G 110A-m i—G —C C F stucco-block-R4 1 glazing, heat abs 10A_m __ mddckiR4 I ltglaz gW Su lazing, heat abs I 1A-Morn 1B-hlfm I 16X30-0td =_ (22A4,nr _ _ -,If 07206 0.990 0.990 0.990Ive _0.990.L_s,-L-17.92I_ 0,990I 0.9901 0.990 0.990 _ 0.408 1,180I- -n n n w I w I w w I-21.3_6I —S73 17.92 0.00 1�.g21 0.000.206 I 0.001 0.00 0.00 0.76, ---642 26.12 _0.00 5.42 63.69 28.19I_ 0,01) O.00 I 0.00 0.00 0.9fi _ 0.001 0 0 0 OI 0 ,0 O5.421 I 0 OI 0 ,_,t1 81I 0 0 0 0 0 __ 0 OI 0 0 0 �81 OI 0 0 0 6— 0 0 '0 0 0 57 12 001 " 0 0 0 45I 0 01 0 0 0 167I 215 !T 0 0 0 2421 764 OI 90I 0 0 0 _ 78I 0 0 0 0 0 T01Y 01- _ _ ' 0I 0 0 0 1 60I 0 I 0 0 157I OI 0 OI _ 0 T 60I_ OI 0 OI 0 -�701i 10I 0 0I 0 81I 67I-_ - I I - ---,I I I .I 6 c)AED excursion -3 35 Envelope loss/gain 61 74 662 1209 12 a) Infiltration b) Room ventilation I 0 1 01 0 01 1 105 01 46 0 13 Internal gains: Occupants @ 230 Appliances/other 0 101 0 0 1 1 0 1 0 Subtotal (lines 6 to 13) 61 74 767 1255 �14 1151 Less external load Less transfer Redistribution ot Subtotal Duct loads I 1 8% I 6%1 0 I 60 51 0 I 7041 51 8%1 1 I 61A 1 0 I 76071 601 0 1255 79 Total room load Air required (cfm) 66 1 4 79 4 827 1 48 1334 63 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. ft' 2017-Jun-14 14:42:20 W ri Htsa Right -Suite® Universal 2017 17.0.23 RSUD9306 Page 4 '4CCk ... Miami Shores Village\91 st Heat Load Calcs.rup Calc = MJB Front Door faces: W n-D ; Right-M Worksheet o AHU2 bedrooms 2 r 6nh.;q F f1gC'�'k5 S H Brandt &Associates 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com Job: Date: Apr 14, 2017 By: SHB 1 3 4 5 1 Room name ( Exposed wall Room height Room dimensions Room area bed 4 wic I 9.3 ft 10.0 ft heat/cool 14.3 x 4.7 ft 66.9 ' ft bed 4 I 39.7 ft 10.0 ft heat/cool 14.3 x 12.7 ft 181.6 ftz Ty Construction number U-value (Btuh/fti°F) Or HTM (Btuh/ft� Area (ft� or perimeter (ft) Load (Btuh) Area (ft� or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 111 1N I W 1-G W _ G 1 I--G _ I,.IFG C� F stucco-block=R4 1 glazing, heat abs 10A-m stucco-block-R4 1 glazing, heat abs stucco block-R4 1A-hlomd l stucco glazing, k-block s 1B-hlfm .1fiX30-0td� 22A4pm 6 206 0.990 -0.990 0.266 0.990 I�0.2061 0.990 1 0.2061 0.990 0.990 0.990I -.,0.406 1.1801 n n -n a a s _,s- w w W w - 3.73 17.92 0.00 3.73 17,92 I 13.731 17.9219 1 3.731 0.00 I 0.00 _0.00 -,0.76_ 21.36 5.42 26.12 _ _0.00 5.42 63,69 5.421 5.421 0.00 0.00 0.00 �0 A 0.00 _0 0 0 253 0 143 34 - 0 127 24 T' 109 0 _ _ 0 103 OI ' = 407 613 _ _0 383 430 -591 893 0 _556 15291 I 0 ` 0 0 _ ,0 47 0 OI^�r 0 0 0 r 0 0 0 47 0 01 174I 0 0 OI. 0 0 -_ _O 4721 0 0 0 471 0 0 0 -., .67 671 471 0 0 0 69 1741 0 0 0 199 2531 0 0 0 �_60I 1271 0 0 0 1271 0 0 0 6861 0 0 0 182I_1821= _ 847I 170 6 c)AED excursion -22 -162 Envelope loss/gain 598 548 3290 4267 12 a) Infiltration b) Room ventilation 134 01 58 01 569 10 248 0 13 Internal gains: Occupants @ 230 Appliances/other 0 I 0 101 0 1 1 0 1 0 Subtotal (lines 6 to 13) 732 606 3859 4515 114 151 Less external load Less transfer I total tribut Subon Subtotal Duct loads 1 I 8% I 6%1 01 I 73021 571 01 60061 38 8% 1 I 6%1 1 0 I 385091 3001 0 4515 284 Total room load Air required (cfm) 769 46 644 31 4159 244 4800 228 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Jun-14 14:42:20 -�Wri htSot' Right -Suite® Universal 2017 17.0.23 RSU09306 Page 5 .. Miami Shores vllage191 st Heat Load Calcs.rup Calc = MJ8 Front Door faces: W ° Building Analysis AHU2 bedrooms ° ' ., S H Brandt & Associates 'e.vw m oCs''Sp, 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com Project• • For: 420 NE 91 st Steet, Miami Shores Village, FL Job: Date: Apr 14, 2017 By: SHB Design Conditions , Location: Indoor: Heating Cooling Miami, FL, US Indoor temperature (°F) 70 75 Elevation: 30 ft Design TD (°F) 18 16 Latitude: 26°N Relative Outdoor: Heating Cooling Moisture differrence%) r/Ib (9 ) -13.2 57.6 Dry bulb (°F) 52 91 Infiltration: Daily range (°F) - 12 (L ) Method Simplified Wet bulb (°F) - 78 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Heating Component Btuh/ft2 Btuh % of load Walls 3.7 3884 28.5 Glazing 17.9 3552 26.0 Doors 0 0 0 Ceilings 0.8 797 5.8 Floors 2.5 2648 19.4 Infiltration 1.4 1778 13.0 Ducts 984 7.2 Piping 0 0 Humidification 0 0 Ventilation 0 0 Adjustments 0 Total 13643 100.0 — — y cenings Cooling Component Btuh/ft2 Btuh % of load Walls 5.4 5643 33.6 Glazing 42.4 8401 50.0 Doors 0 0 0 Ceilings 1.0 999 5.9 Floors 0 0 0 Infiltration 0.6 776 4.6 Ducts 996 5.9 Ventilation 0 0 Internal gains 0 0 Blower 0 0 Adjustments 0 Total 1 1 16815 100.0 Latent Cooling Load = 1975 Btuh Overall U-value = 0.295 Btuh/ftl-°F Data entries checked. wri htsoft' 2017-Jun-1414:42:21 9 Right-Suile® Universal 2017 17.0.23 RSU09306 Page 1 AC;CK ... Miami Shores Village191 st Heat Load Calcs.rup Calc = MJ8 Front Door faces: W AED Assessment AHU2 bedrooms HgR^WiliR^4ia JATES S H Brandt & Associates 5010 N Federal Highway, Lighthouse Point. FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com Project Information For: 420 NE 91 st Steet, Miami Shores Village, FL Job: Date: Apr 14, 2017 By: SHB Design Conditions Location: Indoor: Heating Cooling Miami, FL, US Indoor temperature (T) 70 75 Elevation: 30 ft Design TD (T) 18 16 Latitude: 26°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) -13.2 57.6 Dry bulb (T) 52 91 Infiltration: Daily range (T) - 12 ( L ) Wet bulb (T) - 78 Wind speed (mph) 15.0 7.5 7. Test forAdequate Exposure Hourly Glazing Load H—& My H.* I A. i aEn �ma Maximum hourly glazing load exceeds average by 17.9%. Zone has adequate exposure diversity (AED), based on AED limit of 30%. AED excursion: 0 Btuh 2017-Jun-14 14:42:21 wrightsoft- Right -Suite® Universal 2017 17.0.23 RSU09306 Page 1 ACCK ... Miami Shores Village\91 st Heat Load Calcs.rup Calc = MJ8 Front Door faces: W Load Multizone SummaryReport p Job: Date: Apr 14, By: SHB 2017 S H Brandt &Associates '3r.�ttfr M (YCS�3ri' 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com Infiltration Heating Cooling ZONE NAME Volume ACH AV HTM Volume ACH AVF HTM ft3 cfm Btuh/ft2 ft3 cfm Btuh/ft2 AHU2 bedrooms 10461 0.51 89 1.4 10461 0.26 45 0.6 AHU1 main areas 23219 0.23 90 1.4 23219 0.12 45 0.6 Entire House 33680 0.32 180 1.4 33680 0.16 90 0.6 • •and ` ROOM NAME Area ft2 Htg load Btuh Clg load Btuh HtgAVF cfm C1gAVF cfm bed 2 214 3584 3869 210 184 bed 2 wic 68 449 377 26 18 cabana bath 95 1485 1860 87 89 bed 3 201 1292 2395 76 114 bath 3 58 991 1456 58 69 bed 3 wic 81 66 79 4 4 bath 4 81 827 1334 48 63 bed 4 wic 67 789 644 46 31 bed 4 182 4159 4800 244 228 AHU2 bedrooms 1046 13643 16815 800 800 M Bed 321 5084 5534 348 263 wicl 69 908 724 62 34 wic2 58 50 56 3 3 m toilet 28 490 935 34 44 m bath 180 2051 4546 140 216 laundry 74 982 1697 67 81 kitchen 295 254 1494 17 71 dining 187 870 1566 59 74 foyer 127 2159 1884 148 90 living rm 597 4707 6817 322 324 AHU1 main areas 1935 17555 25254 1200 1200 Entire House 2981 31197 42068 2000 2000 2017-Jun-14 14:42:21 wrightsoft8 Right -Suite® Universal 2017 17.0.23 RSU09306 Page 1 .CC — Miami Shores Village\91 st Heat Load Calcs.rup Calc = MJ8 Front Door faces: W o Loads for Multiple Orientations AHU2 bedrooms a , SH SRANOT & ASSOVATES S H Brandt & Associates 'P' r«bydas9n" 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com Project• • For: 420 NE 91 st Steet, Miami Shores Village, FL Job: Date: Apr 14, 2017 By: SHB Design"'Conditions Location: Indoor: Heating Cooling Miami, FL, US Indoor temperature (OF) 70 75 Elevation: 30 ft Design TD (OF) 18 16 Latitude: 26ON Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) -13.2 57.6 Dry bulb (OF) 52 91 Infiltration: Daily range (°F) - 12 (L ) Wet bulb (OF) - 78 Wind speed (mph) 15.0 7.5 Front Door North Northeast East Southeast South Southwest West Northwest Sensible Load (Btuh) 17602 19306 18194 18355 17424 18029 16815 18058 Latent Load (Btuh) 1975 1975 1975 1975 1975 1975 1975 1975 Total Load (13tuh) 19577 21281 20169 20330 19399 20004 18790 20033 Heating AVF (cfm) 800 800 800 800 800 800 800 800 Cooling AVF (cfm) 800 800 800 800 800 800 800 800 Building Orientation Cooling Load Direction Front Door faces Current Orientation: Front Door faces West Highest Cooling Load: Front Door faces Northeast Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 2017-Jun-14 14:42:21 .^r wrightsoft• Right -Suited Universal 2017 17.0.23 RSU09306 Page 1 ACCK ... Miami Shores Village\91 st Heat Load Calcs.rup Calc = MJB Front Door faces: W o Loads for Multiple Orientations AHU2 bedrooms 5 H. L�''ANrJ &A"SOCIAUf S H Brandt& Associates 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com Project Information For: 420 NE 91st Steet, Miami Shores Village, FL Job: Date: Apr 14, 2017 By: SHB Design Conditions Location: Indoor: Heating Cooling Miami, FL, US Indoor temperature (OF) 70 75 Elevation: 30 ft Design TD (OF) 18 16 Latitude: 26ON Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) -13.2 57.6 Dry bulb (OF) 52 91 Infiltration: Daily range (°F) - 12 (L ) Wet bulb (OF) - 78 Wind speed (mph) 15.0 7.5 Front Door North Northeast East Southeast South Southwest West Northwest Sensible Load (Btuh) 17602 19306 18194 18355 17424 18029 16815 18058 Latent Load (Btuh) 1975 1975 1975 1975 1975 1975 1975 1975 Total Load (Btuh) 19577 21281 20169 20330 19399 20004 18790 20033 Heating AVF (cfm) 800 800 800 800 800 800 800 800 Cooling AVF (cfm) 800 800 800 800 800 800 800 800 Building Orientation Cooling Load Direction Front Door faces Current Orientation: Front Door faces West Highest Cooling Load: Front Door faces Northeast Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Jun-14 14:42:22 , + wrightsoft` Right -Suite® Universal 2017 17.0.23 RSU09306 Page 1 ACCK ... Miami Shores Village\91 st Heat Load Calcs.rup Calc = MJ8 Front Door faces: W 0.- Job #: Performed by SHB for: 420 NE 91 st Steel Miami Shores Village, FL Sheet 1 S H Brandt & Associates 5010 N Federal Highway Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax: (954) 564-2511 Steve@SHBrandt.com Scale: 1 : 105 Page 1 Right -Suite® Universal 2017 17.0.23 RSU09306 2017-Jun-14 14:42:35 ...illage\91 st Heat Load Calcs.rup Duct S stem Summar Job: y y Date: Apr 14, 2017 - AHU2 bedrooms By: SHB 131 5 H RANDI A ASSOCIATES S H Brandt&Associates "ar3�r«r by desj"Y' 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHErendt.com Project• • For: 420 NE 91st Steet, Miami Shores Village, FL External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0 in H2O 0.50 in H2O 0.395 / 0.105 in H2O 0.297 in/100ft 800 cfm Cooling 0.50 in H2O 0 in H2O 0.50 in H2O 0.395 / 0.105 in H2O 0.297 in/100ft 800 cfm 168 ft Supply Branch Detail Table Name Design (Btuh) Htg (cfm) Clg (cfm) Design FIR Diam (in) H x W (in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bath C 1456 58 69 0.358 5.0 Ox0 VIFX 5.3 105.0 st3 bath 4 C 1334 48 63 0.436 5.0 OX 0 VIFX 5.7 85.0 st2 bed h 3584 210 184 0.297 8.0 Ox0 VIFx 53.1 80.0 bed 2 wic h 449 26 18 0.312 4.0 OX 0 VIFX 31.9 95.0 SO bed 3 C 2395 76 114 0.434 6.0 OX 0 VIFx 16.1 75.0 bed 3 wic h 66 4 4 0.355 4.0 OX 0 VIFX 6.5 105.0 st3 bed 4 h 4159 244 228 0.453 9.0 OX 0 VIFX 17.4 70.0 bed 4 wic h 789 46 31 0.417 4.0 OX 0 VIFX 9.7 85.0 st2 cabana bath C 1860 87 89 0.320 6.0 Ox0 VIFX 28.8 95.0 st1 bJ, , Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st2 Peak AVF 95 94 0.417 483 6.0 0 x 0 VinlFlx st3 Peak AVF 62 73 0.355 536 5.0 0 x 0 VinlFlx st1 Peak AVF 113 106 0.312 578 6.0 0 x 0 VinlFlx 2017-Jun-14 14:42:23 �«^`^ Wr19htSOft° Right -Suite® Universal 2017 17.0.23 RSU09306 Page 1 ACCk ... Miami Shores Village\91 sl Heat Load Calcs.rup Calc = MJ8 Front Door faces: W Return Branch Detail Table Name Grille Size (in) Htg (cfm) Clg (cfm) TEL (ft) Design FIR Veloc (fpm) Diam (in) H x W (in) Stud/Joist Opening (in) Duct Matl Trunk rb3 Ox0 800 800 35.2 0.297 573 16.0 Ox 0 VIFx 2017-Jun-14 14:42:23 rF wrightsoft Right -Suite® Universal 2017 17.0.23 RSU09306 Page 2 ACCX ... Miami Shores Village%91 st Heat Load Calcs.rup Calc = WS Front Door faces: W Static Pressure and Friction Rate Job: FiA Date: Apr 14, 2017 AHU2 bedrooms By: sHs SHbRANW 6A%5 Y:AUS S H Brandt & Associates 'Serer t"r'J' !!.gn' 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com • • • For: 420 NE 91 st Steet, Miami Shores Village, FL Y, Available Static Pressure x, Heating Cooling (in H2O) (in H2O) External static pressure 0.50 0.50 Pressure losses Coil 0 0 Heat exchanger 0 0 Supply diffusers 0 0 Return grilles 0 0 Filter 0 0 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.50 0.50 Total• Supply Return (ft) (ft) Measured length of run -out 53 5 Measured length of trunk 0 0 Equivalent length of fittings 80 30 Total length 133 35 Total effective length 168 .; Friction Rate Heating Cooling (in/100ft) (in/100ft) Supply Ducts 0.297 > 0.18 0.297 > 0.18 Return Ducts 0.297 > 0.18 0.297 > 0.18 ;nMs16 • s Supply 1A=35, 4X=35, 11G=5, 11G=5: TotalEL=80 Return 5E1=10, 6M=20: TotalEL=30 2017-Jun-14 14:42:23 wrightSOW Right -Suite® Universal 2017 17.0.23 RSU09306 Page 1 ACC ... Miami Shores Village\91 st Heat Load Calcs.rup Calc = MJ8 Front Door faces: W Static Pressure and Friction Rate Job: d Date: Apr 14, 2017 AHU1 main areas By: sHB 01 5 H PANOT G AWY:IATE4 S H Brandt&Associates "Been(hr <*�W, 5010 N Federal Highway, Lighthouse Point, FL 33064 Phone: (954) 564-2111 Fax (954) 564-2511 Email: Steve@SHBrandt.com Project• • For: 420 NE 91 st Steet, Miami Shores Village, FL Y- • le"Static Pressure Heating Cooling (in H2O) (in H2O) External static pressure 0.50 0.50 Pressure losses Coil 0 0 Heat exchanger 0 0 Supply diffusers 0 0 Return grilles 0 0 Filter 0 0 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.50 0.50 Total• Supply Return (ft) (ft) Measured length of run -out 6 3 Measured length of trunk 21 0 Equivalent length of fittings 340 90 Total length 368 93 Total effective length 461 Friction Heating Cooling (in/100ft) (in/100ft) Supply Ducts 0.108 OK 0.108 OK Return Ducts 0.108 OK 0.108 OK Fitting Equivalent LengthDetails Supply 4X=35, 911=85, 911=85, 911=85, 12J1=10, 1A=35, 11G=5: TotalEL=340 Return 5E1=10, 6M=20, 6A4=60: TotalEL=90 2017-Jun-14 14:41:42 wrightsoft` Right -Suite® Universal 2017 17.0.23 RSU09306 Page 1 ... Miami Shores Village\91 st Heat Load Calcs.rup Calc = W8 Front Door faces: W Duct Installation Gray Flex Systems, Inc. Air Duct Installation Instructions Application: Air ducts and air connectors may be connected to any round sheet metal fitting(collar,pipe,coupling,ete.) or spliced any other duct corresponding nominal size. Procedure: 1. Follow detailed instructions on the page for making connections/splices. 2. Select and use appropriate tools/materials listed below. 3. Follow "Precautions" listed below. 4. Refer to installation guidelines. Tools & Accessory Material Required: 1. Knife or scissors/wire cutter to cut duct wall, use wire cutters to cut spiral wire helix. 2. Metal clamp/screw driver. Use for low,medium or high pressure systems up to 10" W.G. 3. Duct tape. Use two wraps of 2" minimum width. Note: Use tapes listed and labeled in accordance with U.L.18lb and marked "U.L.ISlb-fx". 4. Plastic clamp/clamp tool. Use for low pressure systems up to 4" W.G.(Diameter 3"-10") and up to 2" W.G.(12" +), to achieve proper tensioning of clamp. Set clamp tool to maximum tension setting. Approved types- Panduit PLT-H(tool G), Calamount L/175(tool L-300), Tylon T-150(tool T-150). Note: When adhesives/sealants are required use mastics listed and labeled in accordance with U.L.181b and marked "U.L.18lb-m". (Apply sealant approx. 2" wide uniformly around the collar of the metal fitting. Slide at least I" of core over fitting and secure with approved clamp). Reference data provided on adhesive/sealant containers for application and handling information. Precautions: *Do not use outdoors or install where duct can be exposed to direct sunlight. Prolonged exposure may cause degradation of vapor barrier. (Does not apply to Mobile Home ducts). * Do not exceed published pressure or temperature limits. * Do not use duct to hang or support any diffuser, register or other equipment during installation. * Do not use adhesives, sealers, screws, or barbed fitting to make connections on ducts with plain ends(See above note). * Duct should be supported at 5' maximum intervals unless resting on celing joints or truss supports. * Do not use on oval collars for medium or high pressure. Code Reference: The "authority having jurisdiction" should be referenced to determine what law, ordinance or code shall apply in the use of flexible duct. Ducts conforming to NFPA90A or 906 shall meet the following requirments: (a) Shall be tested in accordance with Sections 6-22 of U.L. Standard for Factory -made air ducts and connectors (b) Shall be installed in accordance with the conditions of their listing (c) Shall be installed within the limitations of the applicable NFPA 90A or 90B Standard. General: The routing of flexible duct, the number of bends, the number of degrees of each bend and the amount of sag allowed between support joints will have serious effects on system performance due to the increased resistance each introduces. Use the minimum length of flexible air duct to make connections. It is not recommended that excess lengths of ducts be installed to allow for possible future relocations of air terminal devices. Avoid installations where exposure to direct or indirect sunlight can occur e.g . :g. turbine vents,skyIights,canopy windows,etc. Prolonged exposure to sunlight will cause degradation of the vapor barrier. Terminal devices shall be supported independently of the flexible duct. Repair torn or damaged vapor barrier jacket with approved duct tape. If internal core is penetrated, replace flexible duct or treat as a connection. Connecting and Splicing Duct: At connections, joints and splices shall be made in accordance with the manufacturers installation instructions. Unless specified by the manufacturer, adhesives are not recommended to use with nonmetallic flexible air duct as they may chemically react with the duct materials, causing deteoriation and degradation. Sheet metal collars, to which the flexible ducts are attached, shall be a minimum of 2" length. Sheet metal sleeves sued forjoining two sections of flexible duct shall be a minimum of 4" in length. Installation/Usage: (1) Install duct fully extended. Do not install in the compressed state or use excess lengths. This will noticeable increase friction loses. (2) Do not install near hot equipment(furnaces,boilers,steam pipes,etc.) that is above the recommended flexible duct use temperature. Supporting Duct: (3) Flexible duct shall be supported at manufacturers recommended intervals, but at no greater distance that 5'. Maximum permissable sag is about .5" per foot of spacing between supports. A connection to rigid duct or equipment shall be considered a support joint. Long horizontal duct runs with sharp bends shall have additional supports before and after the bend approximately one duct diameter from the center line of the bend. (4) Hanger or saddle material in contact with the flexible duct shall be Sufficient width to prevent any restriction of the internal diameter of the duct when the weight of the supported section rests on the hanger or saddle material. In no case will the material contacting the flexible duct be less than 1.5" wide. (5) Support the duct between a metal connection and bend by allowing the duct to extend straight for a few inches before making the bend. This will avoid possible damage of the flexible duct by edge of the sheet metal collar. (6) Avoid bending ducts across sharp corners or incidental contact with metal fixtures, pipes or conduits. Radius at center line shall not be less than one duct diameter. (7) Flexible ducts may rest on ceiling posts or truss supports. A maximum spacing between supports shall not exceed the maximum spacing per manufacturers installation instructions. (8) Vertically installed duct shall be stabilized by support straps at a maximum of 6' on center. NOTE: Factory -made air ducts may not be used for vertical risers in air duct systems serving more than two stories. 1. RIGHT WRONG 2. Steam Pipes 5'(1.5m) SAG 5"/foot of support spaci - 4. 1.5" (38mm) 5. Ceiling Joist 8. 6 (1.8m) Gray Flex Systems, Inc. Air Duct Installation Instructions 1 After desired length is determined cut completely around and through duct with knife or scissors Cut wire with wire cutters 2 Pull back jacket and insulation from core Slide at least I"(25mm) of core over collar pipe or fitting Tape core with at least two wraps of duct tape Secure with clamp 3 Pull jacket and insulation back over cores Tape Jackets together with at least 2 wmps of duct tape. 1 Peel back jacket and insulation from core Butt two cores together on a standard 4"(100mml metal sleeve. 2, Tape cores together with at least 2 wraps of duct tie Secure with 2 clamps. 3 Pull jacket and insulation back over cores Tape jackets together with at least 2 wraps of duct tape A clamp may be used in place of or in combination with the duct tape. NOTES: 1. For uninsulated air ducts and air connectors disregard references to insulation and jacket 2 Use beaded fittings for pressure exceeding 2" W.G,(500Pa) and for diameters 12"(300mm) and larger. 3 e tapes listed and labeled in accordance with Standard U L 181 b and marked "181 b-fx" 4 Use clamps as specified on manufacturers U L 181 installation instructions. WARNING Insulated flexible duct contains fiberglass wool which has been classified as a possible Cancer haiard by inhalation. Fiberglass cool may cause temporary irritation to skin,eves and respiratory tract. Take the following precaulionap measures when handling or installing products with fiber glass wool. • Use a property fitted NIOSH or MSHA appmved dust/mist respirator • Avoid breathing fiber glass dust. * Avoid contact with skin and eves. ' Wear long-sleeved, loose fitting clothing, gloves and eye protection. • Wash with soap and warm water after handling. • Wash work clothes separately and rinse washer thoroughly Consult the appropriate Material Safele Data Sheet for further details. For more information about fiber glass wool please contact: Gmv Flex Systems at 910-897-FLEX Copyright 2002 Gmv Flex Syslems,Ine. Rev. 08/02 Exterior Doors ]INDOORS GLAZED IRON DOUBLE DOOR w/ & w/out TRANSOM INSWING/OUTSWING "IMPACT" GENERAL NOTES 1. This product has been evaluated and Is In compliance with the 5th Edition 14014) Florida Building Code (FBC) structural requirements including the Mgh Velocity Fkxkone Zone (NVHZ). 2_ Rnduct anchors shall be as listed and spaced as shown on detals. Anchor embedment to base materiel shall be beyond wall dressing or stucco. 3. When used In the'HVHr this product comples with Section 1626 at the Honda Bsddng Code and does not require an Impact resistant covering. 4. When used in areas outside of the'HVHr requiring wind bane debris protection this product complies with Section 1609.1.2 of the FBC and does not require an impact resistant covering. This product meets missile level •D" and includes Wind Zone 4 as defined In ASTM El "6 and Section W.1.2.2 of the FBC, S. For a stud fnaning construction, anchoring of these writs shill be the same as that shown for Zc buck masonry Construction. 6. Site conditions that deviate from the details of this drawing require hrtherenglneemg analysis by a licensed engineer a registered architect. 7. Outswing conitguatlors utilizing item #39 meet water infiltration requirements for'HVHi'. 8. Inswing configurations do not meet R1e water infiltration requirements for the • WIT. Insuring units shall be installed only In non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to null B Less than 45 degem. 9. NI steel shall be protected as specified in Section 2222.E of the FBC. TABLE OF CONTENZS SHEET# DESCRIPDON 1 Typical elevations, design prmuxes. TL general notes 2 Door panel tars 6 gki&V details 3 Elevations 4 Horizontal 3 vertical cross sections 5 Vertical cross sections 6 Buck t4 frame arnchai XX 7 Buck 6 frarrne anchoring NIXX) 8 BB of materials d compornents 66" MAX. D1.0. WIDTH `-J O - o FRAME WIDTH 66" MAX. a x n D.L.O. WIDTH 10� `<_ o ✓ i 1 55W x = W x O LL O, O X X b fV O• x��Z�� is�/ o O M 1111 lit a n m 6 t zo U N •: Fnm o i xzo t Eap m s^.ax �3 �\ g • 4qcoots 7 mda� 0 0 E z � o cw N 7T MAX. FRAME WIDTH 17.75r MAX. w z D.L.O. WIDTH o �' g z o 2 FW ( 1 O N W V) O _ O rc O R W W CI OrE K R x a a 0 0 J X X m S� f bQ Q~Q N O. K - r " - OVERALL - - `_ GLASS RESIGN PRESSURE (PSFJ - INSWING -*.'- CONFIGURATION FRAME POS. ::". NEG.` PC S: -TYPE DIMENSION,- XX 72.0" x 120.0" Gl +70.0 -70.0 +70.0 -70.0 0 72.0" x 156A" G1 +70.0 -70.0 +70.0 -70.0 XX xx 72.0" x 120.0" G2 +50.0 -50.0 +50.0 -55.0 72.0" x 156.0" G2 +50.0 -50.0 +50.0 -55A TX uE N.T.S. G. BY. JK C Em LFS \WING No.: FL-78588.8 'ET 1 OF $ HINGE STILE #8 X 1-1 /2" PFH SMS (6" FROM EACH m- wcm Im O.C.) TERIOR EXTERIOR 1 HORIZONTAL CROSS SEC17ON 2 33.75" PANE. .75'GLASS WIDTH B 1"THIC LASS "TEMPS `tI I ICK G MPERED 2B AIR SPACE U 1 /8" ANNEALED d �_0.L W SentryGlas INTERLAYER DOW995 I/8"ANNEALED m SILICONE ALUM SPACER 1 Gi GLAZING DETAIL 0 0 2 v w 2 ZZu X n. o) n h SEE HARDWARECHART LOC LOCK BR 2 0- LLOCK NUT 2 T � DOOR PANEL ::HARDWARETABLE .. MANUFA6NW. .. MODEL-, WESLOCK ENTRY HANDLE w/ DEADBOLT (WILTSHIRE) SASH LOCK DETAIL - CAM LOCK LATCH STILE ::0:1:25'] I� 6" ^i .7S' GLASS BITE 1"THICKGLASS ( I Ar TEMPERED AIR SPACE 1/T ANNEALED CAM LOCK 0.090' SAFLE (PVB INIERLAYER DOW 995 1/8" ANNEALED SILICONE ALUM SPACER G2 GLAZING DETAIL GLAZING _ BEAD INTERIOR #8 X 1-1/Z' PFF (e FROM EACH I CAM LOCK �oiro y h ck O M 0 Z UN•• d >i� 9m2W Natm maa�. a� c O z o c h1 B 3d o �< 00 J 2Z i aS _ Q < of ai ))� �lii �A$ EXTERIOR 1111111. BOTTOM N.T.S. JK 2 VERTICAL CROSS SECTION 2 cwc. BY: LFS 3 m"NG NO.: B r FL-18588.8 n SHEEP _L OF C� C; . ''''�fffll 1• 11 ```` n m i O D W .. \ J v n 0Z} =mom 9 1 2 1 2 e mg 0 oa 5 5 5 5mda� ' o E o= cY 9� 0 4 0 ;�' 4 5 0 o � 0 O K vW w 6 O DID D O a K D a x X 1-11,C MIN. EMB. (TYP.) INTERIOR (dpr (I '( EXTERIOR 4 VERTICAL CROSS SECTION 4 outsvmg INTERIOR EXTERIOR 2 HORIZONTAL CROSS SECTION 4 Outswing Shown (Inswing Sim1o) Direct to Masonry Anchoring INTERIOR 11 11 (8 ) EXTERIOR 5 VERTICAL CROSS SECTION 4 Inswing INTERIOR EXTERIOR 3 HORIZONTAL CROSS SECTION 4 Outsmng Shown (irwMng 5irrvIM INTERIOR EXTERIC r-i u- uiu rl HORIZONTAL CROSS SEC71ONCROSS SECTION 4 Ouhwing Shown(IrwWtng 3 Tar) i/ an -c40 Illrrrll*• •• I �sq� eo 0 Z O Z A' o U N •• O a V S cp e o g m0 scW o 00. g 4 G Z i o° W o Sd N O O a U �p O � Z0ZU 0 o Q� 'o Zo � NU :3 11O 01 z e 9/24/15 = c ILL. N.T.S. sr: JK BY: LFS rc Iwa+c no.: n FL— 18588.8 0 0 4 or 8 a f ` .,` E E 0.: Z d z D Z a :E X: r Z n B Wi O-�o W H F C ```p o 000 C UNo 3 INTERIOR EXTERIOR w u 00 9 4 a s 4a maIL a� 4 3 v $ G1 -z $ $ �w Ln o "' z 2 o a En _ m a INTERIOR EXTERIOR INTERIOR EXTERIOR p U � 0: � 3 0 0 3 a � 00 2$ 2$ SEE NOTE 1 SEE NOTE 1 B IT 40 2 VERTICAL CROSS SECTION 1 VERTICAL CROSS SECTION $ I"'� o $ Outswing aj 40aj 39 d z — 37 F i m Z - f 36 W = Elm n E are 9/24/15 = E SCALE: N.T.S. 3 . NOTE• : DWG. B'' JK K DIRECT TO 1. Item M35 bcaHon: 4° from each and CHK. er: LF S 3 K MASONRY (2) more equally spaced (4 total). �w � NO, FL-18588.8 a 3 VERTICAL CROSS SECTION 4 VERTICAL CROSS SECTON ONLY $ Outswing $ InMW N SHEEP _5 OF 1316 D BUCK TO MASC (TYP.; MASOI mp•)4 4. (TYP•) r~ (TYP.) I I F I I 2X BUCK I TO 2X BUCK o (TYP.) I NRY I I I I I I '- I I iU IRY ^ O 2X BUCK o I f I Fo U I I I • �\ T BUCK ANCHORING cd �z 0� �O m STRIKE DETAILS JI 4" ITYPI II � II II II a� 11 II d 11 I I � K n I I i L HEAD j j I I & U (TYP.) I I 2X BUCK I I I I JAMBS II II (TYP.) -- II H d i i � ci 20 II II O II HEAD& — I I JAMBS (TYP.) 10 11 II II II II I I MASONRY MASONRY 011fS�p ) SILL I OU— TSWINGSILL � II — I II jTYP.) iv CJ II II K C) II K fc L II II � tTyp) r (TYP) (TYP) C (TYp) FRAME ANCHORING FRAME ANCHORING FLIP BOLT DETAILS Stud onstruction Direct to masonry INSWING SILL K (TYP') INSWING SILL O (NO ANCHORS REQ'D) z OAm 9/24 15 sauc N.T.S. FRAME ANCHORING INSWING SILL WELDED (ALL 4" P) MW14G SILL WELDED JALL ONG.K. BY: LFS Stu ons ction AROUND) TO FRAME (1YP.) 4L AROUND) TO FRAME (1YP.J FRAMEANCHOR►NG NAVANG No.. Direct to masonry FL-18558.8 sHEET 6 OF 8 Fro g and connection O�•% ..,* i 32 2X Framing and connection �i to substrate to be designed ned by to substrate to be designed by Architect or Engineer of Record. 12 Architect or Engineer of Record. _ o J� d = o n m z6 <�) `5 K J (TYP) Ew i m o0 m STRIKE DETAILS [ ` g `u r 5 d o a MULLION MULLION\ ; LL m a a o (TYP.) — o E o Z 17S MAX. O.C. C PYP.) 3a TRANSOM 1 TRANSOM o z 0 zQ J ------------------ MULLION MULLION MUWON �o ------------------ — I IRE 4, Ic 0 r m X K J= ii HEAD & HEAD &aUCK JAMBS (TYP.) — tJAMBS (TYP.)— (TYP.) � i� ii —L m BUCK20 TO MASONRY �IL:, V - _ (TYP.) v 0 O B t. O i OUTSWING SILL _ bUTSWING SILL_ z MASONRY 2X BUCK K P.) ^ — ° (TYP.) MASONRY) — to 20 0 O o i BUCK ANCHORING mPP4" ��L j4P]�I���11 j 4" 39 w F FRAME ANCHORING (TYP.)U ITYP•I FLIP BOLTLIE7AILS a �n FRAME ANCHORING o onsNa O Direct to mf to a a K INSWINGSILL z i (TYP.) wie 9 24 15 0 J INSWING SILL SC ALE: N.T.S. m (NO ANCHORS REQ'D) DVa Br: JK CHK. W. LFS 3 INSWING SILL WELDED 2" (TYP) NSWING SILL WELDED 4" (TYP) orawr�c Ho.: m fRMStudEANCH,OctRIMGlon (ALLAROUND)TO FRAME ANCHORING (ALL AROUND) TO FL-78588.8 FRAME (TYP.) Direct FRAME (TYP.) SHEET 7 of 8 BILL OF MATERIALS REM # oESCAWIM MATEMAL B 2X BUCK SG x 0,55 WOOD C 3/8" MAX. SHIM SPACE D 1/4" X 2-3/4" PFH ELCO OR ITW CONCRETE SCREW STEEL E . MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO AC1301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE F 1 #10 X 3" PFH WOOD SCREW STEEL G 1/4" X I-3/4" PFH ELCO OR ITW CONCRETE SCREW STEEL H 3/8" X 3" HWH LAG SCREW (2-1/2' MIN. EMBEDMENT) STEEL J 1/4"X2-1/4"HWH ELCO ORTIWCONCRETE SCREW STEEL K 1/4"X2-1/4" HWH ITWCONCRETE SCREW (1-3/4"MIN. EMBEDMENT) STEEL 2 TRANSOM SILL STEEL 3 FRAME STEEL 4 GLAZING BEAD STEEL 5 #8X1-1/4"PFH SELF-DRILLINGSIAS STEEL 7 WEATHERSTRIP GASKET (.5") FOAM 8 WEATHERSTRIP GASKET (.671 FOAM 9 DOOR HINGE STEEL 12 #8 X 3/4" PFH SELF -DRILLING SMS STEEL 15 ANCHORING BRACKET STEEL 20 FLIP BOLT 25 #10 X 1-1 /T HWH SELF -DRILLING SMS STEEL 31 LATCH STRIKE PLATE STEEL 32 DEADBOLT STRIKE PLATE STEEL 35 ASTRAGAL STEEL 36 THRESHOLD STEEL 37 DOOR SWEEP PVC 39 THRESHOLD STEEL 40 DOOR PANEL STEEL All Door Component Steel: ASTM A36 CONCRETE ANCHOR NOTB: 1. Concrete anchor locations at the comers may be adjusted to maintain the rsdn. edge distance to mcdarjobts. 2. Concrete anchor bcafions noted as "MAIL ON CENTER" must be adputed to maintain the min, edge distance to mortarjoints, additional concrete arcJxn may be required to ensure the MAX. ON CENTER' denensiot are not exceeded. 3. Concrete anchor table: ANCHOR ANCHOR::'-'- MIN.- - - MIN. CLEARANCE MIN :CLEARANCE. ="TYPE`SRE e. EMBEDMENT TO MASONRY .TDADJACENT.. - _ . _- EDGE.` - �'.ANCNOR t• ITW TAPCON• 1/4" 1.114' 2.1/r 4 ELCO LTRACO UN 1/4" 1-Ijd' 2-1/2' 4" 1. WOOD SCREW INSTALLATION NOTES: Maintain a mintmum 5/8' edge distance. 1"end distance. A i"o.c spacing of wood screws to prevent the spRftkng of wood. � II 0.125' U 3.25 39 THRESHOLD OUISWPIQ E125" 36 THRESN0ID InTmw 0.09 0.884" OS" o G cyr H C•1 �=1 1--- 0 ^ 0.125" L 9 HINGE 3 FRAME 2 TRANSOM SILL M R= LE` N.T.S. e : JK m L BY, LFS 3 rc MNG Na,: 0 FL-78588.8 0 N IT 8 or 8 p M AMI- MIAMI—DADE COUNTY, FLORIDA PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidnde.gov/economy Lawson Industries, Inc. 8501 NW 90* Street Medley, FL 33166 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami —Dade County RER— Product Control Section 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 Section (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. RER reserves the right to revoke this acceptance, if it is determined by Miami —Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "SDG-9200" Aluminum Sliding Glass Door — L.M.I. APPROVAL DOCUMENT: Drawing No. 1,9200-1201, titled "Series SGD-9200 Aluminum Sliding Glass Door (LMI)", sheets 01 through 14 of 14, prepared by manufacture, dated 09/25/12, with the latest revision `B", dated 04/15/15, signed and sealed by Thomas J. Soto, P. E., bearing the Miami —Dade County Product Control Section Revision stamp with the Notice of Acceptance number and Expiration date by the Miami —Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, series, and following statement: "Miami —Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/ or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami —Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA No. 12-1204.12 and consists of this page 1 and evidence pages E-1, E-2, E-3 and E-A, as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D. Gascon, P. E. NOA No. 14-0908.02 MIAMWADECOUNTY �.�� Expiration Date: February 13, 2018 . • • •. , U Approval Date: May 07, 2015 Page I Lawson Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted tinder previous NOA No.12-1204.12) 2. Drawing No. L9200-1201, titled "Series SGD-9200 Aluminum Sliding Glass Door (LMI)", sheets 01 through 14 of 14, prepared by manufacture, dated 09/25/12, with the latest revision `B", dated 04/15/15, signed and sealed by Thomas J. Soto, P. E. B. TESTS 1. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202--94 along with marked -up drawings and installation diagram of an Aluminum SGD, prepared by Hurricane Engineering & Testing, Inc., Test Reports No.'s HETI-11-3269, dated 05/16/11, HETI-11 3292, dated 10/20/11, HETI-11 3274, dated 10/20/11, HETI-11-3329, dated 01/16/12, HETI-12-4040, dated 10/12/12, HETI-12-4051, dated 06/13/12, HETI-12-4053 and HETI-12-4064, dated 09/24/12, all signed and sealed by Rafael E. Droz--Seda, P. E. (Submitted tinder previous NOA No. 12 120412) 2. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201 94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked up drawings and installation diagram of an Aluminum Sliding Glass Door, prepared by Hurricane Engineering & Testing, Inc., Test Reports No.'s HETI-11-3270, dated 05/16/11, HETI-11-3275, dated 10/20/11, HETI-11-3307, dated 10/03/11, HETI-11-3314, dated 10/20/11, HETI41 3330, dated 01/16/12, HETI-12-4052, dated 07/10/12, HETI-12-4054 and HETI-12-4065, dated 09/24/12, all signed and sealed by Rafael E. Droz-Seda, P. E. (Submitted under previous NOA No. 12 1204.12) 3. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 2) Large Missile Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of an Aluminum Sliding Glass Door, prepared by Hurricane Engineering & Testing, Inc., Test Report No. HETI-12-4041, dated 10/12/12, signed and sealed by Rafael E. Droz-Seda, P. E. (Submitted under previous NOA No. 12-120412) 4. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202 94 along with marked -up drawings and installation diagram of an Aluminum Sliding Glass Door, prepared by Hurricane Engineering & Testing, Inc., Test Reports No.'s HETI--11-3291, dated 07/15/11 and HETI-11 3292, dated 10/20/11, both signed and sealed by Rafael E. Droz-Seda, P. E. (Submitted under previous NOA No.12-1204.12) -- -� Jaime D. Gascon, P. E. Product Control Section•Supervisor NOA No.14-0908.02 Expiration Date: February 13, 2018 Approval Date: May 07, 2015 E-1 ILK Lawson Industries. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (CONTINUED) 5.. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, Type "C" sliding door, Grade 10, per FBC 2411.3.2.1, TAS 202-94 and per ASTM F 842-04 along with marked -up drawings and installation diagram of an Aluminum Sliding Glass Door, prepared by Hurricane Engineering & Testing, Inc., Test Report No. BETI-11 3313, dated 10/20/11, signed and sealed by Rafael E. Droz-Seda, P. E. (Submitted under previous NOA No. 12-1204.12) 6. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201--94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, Type "C" sliding door, Grade 10, per FBC 2411.3.2.1, TAS 202-94 and per ASTM F 842-04 along with marked -up drawings and installation diagram of an Aluminum Sliding Glass Door, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL-3078, dated 01/10/02, signed and sealed by Luis) Figueredo, P.E.; FTL-3525 and FTL-3572, dated 09/09/02, both signed and sealed by Joseph C. Chan, P. E.; FTL-3424, dated 04/18/02, FTL -3425, dated 04/29/02, FTL-3426, dated 04/26/02, FTL-3492, dated 06/20/02, FTL-3493, dated 06/24/02 and FTL3516, dated 07/12/02, all signed and sealed by James G. Worth, P. E. (Submitted under previous NOA No. 02-1126.04) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC, prepared by manufacture, dated 04/28/15, signed and sealed by Thomas J. Soto, P. E. 2. Glazing complies with ASTM E1300-04/ 09 D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER). E-2 Jaime D. Gascon, P. E. Product Control Section Supervisor NOA No. 14-0908.02 Expiration Date: February 13, 2018 Approval Date: May 07, 2015 sMll Lawson Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 14-0916.10 issued to Kuraray America, Inc. for their "Kuraray PVB Glass Interlayer", expiring on 12/11/16. 2. Notice of Acceptance No. 14- 0916.11 issued to Kuraray America, Inc. for their "Kuraray SentryGlas® Interlayer", expiring on 01/14/17. 3. Notice of Acceptance No. 14-0423.15 issued to Eastman Chemical Company (MA) for their "Saflex CP - Saflex and Saflex HP Composite Glass Interlayers with PET Core" dated 06/19/14, expiring on 12/11/18. 4. Notice of Acceptance No. 14-0423.16 issued to Eastman Chemical Company (MA) for their "Saflex HP Clear or Color Glass Interlayers" dated 06/19/14, expiring on 04/14/18. 5. Notice of Acceptance No. 14-0423.17 issued to Eastman Chemical Company (MA) for their "Saflex Clear and Color Glass Interlayers" dated 06119/14, expiring on 05/21/16. 6. Technical data sheet of flexible vinyl compound FPVC 7267 75 (White) & FPVC 7200-75 (Black), published by Team Plastics. Inc./ Bayshore Vinyl Compounds, Inc. F. STATEMENTS 1. Statement letter of conformance to and complying with FBC 5"' Edition (2014), issued by manufacturer, dated 09/02/14, signed and sealed by Thomas J. Sotos, P. E. 2. Statement letters of no financial interest, independence, conformance and complying with FBC 2010, issued by manufacture, dated 12/03/12, signed and sealed by Thomas J. Soto, P. E. (Submitted under previous NOA No.12-1204.12) 3. Laboratory compliance letters for Test Reports No.'s HETI-11 3269, dated 05/16/11, HETI-11-3270, dated 05/16/11, HETI-11 3271, dated 10/20/11, HETI-11-3272, dated 10/20/11, HETI-11-3274, dated 10/20/11, HETI-11-3275, dated 10/20/11, HETI-11-3291, dated 07/15/11, HETI-11-3292, dated 10/20/11, HETI-11-3307, dated 10/03/11, HETI-11-3313, dated 10/20/11, HETI-11 3314, dated 10/20/11, HETI-11-3329, dated 01/16/12, HETI-11-3330, dated 01/16/12, HETI-12-4040, dated 10/12/12, HETI-12--4041, dated 10/12/12, HETI-12-4051, dated 06/13/12, HETI-12-4052, dated 07/10/12, HETI-12-4053, dated 09/24/12, HETI-12-4054, dated 09/24/12, HETI-12-4064, dated 09/24/12, and HETI-12-4065, dated 09/24/12, all issued by Hurricane Engineering & Testing, Inc., all signed and sealed by Rafael E. Droz-Seda, P. E. (Submitted under previous NOA No.12-1204.12) E-3 Jaime D. Gascon, . E. Product Control Section Supervisor NOA No.14-0908.02 Expiration Date: February 13, 2018 Approval Date: May 07, 2015 iMt Lawson Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS (CONTMUED) 4. ' Laboratory addendum letter for Test Reports No.'s HETI-11-3269, HETI-11-3270, HETI-11-3271, HETI-11-3272,HETI-11-3274, HETI-11-3275, HETI-11-3291, HETI-11 3292, HETI-11 3307, HETI-11-3313, HETI-11-3314, HETI-11 3329, HETI-11-3330, HETI-12-4040, HETI-12-4041, HETI-12--4051, HETI-12-4052, HETI-12-4053 , HETI-12-4054, HETI-12-4064 and HETI-12-4065, dated 01/15/13, issued by Hurricane Engineering & Testing, Inc., signed and sealed by Rafael E. Droz-Seda, P. E. (Submitted under previous NOA No.12-1204.12) 5. Proposal issued by Product Control, dated 03/30/12, signed by Jaime D. Gascon, P. E. 6. (Submitted under previous NOA No. 12 1204.12) 7. Proposal issued by Product Control, dated 03/13/08, signed by Ishaq Chanda, P. E. (Submitted underprevious NOA No. 11-0518.03) 8. Laboratory compliance letters issued by Fenestration Testing Laboratory, Inc., for Test Reports No.'s FTL-3078, dated 01/10/02, signed and sealed by Luis Figueredo, P. E. (Submitted under previous NOA No. 02-1126.04) 9. Laboratory compliance letters issued by Fenestration Testing Laboratory, Inc., for Test Reports No.'s FTL-3525 and FTL-3572, dated 09/09/02, both signed and sealed by Joseph C. Chan, P. E. (Submitted under previous NOA No. 02-1126.04) 10. Laboratory compliance letters issued by Fenestration Testing Laboratory, Inc., for Test Reports No.'s FTL-3424, dated 04/18/02, FTL-3425, dated 04/29/02, FTL-3426, dated 04/26/02, FTL-3492, dated 06/20/02, FTL-3493, dated 06/24/02 and FTL-3516, dated 07/12/02, all signed and sealed by James G. Worth, P. E. (Submitted under previous NOA No. 02 1126.04) G. OTHERS 1. Notice of Acceptance No. 12-1204.12, issued to Lawson Industries, Inc. for their Series "SGD 9200 Aluminum Sliding Glass Door - L.M.I.", approved on 01/31/13 and expiring on 02/13/18. E-4 Jalme D. Gascon, . E. Product Control Section Supervisor NOA No. 14-0908.02 Expiration Date: February 13, 2018 Approval Date: May 07, 2015 5MZ M NI MULTI -SLIDE SEE L SEE BELOW NOTE /5. r - 6. NOTE /r 1 U Y I O I lu 1 J LI QJ la 1 11I a• �I i r 1 r X-LP or RP-X 1 D/2T - RP RIGHT POCKET SHOWN (LEFT POCKET OPPOSITE) SEE BELOW NOTE fS. 2D/2T - XX or SEE BELOW NOTE,jS.� "' 1 - 7 1 1 m F i 1 I � v a- a• a` a• L I XX-LP or RP-XX LP-XX-RP �20/27` 2 D/2T RIGHT POCKET SHOWN (LEFT POCKET OPPOSITE) 2D/2T - LP/RP 3D 3T - XXX or LP- XX or RP-XXX 3D/3T 3�-LP (� POCKET SHOWN POCKET OPPOSITE) 4D/3T - XXXX or 4D/2T LP-XXXX or RP-XXXX or LP-XXXX-RP P_�4�./3T 4D/2T 4D/2T - LP/RP 4D/3T - LP LEFT POCKET SHOWN (RIGHT POCKET OPPOSITE) NOTES 1) REFER TO SHEETS 8 OF 14 FOR GLAZING OPTIONS AND DP CHARTS. 4D 2T - LP 2) REFER TO SHEETS 9. 10 & 11 OF 14 LEFT POCKET SHOWN FOR TYPICAL. CROSS-SECTION DETAILS (RIGHT POCKET OPPOSITE) 3) REFER TO SHEETS 9 OF 14 FOR TYPICAL ANCHORS AND NOTES. 4) PANEL STACK CONFIGURATIONS ARE REVERSIBLE 5) NOTES CK 3 � SEE GENERAL16. SEE BELOW NOTE /5. -0 o- AD/lT - XO 2C/2T �-.. 2 DOOR 1) REFER TO SHEETS 2 OF 14 FOR FOR GLAZING OPTIONS AND OP CHARTS. 2) REFER TO SHEETS 3 & 4 OF 14 FOR TYPICAL CROSS-SECTION DETAILS. 3) REFER TO SHEETS 3 OF 14 FOR TYPICAL ANCHORS AND NOTES. 30/2T - OXO 4D/2T - OXXO 34 DOOR NOTES: 1) REFER TO SHEETS 5 OF 14 FOR GLAZING OPTIONS AND DP CHARTS. 2) REFER TO SHEETS 6 & 7 OF 14 FOR TYPICAL CROSS-SECTION DETAILS. 3) REFER TO SHEETS 6 OF 14 FOR TYPICAL ANCHORS AND NOTES. SERIES: SGD-9200 IMPACT SLIDING GLASS DOOR a c'' Ez+ General Notes: M e y 0 1.) THIS DOOR SYSTEM IS DESIGNED AND TESTED TO COMPLY W/ THE I(A ao s v OO REQUIREMENTS OF THE 5th EDITION (2014) FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE ZONE VELOCITY (HVHZ) AND ASTM 1300-04. c ,., m THIS PRODUCT IS IMPACT RESISTANT. (SHUTTERS NOT REQUIRED) 3'J' n v 2.) WOOD BUCKS SHALL BE INSTALLED AND ANCHORED SO THAT THE BUILDING z > R Ul RESISTS THE SUPERIMPOSED LOADS IN ACCORDANCE WITH THE REQUIREMENTS z' p OF 2014 F.H.C. & TO BE REVIEWED BY BUILDING OFFICIAL. 3.) ANCHORS SHOWN ABOVE ARE AS PER TEST UNITS. ANCHORS ON ALL DOOR N W x A 00 x SIZES ARE NOT TO EXCEED THESE MAXIMUM SPACINGS ON CENTER (O.C.) AND AS TABULATED ON SHEETS 2, 5, & 8 of 14. j z e" ' 4.) ANCHOR CONDITIONS NOT DESCRIBED IN THESE DRAWING'S ARE TO BE y "' A ENGINEERED ON A SITE SPECIFIC BASIS, UNDER A SEPARATE APPROVAL AND TO aGo C3 ' z BE REVIEWED BY BUILDING OFFICIAL. 5.) A LOAD DURATION INCREASE IN ALLOWABLE STRESS IS USED 1N DESIGN OF 0 ANCHORS INTO WOOD ONLY. 6.) DOORS ARE QUALIFIED FOR USE WITH SINGLE GLAZE H.S. LAMINATED GLASS TYPES TABULATED HEREIN (SEE SHEETS N 2, 5, & 8). o . z z o 7.) FOR OPTIONAL FRAME INSTALLATION DETAILS SEE SHEETS 3, 4, 6. 7, 9, 10. o, & 11 OF 14. 8.) EXT. & INT. FALSE COLONIAL MUNTINS ARE OPTIONAL & AND TO BE APPLIED In o 6 W/ SILICONE. 9.) WOOD BUCKS IN CONTACT WITH CONCRETE MUST BE PRESSURE TREATED AND TO BE 14p O [' ANCHORED (BY OTHERS), PRIOR TO DOOR INSTALLATION. WOOD BUCKS ANCHORED IN COMPLIANCE WITH THE FBC 6th EDITION (2014) CHAPTER 24. TRACK AND THREE TRACK DOORS WITH FIXED jy a i CD i 10.) APPROVAL APPLIES TO TWO WITHOUT (LH-RH) POCKETS. I PANELS, ALL MOVING PANELS. INCLUDING WITH OR 11.) MULLING DOORS WITH OTHER TYPES OF MLAMI-DADS COUNTY APPROVED IN BETWEEN ARE CAS PRODUCTS USING A MIAMI-DADS COUNTY APPROVED MULLION fn ACCEPTABLE BUT THE LOWER DESIGN PRESSURE FROM THE DOORS OR MULLION APPROVAL WILL APPLY TO THE ENTIRE MUILED SYSTEM. 12.) FOR METAL ATTACHMENT DETAILS & NOTES SEE SHEETS 0 3, 4. 8. 7, 9, 10, m & It OF 14. 13.) ALL METAL/STEEL IN CONTACT WITH ALUMINUM OR OTHER DISSIMILAR MATERIALS a TO BE PAINTED OR PLATED AND SHALL MEET THE 2010 FLORIDA BLDG. CODE. 14.) POCKET DOOR CONFIGURATIONS ARE AS SHOWN ON SHEET 8 OF 14. REFER i TO SHEET 11 OF 14 FOR ADDITIONAL DETAILS. NOT PART OF THIS APPROVAL + , 16.) POCKET WALLS ARE 18.) POCKET WALLS SHALL BE UNDER SEPARATE APPROVAL AND TO BE E REVIEWED BY THE ENGINEER OF RECORD (EOR). c LAMINATED GLASS LARGE MISSILE IMPACT DOORS GLAZED WITH LAMINATED GLASS RATED FOR LARGE MISSILE IMPACT AND REQUIRE NO SHUTTERS. �p�• M ti„1��!r��s w r4�w O O j:N ws �• � zZ � `r' ac A DESIGN LOAD CAPACITY - PSF (STD. 2 1/4" SILL) NOMINAL DOOR SIZES GLASS TYPE 'A' GLASS TYPE 'H' GLASS TYPE 'C' GLASS TYPE 'D' MOTH HEIGHT FT./IN. Fr./IN, EXT. (+) INT. (-) EXT. (+) INT. (-) EXT. (+) INT. (-) EXT. (+) INT. (-) 5/0 (NO STEEL) 6/8 56.7 95.0 56.7 65.0 56.7 85.0 56.7 75.0 6/0 (NO STEEL) 6/8 56.7 95.0 56.7 65.0 5&7 85.0 56.7 75.0 8/0 (WITH STEEL) 6/8 56.7 85.0 56.7 70.0 56.7 78.8 56.7 68.8 8/0 (WITH STEEL) 8/0 56.7 65.0 56.7 65.0 X X X X DESIGN LOAD CAPACITY - PSF (WITH S" SILL RISER) NOMINAL DOOR SIZES GLASS TYPE Tj GLASS TYPE 'B'l GLASS TYPE 'C' GLASS TYPE WIDTH HEIGHT FT./IN. FT./IN. EXT. (+) INT. (-) EXT.. (+) INT. (-) EXT. (+) INT. (-) EXT. (+) INT. (-) 5/0 (NO STEEL) 6/8 76.7 95.0 65.0 65.0 76.7 85.0 75.0 75.0, 6/0 (NO STEEL) 6/8 76.7 95.0 65.0 65.0 76.7 85.0 75.0 75.0 8/0 (WITFI STEEL) 6/8 76.7 85.0 70.0 70.0 76.7 78.8 68.8 68.8 8/0 (WITH STEEL) 8/0 65.0 65.0 65.0 65.0 X X X X -o o- 98 3/8" MAX. 13 1 /4- MAX. CLUSTER OF 4 ANCHORS SPACING UMRATION: �HEAD/�SiIUL AT STILE ENDS Mehra not to aaaaa10 1/2" O.C. of DoorssrtalNr than 60' to ' th.A 6• 7/16" LAM. GLASS 'c.N = 'a = '•f O \ 0 M W M , oArnIn 0. rn AT LEFT K��A1 W NOTES: 1) REFER TO SHEETS 3 & 4 OF 14 FOR TYPICAL CROSS-SECTION DETAILS. 44 3/4' MAX. 2) REFER TO SHEETS 3 OF 14 D.L. OPG. FOR TYPICAL ANCHORS AND NOTES. 50' MAX. 50" MAX. PANEL WIDTH MAX. D.L.O.: LAMINATED GLASS PANEL WIDTH 6/0 X 6/8 = 32-3/4" X 74-3/4" LARGE MISSILE IMPACT 2 DOOR - TWO TRACK % qU S MAX. TYP. EAD/SILL n ro y < o T3: O a a ARNERS „ A y ii �a O o N A CS z o x� z ® lk C � O O N Cn XO OX 8/0 X 6/8 = 44-3/4 X 74-3/4" "XO" TYPICAL ELEVATION o y u 0 0 APPROVED CONFIGURATIONS 8/0 X 8/0 = 44-3/4" X 90-3/4" DOORS GLAZED WITH LAMINATED GLASS RATED FOR TESTED UNIT a LARGE MISSILE IMPACT AND REQUIRE NO SHUTTERS. o (FOR PANEL STACK CONFIGURATIONS SEE SHEET 1.) y y -BULB VINYL 17 HULB VINYL 17 BULB VINYL 17 i 17 ;. /I6• HEAT STREN'D GLASS 3/16" HEAT STREN'D GLASS 3/16" HEAT STREN'D GLASS ' HEAT STREWO GLASS I .090 INTERLAYER 090 PVB INTERLAYER 090 SAFLEX HP 090 PVB SAFLEX d 41 m a; DuPont SanlryGloas by. a DuPont Butadte by: li Gear or Color Glass Interloyer dlear or Color Glass Interlayer w E.I. DuPont DeNemoum & Co., Inc. w E.I. DuPont DeNemoum &Co., Inc. I.! by: Solutio. Inc. wy: Solutes. Inc, r t= ,dfE,1REPa _2: m 3/16" HEAT STREN'D GLASS Z. m 3/18" HEAT STREN'0 GLASS Z ro 3/16" HEAT STREN'D GLASS3/16' HEAT STREN'D CUSS Z m ,,��h to SILICONE u1 SILICONE rn SILICONE SILICONE % Q�••'""•"• P�ryi� SCHNEE-MOREHEAD 5731 N SCHNEE-MOREHEAD 5731 _ V¢1 SCHNEE-MOREHEAD 5731 �dSCHNEE-MOREHEAD 5731 ffi �� '� • �':9 •' DO CORNING 899 g DOW CORNING 899 J -E1 0 ��+; a0 op m DOW CORNING 699 opDOW CORNING 899 u'EEEIIIB '�,. ,�`'n U. �'•��':� TREMOO SPECTRUM 2 N TREMCO SPECTRUM 2 TRENCO SPECTRUM 2TREMCO SPECTRUM 2 �caN " N O .�. I 40 .I .� 40 .I .I 40 4O rnn -=7u! �i '2- 0 1f'! o: PRODUCT REVISED g 3 eswroFloodsQoo` 0a.02AcooplencaGLASS TYPE 'C' E 'D' ° Tgnens a IiA GLAZING DETAILS Mend Dade Product Control A -- w 10 r ' . t J/. (MIN, b1BED.) / MIN. O TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING I BY 4 WOOD BUCK z° MFN.', ' ° f TYR.' WN. EM x f � vW FOR SPACING) 1 (MIN. TYPICAL ANCHORS IN PAIRS 1' Min. [SEE ELEV. FOR SPACING Edge Dist. ,t i d -7�-LAMINATED GLASS II 9 U NOTES: 1) REFER TO SHEET 2 OF 14 FOR GLAZING OPTIONS AND DP CHARTS. 2) REFER TO SHEET 4 OF 14 FOR HORIZONTAL CROSS-SECTION DETAILS. 3) REFER TO SHEET 2 OF 14 FOR MAX. ANCHOR SPACINGS. It II H� W LL N lJ i7 17 I 1/16' or I/8' N N in I I SILL RISER ADHERED TO SILLWl 5 O W w 10 WITH SILICONE �uW) . FULL LENGTH OF UNIT N 1 19 N 14 y Q U) M N . J ,• ..• .. 4 • .!i PRODLICT'RBVISED •d • •2•' MIj4. ' `1/4' acoRpift wiLh dw. .' 9 • ? ' TAPCON or APPROVED V/ 1 3/4' HIM. EMBED. INTO EQUAL BY FOR Conc. 32 Ksl Cc. B Buldills a 6Aoeeytmao N o • FROM CORNERS i SEE ELEVAT113N AT SHEET Shrink. -Metallic 2 OF I4 FOR MAX. SPACING IYPIGI ANCHORS IN PAIRS of Minimum 5 Net SEE ELEV. FOR SPACING NU odepmductC METAL TYPICAL ANCHORS IN PAIRS STRUCTURE SEE ELEV. FOR SPACING C -,4 g O tO C .0 ([0 V) n b /. .Y. \ 3 Mal eI : y<� 0 O 4 0 s o o¢.. v 0 LTi5STRUCTUREATTACHMENTDXTAII V z WW> R J i � V) y OTB: 1. ALL STEEL IN CONTACT WITH 5/4" MID. ALUM. TO BE PAINTED OR PLATED. m S 0- I CAL ANCHORS IN PAIRS g - A) STEEL : Fy 38 KSI MIN. '7y O ELEV. FOR SPACING TYPICAL ANCHORS INPAIRS (STEEL 12 GA MIN. THICK - 0.105,) '� O SEE ELEV. FOR SPACING p N AUM. . Oi 0.078' MIN. THICK) 29Y Wood Buck Substrate or MWIL-DADE COUNTY V] In Wood SW lure w/ (SG) �. .�-� v� Specific 0 'ity- .55 min. QypJ I APPR'D MUWON �1 .� _1 SEE SEPARATE NOA z 3 %tch MyvM ® U Y I IMtel TNrbru a0, � SSS xrl � c d � ya K O pdfi V N F \ 3 0 4" Min. CQ ge Dist. � � 0. � A N WOOD BUCKS AND METAL STRUCTURES NOT BY LAWSON IND. MUST SUPPORT LOADS IMPOSED BY GLAZING SYSTEM AND ] TRANSFER THEM TO THE BUILDING STRUCTURE. ff TYPICAL ANCHORS: SEE ELEV. AT SHEET 6 FOR SPACING a 51 a ANCHOR TYPE CHART IN CONC. or MASONRY')n1n. ANCHOR OPl'fONB RB►D-SQL JAMIS MMU"en 6dde Ola Cone»le ELCO ULTRACON 1/4' 1/4' 1 3/4' 1' 2.05 Kai BUIIADL 1/4' 1 3/4' 4' 32 Kd BUILD - 3/16' 1 3/4' 3' 3.2 KN ANCHOR TYPE CHART IN 2Y WOOD BUCK min. ANCHOR OPTIONS BRAD-9HL JAMB Bmbedmon Idp DLL Ez Wood ELCO ULTRACON 1/4' 1/4' 1 1/4' 1' .55 SO BUILDEX 1/4' 1/4' 1 1/4' 1' .55 SO S.N.S. (into 2r) 112 /12 1 1/4' 1' .55 SG 1/4' DRIL L F1 FY CFl F' DRI I IN • Sr1�WS INTO METAL STRUCTURES STEEL : 12 GA. MIN. (Fy - 36' KSI MIN.) ALUMINUM : 1/6' THK. MIN. (6063-T5 MIN.) (S0 L5 CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) 11 INTO APPROVED MULLIONS (NO SHIM SPACE) TYPIm . "GE DISTANCE (1/4') WTO CONCRETE AND MASONRY - 1' MIN. (ELCO ULTRACON) (1/47 INTO CONCRETE AND MASONRY - 4' MIN. (rTW SUILDEX) (3/16') INTO CONCRETE AND MASONRY - 3" MIN. (DW BLBLDEX) INTO MOOD STRUCTURE - 1' MIN. o2 INTO METAL STRUCTURE - 3/4' MIN. 1> SSA7ANTS' FRAME AND VENT CORNERS AND INSTALLATION SCREWS AT SILL SEALED WITH WHITE/ALUMINUM COLORED SEALANT. I z 5•••,.... AZ 1 jar. O C,to tA• V e F ¢' � SCY ,JJJ111111111 �. A ANCHORS IN PAIRS V. FOR SPICING TYPICAL ANCHORS M PARS A 1 /4- MAX.MAX. SHIMM ISEES",G CSIM ATTAC[DIRNTNOTE:1. ALL STEEL IN CONTACT WITH ALUM. TO OE PANTED OR PLATED. 2.�1ETAL STRUCTURES:A) S1EEL Fy 76K51AONSSSTTTEEEEl12 GA. NIN.THICK 0.7057STRALLIMINUM 6063-T5 MIN. (AWM. 0.078 MIN. THICK) N 7/4. (MR. 'Maw.) NOTES: 1) REFER TO SHEET 2 OF 14 REFER GLAZING OPTIONS AND DP CHARTS. 2) REFER TO SHEET 3 OF 14 YPICAL IN PAIRS RT SHE RO ECTION DETAN.S. ACHORSS SEE 3)FOR REFER aF 14 PANEL WIDTH FOR TYPICAL ANCHORS AND NOTES. 4) REFER TO SHEET 2 OF 14 /4" MAX. O C O FOR MAX. ANCHOR SPACINGS. SHIM r 1 /4" SHIM 2BY W0 OR 0 BUCK WOOD RI _t I/4'_I � U--'-----1 P�n-- (MN. EMBED,) NOT REOD. 25 SIZES ®8/0 X 6/8 512E5 IIF SEE CHART ON SHEET 2 OF 14 2D/2T — XO (Shown) EXTERIOR DOOR WIDTH 2D/2T — OX (Reversed) M s w TYPICAL ANCHORS IN PAIRS SEE U". FOR SPACING z �^ 1BY P.T. PRODUCTREVISED WOOD BUCK as complying with the Florida HeBd'�� �L4—DgO8.02 41 vo n I h 10 OO 9 CoN 3 �' v A � A • z z° y c U] o f; 13 IL ti 44 Cy z o ciI X. NN 03 iiiZ r7 O a Pit Ox0 APPROVED CONFIGURATIONS (FOR PANEL STACK CONFIGURATIONS SEE SHEET 1.) EAT STREWD CLASS PVB INTERLAYER NT BUTACITE by. DuPont DeNsmoun & Co. Inc. m16' HEAT STREWO CLASS SILICONE SCHNEE-MOREHEAD 5731 iTREMC0 00 DOW CORNING 899 SPECTRUM 2 GLASS TYPE 'B' BULB MWL 17 3/16• HEAT STREN•0 CLASS 090 INTERLAYER a DuPont-SentrAoss bY• E.I. DuPont O.H.molw. a< Co., InC. m 3/16' HEAT STREWO CLASS 2 En SILICONE SC11NEE-MOREHEAD 5731 DOW CORNING 899 � 71REMCO SPECTRUM 2 F C, a 196 1/4" MAX. 13" MAX. TYP. DOOR WIDTH CLUSTER OF AT HEAD/SILL AT 4 ANCHORS STLE ENDS 6" MAX. TYP. A2HEAD/SILL CORNERS p p 1 I p7/16' OVERALL LAM. GLASS a In _ = x =ax ao C2 M q 0\ W M J I 1 o a 1 q 0 0, 1 q q II ! I Q B 1 STEELREINFORCING AS RE 2 p p q X 1 q 1 X O 0 44 3/4" MAX. NDIES: .z 50" MAX. 1) REFER TT) SHEETS 6 k 7 OF 14 FOR TYPICAL CROSS-SECTION DETAILS. S D.L. OPG. PANEL WIDTH 50" MAX �t 2) REFER TO SHEETS 6 OF 14 m 4 DOOR =TWO TRACK "oXxo-TYPICAL ELEVATION LAMINATED GLASS TESTED UNIT LARGE MISSILE IMPACT DOORS GLAZED WITH LAMINATED GLASS RATED FOR LARGE MISSILE IMPACT AND REQUIRE NO SHUTTERS. DESIGN LOAD CAPACITY - PSF GLASS TYPES 'A' OR 'B' PMD' WIDTH NOMINAL Fr./IN. DOOR HEIGHT FT./ EI STANDARD SILL 2-1/4" RISER 3" RISER EXT. (+) INT. (-) EXT. (+) INT. (-) EXT. (+) INT. (-) 2/6 3/0 3/6 4/0 4/6 4/11 6/8 40.7 60.0 56.7 60.0 60.0 60.0 40.7 60.0 56.7 60.0 60.0 60.0 40.7 60.0 56.7 60.0 60.0 60.0 40.7 60.0 56.7 60.0 60.0 60.0 40.7 60.0 56.7 1 60.0 60.0 1 60.0 40.7 60.0 56.7 60.0 60.0 60.0 2/6 3/0 3/6 4/0� 8/0 40.7 60.0 56.7 60.0 60.0 60.0 40.7 60.0 56.7 60.0 60.0 60.0 40.7 60.0 56.7 60.0 60.0 60.0 40.7 ,0.0 56.7 60.0 60.0 60.0 h F p?S� 10 C .a., - co n w O Naow O a O m lx o � Q 4j zjZR p Tn A O i . o z q vi 0 rn a � z U o � z c7 r C O O C'1 1 mmmic r roo plYbs wo an bAds nae`4�4�t4t •4 , L�9 °; �� wildba C7�.4 'n U. O jG :w uOi ¢iZ=.n i D•c3 p :0 .- PANEL MAX. D.L.O.: • may? 3/0 X 6/8 a 32-3/4` X 74-3/4` 4/0 X 6/8 44-3/4` X 74-3/4" Did ���� ....... 4/11 X 6/8 s55-3/4" X 74-3/4" 3/0 X 8/0 = 32-3/4" X 90-3/4" p 4/0 X 8/0 = 44-3/4" X 90-3/4` M Z Non-Sbr Grout of ANCHORS 1. FOR SPACING -_7/16'-LAMINATED CLASS U �f'l NOTES: 1) REFER TO SHEET 5 OF 14 FOR GLAZING OPTIONS AND OP CHARTS. 2) REFER TO SHEET 7 OF 14 FOR HORIZONTAL CROSS-SECTION DETAILS. 3) REFER TO SHEET 5 OF 14 — FOR MAX. ANCHOR SPACINGS. 14 FOR KAX. SPACING. ANCHORS IN PARS V. FOR SPACING TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING TYPICAL ANCHORS W PAIRS SEE ELEV. FOR SPACING AL ANCHORS IN PANS ELEV. FOR SPACING .BY Wood Buck SubsVote or lead tun W/ (SO) ioeeElo .55 nln. (TyP•) 1 _�1LV WEEP NOTCH AT EACH END ANCHORS PER CUP ^b = e.wYri ^ m - - mmn A o Y!1'1 MUTTURE ATTACnfM DETAILS NAIL STEEL N CONTACT WITH ALt1Y. TO BE PANTED OR PLATED. • 2. METAL STRUCTURES. j 4 C7 O o i A) STEEL : Fy « 35 K51 N. k10RS IN PAILS (STEEL 12 CA MIN. TACK 0.f05' TAT SPACING 0) ALUMINUM : BOBS-T5 MIN. �+ Q m (ALUM. 0.078" MN. THICK) COUHIY LION E NOA a E j;;Z2� 4! c3 DFlorlde�/��.�GJ• q �3 3 4" Min. CQ dget 'St. Product Coulrol A WOOD SUCKS AND METAL STRUCTURES NOT HY UWSON I-- MUST SUPPORT WADS IMPOSED BY GLAZING SYSTEM AND S TRANSFER THEM TO THE BUILDING STRUCTURE. 4E TYPICAL ANCHORS: SEE ELEV. AT SHEET 8 FOR SPACING m 1s Y « ANCHOR TYPE CHART IN CONC. or MASONRY min. ANCHOR OPTIONS BEAD-SHL JAMB EmbedmenIt Edge DLL Conerete ELCO ULTRACON 1/4" 1/4' 1 3/4' 1' 2m Kfi BUXDEX 1/4• - 1 1 3/4" 4' 3.2 Kei BUWEX 3/18" 1 3. 3.2 Kei ANCHOR TYPE CHART IN 2X WOOD BUCK min. ANCHOR OPTIONS BRAD-SUL IAMB Embedment Edge DLL 2. Wood ELCO ULTRACON 1/4' 1/4' 1 1/4. 1' .55 SC SUILDEX i/4' 1/4' 1 1/4' SG S.M.S. (Into 2X) j12 /12 1 1/4" 1' .55 SG %4" DRILLFLEX C LF DRILLING SCREWS INTO METAL STRUCTURES STEEL : 12 GA. MIN. (Fy - 36 KSI MIN.) ALUMINUM : 1/8" THK. MIN. (6063-T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) INTO APPROVED MULLIONS (NO SKIM SPACE) TYPICAL EDGE DISTANCE o INTO CONCRETE AND MASONRY « 1" MIN. (ELCO ULTRACON) MASONRY 4" MIN. BUILDE%) m (1/4') INTO CONCRETE AND = (1TW ggL (3/16') INTO CONCRETE AND MASONRY - 3' MIN. (ITW BUILDEX) O INTO WOOD STRUCTURE = 1" MIN. aa n INTO METAL STRUCTURE - 3/4" MIN. 00 SEALANTS: o FRAME AND VENT CORNERS AND INSTALLATION SCREWS AT SILL SEALED WITH WHITE/ALUMINUM COLORED SEAEANT. TeelatuE¢r4/ '.Y ....3'rr s In UL. tq O N N N O? « Ln 2 , 4.. Ip ....•• LLITT,` W a A M TYPICAL ANCHORS IN PARS SEE ELEV. FOR SPACING 1/4" SHIM I. EMBED.) C1 D.L. OPC. O NOTES: 1) REFER TO SHEET 5 OF 14 FOR GLAZING OPTIONS AND DP CHARTS. 2) REFER TO SHEET 6 OF 14 FOR VERTICAL CROSS-SECTION DETAILS. 3) REFER TO SHEET 6 OF 14 SHIM FOR TYPICAL ANCHORS AND NOTES. -�I F«• 4) REFER TO SHEET 5 OF 14 FOR MAX. ANCHOR SPACINGS. A— SCREENSCZ OPTIONAL OEXTERIOR 4D/2T — OXXO O O u EMBED.) — SCR — — — C2 El". FOR SPAONG ® EXTERIOR 3D/2T — OXO O �•-1 3/4' y _� 4 1/4" SHIM MAI. EMBED. z MAX. e � 0 113 c) ZO o m99w a 3 A f/) N 23 z� O p O � y x co � • m x IBY WO w000 BucK a o . p CQ " SHIM wood euClc n Y W = o t AAi.g� • � .K C m F N c • r '' d • • PRO UCf REVISM ? � a S z z ' : • Bull WM theFlorida s $ 141e011 PradeelConae !� .. •;;r ., ��. 5co •• 0 :4S N a A. O 2C .: a r11 10 i l jr O I 1 U Y ;,a i k-It k i3 Pi POCKET WALL a" SEE NOTE i3. X-RP or LP-X (TYP-) i e F i 1 o s 1 q o 4 ~x i u o- a• Li �� �_ It j •� •9 d rn$• J m L 1 a• •O �'i N w a o to z c r a XX or XX-RP or LP-XX or RP-XX-LP - - 6C �-- --; C1 i o F i im O 1. o i a a L;� -0 @� POCKET WALL 1 SEE NOTE /3 L 1 (TYP )� XXX or RP-XXX or LP-XXX ° ,r o o. a- c 1 U a- a• a• a• L 1 189 3/4 TEST DOOR WIDTH w/ SINGLE POCKET & NON -POCKET MAX. WIDTH 191 1/4" 13 1 /4" MAX. TYP. CLUSTER OF AT HEAD/SILL AT 4 ANCHORS 6"STILE ENOS� /� `HEAD/ 1 ITS � 1 I I p 1 1 1 fl 1 N 1 F1 0. p I F2 a0 1 7/16. OVERALL LAN. CLASS 1 1 STEEL REINFORCING AS REOD. 1 I p p X B3 1 I X 1 I X tl I X 48 3/4" MAX. PANEL MAX. D.L.O.: 3/0 X 6/8 - 31-1/2" X 74-1/4" 4/0 X 6/8 = 43-1/2" X 74-1/4" XXXX or RP-XXXX or LP-XXXX or RP-XXXX-LP 3/0 X 8/0 = 31-1/2" X 90-1/4" APPROVED WITH & CONFIGURATIONS 4/0 X 8/0 = 43-1/2" X 90-1/4" WITHOUT POCKETS (FOR PANEL STACK CONFIGURATIONS SEE SHEET 1.) BULB 17 BULB VINYL 17 3/16- HEAT STREN'D CLASS 3/16- HEAT STREN'D GLASS 090 PVB Interloyer Soflex CP-Sollax & 5a9ex HP Og0 PVB INTERLAYLTt Inc. or d DuPont Butocila or (•) DuPont-SentryGlass by: „s F- t Butocita by: E.I. t DeNemours & Co. Inc. w t_ E.I. DuPont DeNemours & Co.. Inc. m 6" HEAT STREN'D C1A55 m 3/16- HEAT STREN'D GLASS N Lby:OLURA• NILICONE SILICONE OW CORNING 899 ca DOW CORNING 899 11 II / \ 11 A A GLASS TYPE 'A' GLASS TYPE 'H' GLAZING DETAILS 43 1/2" MAX. D.L. OPG. 49 1/8" MAX. '- PANEL WIDTH 4-DOORT --THREE-TRACK "XXXX" TYPICAL ELEVATION TESTED UNIT) O A POCKET WALL SEE NOTE #3. b O Qp v (TYP•) ce I O a 5 I 1 1 iA� 0 c A" o aV1 ;�v Tn 1 sNpSd T.7 v N I I �l I o I N rn z 1 I o 1 L Q V� 0 �-1 1 I i U I Az pp d o t 03 % NOTE5.1 L 1 9 10 & 11 OF 14 1) REFER TO SHEETS , FOR TYPICAL CROSS-SECTION DETAILS. 2) REFER TO SHEETS 9 OF 14 $ Is FOR TYPICAL ANCHORS AND NOTES. ,^,I 3) FOR POCKET WALLS SEE GENERAL NOTES c a #15 & 16 AT SHEET 1 OF 14. aV a 8 DOORS GLAZED WITH LAMINATED GLASS RATED FOR LARGE MISSILE IMPACT AND REQUIRE NO SHUTTERS. a DP CAPACITY - PSF (2 I/4" SILL) -DP CAPACITY - PSF (3" Sal) NOMINAL DOOR SIZES GLASS TYPE 'A' GLASS TYPE 'B' GLASS TYPE 'A' GLASS TYPE 'H' WIDTH HEIGHT FT./IN. FT. IN. EXT. (+) INT. (-) EXT. (+) INT. (-) EXT. (+) INT (-) EXT. (+) INT. (-) 8/0 (20R) (W/ 1 STEEL) 8/0 56.7 68.0 56.7 68.0 6&0 68.0 68.0 68.0 8/0 (2DR) (W/ 2 STEEL) 8/0 56.7 68.0 56.7 68.0 68.0 68.0 68.0 (*) 68.0 (•) 12/0 (3DR) (W/ 1 STEEL) 8/0 56.7 68.0 56.7 68.0 - - 68.0 68.0 12 2 (330R) (NI16/0 8/0 56.7 68.0 56.7 68.0 68.0 68.0 (')68.0 (t)68.0 (4DR) (W/ 1 STEEL) 8/0 53.3 60.0 53.3 60.0 60.0 60.0 60.0 60.0 -16/0-(40R) (W/- 2 • STEEL) 8/0 53.3 6&0 53.3 68.0 68.0 68.0 68.0 68.0 (•) 2dr/3dr DOORS MEET +76.7 & -78.0 DP w/ "Dupont 0.090" SGP Laminate LAMINATED GLASS LARGE MISSILE IMPACT jE PRODUCT REVISED s cornplyln8 with the Florida ; Building Code 4,&_enQnC2 n ,7'� •�' Y,1tltit Lf rNyAT a Contro ���� ...). 4 �: r `V) a M N 1" Min. Edge Dis MIN. IMBED. ';I mm �I?I — ANCHORS IN V. FOR SPAC 1/4' TAPCON or APPROVED EQUAL BY FOR V/ 1 3/4' MIN. EMBED, INTO 3.2 Ksl Cmc. V 6' FROM CORNERS L SEE ELEVATION AT SHEET 8 OF I4 FOR MAX. SPACING. 3/T d �d (MIN. EMBED.; 1 /4,. MAX L_ GAP 1 BY P.T. 11 VOtlO BUCK TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING \ A TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING \ 213Y Wood Buck ISI ) Wood Slruclure w/ (SG) SpecWie Grovily- .55 in. r.. 1 (MBI. IL/MBED.) I / LAMINATED GLASS �(' /�- 29 —� NOTES: 1) REFER TO SHEET 8 OF 14 FOR GLAZING OPTIONS AND DP CHARTS. 2) REFER TO SHEETS 10 & 11 OF 14 FOR HORIZONTAL CROSS-SECTION DETAILS. 3) REFER TO. SHEET 8 OF 14 FOR MAX. ANCHOR SPACINGS. 1/4' TAPCON or APPROVED EGUAL BY FOR T TYPICALANCHORS V/ 1 3/4' MIN.EMBERINTO 32 Ksl Cons ! 6' 2 PER CUP FROM CORNERSb SEE ELEVATIONAT SHEET B OF 14 FOR KAX SPACING METAL TYPICAL ANCHORS IN PAIRS STRUCTURE SEE ELEV. FOR SPACING r•-i 4 4 �+ Z. - m Mt 'y o � nncD A,yeM �o Tz S o m V 0 c 2E .M. z � Cdn ya z o�0 3 is ti CJ o w rt`"'�T. STR 1CTTTR 1 MA I! T DETAns R z Z i O NOTE: 1. ALL STEEL IN CONTACT WITH ALUM. TO BE PAINTED OR PLATED. 01 2. METAL STRUCTURES: S AST'STEEL Fy 36 KSI MIN. EL 12 GA MIN. THICK - 0.105') "yy U] co of B) ALUMINUM 6063-T5 MIN. (ALUM. 0.078- MIN. THICK) < U yam. MWMI-DARE COUNTY APPR•0 U Z $} SEE SEPARATE NOA p `�„'� d T sa., E•. a d 'r x a D�04 C C04 �1 A WOOD BUCKS AND METAL STRUCTURES NOT BY LAWSON IND. MUST SUPPORT LOADS WOSED BY GLAZING SYSTEM AND 1� j TRANSFER THEM TO THE BUILDING STRUCTURE. 7R TYPICAL. ANCHORS: SEE ELEV. AT SHEET 8 FOR SPACING IA ANCHOR TYPE CHART IN CONC. or MASONRY min. AROBOR OPTTONB BBAD-8Q7. JAMB IRmbdmmt Bdp VWL General, ELCO ULTRACON 1/4' 1/4' 1 3/4' 1' 2.55 K41 BUILDEX 1/4' 1 3/4' 4- 31 Kt1 BUILDEX - 3/16' 1 3/4' 3' 3.2 KM ANCHOR TYPE CHART IN 2K WOOD BUCK min ANCBM OPTIONS BX71/4- Imbedmw Edge DML Bz 10od ELCO ULTRACON "1 �11� 1/4' 1' .55 SO BUILDER ' 1 1/4' 1' .55 SG S.M.S. (into 2X) 112 2 1 1/4' 1' .55 SG z I14' OR11 I FI EX CFI F nRILLINr SCREWC ]a � o a INTO METAL STRUCTURES 1 tl 1< m STEEL : 12 GA. MIN. (Fy - 38 KSI MIN.) `,,L141E11 �FJJ4/ ALUMINUM 1/8" THK. MIN. (8083-T5 MIN.) �4O.,. �"""•.. (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) . �o Az 010 SINS INTO APPROVED MULLIONS (NO SHIM SPACE `, V In) :m C a TYPICAL EDGE DISTANCE W 0 * W 4 N (1/47 INTO CONCRETE AND MASONRY - 1' MIN. (ELCO ULTRACON) ;p a OT` �[•f (1/4*) INTO CONCRETE AND MASONRY - 4" MIN. (ITW BUILDER) = r" (3/18' INTO CONCRETE AND MASONRY - 3' MIN. (ITW BUILDEX) INTO WOOD STRUCTURE - 1" MIN. ��JIJJ ••• •4 INTO METAL STRUCTURE - 3/4' MIN. FRAME AND CORNERS AND INSTALLATION SCREWS AT SILL q SEALED WITH WHITE/ALUMINUM COLORED SEALANT. T— k Z M i��.t�- crrulr. �) I SILICONE ADHESIVE COMPOUND r 7/16-MS. LANONATEB CLASS iEN DOOR PANEL SCREEN DtIIt PANEL (OPTIONAL) DIPTIONAL) O EXTERIOR DER WIDTH (142 1/2') 3D/3T — XXX VWD BUCKS NOT BY LAVSDN IND. j I / MUST SUSTAIN IMPOSED LOADS SCREEN ➢OOR PANEL (OPTIONAL) LAMINATED GLASS CLEAR SILICONE ADHESIVE /-BEDDING COMPOUND V EXTERIOR DOOR WIDTH (96') 2D/2T — XX 1 /4GAP MAX. n q v 7» O n H h m a' q 3 e. O 112 X 2' Fli/PHL-SX& V/ 1 t/4' MIN EMBED. Z 4 13 INTO 2X 2 STEEL BARS REDD. ON P.T. WOOD BUCK (SEE SHEET /9 S¢ES AS LISTED IM OP •-' q FOR FASTENER NOTES AND - CHART M// PRESSURES ELEVATION AT SHEET 1 8 FOR SHHDMI 6N SHEET 8 OF 14 FOR FASTENER SPACING) C N 4 77 O C9 2X T. !�i •. y Tn O tl a..• ;IS.TM �Q� I 16 /rO r •2fi 8AR LISTED IN ON •A, SIZES AS/LISTED N DP O � r='!'.' PRESSURES SHOWN CHART WdN SHEET 8 OF 14 R C73 IOR t 1/4' .'_•�..'i.,�+s�' Y Q PERIETERGCAULKING (tA+L E18FD.) NOTES: 1) REFER TO SHEET 8 OF 14 FOR GLAZING OPTIONS AND DP CHARTS. 2) REFER TO SHEET 9 OF 14 FOR VERTICAL CROSS-SECTION DETAILS. h �+ 3) REFER TO SHEET 9 OF 14 FOR TYPICAL ANCHORS AND NOTES. $ G ; BC 4) REFER TO SHEET 8 OF 14 C FOR MAX. ANCHOR SPACINGS. i$ 1/4" GAP i1 G MAX. y N a 3 3 ' J• a •'112 �z 35 X 2' FA/PHI.-S.M.S. W/ 'I ---� 1/4' MIN. ENDED. INTO 2X g 2 $ j P.T. WOOD BUCK (SEE SHEET N9 - efj ` yy '� S FOR FASTENER NOTES AND ELEVATION AT SHEET 1 8 FOR X FOR FASTENER SPACING) 1 m dl 2X T. ,,, • ,. PRODUCT REVISED !! ,,ALAH)LlffR eee 4p t� -A:: complying%Y11L 1D°FIDOds `Q5 ••• /�et�i ,W ° .OuldlDg (3 C�O�% OZ y ~ LL•/r':2w: tsle liml 0a0 FEDdDCt Cout10 .,_{� o '. ti ` ....... EXTERIOR GRADE .� ft V o /11* PP4�A` PERIMETER CAULKING t/4• y R Ri/t F LNIN. EMBED.) A 1 /4" MAX. SHIM 1/4' TAPCON or APPROVED EQUAL BY FOR V/ 1 3/4' NIN. EMBED. INTO 3.2 Ksl Cwc. 6' FROM CORNERS A SEE ELEVATION AT SHEET 8 (IF 14 FOR MAX SPACING J7 13 hi <C 1 f:XTERIdt GRADE 1 3/4' PERD£TCR CAULKING N. EMDFDJ TYPICAL ANCHORS IN PAIRS TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING SEE ELEV. FOR SPACING 1 /4" MAX. NOTE: CLEAR SILICONE ADHESIVE STEEL BARS REOD. AS BEDDING COMPOUND LISTED IN OP CHART W/ PRESSURES SHOWN ON SHEET 8 OF 14 7 9 C---::1 ___ ___ _________ _ SCREENS OPTIONAL EXTERIOR TEST DOOR WIDTH CL90 5/8') 4D/3T — XXXXP 1/4" MAX. SHIM SHIM e� . • ' M YBTAL 3TRUCTt= ATfACHIBM DETAIL 1. ALL STEEL IN CONTACT WITH .;•• ALUM. TO 13E PAINTED OR PLATED. .TAL '' • STRUCTURE 2. ETAL STRUCTURES: A1�)1"T L : Fyy 36 IC MIN. (STEEL 12 GA. YIN. THICK - 0.1057 8) ALUMINUM : 6063-75 MIN. '• e (ALUM. 0.078' MIN. THICK) SCREEN BEAR (OPTIONAL) 1 1/4' MM. EMBED. O •12 X 1 3/4' F.H./PHI. SMS W/ 11/4' MIN. EMBED. INTO 2% P.T. WOOD BUCK .e O z FOR POCKET WALLS ( SEE OPTIONAL INSTALLATIINI d SEE GENERAL NOTES y < O U O i1 DETAILS AT SHEET 12 OF 1 T SHEET A 39 O1 1OF 14. n Z .i5'� 1• 31 16 (p5f.1 p G � m 3 a 1�„ �-7 O .N+ _______ _______ r A rn 0 Us i �U z �z 17 25 38 ' r tI N O 1 -------- �' 0 a ------------------ 71 - --- --- ----------- Tn POCKET NOTES: 1) REFER TO SHEET 8 OF 14 FOR GLAZING OPTIONS AND OP CHARTS. 2) REFER TO SHEET 9 OF 14 FOR VERTICAL CROSS-SECTION DETAILS. 3) REFER TO SHEET 9 OF 14 FOR TYPICAL ANCHORS AND NOTES. - 4) REFER TO SHEET 8 OF 14 FOR MAX. ANCHOR SPACINGS. PRODUCT RUVISDD Bids -,nQ0e3.02 SGD-9200 BILL OF MATERIALS - 2 & 3 TRACK FRAME ITEM / PART j QTY. DESCRIPTION REMARKS 1 L-9211 1 2 TRACK FRAME HEAD 6063-T6 ALUMINUM 1.2 L-9211 1 2 TRACK FRAME HEAD (Multi -Slide) 6063-T6 ALUMINUM 2 L-9206 1 2 TRACK FRAME SILL 6063-T5 ALUMINUM 3 L-9212 2 2 TRACK FRAME JAMB 6063-T5 ALUMINUM 4 L-9204 1 X PANEL PANEL TOP RAIL 6063-T5 ALUMINUM 5 L-9205 I X PANEL PANEL BOTTOM RAIL 6063-T5 ALUMINUM 6 L-9201 I PANEL LOCK STILE 6063-T6 ALUMINUM 7 L-9202 1 PANEL INTERIOR INTERLOCK 6063-T6 ALUMINUM 8 L-9203 1 PANEL EXTERIOR INTERLOCK 6063-T6 ALUMINUM 9 L-9207 I PANEL ASTRAGAL 6063-T6 ALUMINUM 10 L-9209 AS REQ'D. ALUMINUM GLAZING BEAD 6063-T5 ALUMINUM it L-9214 1 3 TRACK FRAME HEAD 6063-T6 ALUMINUM 12 L-9208 1 3 TRACK FRAME SILL 6063-TS ALUMINUM 13 L-9213 2 3 TRACK FRAME JAMB 6063-T5 ALUMINUM 14 PWS-016 AS REQ'D, BOTTOM RAIL WTST ULTRAFAB #QB6757DK 15 PWS-009 AS REQ'D. PANEL TOP RAIL WTST ,187'x.310' (7830-6001-1) 16 PWS-003 AS REWIL FIN SEAL WEATHERSTRIP .187N 210' (7820-6001-9) 17 VWS-004 AS REWD. BULB VINYL (FPVC) 1/4' O.D. 18 L-9016 2 SELF ADHESIVE PILE PAD 13/16' X 1 1/2' 19 HC-046 2 MVG. PANEL TANDEM ROLLER 2 X EA. MVG. BOT. RAIL 20 FS-003 2 ROLLER ATTACHMENT SCREW 08 X 1/2' FkVPHIL. 21 AR-008 2X PANEL PANEL 'C' TRACK CLIP 6063-T6 ALUMINUM 22 FS-042 AS REOD. 'C' TRACK ATTACHMENT SCREW 010 X V SMS FkL/PHIL. 23 L-9018 1 X ANCHOR FIXED PANEL JAMB CLIP 6063-TS ALUMINUM 24 FS-011 1 X CLIP FIXED PANEL CLIP SCREW #10 X 5/8' PH/PHIL. 25 AR-020 ■ INTERLOCK STEEL REINFORCEMENT 1/2' X 1 1/4' (36 KSI) 26 AR-021 x ASTRAGAL STEEL REINFORCEMENT 1/2' X 1 1/2' (36 KSI) 27 AR-024 x INTERLOCK STEEL REINFORCEMENT 3/8' X V (36 KSI) 28 HC-047 1 MORTISE LOCK HARDWARE W/ HANDLES 5 KEEPER 29 x 1 x Panel 7/16' Laminated H.S. Glass See Glazing Detalls 30 L-9022 x ASTRAGAL PANEL SILL CLIP 6063-T5 ALUMINUM 31 L-9215 1 POCKET JAMB HOOK 6063-T6 ALUMINUM 32 SM-5731 IN NEUTRAL CURE SILICONE Schnee -Morehead 5731 33 DC-899 AS RECT. NEUTRAL CURE SILICONE Dow Corning 899 34 x x NEUTRAL CURE SILICONE Tremco Spectrem 2 35 KC-045 2 NYLON PLUG ( .480' HOLE) RIGID PVC 36 HC-043 2X PANEL NYLON TOP GUIDE RIGID PVC 37 FS-005 AS REQ'D. FRAME ASSEMBLY SCREWS #8 X 1/2' P.H. PHILLIPS 38 FS-013 AS REQ'D. PANEL ASSEMBLY SCREWS #10 X V P.H. PHILLIPS 39 FS-014 AS REOD. INSTALLATION SCREWS #12 X 1 3/4' F.H./PHIL. PL 75.6020 AS REO'D. GLAZING SETTING BLOCK SOFT PVC 1/8' x 1/8' x 2'L. 1 x - SCREEN PANEL x E43 SM-5504 AS REQ'D. JOINT SEALANT Schnee -Morehead 5504 x x PERIMETER CAULKING OSI POLYSEAMSEAL IN 1 PRODUCT LABEL x i.— W NOTE EMBED..... b y .�: ttt• 1. FOR ANCHOR TYPES SEE 10 NOTES AT SHEETS 3, 6, k 9. f ; -3 C .a 2. FOR POCKET WALLS SEE GENERAL 1O INTERIOR NOTES /15 k 16 AT SHEET 1 OF 14. ' : n to a w w < a a TYPICAL ANCHORS O L ': INTERIOR o & G! O Ct a SEE ELEV. 4 w vl ay A Q FOR SPACING 17 � 16 D O iA Z 31 a§0 7 IL �Qy �i O t to 0 .4 R �U cei o j�AJ z o 0 W N �W 1 .• 5 ...a . 31 17 ' T ,1: 9. 43 0 16 j y VCyi ~ t v W STEI>. BAR . ON 1 fX�Q SIZES LISTEO W/ OP 60pe z EXTERIOR �'. TYPICAL ANCHORS A GIVE 6 a.: AT 8" O.C. a r� SEE ELEV. 1/4" MAX. FOR SPACING Ei'1 O ra C ai SHIM 1 3/4" MIN. 0 EMBED. N c EXTERIOR < 02 POCKET DOOR HOOK A ATTACHMENT DETAILS ►� a, FNxbls FPVC Com le0-T4am t 'I. FP11C Hbtdc Coro ound Nu.720678 PHYSICAL A8TN5 NO. r'..rmx'A', 10 Hardsec 75 D-2240 SpciG: G-iry L45 D-792 T—ile Stmngtk PSI 1640 D633 11W.—Eloowma Y. 340.0 D639 Madolua®100%FJmgadm,PSI 765.0 D638 Im 8rit -31.0 D-746 .2. FPVC Whlb: Compound No. 7267.75 PHYSICAL ASTM NU DuImnm,Hrd.''A', LO sc 75 P4240 Spci6c Gmity 1.45 D-792 T,.We Samgth,PSI 1640 D-639 ull®et F1.&vioq % 325.0 D638 Modu1o®100Ye Elmgadm, PSI 765.0 D-09 im IBcilkaeq -30.0 D-746 PRODUCTREV ISHD a: complying with tho Florida Guc Is Codc 90"02 aD Z� Zola Miami ado Product Control 0- , ?to •r3 o tm i oy • ��•` lots a a 3.625 .062 I� -f 1.000 I s 0 Q( •: �� 750 1.000 ri .062 1-1.594-.I .376 o °n v O FRAME HEAD O 3.500 1.218 o A 3 0 M aS 3r. 0 062 1.000 -p L " 0 0 ul L 1.5I00 I I TWO TRACK HEAD 1.594 .�1 AT SHEETS 8, do 9. MULTI -SLIDE FRAME HEAD O ""•687F- FRAME JAMB PANEL TOP CORNER ~ z z Q N a .090�j- -i1-.12 1.687 094' FRAME TOP CORNER I� 38 1.132 2 2.2I50 ® z 062 1.750 I 062 1.590 TWO TRACK FRAME .559 ��4.154 JJJ 1504 ` o a -I0 1.619 FRAME SILL Q INTERIOR INTERLOCK pe, a Co I 1.619 .390 ]� 1.241 062 150 d L 2.000 2.798 n r e 1 2.039 1.590 .062 1.132 c «S 062 1.8901- PANEL BOTTOM CORNER r N Q 1.197 0 .094 1.687 Oe N r PANEL TOP RAIL PANEL BOTTOM RAIL EXTERIOR NTERLOCK q a 3 2.686 180 838 1.044 .844 2.280 094 1.617 [:]�fflj FRAME BOTTOM CORNER z to S o ro }} S .062 1.710 1.842 1 •,. .,•rye 6. 10 GLASS STOP e LOCK STILE O 1.855 Q ASTRAGAL STILE PRODUCT RSVISIID wthlhet9ald A A°�roi m°►d° 0 � ��• • ' .;7 Oh0•: N.. U. bbZ�I �z O %u * 0 - Z • ;� o 0� , y . 531 .524 .580 .875 3.000-1 11.250 ' tell, © .t24 >u,�u ,or cl0ontro A FIXED PANEL CUP ASTRAGAL RETAINER SILL RISER M le 5.244 .070 1000 L t.soo 1.594 086 t1 FRAME HEAD .090 .062 2.250 500 7-1- 5.748 FRAME SILL@ 500 y 1.000 I .062 INTERLOCK REINFORCING .376 5.094 1.218 .688 13 FRAME JAMB 31 Packet "P" Hook .500T-1 1.500 26 ASTRAGAL REINFORCING .375 I r �� 0 27 INTERLOCK REINFORCING .527 100 .670 21 "C" CLIP FRAME BOTTOM CORNER U PRODUCT REVISED u catplyiug with the Florida O Building Code, OS. p2. 3�Zo 1.8 1411 "I :1 ml �.oy .............tip',. LL b� O •:z � ¢:a. cQ+ tip" yg.All Z I111.�" F C MIAMFDiADE MIAMI—DADE COUNTY, FLORIDA PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.niiamidide.gov/econoniy Lawson Industries, Inc. 8501 NW 901° Street Medley, FL 33166 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section 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 Section (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. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County -Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "La Porte" 81-0" Outswing Glazed Aluminum French Doors -- L.M.I. APPROVAL DOCUMENT: Drawing No. FD-2003, titled "La Porte -Impact French Out -Swing Door", sheets 01 through 06 of 06, prepared by the manufacturer, dated 12/12/02 with the latest revision "G", dated 04/15/15, signed and sealed by Thomas J. Sotos, P. E., bearing the Miami -Dade County Product Control Section Revision stamp with the Notice of Acceptance number and Expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the mamifacturer's name or logo, city, state, series, 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 4a$ "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 chango 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 No.13-0328.11 and consists of this page 1 and evidence pages E-1, E-2 and E-3, as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D. Gascon, P. E. NOA No. 14-0908.07 MIAMI•DADECOUNTY �-� Expiration Date: June 05, 2018 Approval Date: May 07, 2015 �q4_. ,1� Page 1 SMZ Lawson Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under previous NOA No.11-0202.03) 2. Drawing No. FD-2003, titled "La Porte —Impact French Out —Swing Door", sheets 01 through 06 of 06, prepared by the manufacturer, dated 12/12/02 with the latest revision "G", dated 04/15/15, signed and sealed by Thomas J. Sotos, P. E. B. TESTS 1. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked —up drawings and installation diagram of aluminum Outswing French door, prepared by Hurricane Engineering & Testing, Inc., Test Reports No. HETI-11-3201, issued on 01/06/2011, signed and sealed by Candido F. Font, P. E. (Submitted under NOA No.11-0202.03) 2. Test reports on: 1) Uniform Static Air Pressure Test, per FBC, TAS 202-94 2) Large Missile Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked —up drawings and installation diagram of aluminum Outswing French door, prepared by Hurricane Engineering & Testing, Inc., Test Reports No. HETI-09-2623, HETI-09-2645, HETI-09-2624 and HETI--09 2646, issued on 10/22/2009, signed and sealed by Candido F. Font, P. E. (Submitted under NOA No.10-0128.04) 3. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202--94 4) Forced Entry Test, per FBC 2411 3.2.1 and TAS 202-94 along with marked —up drawings and installation diagram of aluminum Outswing French door, prepared by Hurricane Engineering & Testing, Inc., Test Reports No.'s HETI-04-1897, HET144-1896 A, HET144-1896 B and HETI44-1377, issued on 03/08/04 and 03/12/04, all signed and sealed by Rafael E. Droz—Seda, P. E. (Submitted under NOA No. 04 0607.04) 4. Test reports on: 1) Tensile Test, per FBC, ASTM E-8 along with marked —up drawings and installation diagram of aluminum Outswing French door, prepared by Hurricane Engineering & Testing, Inc., Test Reports No. HETI-02—TO95 and HETI-02 T090, issued on 01/13/03, both signed and sealed by Rafael E. Droz—Seda, P. E. (Submitted under NOA No. 03-0219.01) Jaime D. Gascon, P. E. Product Control Section Supervisor NOA No. 14-0908.07 Expiration Date: June 05, 2018 Approval Date: May 07, 2015 E-1 t►1t Lawson Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED , B. TESTS (CONTINUED) 5. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202--94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 202-94 along with marked=up drawings and installation diagram of aluminum Outswing French door, prepared by Hurricane Engineering & Testing, Inc., Test Reports No.'s HETI-02-1253, HETI42-1726, HETI-02-1728, HETI-02-1736, HETI-02-1742, RETI42-1763 and HETI42-1765, issued on 01/14/2003, all signed and sealed by Rafael E. Droz—Seda, P. E. (Submitted under NOA No. 03-0219.01) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC, prepared by the manufacturer, dated 12/12/02 with the latest revised dated 07/02/10, signed and sealed by Thomas J. Sotos, P. E. (Submitted under NOA No.10-0128.04) 2. Glazing complies with ASTM E1300-98/ 04 D. QUALITY ASSURANCE 1. Miami —Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 14-0916.10 issued to Kuraray America, Inc. for their "Kuraray PVB Glass Interlayer", expiring on 12/11/16. 2. Notice of Acceptance No. 14-0916.11 issued to Kuraray America, .Inc. for their "Kuraray SentryGlas@ Interlayer", expiring on 01/14/17. 3. Notice of Acceptance No. 14-0423.15 issued to Eastman Chemical Company (MA) for their "Saflex CP -- Saflex and Saflex HP Composite Glass Interlayers with PET Core" dated 06/19/14, expiring on 12/11/18. F. STATEMENTS 1. Statement letter of conformance to, no financial interest and compliance with the FBC Sth Edition (2014), dated 09/02/14, signed and sealed by Thomas J. Sotos, P. E. 2. Statement letter of conformance, no financial interest and compliance with the FBC-2010 and AAMA 10l/ I.S.2-97, dated 01/25/12, signed and sealed by Thomas J. Sotos, P. E. (Submitted under previous NOA No. 12-0127.23)�_ Jaime D. Gascon, P. Product Control Section Supervisor ' NOA No. 14-0908.07 Expiration Date: June 05, 2018 Approval Date: May 07, 2015 E = 2 Lawson Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS (CONTINUED) 2. Proposal issued by Product Control, dated 07/27/10, signed by Ishaq Chanda, P. E. (Submitted under NOA No.11-0202.03) 3. Laboratory compliance letter for Test Report No. HETI-11-3201, issued by Hurricane Engineering & Testing, Inc., dated 01/06/11, signed and sealed by Candido F. Font, P. E. (Submitted tinder NOA No.11-0202.03) 4. Proposal issued by Product Control, dated 03/26/09, signed by Renzo Narciso. (Submitted under NOA No.10-0128.04) 5. Laboratory compliance letters for Test Reports No.'s HETI-09-2623, HETI- 09-2645, HE, TI-09-2624 and HETI-09 2646, issued by Hurricane Engineering & Testing, Inc., dated 10/22/09, signed and sealed by Candido F. Font, P. E. (Submitted under NOA No.10-0128.04) 6. Laboratory compliance letter for Test Reports No.'s HETI-04-1897, HETI-04-1896A, HETI-04-1896B, HETI44-1377, HETI-02—T095, HETI42—T090, HETI-02-1253, HETI42-17269 HETI42-1728, HETI-02-1736, HETI-024742, HETI-02-1763 and HETI42-1765, issued by Hurricane Engineering & Testing, Inc., dated 01/14/03 and 03/08/04, all signed and sealed by Rafael E. Droz—Seda, P. E. (Submitted under previous NOA No. 05-1116.06) G. OTHERS 1. Notice of Acceptance No. 13-0328.11, issued to Lawson Industries, Inc. for their Series "La Porte 8'-0" Outswing Aluminum French Doors — L.M.I.", approved on 06/06/13 and expiring on 06/05/18. (D � � �-- - Jaime D. Gascon, . E. Product Control Section Supervisor NOA No. 14-0908.07 Expiration Date: June 05, 2018 Approval Date: May 07, 2015 E-3 JE - - _ -- •r - --ter r IMPACT FRENCH OUT -SWING DOOR BILL OF MATERU S DRIr6 PART REQD. DESCRIPTION L-901 LII-090 1 FRAME HEAD 6063-TG ALUMINUM L-902 LII-097 t FRAME SILL 6063-T6 ALUMINUM F,." L-903 M.l1-090 2 FRAME JAMBMB 6063-T6 ALUMINUM L`M4 LU-0% 2 SIDELITE JAADAPTER 6063-TS ALUMIN M L-906 LO-092 2 x panel PANEL TOP L BOTTOM RAIL W63-T6 ALMINUI L-907 LI-091 1 x panel HINGE STILE 6063-T6 ALUMINUM L-903 1.II-094 1 x Panty LOCK STILE 6063-T6 ALUMINUM 8 L-909 LII-093 2 x Penal TOP 6 BOTTOM RAIL ADAPTER 6063-T3 ALUMINUM 9 L-911 LI-093 AS REO'D, VI ROUND ALUM. BEAD - 7/16' 6063-T5 ALUONM 10 L-912 1.II-087 AS REDID 1/4 ROUND ALUUL BEAD - 3/e' 6063-T5 ALUMINUM it FD-624-2 L-908 2 x Panel HINGE LEAF ASSEMBLY 6063-T3 ALUMINUM le VVS-001 TP 3286 AS RE911). Bulb Vbg1 Vts'p.-Tasn Plastics, Inc See Material Composition at Sheet 13 PVS-001 ■ AS REM VTS'P. a TOP/BOTT. RAILS Schlegel FS - .187% X 210'h 14 PVS-002 IAS REOIL VTSP. ! FRAME HEAD L JAMB Schlegel Pit - I071w. X ,3301h. 15 L-910 1.II-089 2 x pawl STRIKER MOUNTING PLATE 6063-T3 ALUMINUM L6 FD-619 FD-619-1 2 x panel STRIKER PLATE 6063-T5 ALUMINUM 17 FD-631 LI-086 AS REVD. GLAZING ADAPTER 6053-T6 ALUMINUM 10 HC-O0l SF-5502 2 x Panel DELTA FLUSH BOLT Cg TOP L BOTTOM OF LOCK STILE) 19 FD-621-2 HC-024/025 1 SET DmR LOCK / DEAD BOLT SET KWIKSET - Series 690T COM 20 1 FD-621-2 HC-024/025 1 SET DOOR LOCK / DEAD BOLT SET SCHLAGE - Series FB350 COMBO FIh621-2 MC-024/025 1 SET DOOR LOCK / DEAD GILT SET DEFIANT - Series 631 COMMA ■ FS-035 AS REO'A Frame Install. Screw - Head (See Notes at sheet 4 of 6) w FS-OM AS REO'R Frame Install. Screw- Jonb/SIU Clew Notes at sheet 4 of 6) K.4 ■ FS-026 8 FRAME ASSEMBLY SCREW 912 X 3/4' PR--PHL ■ FS-012 AS REWIL JAMB ADAPTER SCREW 010 X 3/4- PH. -PM. FD-634 LII-171 AS REO'A 1/4 ROUND ALUM. BEAD - 11/16' 6063-T5 ALUMINM ■ FS-043 8 GLAZING ADAPT. ATTACH. SCREW i8 X 1 1/4' FK-PHL w FS-049 2/Panet Double Rat Assembly Screw 3/8'x2 1/4' Hex Screw L Nut ■ ■ AS REQ'D. NEUTRAL CURE SILICONE Schnee -Morehead SH-5731 ■ ■ AS REQ'D. NEUTRAL CURE SILICONE Dow Corning 899 r32 ■ w AS REQ% NEUTRAL CURE SILICONE Trenca S-500 ■ ■ AS REO'0. Lankated Glass see Pp. 5 DpoM -Senty Glass Plus ■ w AS REDID, Laminated Glass see Pg. 5 Dupont - PVB AS REOT. Lonlrwted Gloss see Pg. 5 Saftex - PVB ■ HC-002 2/Panel PANEL ASS'Y ALUM. PLATE 1 1/2. 2'. 1/8' (6063-T5 ALUM.) 36 a HC-004 Panel Ass'y Full Lenght Rod 3/8111 -200 Rod, Plate, Flange Nut 37 ■ FS-011HINGE ATTACHMENT SCREW 010 X 3/4' PH. / PHI. 38 FS-044SIDELITE ATTACHMENT SCREW 010 X V PH/PHIL. - (17. OC Nax.) 39 HC-006 2PP050BG11/2' KREQ'D. Dla, Hole Plug - Nylon 6-6 MICROPLASTICS - Rockwell M-79 40 HC-007 2PP087BGII7/8' Dla. Hole Plug - Nylon 6-6 MICROPLASTICS - Rockwell M-79 41 HC-010 FLUSH BOLT SAl Plug - Nylon 6-6 SUNCOPLASTICS Inc. Rockwell M-79 42 L-913 LII-086 1/2 ROUND FALSE ALUM. MUNTIN 6063-T5 ALUMINUM 43 ■ a AS REO'G INT FALSE APPLIED MUNTIN 1.25' X .022' STOCK ALUMINUM 44 L-915 FD-623 AS REWD, FRAME HEAD SHEAR PLATE 6063-T5 ALUMINUM - 4' long 45 L-916 1_II-117 AS REO'D. FRAME LOW SILL - OPTIONAL 6063-T5 ALUMINUM 46 FD-635 HC-050 l TWO -POINT FLUSHBOLT LOCK OPTIONAL C FOR */- 76.0 psf DP) 47 FD-626 FO-626-1 2/Panel FLUSH BOLT GUIDE ALUM ANGLE 1 1/2'x I 1/2'x US' Atum 6063-TS 48 FD-627 I'll-627-1 2/Pane1, 2-Paint Lock Bolt Guide ANGLE 3'x 3. 1 1/2'x 1/8' At- 6063-T5 49 ■ ■ AS REOT, Joint Sealant- White Colored 'Purvls Co.' Super Seal 50 FD-638 HC- I I SET LOCK ACTIVE HANDLE L TRINSET ASHLAND NW52OIA-A 51 FD-637 HC- 1 SET MULTI -POINT LOCK ACTIVE ASHLAND OVSIID-STACTS 52 FO-640 HC- 1 SET LOCK PASSIVE HANDLE L TRMSET ASHLAND OW52OIA-P 53 FD-639 HC- I SET MULTI -POINT LOCK PASSIVE ASHLAND BVSliO-STPAS4 54 I'll-641 HC- 12 x panel Multi -Point Lock Bolt Guide NYLON 6-6 Rack -It M state 79 55 FS- I 4/Guide Bolt Guide Attachment Fastener 46 x 1/2' P.H/PHIL 56 FD-642 HC- 1 x Lock Lock Tap Mount Adapter MYLON ADAPTER 57 D-643 HC- 1 x lock Lock Bottan Mount Adapter NYLON ADAPTER 145 1/2' Max Ur t VWth Sidelite Same e..Iw spealas Swing PorNI WNwth we eW Panel Width C 33 13/16' Flax. ) A < 35 3/16' mGx. Y. 1 S' S3 B' T 5' - SEE 3 ALTERNATE MALT AP SHEET •/ \ 25' Max. DLO WMt J yJ 32 p C Z Active Inactive W a� K 6 1/2• O x Sidelite dead bolt x sd / ~_ 140 7/1 we Side lite A D S AT SHRED - 7 3 t3 4 1SEE RELEVATION AT SHEET 1 OF 9 FOR <at sldeUte) t/ 3/4 It 3�4•a 4 OG 4/2' 1tI oa /4 ANCHOR O.C. MAX. SPACING AND LOCATIONS. a ve paneO Inecilve paneU 2. SEE SHEET 4 OF 6 FOR INSTALLATION 3. FSAMEASTENERS HTY A(YNc O PIANOS HEAD &SILL "OXXO" EXTERIOR ELEVATION NOTES 11. gUALIFIES SINGLE & MULTIPLE PANELS (SEE ELEVATIONS). 2). QUALIFIES UNITS WITH AND WITHOUT SIDELLITS 3)). MAIL FRAME SIZE 146 1/2"w. X 95 3/4"h. OXXO 4). BXT & INT FALSE COLONIAL MUNTIN APPLIED W/SILICONE. 5). QUALIFIES SINGLE OR DOUBTS BOTTOM RAILS 6). MAX. DAYLTIE OPENING WIDTH = 25" 7). MAX. DAYLITE OPENING HEIGHT = 83 1/8" 8). SEE ELEVATION AT SHEET 106 FOR MAX. ANCHOR SPACING 9). ALL DIMENSIONS SPECIFIED ARE IN INCHES 10). NO HURRICANE SHUTTERS ARE REQUIRED as wirplymi; wiUi the Florida t��7 AcceptECode 0.O/ Aoeptlncp N . L[C 1 5' zil. 9eme anchor sl k L creme Saad & s{{IICL NOTES: 1). THIS PRODUCT IS DESIGNED AS PER 2014 FLORIDA BUILDING CODE - 5th EDITION. 2). GLASS MEETS REOUIREMENTS OF ASTM-EI300 AS PER CHAPTER 24 OF THE FBC 2014 CODE. 3). 1X OR 2X WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOAD TO THE STRUCTURE & TO BE REVIEWED BY BUILDING OFFICIAL. 4). ANCHORS SHALL BE AS LISTED, AND SPACED AS NOTED ABOVE AND ON DRAWING DETAILS. ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. 5). SEE NOTES 0 SHEET 4 OF 6 FOR INTALLATION FASTENERS TYPE. 6). ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL LIMITATIONS: 1). MAX. DP - t86 PSF W/ (4) Surface Bolts & Glass Types A, B, C & 0. (SEE LOCATION DETAILS 0 SHEET 3 OF 6) 2). MAX. OP - t76 PSF W/ 2-Point Lock (active)+ (2) Surface Bolls at Inactive 3). MAX. DP - t76 PSF W/ Flat Sill & must be used where water infiltration is not required or opening is protected by overhang ratio greater than one. 4). MAX. DP = t86 PSF W/ Multi -Point Lock (1-active)+(1-passive) at Inactive Revised t Noes: T ,1 T,RT� 0 7B T Ree1■ed W comply w FBC2004-11/01/05 /L1L/-I�9I FB4/BY/ 1�\7!/ 8501 NW 90th St. Revised to comply w/ FBC2007 & added MEDLEY, FLORIDA 33166 4t Insulated Glees 01/22/LO INDUSTRIES N (305) 696-8660 Ashland Mutt -Point Leak 01/27/11 YANUFICTURSR OF QUALATT AIA/Y7NUY WINDOWS AND CLASS DOORS IL tiRevised to comply w/ 2010 MC aw cwe Fd cwo n.s ahe"ry+ sm4..prora rlw,v LV."~ Revised to Cam I w 2014 [+BC NOA APPROVAL NRAC7 FRFNCM DOOR 1 OF 5 U� ""`"°'" Nelson Eraza o1/ie%i6 "La Porte" Impact" French Out -Swing Door •..w.. Nelson Erazo /20/12 MI PW 110 7/8' Nox Wt V th Swin SEE ALTERNATE gH SHEET Pa �OPfIONS AT C 35 3/16" nax a Pt s 1 11 A �- II I i Hoz �2DL0 Vidt N D N I II .. ILlm� 11 H and Ptive 40 II- :lt- H - Ply Y I "OXO" ELEVATION r l J `-�TEAT�SHFET T 73 3/16' Nax Vnit Vldth SEE ALTERNATE Swing OPrDNS AT SHE P*.In VkTth a oT 6 f 3 3/Ib' nax. A VI S ti L � m� I II. FII HII p �L I II xQ =M II pinactive f w i `d II s° m a' Active %� �I VI S m >i INi� I I D 145 I/2' N.x Wt Math SEE ALTERATE BOLT Sidellte o aONS AT SIEEf Sam < 33P13/11633 3%I6nax. 7 Nex.� A: ~ DTI/ V L LI a 9, AA II i$� II I cll tie S� w 2 Acts II EL i SEE ALTERNATE BOLT O�I�Ns AT SHEET "OXXO" ELEVATION ANCHOR NOTES, 1. SEE ELEVATION AT SHEET 1 OF 6 FOR ANCHOR O.C. MApX. SPACING AND LOCATIONS. 2, SEE SHEET 4 OE 6 FOR INSTALLATION FAS 74 1/2.' Nox WS Vklth 38 5/B' %x 38 5/8' Hox _ 8pL Wt VWth gEE AL �A g Unit Vltlth to SEE A OP71 �SEiEEf TOPIIO SEAT SHEE T Idth XX�1 a or a �ilf a or s ' max.. 1 1 y (A t Vldt II I N II I N D/ F Z; LL C II =Q=q N- a d dt e Aoj[ve \L ai Act' / 11RAIL OH mx 11mF H i L/r ® p D I' E �OPiIONS AT SNEEf T _SEE ALTERNUTE BOLT 8%, &SgAtT OP1A T TIONS AT SHEET "X}C" ELEVATI3 f 6 "OX" ELEVATION 3 of 6 r'X" ELEVATION a aT a "0" ELEVATION APPROVED CONFIGURATIONS NOTEc• 1. ALL ELEVATIONS ARE A GRAPHICAL REPRESENTATION .VIEWED FROM THE EXTERIOR SIDE. 2. FALSE COLONIAL MUNTINS ARE APPLIED W/ SILICONE AND ARE AVAILABLE AS OPTIONAL 3. PAN ARE A�VAI M LE�WS H SINGLE BOTTOM RAIL 4. OUT -SWING DOOR WITHOUT INSECT SCREEN. 7 grnRWhln9pRDD=RHVMRD lWa UuBdinE Chda mO �OB•o Bllpp7� A.oaprwleallo RAIL gOpalrol . . �5225 Revised to eompb w/ FDCt0O7 t added •� * Insulated GIw 01/22/10 *A.K1,nd IAult+-Polnt fact 01/27/11 ±� wised to eomrlr ,./ 2010 FBC foF �� Rcvl.ed to aamptr wl 2014 r8C w : "2 d ""Ar•e m. s.a e > fj,0•`a�a``� At.un s♦r N6Lon Iham D� � 0 Nab. It. 81/20/12 'LaParta' DIP= rRRMCH OIISSRING DOOR - DESIGN LOAD CHART PARS. CRT ACTUAL (INCHES) KUM= or 1NCHOPS /AM DP SLABS TYPE 'A' & 'E' +/-(Pw) PAM ACTUAL DP ( PSr ) GLASS TYPE 'a' +/-(PSF) GLASS TYPE 'C' +/-(P9Y) CLASS TYPE 'D' +/-(P8r) 1107E • Imort • PDITR • 101/4' 16 1/4' 22 1/4'. 28 1/4' 301/4' 34 1/4' 77' •C> 3 to" 11 3/16' ±76.0 ±76.0 ±76.0 3 +86A 17 3/16' ♦76.0 +76.0 +76.0 3 ±96.0 23 3/16' . +76.0 +76.0 _±76.0 S ±86.0 129 3/16' ±76.0 ±76.0 ±76A 3 06A 31 3/16, t76.0 ±76.0 t76.0 3 ±B" 33 3/16' +760 ±76.0 ±76A 101/4' l6 1/4' n 1/4' 28-.1/4' 301/4' 34 1/4' „93' '-N(6>av 6 ±86A 11 3/16' ±76.0 ±76.0 ±76.0 6 +86A 17 3/16' *76A ±7G0 +76A 6 ±06.0 23 3/16' ±760 ±76.0 ±76,0 6 ±86A 29 3/16' +76.0 +76.0 ±76.0 6 ±66A 31 3/16' ±76.0 +76.0 r7" 6 +86A 3S 3/16' +76A +76.0 +76A • Q PAREI(Oz RHOM,ATES / Oi ANCHORS AT ERA1E UNB. , -.- - NW 90th L ON MEDDLEY, FLORIDA1 � 7 I33166 (305) 696-8660 AUyWACH7AER or OOAUrr ALUMMUY FMDOr3 AND QUSS "AS - A-" - a..a AYM arrswar srrlw/D+s aa..s OA RWAL INTACT f11O1C11 D0011 _ SOT a "La. Porte" Impact" French Out -Swing Door FD-2003 Ir+rAwx AAw� - •—+r vti . r 1 1/4' -3/16' TAPCON W/ 1 1/2' MIN EMBED. (SEE NOTES BELOW FOR SPACING) WOOD a" MAX SHIN TYP. MULLION SldeUte DLO Width Panel Width MIN TYP O O TYP 18 Active QTT1010R Btlt Ofltnu OWN Inactive Active Inn.tIV, r 18 18 E3 L am LACK STUBS WITH FLUSH BOLT LOCK STILES 1IITH TNO—POINT LOCK & FLUSH BOLT INTERIOR SIDE EXTERIOR SIDE SILL Height �• ' '''' : }' MIN EMBED. INTO i /`1 3500 PSI COMIC. (TYP.) 5/16' ELCO TAPCDN V/ PRODUCT REVISED 1 1/4' 1 1/2' MIN EMBED. . aamplylilt"idl the (MIN. EDGE DISI.) (SEE SHEET 1 6 OPQ�(o� A FOR LOCATION AND SPACINW� o u au B2 OPTIONAL - DOUBLE RAIL DETd BOTTOM M� W ads thoduct( 3/16' TAP= W/ 1 1/2' MIN ENDED. INTERIOR SIDE 1 x MT.) WOOD BUCK SEE ELEVATION. AT (SEE NOTE 3' SHEET 0 SHEET 1 OF 6 FOR LOCK STILE 3 4 3 20 21 15 16 MULLION JAMB 46 7 Active 7 macaw 6 12 8 38 17 Side. —TT 12 3 36 Edge IN., 17 12 18 9 10 14 9 10 14 i l 1/4' OEYTERIOR SIDE O C2 MAX SH "OX—j UNIT WIIDDTH MINIEMHE I (TYP') TWO —POINT MULTI —POINT MAX. OP - t76 PSF MAX. OP - t88 PSF OPTIONAL LOCK DETAILS ale tie Active Inactive OPTIONAL BOLT ♦ TOP RAIL Active Inactive lea a 18 OPTIONAL BOLT 0 BOTTOM RAU, < SEE DETRIL E! FOR MOUNTING LOCATION ) FLUSA BOLT &.- TWO -POINT LOCK LIMITATIONS: 1). MAX. OP a f86 PSF W/ (4) Surface Botts & Glass Types A. S, &.C. 2). MAX. OP = ±76 PSF W/ 2-Point Lock (active)+(2) Surface Bolts 0 Inactive • '•,'.. Revised to comply w/ FBC2007 k adder O 55225 •;;` Insulated Glue 01/22/10 * Ashland Mull -Paint Lock 01/27/11 _ Revised to -comply w/ 2010 FBC (} Ai E: OF �• Revised to comply w 2014 FIG �!j''J •• �" ,��'. R.,b•d aiF Nelson Daze Nelson trazo 01/20/1' P1 �httL�E6N�4k sw.: DATE____ ANCHOR NOTES: 1. SEE ELEVATION AT SHEET 1 OF 6 FOR ANCHOR O.C. MAX. SPACING AND LOCATIONS. 2. ?ME 4 OF 6 FOR INSTALLATION 5 1 ttTt E0E ORAIfOR 8016 5 13 45 (*) OPTIONAL SILL 12 I/Helghtl �`e•,j•..�. 4..1 �' MIN EMBED. INTO ' 3500 PSI CONC. (TYP.) 5/16' ELCO TAPCON V/ 1 1/4' 1 I/2' MIN EMBED. (YM. EDGE DIST) 23 FLAT SILL NOTE: DOORS 6 SIDELITES WITH THIS SILL TO BE 95 I/4' MAX FRAME HEIGHT. THIS TYPE OF SILL IS LIMITED TO +/- 760 p.P DESIGN LOAD AND MUST BE USED WHERE WATER INFILTRATION IS NOT REQUIRED OR THE EXTERIOR OPENING IS PROTECTED WITH AN EXTENDED CEILING OR ROOF OVERHANG GREATER THAN OR EQUAL TO THE HEIGHT OF THE WALL WHERE THE DOOR IS LOCATED. L S ®1 6' MEOLEYWFLORIDAt 1 / I33166 DU I !3 C. (305) 696-8660 MANVYACT UR8A Of QU"Jff ALUMLWU 117, DOR'S AND CUSS DOORS me Ctvu NI C1a.0 pod h4Pwy, T.r4�/1fe44 fMn fM.L• IOA APPROVAL IN ACT TRENCH DOOR .1 OF 6 "La Porte" Impact" French Out —Swing Door v.:.e.. xl ,, ._. v N,.,u..: FO-2003 1 w4Asn t , G M N 5/16' TAPCDN W/ SEE BEMOW FOR SPACING INTERIOR SIDE 1 (P- T.) WOOD BUCK 3 CSEE NOTE 3, SHEET 1) 3 AMB 19 20 21 LOCK STILE JAMB h :+? ::• r 46 29 30 3t 6 23 ' 39 6 7 Active 1 36 7 1! •�Y'•• ;Y. �•'.. Inactive 1 1/4t•` •i 1 1/4'+• fDe[. EDGE gSLJ':' 7 17 18 9 1D 37 TYP."..,, ..; 11 12 O � O NAX SHIM (MN. EMBED.) UNIT WIDTH MIN EMBED EXTERIOR SIDE (TYP.) s v.• .ix ms TYP. 5/16' TAPCDN V/ 5/16' TAPCDN W/ 1 1/2' MIN EMBED.1 V4' BIN. 1 1/2' MIN EMBED. �..,�.�„�.. .SEE NOTES FOR SPACING) ED57yP SEE NOTES FOR SPACING 19 20 `s ( }• '.. IC P.T. WD. 1 1/2' MM '`�' •��',� 1 x (P.T3 WOOD BUCK 29 JO 31 MIN. EMBED ''+f-><::::!NOTE 3 EAET Ty D' - •`�'" "' CSEE NOTE 3, SHEET 1) TYP SHEET () TYP ./. 1 F _ —7 Active 1 1/4' MAX. 1 1/4' MAX? SHIM TYP. HEAD $HIM TYP. HEAD 2 44 9 1 O13 2 Al 13 1 x (P.T.) WOOD BUCK (SEE NOTE 3, SHEET 1) 03 INTERIOR SIDE 19 20 21 LOCK STILE JAMB _ O`" _x u O LIMIT WIDTH EXTERIOR SIDE LOCK STILE 3 4 21 MULLION/nmRIOR SIDE 8 12 8 EYTE RIOR SIDE 36 SMeIHe y Attach.ent Scree 5 t 6 Scsws 0 each sRM of Jessbs, 16 - 12 total per $Wltq ) 9 31 INTERIOR SIDE 50 51 F- PRODUCE REVISED ~ = 9 1 LAM AT GLASS 0 B sls semplyhg with the aside 34 W s- HWI[Ilsj tbd0 C EXTERIOR 3IDB AoxplanuNo 'O Active 7 j 4 nnTmOR SIDE — eo4 PledoelCbinrol A 1l. s. 1 .. oe 17 EXTERIOR SIDE 15 EXTERIOR SIDE Uku 5 Inzy- 2 5 2 PRo1E9rmfiee` ENGINEER 13 12 13 12 L 23 � B 1 23 2' SILL':; Heu t SILL �`iieghit 'r • • �.:'r '4 •1 }' MIN EMBED ••y "'� '4 I }'.MIN EMHEII TO ' IN 1 ^�'�; :..j �,:. • 0 1}. TYP ,' : �•i�;:�' •) .� . • •i` '.i• 3500 PSI CONC. `5/16' ELCO TAPCDN V/ (TYP.) 1 1/2' MIN EMBED. 1 1/4• 011M. EDGE Off•) (SEE SHEET 1 OF 6 FOR SPACING) (Me(• EDGE DW) O IN'IMOR SIDE C Inactive -5/16' TAPCDN V/ 1 1/2' MIN ENDED. SEE ELEVATION AT SHEET 1 OF 6 FOR SPACING INTERIOR SIDE •. LOCK STILE 3 19 0 2t f, 9 r18 I 7 Active 511 �•',:� ' TYP. // IMR! titBEO.) 12 1 1 G 2 2 d T. EXTERIOR SIDE 50 51 Q INTERIOR SIDE I LOCK STILE I EXTZRIGR smI G3 3 INST TT.ATION FASTENERS NOTES• '1X RUCK' MINIMUM REQUIRED FASTENER L6'w=TLN HEAD:. 5/16' X 3 1/2' Long TAPCON(•)) JAMB: 5/16' X 2 3/4' Long TAPCO 1? MULLIONS: 5/16' X 2 1/4'. Long TAPCON(•) t•1 TAP['ON BY 'ELSO ULTRACON' '9X IMP MINIMUM REOtflRFn FASTENER FNGTH JAMB; 3%1 e' X 2 1/4"9 ng TA CON(•) MULLIONS: 5/16' X 2 1/4' Long TAPCDN(') 01 TAPCON BY 'QIZO ULTR►CON' AT SILIL V16' TAPCDN w/ 1 1/2' MIN. EMBED. INTO 3500 Psi GONC, MIN, NOTE: AlI FASTENERS W/ 1 1/2' MIN. EMBEDMENT, 1 1/4' Mltl EDGE DISTANCE As 1/4' MAX, SHIM SPACE ANCHOR YIELD STRENGTH Fy-155ksl ANCHOR ULTIMATE STRENGTH Fu�177ksl • AIL TAPCDN LENOT89 'L' BPICQIED ARE IMMO S ( 893 MWATION AT 911H8'1' I of 6 POR ANCHOR MAX SPACING AND LOCATIONS ) I- ReviseNot. 6501 NW 90th St. L14 W S 0 N Revised d t p aampl► w PBCE004 -I1 01 06 �' Revised to comply w/ r1liT A: added add MEDLEY, FLORIDA 33166 * 5 insulated slew 01/22/10 (305) . 696-8660 Malt -Point Look 01/27/11 MANUFACWRER OP 0UWff ALUMMAT Wl)=WS AND OLSS DOWt9 Revised to comply w/ 2010 EBC tV Z Revised to oom w 2014 nC NOA APPROVAL BRACT FREW DOOR 4 or s Y A"'""" Nelson Eraso 01 Ie a "La Porte" Impact" French Out -Swing Door w..w Nelson Rruo AW Dn 01 20/12 a` W a.L., AW AenMn aaW.w A1e.•w, FD-2003 Rw4tw Lw4 G r- _ _ _... M z be SSCLIT[ AnAOKM Nmv¢ I�[� . a 1/4 salrvt sax INTERIOR SIDE ,e . 1• PIL/PIOL. ASSOSLY wave on -.....� —__ 17 Glazin{ Adapter Closing Depth INe • e/4• FKJ"Q . / HFATIEMTRP FACE UP - -- -\ Lnuluated Glum `- by Dupont or 3olutle. INTERIOR SUR mM JAe Type, A7, B' or 'C' S1DELITE/Will ATTACHMM DETAIL (SEE TABLE v/ CORRESPONDI FRAME ASSEMBIL LY DETAIL GLAzDm; TYPE a DEswn 1 4 Round �O Lax= ''4 9 10 � � Amas sEXTERIOR SIDE ° GLAZING DETAI SILL SEALANT DEfAII. L 1111 AM HOURS TO BE WJLU SIMILAR TO SILL le .111 -.1 ➢mt NU WnvEfam TRIM I VS, KO,E ATTA[MO1T D[PTN LUG �— 414 4P en . a/4• FNMPIm. i HINGE ATTACHMENT ` ' II �1 DETAILS AOIiiS NOI,s In HINGE LEAF TO MOOR ' 1 STPLC NOTION MINES ATTAIMMIN SCREWS 31 HEX MIT AN, VAN 1 us . s/v PM/PMa. PANEL ASSEMBLY DETAIL Access 16[ cam BOTTOM LEFT JAMS ,14 SHS OR SELF DRILLING SCREWS INTO METAL STRUCTURE 014 SMS IIR SELF DRILLING SCREWS IN70 METAL STRUCTURE (SEE NOTES FOR SPACING) P-{qN EDGE DIST. III.- 11 (6p 3-TS IN.) <SEE NOTES FOR SPACING) 1 MW EDGE DIET. ..I I (fy aG36MKS1 NIA.) ALUMINUM TUBE MULLION STEEL TUBE OR COLUMN __ e__ REFER TOPR 1I REFER TO APPROVED s•LL --� (STEEL W TANTACT V/ ALLK (S BE PLATED OR PAINTED) FAINTED) 1/4' MAX. SHIM TYP. 1/4' MAX. SHIM TYP. INTERIOR 10 Clash; 5/15' Laminated I (SEE TABLE W/ CUtRE GLAZING TYPE a DESCI Air Specatlated / 1/8' Temp*Chas- ft— Sees SwIMp1E�R w '- 7GIazfn{ Baad smack - I/ Pule, 812-25H- FG357 1 1/4' HIM 5/16' ELCO TAKEN W/ EDGE GIST. 1 1/4' MIN EDGE D[ST. I I/2' HE EMBED. L.TYP-{ 5/76' TAPCON V/ iTP (SEE NOTES FOR SPACING) MIN INTO COME.r THOMAS I. SOTOS ` I ISEE2' EFUR SPN PROFESSI ENGINEER \1] . bH 1 1/ <CONC. TO BE 3 KSI MIN.) ``.� • 1 „Z. 2 K <GOD P.T.) UCK (SEE GEN. NOTE B3> , r ; • •S'• /� (MN a D.l: (MIN mom ���, (.`• .US) i • `� 225 MAX. SHIM TYP. 1/4' MAX. SHIM TYP. NOTE - UP IONAL INSTALLATION TO DOOR FRAME DETAILS MAY APPLY (JAMETYP )AND/OR FRAME HEAD, FRAME INSTALLATION OPTIONAL DETAILS 9 TE Or- S DATE___ _ EXTERIOR GLAZING DETAIL # :mT Ste[ `_ CIO Tau] vu•<� IrJ�(Ic (w AOM xl�s end IrAenMG �� L-n%] 1 N10 J (^Ib•HL0�1 11 HINGE ASSEMBLY DETAIL #FD-624-2 GLAZING TYPE & DESCRIPTIONS .455' 0 A Laminated Glass by Du ont - Glass Type 'A' frflt DP9CRUT10N �l'ALL 32 1 3/16' Amealed ¢ AW BMPont SIT interla er 3 3/16' Annealed e4aa• .340' 0 A Laminated Glen by DUvont - Glen Type B' r= IDUA11 33 1 US' Anted uw 2 ABY SMPMt PV3 le"'U Am hems .340 0 A Laminated Clan by So IS - GSap e C MIM DBACagnm DYAD. 34 1 l/3' Neet-Strerpthened Olos aSN' 2 SaHe. PVB i+teRleysr 3 ... Heat-Striniatharud Glass GLAZING TYPE & DESCRIPTIONS .340 0 A Laminstad Glum SoluUa - GLu, e D 17111 ON DRAM 1 1/6' Heat -Strengthened As ASAP SsNeX PVB Interls y4, e 3 L/V Heat -St --hared Glace 1 U4. OISTAATEO Vim eAla' 5 1/B' TEMPERED GLASS .340 0 A Laminated GIs= by Solutia - Glum TjTe f= DEBCRD77ON OSfAO I 1 1/0' Heat-Stnngthrned Glass ® y4, ¢ Ais• DPmt srP IstrnNs 3 1/0' Hoot-Strength—d Glass 4 1/4' INSULATED AIR SPACE sae• . 5 1/6' TEMPERED GLASS 3 '.ODUCP REVISED complying wish fe Flofida lildlog Code No Code* Tut O Z 8 L Noted: �/�% LA {/{/ to comply w FBC2004 -Il d05 d to Comply w/ FBC2007 k added 9 F MEDLEY, FL.ORIDA133166 7 Glass 01/22/10 f3I N1 (305) 696-8660 Mult-Point Loop 01/27/11 ALLNUAACTURSR OP QULIAT ALUMINUM VINDOIS AND CLASS DOORS to comply w/ 2010 FBC `v (T.Lr: F.re ewH reed (14Sa•Y• s..r../I(w L IMne 5"". to Comply w/ 2014 FBC NOA APPROVAL IMPACT I FRENCH DOOR S OF a A Nelson 8ra20 Da4 CT.a: 0l/10/15 "La Porte" Impact" French Out —Swing Door Nelson Erazo 01/20/12 e.w, aA.S. P 11 N_ n..L•W 1NeLLaLr: FD-2003 s.a.fen cH.a G I M Z .� d ai J STEEL D. 3TE OD. 56 TOP GUIDE' 3/0• D.D. STEEL DOLT T� Gl1I0E 56 3� 3, 1 1/2 .076 -11- .1 .875 ;�54 -1- I ii 1.259 1 "IF'-.078 II .050 .460 .986 , 1 � I .909 I 3.5 I I 1.- 4.500 1.750 687 •065 .096 1.750 .074 •127 gg FLUSH BOLT AND GLAZING ADAPTER /L-910 QUARTER ROUND 26 (tl/18•� BEAD HI PANEL HINGE STILE I O FRAME HEAD g y B 49 TWO -POINT LACK ANGLE GUIDE #FD-634 O DEL - 1.812 -I - 119 730 .060 726 3 s ]� s @ #FD-627-1 I 4.197 l.500 r .124 2.031 HINGE LEAF li pL-908 .908 QUARTER ROUND 10 HEAD •098 1.750 .075 1.250 I .100 _f .064 •064 2.00D 1 yL-912 #L-91 - OJO I� .060 r-6 INACTIVE -PANEL FLUSH BOLT 5.05 PANEL LACK STILE O #L-906 O FRAME SILL 11L-902 ANGLE GUIDE .635 1.75 -I I 1.750 -1 I I I.e1a --I .063 F 1 1/2 LONG #FD-625-1 D.65 .808�-I MULTI -POINT LOCK ACTIVE MUL71-POINT LOCK PASSIVE 1250 O QUARTER ROUND (1/4-) HEAD yL-911 .072 125 .066 214 7 p," of 2. + A45 42 HALF � r--16zsLOCK -ILo.19e O �R 4.000 .072 go .065 /L-913 /L-909 JAMB ADAPTER O 1K O 0 0 l 1/2' .09 DH2 IDD T /L -904 Cem -Teem Plsellos Inc. loD 50 51 52 53 3IDELITE PANID. L ALUMINUM PL►TE L 1.812 ld Non FPV'C Sleok and No.7200.73 1. F Black PHYSICAL ASTMNO. 35 2' LONG Du..dalledo.a'A•,10- 75 D2740 ' /HC-002 Spm%Si,= l4 a792 7Eu0e Stragm,PST D63t PANEL TOP @ I 0.079 Ike F-- 4A66 -� ACTIVE HANDLE t TRIMSET g PASSIVE HAIIOLf M L T�SET :..0 URIm ftElmptcq% 340.0 DG1t No6Am®100%E7mpYm,PS1 765.0 D67t O BOTTOM RAIL /L-908 O FRAME JAMB FRAME HEAD SHEAR PLATE O �! &Itkaet •31.0 D-746 #L-903 /L-915 YNN. Compound No. 7257-75 Q NOTFP $ 1. ALL DIMENSIONS SPECIFIED ARE IN INCHES 2be9 .SOO PHYSICAL ASrid NO. Y IAwmaerarkpS'A`,10ao 75 D4Z00 So h 1u A40 2. SEE ELEVATION AT SH68T 1 OF 6 FOR le WOO mpg a holDe Strmtt4,PSl 1640 D-0t ANCHOR O.C. IIAE. SPACING AND LOCATIONS I n� UIEm.b ampHmt% 325.0 D-631 7610 D-0t ROMKTREVISED F1 a his e S MMuba@-100%E7mp4m,PS1 I tk;t 30.0 a746 carepl7ins with • cptwCade f� ( O AaeptslmoNo FRAME LOW SILL_ 45 /L-918 a /�����,�vpp clLi�•�J f 1 NOTE. 6 TO DETAIL '113' AMID I PROS MA �EADDITIONAL NOTES L�INITATIONS. d� ©G�IIIDE ICAI�TOE�® I ♦ .. ♦ ♦♦♦ .• •\ •• -•N ••• ��i Revision Notes T (•�/ O ]� T \J 1 \tl/ 8501 NW 90th SL L 4 to ma • rBCEOW -11 Ot 06 • 225 Revised to oomph v/ nCE007 k Added // MEDLEY. FLORIDA 33166 „ 3/8' D0. STEEL -T 31W OA STEEL BOLT - 5 dr F * � eted Glen 01/22/10 klend Mult-Pcdat Ingk 01/97/Il (305) 696-8660 XMITACM"It OP QUAMPP AUUINUM WINDOWS "D Gun Amu Optional Multi -Point Locks �TAVlESt 3TUL BOLT a5 1n vta• O.D. SSS c./- ?" mn <n yr MD. SSS W- SU P.n y�[ ; a � `+ >' OF : �: ReaNd b oomph w/ 2010 PBC eased to complyw P814 FBCOPTIONAL Ar M M O're lfee O.bewer a.l N DO n.. rANltr tat wAa iREYCM DOOR a or e Nelson Era" of le 15 "LaPorte" Impact" French Out -Swing Door 0e.0 per DP) 48 0 POINT LACK LACK /HC-050 18 INACTIVE -PANEL FLUSH BOLT /HC-001 S.� Ht�.aga♦.♦ ♦ IPP, Active Lock ASHLAND YW5110-STACTS Passive Lack ASHLAND YW3II0-STPAS4 a- Nelson Erase � v Ol/EO lE HANDLE t TRIMSET ASHLAND YW52OIA-A HANDLE k TRIMSET ASHLAND YW5201A-P a"" n•Le• ^^ N nei" ° "`O �'"�"' FD-2G03� rM+e C 78.0 pal DP) .S^`�� PIiAKS1itlV1� DATE- MIAM1•DADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.ntiamidnde.goyleconomy Clopay Building Products Company 8585 Duke Boulevard Mason, 01145040 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section 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 Section (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. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: 2" Steel Pan W6 DP36 Sectional Garage Door up to 18'-2" Wide w/ Optional Impact Resistant Lites APPROVAL DOCUMENT: Drawing No.104761, titled "2" Steel Pan Doors 18'-2", sheets 1 through 3 of 3, dated 11/08/2012, with revision 03 dated 2/2015, prepared by Clopay Building Products Company, signed and sealed by Scott Hamilton, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: A permanent label with the manufacturer's name or logo, manufacturing address, model number, the positive and negative design pressure rating, indicate impact rated if applicable, installation instruction drawing reference number, approval number (NOA), the applicable test standards, and. the statement reading `Miami -Dade County Product Control Approved' is to be located on the door's side track, bottom angle, or inner surface of a panel. 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 # 12-1205.08 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No 15-0225.11 Expiration Date: April 11, 2018 Approval Date: May 7, 2015 Page I fat1y�t5 S M = Clopay Buildina Products Company NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. 104761, titled "2" Steel Pan Doors 18'-2", sheets 1 through 3 of 3, dated 11/08/2012, with revision 03 dated 2/2015, prepared by Clopay Building Products Company, signed and sealed by Scott Hamilton, P.E. B. TESTS "Submitted under NOA # 12-1205.08" 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Large Missile Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 4) Forced Entry Test, per FBC, TAS 202-94 5) Tensile Test per ASTM E8 along with marked -up drawings and installation diagram of 18'-2"x 8', 25ga steel garage door Model 73W6 with windows, prepared by American Test Lab, Inc., Test Report No. ATLNC 1113.01-12R, dated 02/18/2013, signed and sealed by David W Johnson,P.E. 2. Test report on Salt Spray per ASTM B117 of painted G40 galvanized coated panels, prepared by Stork Materials Technology, Test Report No. 30160-04-63365, dated 01/26/2005, signed by John D. Lee, P.E. C. CALCULATIONS "Submitted under NOA # 12-1205.08" ' 1. Jamb anchor calculations prepared by Clopay Building Products Company, dated 11/30/2012, signed and sealed by Scott Hamilton, P.E. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 13-0717.01 issued to SABIC Innovative Plastics for their Lexan Polycarbonate Sheet Products, approved on 11/28/2013, expiring on ' 07/17/2018. F. STATEMENTS 1. Statement letter of code conformance with the 2010 and the 5 h edition (2014) FBC issued by Clopay Building Products Company, dated 02/18/2015, signed and sealed by Scott Hamilton, P.E. 2. Statement letters of code conformance to 2010 FBC and no financial interest, issued by Clopay Building Products Company, dated 11/30/2012, signed and sealed by Scott Hamilton, P.E. "Submitted under NOA # 12-1205.08" Carlos M. Utrera, P.E. Product Control Examiner NOA No 15-0225.11 Expiration Date: April 11, 2018 Approval Date: May 7, 2015 E-1 1141 4 MODELS 24 GA SHORT 24 GA FLUSH CLOPAY 84A, 94 98 HOLMES 48, 48B -- IDEAL 4RST 4F D tA T—SIJP!/T. U—Q4R. n =C1 ,,".. O T—STRUT. w °o C� T—STRUT. U—R4R. T—S7RT/T. i 1 �I A/ 11110 // II II/r DOOR HEIGHT N OF SECTIONS UP TO 7.0' 4 713' TO 8'9' 5 9'0' TO 10'6' 6 10'9' TO 12'3' 7 12'6' TO 14'0' 8 14'3' TO 15'9' 9 16'0' i 10 MAX SECTION HEIGHT: 2V DESIGN ENGINEER: SCOTT HAMILTON. P.E. FLOW LICENSE No. 63286 4w 4 y ONE INTERMEDIATE STILE BETWEEN EACH EMBOSS LOCATION. ATTACHED W/ TOG-L-LOC (TOP & BTU) AND URETHANE ADHESIVE (ALONG CENTER). Y/ / II II 0 ,. II II Y/ Z1 1 SHEET- REVISIONS 1 OF 3 REV. NO. ZONE: DATE: I ECN NO. I APPVD: DESCRIPTION 03 - 2/2015 1 - I SH I ADDED CODE COMPLIANCE STATEMENT. IMPACT —RESISTANT CONSTRUCTION: SOLID DOORS (NO GLAZING) OR DOORS WITH OF -TONAL IMPACT -RESISTANT GLAZING ARE OPTIONAL ROW OF IMPACT -RESISTANT GLAZING. IMPACT -RESISTANT. OPTIONAL 94RCTION-MOLDED POLYCARBONATE FRONT FRAME AND MAX. GLAZING SIZE IS 1B--1/2" x W. GLAZING IS GE LEXAN SLX2432T, AN APPROVED CC2 PLASTIC IN ACCORDANCE WITH GLAZING IS INJECTION MOLDED GE LEXAN IBC/F8C 2606. SLX2432T, AN APPROVED CC2 PLASTIC IN THE ENTIRE DOOR ASSEMBLY INSTALLED IN COMPLIANCE WITH THIS SECTION MEETS THE ACCORDANCE WITH IBC/FBC 2606. WIND LOAD REQUIREMENTS OF THE FLORIDA BUILDING CODE AND INTERNATIONAL BUILDING SEE SECTION B-B FOR ASSEMBLY DETAILS. CODE AND IS LARGE- AND SMALL -MISSILE IMPACT RESISTANT. (GLA2INC SHOWN IN INTERMEDIATE ccrnnN 1 11 ­e—I..I .0 — crrTIAM VIEW "B' (SEE SHEET TWO) VIEW "C" (SEE SHEET TWO) -16 GA. END STILES ATTACHE( TO DOOR SKIN WITH PATENTI TOG-L-LOC SYSTEM (TOP, BOTTOM & CENTER). ATTACHED TO TOP AND BOTTOM RAIL WITH PATENTED TOG-L-LOC SYSTEM. -TWO POINT LOCKING INTO TRACK. L--r•-A III- OPTIONAL OUTSIDE KEYED LOCK POSITION (2) LHR TOP BOTTOM BRACKETS USED AS INNMAX. DOOR WIDTH - 18'-2" (1) 3-IN ROLLER CARRIER (P/N INSIDE ELEVATIONS 0120394) USED WITH 3- TRACK. SNAP LATCH ENGAGES OF OPTIONAL VENTS. TOTAL VENT OPENINGS: 60 IN' PER VEHICLE. ONTO VERTICAL TRACK. SECTION B-B (IMPACT -RESISTANT GLAZING _O_PTION % DETAIL 'D' OPTIONAL DECORATIVE 2z5 �• MULTIPURPOSE HIGH BOND TAPE SNAP -IN INSERT. (BETWEEN FRAME AND FACADE). N- DECORATIVE FRONT FACADE. E / STRUCTURAL SILICONE SEALANT (BETWEEN STEEL SKIN AND FRAME). IMPACT RESISTANT ONE-PIECE INJECTION POLYSTYRENE RETNNER FASTENED TO FRAME WITH MOLDED GE LEXAN (10) d8 X 3/4" PAN HEAD MACHINE SCREWS. SLX2432T FRONT FRAME & GLAZING. ■ I ONE SNAP LATCH ON SLIDE BOLT LOCK EACH SIDE OF DOOR. END ENGAGES INTO STILE. VERTICAL- TRACK. ONE LOCK ON EACH SIDE OF OUTSIDE ENDDOOR. KEYED STILE. HANDLE. INSIDE SLIDE BOLT INSIDE HANDLE I OCK OPTION. OUTSIDE KEYED LOCK WITH SNAP LATCH LOCK OPTION IN IN END STILE. OUTSIDE B HANDLE. LOCK BAR ENGAGES IN TRACK ON EACH SIDE OF DOOR. OUTSIDE KEYED LOCK WITH LOCK BAR LOCKING. THIS PRODUCT CONFORMS TO THE PRODUCT REVL4PD REQUIREMENTS OF THE 2010 FBC a amW1ysm .11ado Fwm AND THE FIFTH EDITION FBC. qdIAYwOm& AOMPMAE No DESIGN LOADS: +36.0 P.S.F. & -42.0 P.S.F. PART NO.: N/A A UN— Stated Ome..me Cl 8555 Duke BoU""'d VINDLOAD RATING M. DN 0 USA opay TOLERANCES o.e -77 770- ID P 3 6 Br .0 - -T .031 Butd" PI A.IS Compaq F.. — 513 W .00 = 2.015 DESCRIPTION: 2" STEEL PAN DOORS 18'2" (SEE TABLE FOR MODELS) .000= d:.005 000 = t.001 DRAWN BY: SH .DODO DATE: 11/6/12 SCALE: NTS DWG. Degrees - t 1/2' CHECKED BY: SH DATE: 11/8/12 ISHEEY 1 OF 3 SIZE UMe Sorted Otee..ae DIMENSIONS MEIN n Ls DWG. NO.: 104761 VER: MD 1 71 CI 13' A s N 4 5 HD➢ELS 24 GA SHORT 24 GA FLUSH SHEET- 2 OF 3 CLOPAY 84A, 94 98 HOLMES 48, 48B -- IDEAL 4RST 4F HORIZONTAL (TOP) JAMB JAMB TO SUPPORTING STRUCTURE ATTACHMENT (NO LOAD FROM DOOR) NOTES: 1. ALL THE LOAD FROM THE DOOR IS TRANSFERRED TO THE TRACK AND THEN FROM THE TRACK TO THE 2.6 VERTICAL SYP (GRADE 12 OR BETTER) JAMBS. NO LOAD FROM THE DOOR IS TRANSFERRED TO THE HORIZONTAL (TOP) JAMB. 2. EACH VERTICAL JAMB SEES A MAXIMUM DESIGN LOAD OF +342 LB @ -378 LB. PER UNEAR FOOT OF JAMB. 3. ALL JAMB FASTENERS MAY BE (BUT ARE NOT REOUIRED TO BE) COUNTERSUNK TO PROVIDE A FASTENER FLUSH MOUNTING SURFACE. TYPE 4. A 1/3 STRESS INCREASE FOR WIND LOAD WAS Na USED IN THE CALCULATION OF ALLOWABLE LOADS FOR ANCHORS AND FASTENERS FOR STEEL, CONCRETE AND MASONRY. WOOD FRAME BUILDINGS STUD WALLS OF DOOR OPENING SHALL BE FRAMED SOLID BY NOT LESS THAN (3) 2.6 PRESSURE MAX. O.C. TREATED SYP (GRADE 12 OR BETTER) WOOD STUDS OF A STRESS GRADE NOT LESS THAN 1200 PSI NOMINAL EXTREME FIBER STRESS IN BENDING (Fb) FOR DOORS UP TO 8'0" HIGH OR (4) 2.6 PRESSURE TREATED SYP (GRADE 12 OR BETTER) WOOD STUDS OF A STRESS GRADE NOT LESS THAN 1200 PSI NOMINAL EXTREME FIBER STRESS IN BENDING (Fb) FOR DOORS UP 10 16'0" HIGH. STUD WALLS TO BE CONTINUOUS FROM FOOTING TO TIE BEAMS. 2x6 VERTICAL JAMB BLOCK WALL OR CONCRETE 2x6 SYP (GRADE 12 OR BETTER) WOOD JAMB SHALL BE ANCHORED TO GROUT REINFORCED BLOCK WALL OR CONCRETE COLUMN. BLOCK WALL CELLS SHALL BE FILLED WITH CONCRETE AND jo REINFORCED WITH REINFORCING BARS EXTENDING INTO THE FOOTING AND INTO TIE BEAMS. ALL BARS SHALL BE CONTINUOUS FROM THE ➢E BEAMS TO FOOTING PER BLOCK WALL OR CONCRETE COLUMN. BLOCK WALLS AND CONCRETE COLUMNS TO BE DESIGNED BY THE BUILDING ENGINEER OR ARCHITECT OF RECORD AND IN ACCORDANCE WITH THE FLDRIDA BUILDING CODE. 2x6 JAMB TO SUPPORTING 11401 TO BE USED FOR 1TTAClWENT STRUCTURE ATTACHMENT OF MACK AN(xC TO 2w6 VERTICAL jkUPS OR CIIRRORTIMC STRUCTURE) MAXIMUM ON —CENTER DISTANCE STEEL BETWEEN WASHERS BUILDING TYPE FASTENER TYPE FASTENERS" REOU RED. BLOCK WALL RED TARCON CONCRETE ANCHOR 1 O.D. 3000 PSI MIN. CONCRETE 1 4 x 1 MIN EMBED TAPCON CONCRETE ANCHOR 7-1 4 I 0. . 3 I X 1-3 4 MIN. EMBED WEJ—IT ANKR TITE SLEEVE ANCHOR — _ _ 4" IN WOOD FRAME (SYP 055�Wj 1/2" x 3* LAG SCREW (ASTM A307, GRADE A) 1-5/8* EMBED INTO STRUCTURE 4- 1 • FIRST (BOTTOM) ANCHOR STARTING AT NO MORE THAN HALF OF THE MAXIMUM ON —CENTER DISTANCE HIGHEST ANCHOR INSTALLED AT LEAST AS HIGH AS THE DODR OPENING. CLOPAY DOES NOT SUPPLY JAMB ATTACHMENT FASTENERS. MINIMUM DISTANCE BETWEEN CENTER OF ANCHOR AND EDGE OF CONCRETE BLOCK: 2-1/2". EXCLUDING STUCCO THICKNESS. L DATE: 24 GA. (0.022" MIN. THICK, 31.9 KSI MIN. YIELD) DDS STEEL EXTERIOR SKIN WITH G-40 GALVANIZING, BAKED -ON PRIMER AND A BAKED -ON POLYESTER PAINTED TOP COAT APPLIED TO BOTH SIDES OF STEEL SKIN. SHIP LAP JOINTS I 4"— r 4-1/4" L VI " 4" TALL TAPER STRUT. 0.062" MIN. GALV. STEEL. 80 KSI. MIN. 1T111L 17TAej j14x5/8* SHEET METAL SCREWS Q o • No 83 - 8 I. PII0iUCEi6VWW L} raoedl4,,,l�lyfby► 0 0 0 1/4"x3/4" SELF "0; 'a. • O" ��� TAPPING SCREWS. A '9 , STATE OF �Z Sll 14 CA END HINGE S 18 GA. (MIN.) INTERMEDIATE HINGE VIEW "B VIEW 'G' DESIGN ENGINEER: SCOTT HAMILTON. P.E. 0 `1 I REVISIONS ): 1 DESCRIPTION SEE REVISION HISTORY ON SHEET ONE. 2" THICK IUD (2) 12 GA GALV. STEEL TOP ROLLER BRACKETS (2-1/2" x 5-3/8"). EACH BRACKET ATTACHED W/(4) 114x5/8" SHEET METAL SCREWS. ADJUSTABLE SLIDE ATTACHED TO TOP BRACKET WITH (2) 1/4"xt/2" BOLTS AND NUTS PER BRACKET. 14 GA_ MIN. CALV. ROLLER HINGE. EACH C -HINGE FASTENED TO END STILES W/(4) g14x5/8" SHEET METAL AND (2) 1/4"x3/4" SELF TAPPING SCREWS. SEE VIEW "B". 3" TALL X 20 GA. (50 KSI GALV. MIN.) STEEL U-BARS. ONE U-BAR ON EVERY OTHER SECTION. ATTACH WITH TWO 1/4"x3/4" SELF TAPPING SCREWS PER STILE. ONE 4" T-STRUT PER SECTION. (SEE VIEW "D-) EACH T-STRUT ATTACHED AT EACH STILE LOCATION WITH (2) 1/4"x3/4" SELF TAPPING SCREWS. IN \_12 GA. MIN. GALV. STEEL BOTTOM BRACKET ATTACHED WITH (2) A146/8" SHEET METAL SCREWS. ALUMINUM EXTRUSION h VINYL WEATHERSTRIP. SECTION A -A (SIDE VIEW) ) SIGN LOAOSm + 6.0 P.S.F. -42.0 P.S.F. PART NO.: N/A A untnx StetxE Oti-1- TOLERANCES orey = [:lopa 8585 Duke BW"old Mown, ox 45010 USA Tel Ho. SIJ-770-4800 VINIILDAD RATING ) _ / C D P 3 6 .0 *A PNAKIf Fa. Na 513-T70-4853 W O DESCRIPTION: 2" STEEL PAN DOORS 18'2" (SEE TABLE FOR MODELS) .00 3.015 .000 t.001 00 :.DDS .11f1>• DRAWN BY: SN DATE: 11/6/12 SCALE: NTS DING, CHECKED BY: SH DATE: 11/6/12 SHEET 2 OF 3 ISIZE 0e91— . !1/2' Unless SloteA OtMnriu DIMENSIONS ARE IN X+ncs. DWG. NO.: 104761 VER: MD II 2F MODELS 24 GA SHORT CLOPAY 84A, 94 H13LMES 49, 48B IDEAL 4RST 2" TRACK CONFIGURATION DOORS UP TO 800 LBS. L/ imi w 0 ■ x z z 0 24 GA FLUSH 98 4F ME- TRACK CONFIGURATION ABOVE THE DOOR OPENING DOES NOT AFFECT THE WIND LOAD RATING OF THIS DOOR DOOR COUNTERBALANCE SYSTEM 3" TRACK CONFIGURATION DOORS 800 LBS AND OVER, PRODUCT RHYLSEU a emorim .ridl tin floFfft LT mils Qe4 ��jj2(�J� Aoe■I IY Ab T �` 13y Pnrdue4 Cannt ,SCO�� ENs�7�y'i�' *; NOG,/ Cam•.*� O% STATE OF t�4/` T %IFS .. O R %Q yS10NA� DESIGN ENGINEER: SCOTT HAMILTON. P.E. FLORIDA LICENSE No. 63286 7 - 13 CA CALV. STEEL FLAG BRACKET ATTACHED TO JAMB WITH (3) 5/16" X 1-5/8" LAG SCREWS AND TO TRACK WITH (2) 1/4" RIVETS. AS ROD: SPACNG HIE 14" O.C. 63" 2' GALV. STEEL TRACK, TRACK THICKNESS: 0.083-. 50' TYP. 2-1/2' X 12 GA GALV. STEEL TRACK BRACKETS, ATTACHED TO JAMB WITH (1) 24' 5/16- X 1-5/8" LAG SCREW PER TRACK BRACKET. 10' 3-1/2- J HORIZONTAL TRACK SUPPORT BY DOOR INSTALLER (TO SUIT). DOOR HEIGHT "L" 7`6 8.-JIL 8 -6` 4" 9'-0" too' -6" 1 6" 10'-O 1 I 1 1 -0" 1 4" 11-6"1 17-0 1 1 1 1 1.5 - 15'-0-1172-1 15 -6 L SHEET- 3:OF 3 JAMB CONFIGURATION DOORS UP TO 800 LBS. 1' DOOR OVERLAP (EACH SIDE) 2x6 SYP WOW JAMB. SEE 'JAMB PREPARATION NOTE". p1,14444}T 2-1/2" X 12 CA GALV. STEEL TRACK BRACKETS FASTENED TO WOOD JAMBS WITH 5/6" X 1-5/a- LAG SCREWS NOT TO EXCEED 14' ON -CENTER. MIN. OF (9) LAG SCREWS REQUIRED PER JAMB. 2" GAIN. STEEL TRACK FASTENED TO 12 GA GALV STEEL TRACK BRACKETS WITH EITHER (2) 1/4- DIA. RIVETS OR (1) 1/4- X 5/8- BOLT h NUT PER TRACK BRACKET. NOTE, TRACK CONFIGURATION ABOVE THE DOOR OPENING DOES NOT AFFECT THE JAMB CONFIGURATION WIND LOAD RATING OF THIS DOOR. DOORS 800 LBS AND OVER. CENTER HANG REQUIRED FOR DOORS OVER 8' HIGH. REVISIONS ): DESCRIPTION SEE REVISION HISTORY ON SHEET ONE. 01 STOP MOULDING BY DOOR INSTALLER (TO SUIT). •15 GA. GALV. STEEL ENO STILE. "r11i GA. GALV. STEEL DOUBLE END STILE. 20 GA. MIN. GALV. STEEL INTERN. STILE 18 GA GALV. STEEL INTER. HINGE FASTENED TO CENTER STILE W/(4) EACH /146/8" SHEET METAL SCREWS. C-A', 7/I6" I.D. ROUND PUSH NUTFASTENER.14 GALV. STEEL ROLLER HINGES FASTENED TO END STILES W/(4) EACH j14x5/8" SHEET METAL SCREWS AND (2) 1/4- SELF TAPPING SCREWS PER END HINGE C 2" DIA. 7-1/2" LONG STEM, 10 BALL STEEL ROLLER WITH STEEL OR NYLON TIRE. 1" DOOR OVERLAP (EACH SIDE) 2x6 SYP WOOD JAMB. SEE STOP MOULDING I GALV. TAPERED STEEL TRACK AND ANGLE. TRACK -THICKNESS: 'JAMB PREPARATION NOTE". 16 CA CALV. 0.101'. ANGLE THICKNESS: 0.080'. HORIZONTAL TRACK 18 GA GN MIN. ANGLE DIMENSIONS 3-1/4" x 2-7/8'. SUPPORT BY DOOR 20 INSTALLER (TO SUIT). ,_-VERTICALHORIZONTAL TRACK MAXIMUM SPACING 3-1/4' x 2-7/8" MIN. x 0.060" TAPEREDANGLE. JUNCTION.. TWO 1/4` BOLTS — FROM FROM LAST MOUNTING SEE LAG BOLT MOUNTING BELOW. h NUTS FOR EACH TRACK. SLOT TO TRACK JUNCTION 7/I6' 1 PUSH ` ADDITIONAL MOUNTING SLOTS SPACED AT 12" CENTERS FASTEN LHR BRACKET (2-1/2" x 5-3/4" x 12GA) ATTACHED WITH (2) 1/4" x 3/4- SELF TAPPING SCREWS. NOTE THAT LHR BRACKETS ARE ALSO USED WITH 'DOUBLE END STILE- AS SHOWN IN ZONE B-3 SHEET 1. DOUBLE TRACK IOW HEADROOM OPTION (AVAIL. FOR BOTH 2- AND 3- TRACK) DOUBLE HORIZONTAL TRACK. DOOR INSTALLER (TO SUIT). L END STILE. B STEEL DOUBLE END STILE. MIN. GALV. STEEL INTERM. STILE. III GA. GALV. STEEL INTER. HINGE FASTENED TO CENTER STILE W/(4) EACH #14.5/5" r r.. SHEET METAL SCREWS. 0.101" THICK 3' CALV. STEEL TRACK FASTENED 14 GA. GALV. STEEL ROLLER HINGES FASTENED TO END TO TAPERED ANGLE. TRACK ATTACHED TO STILES W/(4) EACH p14x5/B" SHEET METAL SCREWS 12" ON CENTER TAPERED. ANGLE WITH ONE 1/4".5/8- BOLT h AND (2) 1/4" SELF TAPPING SCREWS PER END HINGE. 46' NUT AT EACH MOUNTING SLOT. }" DIA. 8-7/2" LONG STEM BAIL BEARING STEEL ROLLER. SECTION C-C 34ONE. A' TRACK BOLT AND NUT AT EACH `li S%Q%'( )r�Sti MOUNTING SLOT LOCARUN. PREPARATION OF JAMBS BY OTHERS. DOOR VERTICALOC DESIGN LOADS: +36.0 P.S.F. k -42.0 P.S.F. PART NO.: N/A A 22' HEIGHT TRACK LLNCIH um� RA C Othe.— Clapay 8585 Duke 5010 and VINOLOAD RATING USA 7'- - W TOLERANCES ore Tel. 513-770-4800 W 6 D P 3 6 8 -0 ONE 5/I6" x 1-5/8' LAC SCREW SPACCD AT THE SAME .0 = d:.031 Suidrlq Produds Compaq Fa. N. 513-770-485} to" .00 = 3.015 DESCRIPTION: 2" STEEL PAN DOORS 18'2- (SEE TABLE FOR MODELS) 1 '-0 DISTANCES AS THE TRACK BOLTS (I.E. 3-1/2 10-, 22 34', .000 = 3.005 DRAWN BY: SH DATE: 11/6/12 SCALE: TITS 12 -0 46 ETC.). ADDITIONAL LAG SCREWS LOCATED AT 16 28 & .0000 = +.001 DWG. 3-1/2' 14-0 40' FROM BOTTOM. TWO LAG SCREWS ALSO LOCATED ABOVL Degrees t 1/2'16-0 VERTICAL HORIZONTAL TRACK JUNCTION. CHECKED BY: SH DATE: 11/8/12 SHEET 3 Of 3 SIZE / Unless Staled E'Zl:C OlMEn5i0N5 ARE IN INCHES. DWG. NO.: 104761 1 VEIL: MD 3 1 Windows M 3 0 c M IA M 1•DADE MIAMI--DADS COUNTY no nn PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) w,Vw.miam1dade.eov/economy Lawson Industries, Inc. 8501 NW 90 Street Medley, FL 33166 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section 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 Section (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. RER reserves die right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "3200" Outswing Aluminum Casement Window - L.M.I. APPROVAL DOCUMENT: Drawing No. L3200-0801, titled "Series: 3200 Outswing Impact Casement Window", sheets 01 through 07 of 07, dated 07/27/08, with revision "C" dated 08/25/14, prepared by manufacturer, signed and sealed by Thomas J. Sotos, P. E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and Expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, series, 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 fled 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 tine expiration date, may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done iii_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 No. 13-1217.22 and consists of this page 1 and evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D..Gascon, P.E. NOA No. 14-0908,20 MfAMI•DADE COUNTY Expiration Date: March 04, 2019 �tE t Approval Date: November 27, 2014 Page 1 SM! Lawson Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted ender NOA No. 08-1020.08) 2. Drawing No. L3200-0801, Sheets 01 through 07 of 07, titled "Series: 3200 Outswing Impact Casement Window", dated 07/27/08, with revision "C" dated 09/25/14, prepared by manufacturer, signed and sealed by Thomas J. Sotos, P. E. B. TESTS 1. Test report on: 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 along with marked -up drawings and installation diagram of a series 3200 outs -wing aluminum casement window, X configuration, w/5/16" ann. Lami. glass w/ PVB laminate by DuPont, Test Reports No.'s HETI-08-2099A, HETI-08-2102A, HETI-08-2097A, HETI-08 2103A and HETI-08 2131A, all dated 07/10/08, signed and sealed by Candido F. Font, P. E. (Submitted rai(ler• NOA No. 08-1020.08) 2. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of a series 3200 outswing aluminum casement window, X configuration, w/5/16" ann. Lami. glass w/ PVB laminate by DuPont, Test Reports No.'s HETI-08-2099B, HETI-08-2100, HETI-08-2101,HETI-08-2102B,HETI-08-2097B,HETI-08-2103B,HETI-08-2104, HETI-08-2105, HETI-08 2106, HETI-08-2125 and HE, TI-08-2131B, all dated 07/10/08, signed and sealed by Candido F. Font, P. E. (Submitted under NOA No. 08-1020.08) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC, prepared by nianufacturer, dated 10/01/08 and 01/30/09, signed and sealed by Thomas J. Sotos, P. E. (Submitted under -previous NOA No. 12-0127.21) 2. Glazing complies with ASTM E1300-04/ 09. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.02 issued to E.I. DuPont DeNenioui•s & Co., Inc. for their "DuPont SentryGlas® Interlayer" dated 08/25/11, expiring on 01/14/17. 2. Notice of Acceptance No. 13-0129.27 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Butacite® PVB Interlayer" dated 04/11/13, expiring on 12/11/16. Jaime A Gascon, 0. E: Product Control SectiomSupervisor NOA No.14-0908.20 Expiration Date: March 04, 2019 Approval Date: November 27, 2014 E-1 Lawson Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS (coNTINUED) 3. Notice of Acceptance No. 14-0423.17 issued to Eastman Chemical Company (MA) for their "Saflex Clear and Color Glass Interlayers" dated 06/19/14, expiring on 05/21/16. F. STATEMENTS 1. Statement letter of conformance to and complying with FBC 5ch Edition (2014), issued by manufacturer, dated 09/02/14, signed and sealed by Thomas J. Sotos, P. E. 2. Department of State Certification of LAWSON INDUSTRIES, INC. as a for profit corporation, active and organized under the laws of the State of Florida, dated 04/11/14 and filed at the Secretary of State. 3. Statement letter of conformance, complying with FBC-2010, dated 01/25/12, signed and sealed by Thomas J. Sotos, P. E. (Submitted under previous NOA No.12-0127.21) 4. Statement letter of no financial interest, dated 10/01/08, signed and sealed by Thomas J. Sotos, P. E. (Submitted under NOA No. 08-1020.08) 5. Laboratory compliance letter for Test Reports No.'s HETI-08-2099A, dated 07/10/08, HETI-08 2102A, dated 07/10/08, HETI-08-2097A, dated 07/10/08, HETI-08-2103A, dated 07/10/08, HETI-08 2131A, dated 07/10/08, HETI-08-2099B, dated 07/10/08, HETI-08-2100, dated 07/10/08, HETI-08-2101, dated 07/10/08, HETI 08 2102A, dated 07/10/08, HETI-08-2102B, dated 07/10/08, HETI-08-2097B, dated 07/10/08, HETI-08-2103B, dated 07/10/08, HE, TI-08-2104, dated 07/10/08, HETI-08-2105, dated 07/10/08, HETI-08-2106, dated 07/10/08, HETI---08 2125, dated 07/10/08 and HETI-08 2131B, dated 07/10/08, all issued by Hurricane Engineering & Testing, Inc., signed and sealed by Candido F. Font, P. E. (Submitted underprevious NOA No. 08-1020.08) G. OTHERS 1. Notice of Acceptance No. 13-1217.22, issued to Lawson Industries, Inc. for their Series "3200 Outswing Aluminum Casement Window - L.M.I.", approved on 03/06/14 and expiring on 03/04/19. E-2 Jaime D. Gascoii, P. E. Product Control Section Supervisor NOA No.14-0908.20 Expiration Date: March 04, 2019 Approval Date: November 27, 2014 SMZ M PICHORS, (A) 3 AT FRAME HEAD (C) 3 AT FRAME SILL (D) 5 AT EA. FRAME JAMB ANCHORS, (A) 6 AT FRAME HEAD (C) 6 AT FRAME SILL (D) 4 AT EA. FRAME JAMB Al IF / c o i 36 t, � n ao n \ L 0 7 B1 \ 8• (11A7L —ANCHOR CLUSTER SEE DETAIL #4 AT SHEET 7 OF 7 (FRAME SILL TYPICAL) ANCHORS �(A) 6 AT FRAME HEAD <C) 6 AT FRAME SILL ANCHOR CLUSTER SEE DETAIL 84 AT SHEET 7 OF 7 (FRAME SILL TYPICAL) (D) 4 AT EA. Y RAME JAMB: t yp. A A (IAAx.) 38 A Al , \ `\ t f y 5 8 Cp ° 00 I Q o r= - , i h aLJ 36 '_ \ � aD a - , .' fixed Bracket e from end. I ) B �' 4 5' at all Faed 74' YPIILCLLAL ANERS) I nfil EXT. E INT. FALSE C0.[NIAL) y I :� I 25" C.C. (/.IA7(.) l o VV/ SILµIC� AND ARE V/ 37, 11 74� Ute Corners) WINDCIW FRAME WIDTH AVAILABLE AS OPTIONAL. rWINDOW FRAME WIDTH WINDOW FRAME WIDTH X" ELEVATION "XO" ELEVATION — (OX reversed) I. ELEVATION EXT. a INr. FALSE COLONIAL W/ (LIMITED TO LOADS ON SHEET 5 OF 7) (LIMITED TO LOADS ON SHEET 8 OF 7) (LIMITED TO LOADS ON SHEET 8 OF 7) V, S'C0 E APPLIEDW/V/ AVAILABLE AS OPTIONAL. SERIES-3200 OUTSWING CASEMENT IMPACT WINDOW APPROVED ELEVATIONS General Notes: • WHEN THE CAP BETWEEN THE WINDOW FRAME AND THE RUCK OR 1.) THIS WINDOW SYSTEM IS DESIGNED AND TESTED TO COMPLY WITH THE MASONRY 13 LESS THAN 1/8-, SHIMS ARE NOT REQUIRED. REQUIREMENTS OF THE 2014 FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ) AND ASTM 1300-90. THIS PRODUCT ANCHORS NOTE: IS IMPACT RESISTANT AND DOES NOT REQUIRE SHUTTERS. 2.) IX or 2 X WOOD BUCKS SHALL BE INSTALLED AND ANCHORED SO THAT THE ANCHORS TO BE 912 SMS OR WD. SCREWS INTO WOOD, OR BUILDING RESISTS THE SUPERIMPOSED LOADS IN ACCORDANCE WITH 1/4' TAPCONS or APPR13VED CONC. FASTENERS INTO CONC., REQUIREMENTS OF 2010 F.B.C. & TO BE REVIEWED BY BUILDING OFFICIAL. WITH A (REFER TO OF l 1/4' PENETRATION INTO WOOD OR 3.) ANCHORS SHOWN ABOVE ARE AS PER TEST UNITS. ON CENTER (O.C.) CONC.(REfER TU LOAD TABLES FOR QUANTITIES REQUIRED) ANCHOR SPACINGS WILL VARY WITH UNIT DIMENSIONS, AND THE NUMBER OF ANCHORS REQUIRED, AS SPECIFIED ON THE LOAD TABLES AT SHEETS 5 & S. 4.) ANCHOR CONDITIONS NOT DESCRIBED IN THESE DRAWING'S ARE TO BE ENGINEERED ON A SITE SPECIFIC BASIS, UNDER SEPARATE APPROVAL AND TO BE REVIEWED BY BUILDING OFFICIAL. 6.) SEE SHEET N3 FOR BILL OF MATERIALS AND DETAILS. 6.) SEE SHEET #5 & 8 FOR GLAZING DETAILS & OPTIONS AND CHARTS FOR MAX. DESIGN PRESSURES. 7.) WOOD BUCKS IN CONTACT WITH CONCRETE MUST BE PRESSURE TREATED AND ANCHORED (BY OTHERS), PRIOR TO WINDOW INSTALLATION. (SEE SHEET 02 FOR DETAIL & NOTES) NO J: S T 8.) MATERIALS INCLUDING BUT NOT UNITED TO STEEL SCREWS, THAT COME INTO PROFBSSI SN..NSER- A. Rmleed to Com w/ 2010 FL /,6s2za ; `-� CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS '' - , ' B. Renewal and R.vkton a .he OF 2014 FLORIDA BUILDING CODE SECTION 2003.8.4 AND/OR SECTION 2326.2 _; ' 9.) EXT. & INT. FALSE COLONIAL MUNTINS ARE OPTIONAL & AND ARE APPLIED W/ SILICONE i 5= L`5 C. ReNeed 1. Cam w 2014 10.) FRAME SILL ANCHOR CLIPS TO BE MEASURED FROM THE INSIDE EDGE OF THE WINDOW FRAME AND TO BE LOCATED WITHIN A +/- 1/2" TOLERANCE. .. '%`d °i"'en N. ERAZO TOTAL OF ANCHORS REQUIRED AT SILL TO BE THE SAME AS FRAME HEAD. •.'`'I': <'�' -, 11.) SEE SHEET M 4 OF 10 FOR FLANGE PERIMETER CAULK/ INSTALLATION DETAIL. 12.) EXT. & INT. FALSE COLONIAL MUNTINS ARE OPTIONAL & AND ARE APPLIED W/ SILICONE ''� p •' � 4ry' N. %BOZO `J`?y��c�K{�T,.'' e•wr... a..•r C DATE_-.__r :.":,. ` PRODUCT ROVISED ee complYingm1, lha Pl..W. Q D"Dalay Coat OAoV.20 Accepl.nca No pT /.�e� �jA�1/T n915r�f lJntbf i'n/7,ap Tcunlrol JLJ1 1 I / S O ♦ MEOLEY.VFLORIDAgo T 33166 ZNJ5 S T S IN C . PH No. (305) 696-8680 MANURACTUARR OF QUAU77 ALUMINUM FINDOFS AND CLASS DOORS ID Series: 3200 Outswing Impact Casement Window GENERAL NOTES & APPROVED ELEVATIONS (X, XX, XO or OX) 'rvd•.al lhl.ra„e�.-N.ienl..:• DroM"0 Nunem SN.4 or? M 1 5/32 1/4' TAPCONS W/ 1 1/4' MIN. CONC. utEDGAE NCI EMBEDMENT STUCCO ':`'i .:(Y•• (BY OTHERS) °' PER.. CAULKING ` BY OTHERS n He ALL P.T. WOOD BUCKS ENGINEERED SEPARATELY 6 TO BE REVIEWED ` 3 BLDG. OFFICIAL (TYP. -` 47 t (611Nt. EMBED.) , v METAL LATH STUCCO (BY OTHERS) 1/4' MAX. SHIM SPACE EXTERIOR GRADE - 77 PERIMETER CAULK. BY OTHERS (TYP.) INTERIOR — GLASS EXT. GRADE ! 1/SHIM X EXT. GRADE - PERIM, CAULKIN G PERIM. CAULKING (TYP.) r y::." i i>f d .... 22 •, 23 .26 (TYP.) cr STUCCO S>:•` as (BY OTHERS).,;•4} .a.° d. 1I.; (MIN.D.) ^ METAL LATH, STUCCO j 1. 2 3/4' EDGE DISTANCE AND EXTERIOR GRADE ' SHEATHING (BY OTHERS) • WHEN THE CAP BETWEEN THE WINDOW FRAME AND THE BUCK OR MASONRY IS LESS THAN I/8', SHIMS ARE NOT REQUIRED. PaonucTRDwseo ly'Og wlUt tlta l•tm'd° ANCHORS NOTE: Maeut, liuitdlOg Ctntc /� OQ o ANCHORS T❑ BE #12 SMS OR WD. SCREWS INTO WOOD, OR AlNAl 'n1`1V°.L _ CJ' 1/4' TAPCONS or APPROVED CONC. FASTENERS INTO CONC., WITH A MINIMUM OF 1 1/4' PENETRATION INTO WOOD OR ti r CONC. (REFER TO LOAD TABLES FOR QUANTITIES REQUIRED) 'ty -"- .1iami UnQc 1',odnct Catlrol N 14 S.M.S. or WD. SCREW W/ 1 1/\4' MIN. WOOD EMBED STUCCO- XX �I (BY OTHERS) ` 2X WOOD BUCK (TYP.) ALL WOOD FRAMING ENGINEERED SEPARATELY & TO BE REVIEWED BLDG. OFFICIAL (TYP.) v ° ALL WOOD BUCKS v a ENGINEERED SEPARATELY 6 TO BE REVIEWED 43 BLDG. OFFICIAL (TYP.) 47 t t/4' (MIN. EMBED. 2X WOOD BUCK ANCHORED TO CONC. TO BE P.T. (TYP.) 1/4' MAX. HIM SPACE BUCK (TYP.) (MIN. EAABEO.) EXT. GRADE 50 PERIM. CAULKING (TYP) 44 1X or 2X P.T. WD. BUCK �33/41' DGE DISTANCE rnSS* AL zNOIN - PROFBS3 iBN0IN661t _ft : j 021t6`i rt.. R. NRa.: A WviRad to Comb +• 20t0 FDC 8501 N.W. 90 ST. L� / i' 1�1 ®1 4 MEDLEY, FLORIDA 33188 IfZV D T_ RI I PH No. (SOS) 696-8680 S. Rd d and RdAa[.. Io sheet 5 & B d 7 C. ReNaad to Com w/ 2014 FBC - '• '. YANUlAC7URBR 01 9UALIfY ALUMINUM I/NDOIS AND GLASS DOORS pwu, CW: Pod CABS Nod Ctmm,Le Sn ll•rw RJ••+-0, 1: R•Wlm /: - Na AssoteLr vntafow -at 3200 N. ERAZO o7f-/08 Series: 3200 Outswing Impact Casement Window - • �: :- R d Br N. ERAZO rt•'• R w •d' 08/2d/Ia VERTICAL CROSS —SECTIONS, DETAILS & NOTES RMNen Lsv.l c S<a�•: Pwdvel RVr••na NumE.r: DnuAnp NVIMw! CASEMLN13X0-oBNOA of L3200-0801 SM,L 2 OF 7 PERIMETER CAULKING :i� \ FIXED VENT — 1 v v ALL WOOD BUCKS ENGINEERED SEPARATELY & TO BE REVIEWED STUCCO BLDG. OFFICIAL (TYP.) (BY OTHERS) OVERALL FRAME PERIMETER CAULKING OVERALL VENT' ::.fir:-c;.. :: •..._ :, Kr .: v, 3 15 18 7 38 39 —DAYLIGHT WID1 EXTERIOR �•21 12 16 48 13 GLASS 43 • ° _ - OPERABLE VI . I%4' TAPCON 14 51 _ IIIFFF---° 18 (AIIN. IE XECD) INTERIOR 2 42 v 47 21 17 17 16 114 xa v sxlx srAttO • WHEN THE GAP BETWEEN THE WINDOW PRAME AND THE BUCK OR MASONRY IS LESS THAN 1/8', SHIMS ARE NOT REQUIRED. ANCHORS NOTE: ANCHORS TO BE N12 SMS OR WD. SCREWS INTO WOOD, OR 1/4' TAPCONS or APPROVED CONC. FASTENERS INTO CONC., WITH A MINIMUM OF 1 1/4' PENETRATION INTO WOOD OR CONIC. (REFER TO LOAD TABLES FOR QUANTITIES REQUIRED) INTERIOR 4 I (MIN. STUCCO (BY OTHERS) 21 _ o. 12 16 48 � •• 4` •` • v 13 c LASS ° 43 OPERABLE VENT (/4'v 51 _ 14 _ ? TAPCON 18 l 1/4, 20 (AIIN. EMBED.) 42 q v. O16 17 O 17 474. —ALL WOOD BUCKS ENGINEERED SEPARATELY v 8 TO BE REVIEWED BY BLDG. OFFICIAL (TYP.) P.T WOOD SUCK NOT BY LAWSON IND. MUST SUSTAIN IMPOSED LOADS 1/4 X. SHIH SPACE PERIMETER CAULKING EXTERIOR �u W O • PROPE9 ' ENGIN!E� -, RwxNen Relra• A. Roviaad .12 65226-'_ B. R.—.1 --? 5 ' * •' C. R.W.d R.Wbn L.v,a ' o t' 147 V 11 Tl1 �� INTERIOR ' ° 17 lJl 17 16 PRODUCT REVISED ALL WOOD BUCKS as mmplyinp, wide the Florid. v . ENGINEERED SEPARATELY tluildingCodc �D �/Y�.20 r]n. & TO BE REVIEWED AccepmntoNO_ V BLDG. OFFICIAL (TYP.) - `ol'm •Uat ._ ,.d_ q wDor11 Dada Prod~uc1 Control npy w 2010 fEC LA I / S ON 8501 N.W. 90 ST. tevhlon to sheet 5 & 6 01 7 MEDLEY, FLORIDA -866 g PH No. (305) 696-8680 .ply,/ 2014 FBC MANU?ACTD"jt Ol QUAL rr ALUNMUM RMDOYS AND CLASS DOORS Orno cb.R v n cm.0 Prot c.bsery s«b.rywo NwR'A 05-Ol Ie RwIMn u RAzo o7/27/os Series: 3200 MOutswing Impact Casement Window Dab Orowru Deb R^ .& HORIZONTAL CROSS —SECTIONS, DETAILS & NOTES tAzo oa/zap+ Seob, Prsdu,l R,J.rn,a Nv sroWN sM,! CASEMENT3T3200-06NOA-Ot L8200-0801 3 OF 7 M Z w EXT. GRADE BACK BEDDING TO BE APPLIED BEHIND WINDOW FLANGE BY INSTALLER (TYR) FACE CAULK ` BY OTHERS CTYP.) I I LAWSON SERIES: 3200 CASEMENT WINDOW — BILL OF MATERIALS LIST ITEM DWG. NO. PART NO. QUANTITY DESCRIPTION REMARKS 40 1 X VENT ANTI SAG VENT/SILL RAMP NYLON 6/6 41 1 X HANDLE LOCKING HANDLE BACK PLATE 42 1 X VENT 5/16' INSECT SCREEN — OPTIONAL ALUMINUM FRAME 43 SEE ELEVATION FRAME INSTALLATION SCREWS #12 X 2 1/4" PH SMS 44 SEE ELEVATION FRAME SILL CLIP SCREWS /12 X 1 1/2" PH SIBS 45 SM-5504 SEE ELEVATION FRAME/VENT ASSEMBLY SEALANT + 46 SEE ELEVATION FRAME INSTALLATION CAULKING EXTERIOR GRADE PERIMEI 47 L-3007 L11-164 1 X AVCHCR FRAME HEAD/JAMB SHEAR PLATE 6063—T5 ALUMINUM (3" 48 �L-3009 U1-159 AS READ. GLAZING BEAD — 7/16" 6063-15 ALUMINUM 49 I 2 X BRACKET FIXED VENT ATTACHMENT SCREW #8 x 1 1/4" FH./PHIL. 5C I 8 X POST IN —POST ASSEMBLY SCREWS #10 X 1 1/4" PH SMS 51 CC-899 AS READ. GLAZING SEALANT — SILICONE ` WINDOW FRAME Q EXT. GRADE PERIMETER p _ CAULKING NOT BY 'LAWSON INDUSTRIES', TO BE APPLIED BY _ OTHERS (TYP.) STUCCO OR EXTERIOR FINISH OBY OTHERS (TYP.) FRAME PERIMETER CAULK DETAIL CONCRETE OR P.T. WOOD BY OTHERS (TYP.) 21 17 1/4 MAX F SHIM ALL WOOD BUCKS 2X WOOD ENGINEERED SEPARATELY BUCK (TYP.) & TO BE REVIEWED /BLDG. OFFICIAL (TYP.) / W/2l 1/4' MIN. WOOD EMBED 1 EXT. GRADE BACK BEDD TO BE APPLIED BEHIND WINDOW FLANGE BY INSTALLER CTYP.) 1/4' 'ASEU.) 5 `EXTERIOR GRADE PERIMETER CAULKING BY OTHERS (TYP.) ,`• 1ETAL LATH, STUCCO ti 1/2' AND EXTERIOR GRADE SHEATHING (BY OTHERS) 2 WOOD FRAME INSTALLATION DETAIL PRODUCTRIiVISBD SEE MULLION APPROVALS FOR as wnl11yi11gwi61tIw l'londj MULLION TYPE, SIZE AND MAX. DuitAngCodc DESIGN PRESSURE LIMITATIONS .Ac"PlucoNo �V Exg on )ato ZC?2 FIXED OCASEMENT WINDOW FOR BY — MULLION • ! �— SHALL GOVERN. Mlar,)D2ctal'mdocfCoauou� 12 S.M.S. X 1 1/4" L. E ELEV. FOR SPACING O (MIN. FLARED.) B 1 3/32' PERIMETER WINDOW FRAME EDGE SEALANT STANCE 3A DI ALTERNATE ANCHORING AT SILL MULLION ATTACHMENT DETAIL LAWSON SERIES: 3200 CASEMENT WINDOW — BILL OF MATERIALS LIST ITEM B DWG. NO. PART NO. QUANTITY DESCRIPTION REMARKS 1 L-3001 LII-118 1 FRAME HEAD 6063—T6 ALUMINUM 2 L-3002 UI-115 1 FRAME SILL 6063—T6 ALUMINUM 3 L-3002 LP-115 2 FRAME JAMB —HINGE SIDE 6063—T6 ALUMINUM 4 L-3002 LA-115 2 FRAME JAMB —LATCH SIDE 6063-1`6 ALUMINUM 5 L-3004 LI-119 2 VENT TOP RAIL 6063—T6 ALUMINUM 6 L-3004 L11-119 2 VENT BOTTOM RAIL 6063—T6 ALUMINUM ER 7 L-3004 LII-119 2 VENT SIDE RAIL —HINGE SIDE 6063—T6 ALUMINUM _.) 8 1_-30C4 Lit-1 19 2 VENT SIDE RAIL —LATCH SIDE 6063—T6 ALUMINUM 9 L-3003 LII-116 AS REO'D. IN —POST 6063—T6 ALUMINUM 3PIS 10 1 —3006 1_II-1II 1 X ANCHOR FRAME SILL ANCHOR CLIP 6063—T6 ALUMINUM (3" L) 11 12 L-3005 L-3010 UI-113 L11-7708 AS REQD. AS READ. FIXED LITE MOUNTING BRACKET GLAZING BEAD — 5/16" 6063—T6 ALUMINUM (3" L) 6063—T5 ALUMINUM 13 L-7531 L-7531 AS REQD. GLAZING BEAD BULB VINYL PVC VINYL 14 SM-5731 AS REQD. GLAZING SEALANT — SILICONE 15 L-3012 LI-110 AS REQD. WEATHERSTRIPPING — FRAME/VENT PVC VINYL 16 L-3011 UI-133 AS REQD. GLAZING BEAD 11/16' LAM./INSUL. 6063—T5 ALUMINUM 17 L-3013 12 CORNER KEY PER FRAME 18 L-3013 8 CORNER KEY PER VENT • ' 19 L-3013 4 X POST CORNER KEY PER IN —POST 20 8 FRAME ASSEMBLY SCREWS /10 X 1' PH SMS 21 8 VENT ASSEMBLY SCREWS #10 X 1 1/4' PH SMS 22 2 X VENT 4 BAR 90' HINGES — STD. h H.D. - 23 2 X VENT 4 BAR 45' HINGES — STD. & H.D. • 24 AS REQD. HINGE MOUNTING SCREWS . #10 X 1/2" P.H./PHIL B 25 1 X VENT VENT OPERATOR — DUAL or SINGLE 28 1 4/ OPER. IOPERATOR MOUNTING SCREWS #10 X 3/4' F.H./PHIL. SOS 27 1/ OPER. STAINLESS STEEL "C" TRACK + 28 2/ TRACK TRACK MOUNTING SCREWS #8 X 1/2" F.H./PHIL. SOS 29 1/ OPERATOR STUD BRACKET CONNECTOR 30 2/ BRACKET STUD BRACKET SCREWS #8 X 1/2" F.H./PHIL. SOS 31 1/ VENT LOCKING HANDLE 32 2/ LOCK LOCK HANDLE MOUNTING SCREWS #10-32 X 3/8" PH MS 33 1/ VENT I LOCKING MULTI —POINT BAR 34 1 X LOCK POINT TIE BAR NYLON GUIDES 35 2 X GUIDE NYLON GUIDES MOUNTING SCREWS #8 X 1' PH./PHIL B 2 36 1/ LOCK KEEPER (ST. STEEL) 37 2/ KEEPER KEEPER MOUNTING SCREWS 38 L-3014 4 SNUBBER 6063—T5 ALUMINUM 39 2/ SNUBBER SNUBBER INSTALLATION SCREWS #8 X 1 2" PH SMS M N 5 18 LAMINATED GLASS COMPOSITION - TYPE -A" ITEM DESCRIPTION DETAIL `11 n I Va � 1 1/8' ANNEALED GLASS 2 0.090- PVB INTERLAYER Butacite PVB by DUPONT or Soft- PVB by Eastnon Chenlcol Co. asl°• 3 1/8- ANNEALED GLASS 6 16 LAMINATED GLASS COMPOSITION -TYPE B ITEM DESCRIPTION DETAIL 1 1/8' HEAT-STRENGHTENED GLASS 2 OA90' PVB INTERLAYER Safe- PVB by Eastnon CheNcol Co. I j---------� u4V 3 1/8' HEAT-STRENGHTENED GLASS t2 13 14 9/16 GLA ING ITE 5/16" laminated 5 IB LAMINATED GLASS- COMPOSITION - TYPE C*I.GIIE' ITEM DESCRIPTION DETAIL 1 1/8' HEAT-STRENGH7ENED GLASS 2 0.090' INTERLAYER q. }1--Sentryatoss Mterlayer by DuPont "'�-- 1/8' HEAT-STRENGHTENED GLASS 7 16 LAMINATED GLASS COMPOSITION - TYPE D ITEM DESCRIPTION DETAIL 7/16" Laminated 1 3/I6' ANNEALED GLASS 2 0.090' PVB INTERLAYER 16 13 Sol- PVB by Eastnon Ch.9-1 Ca I a4W 3 3/16' ANNEALED GLASS 11 18 LAMINATED GLASS COMPOSITION TYPE E - DESCRIPTION DETAIL -------------------- ITEM __ __ 1 1/6' ANNEALED GLASS 2 OA9W PVB INTERLAYER _ _ _ _ _ _ .=1 14 SafteA PVB by East- Chenlcal Co. A/s• 3 1/8' ANNEALED GLASS 9/16 4 114' INSULATED AIR SPACE AfB =_ _ - -= _ GLA ING ITE S 1/8' ANNEALED GLASS I aom• 11/18" Laminated/Insulated LAMINATED GLASS TYPES GLAZING OPTION DETAILS Flange Frame Window Glazed with 3200 Impact Casement Window Glass Type "A" Glass Type "B" Glass Type "C" Glass Type "D" Glass Type "V Configuration: "X" 6/16"Mrrealedgass 5M6"HSgass-PVB 5116"HS.gassSGP 7/16"Annealed Gass 11/16"Annealed Class 1 Si7a I Width I Feiaht I Anchors DP(+)I DP(-) I DP (+) DP(-) I DP(+) 1 DP(-) DP(+) I Dp(.) __I DP(+) DP(-) TA W N_ U) 0 0 U W ly 2630 2640 30 30 36 48 3 3 0) 2650 30 .60 3 W 2660 30 172 3 g 2820 32 24 3 2830 32 36 3 2840 32 48 3 Ct 2 2850 32 60 3 2860 32 72 3 3020 36 24 3 3030 36 36 3 3040 36 48 3 3050 36 60 3 3060 36 72 3 s ? 2014 ` 3 4 59.0 59.0 59.0 59-0 70.0 70.0 82.0 82.0 70.0 70.0 820 820 70.0 70.0 73.0 73.0 70.0 70.0 73.0 73.0 5 59.0 59.0 70.0 82.0 70.0 B2.0 70.0 73.0 70.0 73.0 5 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 2 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 3 59.0 69.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 4 59.0 59.0 70.0 62.0 70.0 82.0 70.0 73.0 70.0 73.0 5 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 5 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0' 2 59.0 59.0 70.0 82.0M70.O82.070.0 73.0 70.0 73.0 59.0 69.0 70.082.070.073.0 7C.0 73.0 4 59.0 59.0 70.0 82.070.0 73.0 70.0 73.0 5 59.0 59.0 70.0 82.070.0 73.0 70.0 73.0 5 59.0 59.0 70.0 82.0 PRODUCT'REVISED w wmplying 'All, tho Florida Qr� 3uildiifBCodc O -{ 08 2c Acceplvrce Igo vir•eiI L.`rli; l'toducl Cmmoi X.f.c L Revised to Om w 2010 FBC 8501 N.W. 90 5T. LA W S ®1 V MEOLEY, FLORIDA 33t66 ND L7 S R S ZN C . PH No. (S05) 696-8660 MANUTACTURBA OF QUALITY ALUMINUM E/NDOA'8 AND GLASS ODORS L Renewal -d ReKslon to shsat 5 of 7 ;. Ravlsed to Complyw 2014 FBC A- Clair AA CWu 1M hN/sryr Srryr/Ye4C llwa RrJ.ren" /: Rrwfen /: Y A -01 N. ERAZO o° "iB7ro5 Series: 3200 Outswing Impact Casement Window GLASS do DP CHARTS AND GLAZING DETAILS FOR "X" UNITS D°l' N. ERAZO "'"b" 08/26/14 vtrlen Lwvtr C .- Pro/wt Arlwrnes NumErr: Or°a(n/ AYmem sMra CA9EMENT3200-08HOA-01 L3200-0801 6 OP 1 5 IB LAMINATED GLASS COMPOSITION - TYPE A 12 _ - - .. ,:; =, -FlangeFrameWn_dgw_Glazedwitl>; ITEM DESCRIPTION DETAIL 3200InWctCasernentWindow Glass Type "N' Glass Type"e" GlassType"C' GlassType'V' pass Type"E' 1 1/0' ANNEALED GLASS _-.-_... _....... ....._............ __.._. _ 13 Confl uraHon."XX" "Xd'or"OX' 6n6"Annealed Gass 6M6^Hs.aaSS-PVB 6M6"MSaassSGP 7n6"Amealedaass 11n6"hutealedaase e OA90' PVB INTERLAYER -_ _ Butnclte PVB by DUPONT or ' "-' n]t.•4 Size Width lief hl Anchors DP+ DP- DP+ + + + Soft.. PVB by Eostewn Chancel Co ._..._._...._ ...__-___..__.._..� ___.__(�_-_��_....._...._...�_�........... ,��A-�._. �O .-.DPO._. ._._9,,��A_�.... �(% �O �(-) _.. 3 1/0' ANNEALED GLASS r_acr_=== __ � (in) (in) l'leaGVSill Jamb psf w I.a N 22 37 25 4 2 1 70.0 70.0 70.0 73.0 70.0 820 70.0 73L0 70.0 73.0 W 23 37 38.375 4 3 70.0 70.0 70.0 73.0 70.0 820 70.0 73.0 70.0 73.0 5 18 LAMINATED GLASS COMPOSITION - TYPE B ITEM DESCRIPTION DETAIL 1 1/8' HEAT-STRENGHTENED GLASS 2 0.090' PVB INTERLAYER SaFlex PVB by Eestnon Chenlcal Ca. A i a]/Y 3 1/8' HEAT-STRE•JGHTCIJE7 GLASS GLA 9/16 ING 14 51 BITE N }} F- 24 37 50.625 4 4 70.0 70.0 1 70.0 73.0 70.0 82.0 70.0 73.0 70.0 73.0 25 37 63 4 4 70.0 70.0 70.0 73.0 70.0 820 70.0 73.0 70.0 73.0 32 53.125 26 4 2 70.0 70.0 70.0 73,0 70.0 820 7010 73.0 MO 73.0 6/16" Laminated Q 2 33 53.125 38.375 4 3 MO 70.0 70.0 73.0 70.0 82.0 70.0 73.0 70.0 73.0 34 53.125 50.625 4 4 70.0 70.0 70.0 73.0 70.0 82-0 MO 73.0 70.0 73.0 /A 35 53.125 63 4 4 70.0 70.0 70.0 73.0 70.0 820 10.0 73.0 7V.V 73.0 5 16• LAMINATED GLASS COMPOSITION - TYPE C' y 13 D22 74 26 6 2 70.0 70.0 70.0 73.0 70.0 820 70.0 73.0 70.0 73.0 ITEM DESCRIPTION I DETAIL NEAT-STRENGHTENED GLASS 2 0.090' INTERLAYER SentryGlass Intertaye by DuPont T - ►3/0• J 3 1/8' HEAT-STRENGHTENED GLASS 14 51 9/16 7 18 LAMINATED GLASS COMPOSITION - TYPE D GLA ING ITE ITEM DESCRIPTION DETAIL 7/16" Laminated 1 3/16' ANNEALED GLASS ie/• 2 0.090- PVB INTERLAYER o 1 An• � 16 13 Soft- PVB by Eestnen Chenlcal Co. I T a�w• 3 3/t6' ANNEALED GLASS 11 16 LAMINATED GLASS COMPOSITION TYPE E - - -- ITEM DESCRIPTION DETAIL- 1 1/8' ANNEALED GLASS 2 0,090' PV8 INTERLAYER • _ _-.-. -L 14 51 S.AI PVB by Eestnon I hebl et Co. 3 1/11' ANNEALED GLASS _ ==_-- -_ -- /16 4 1/4' INSULATED AIR SPACE .tce• - ---- - --- GLA ING BITE 5 1/8' ANNEALED GLASS I 0.34Y It/la" 1Aaminated/lnsulated LAMINATED GLASS TYPES GLAZING OPTION DETAILS M Z W D23 74 38.375 6 3 70.0 1 70.0 70.0 73.0 70.0 82.0 1 70.0 73.0 70.0 73.0 024 74 50.625 6 4 70.0 70.0 70.0 73.0 70.0 820 70.0 73.0 70.0 73.0 D25 74 63 6 4 70.0 70.0 70.0 73.0 70.0 820 70.0 73.0 70.0 73.0 3020 36 24 4 2 70.0 70.0 70.0 73.0 70.0 82.0 70.0 73,0 70.0 73.0 3030 38 36 4 3 70.0 70.0 70.0 MO 70.0 820 70.0 73.0 70.0 73.0 3040 36 48 4 4 70.0 70.0 70.0 73.0 70.0 820 70.0 73.0 70.0 73.0 3050 35 60 4 4 70.0 70.0 70.0 73,0 70.0 820 70.0 73.0 70.0 73-0 W 4020 48 24 4 2 70.0 70.0 70.0 7a0 70.0 820 70.0 73.0 70.0 73.0 N 4030 48 36 4 3 70.0 70.0 70.0 73.0 70.0 820 70.0 73.0 70.0 73.0 In 4040 48 48 4 4 70.0 70.0 70.0 73.0 70.0 82.0 70.0 73.0 70.0 73.0 40M 48 60 4 4 70.0 70.0 70.0 73.0 70.0 820 70.0 73.0 70.0 73.0 5020 60 24 5 2 70.0 70.0 70.0 73.0 70.0 820 70.0 73.0 70.0 73.0 � 50W 60 36 5 3 70.0 70.0 70.0 73.0 70.0 820 MO 73.0 70.0 73.0 0 O 5040 60 48 5 4 70.0 70.0 70.0 73.0 70.0 82.0 70.0 M. 70.0 73.0 5050 60 60 5 4 70.0 70.0 70.0 73.0 70.0 820 70.0 73.0 70.0 73.0 60M 72 24 6 2 70.0 70.0 70.0 73.0 70.0 820 70.0 73.0 70.0 73.0 6030 72 35 6 3 70.0 70.0 70.0 73.0 70.0 820 70.0 73.0 70.0 7a0 6040 72 48 6 4 70.0 70.0 70.0 73.0 70.0 820 70.0 73 0 70.0 73.0 6050 72 60 6 4 70.0 70.0 70.0 73.0 70.0 820 70.0 7aa 70.0 73.0 PRODUCT RL•VISGD acamPlyiageithale Ton 2 _. 1?nildblg Codc ���� C//j :\cccPlnnco Na, �02 Ilfooddl'itt Conifol -'.'5SO PRdnsstoN ENOINEBR' Bl,`LIC.:5G3$6; '. =' NNec A. Revised to C_ w 2010 FBC T /���iAi6mTi/D/y,!,: /�//% 9501 N.W. 90 ST. 8. Ranswol and Revision to shoat 5 8 6 of 7 • - - J[JL INDUSTRIES. ll I F 1 9 INC. MEDLEY, FLORIDA PH No. (305) 33168 606-86s0 C. Revleed to Com w 2014 FBC AUNVFAGTONEA 0Y QUALITY ALUMINUM UNDO NS AND "ASS DOORS Drv,u - lore _ASS Aad _N01M s SeNen///Mee /few I+ Rw4fen /: , NOA Y OW A OA 08--Ol N. ERAZO 0A7/z7/oe Series: 3200 Outswing Impact Casement Window ,.� ReNeed Hyr once N. ERAZO R.we.e 08/26/14 ' GLASS & DP CHARTS AND GLAZING DETAILS FOR "XX-OX-XO" UNITS DATE_.____ Revtwm, 4veL C Sbe4: RvdusJ R,f-. N­weer: A.aW„a NwnMr: C/SENENT3200-OBNOA-01 SMee L3200-0801 a OP 7 M S N OFRAME IN -POST RAIL �� RAIL 1218 L-3003 ,•435 1 ASSEMBLY SCREWS 4' 4" 2 10 X l 1/4' FRAME HEAD 6063-T6 ALUMINUM 4„ ASHIL. SMS j� I O L-3001062 I ,oto Xg . P.M.L.SIRS t7 I VENT RAIL I Is 8063-T6 ALUMINUM i w+ 0.062' 2.312 I 0.062 --------__ i .062 , to i .062 � 1.1 is ae2 f r3 ANCHOR CLUSTER 31 ' 1. �7t 2.39 (HEAD/SILL TYPICAL) VENT JAMS 4.797 I FRAME JAIAB - - - I O i . � is INPOST } NCHOR DETAIL FRAME CORNER DETAIL VENT RAIL CORNER DETAIL 5 6 7 B 21 2 3 4 1.e7s VENT RAIL :BANE IMPOST 0.062 L-3004 SEE MULLION APPROVALS FOR T FRAME SILL / JAMB 6063-T6 ALUMINUM MULLION TYPE, SIZE AND MAX. L-3002 DESIGN PRESSURE LIMITATIONS. 93 6063-T6 ALUMINUM NOTE: THE LOWER PRESSURES OF FIXED, .CASEMENT WINDOW OR MULL SHALL GOVERN 2,250 —.062 2. 2 I/4' MAX. SHIM ;.ofiz 0.062 L. 12 S.M.S. X I 1/4'SPACING E ELEV. FOR SPACING FRAME Slll IRA I � 4e 2.399 °•� . ALL STEEL IN CONTACT WITH LUM. TO BE PAINTED OR PLATED. — . METAL STRUCTURES: - —� 0.07a FRAME SHEAR PLATE 47 L-3007 0340 STEEL OR ALUM. 1/8" MIN. THICK) A) STEEL Fy = 36 KSI MIN. 6063-T5 ALUMINUM 0 t20 ASSEMBLY SCREWS B) ALUMINUM : 6063-T5 MIN. 4 - /tD x t 1/4' 1.215 P.H./PHIL. SMS 1.231 PERIMETER WINDOW FRAME FRAME IMPOST DETAIL ALUMINUM SNUBBER 38 L-3014 SEALANT 3B FRAME & SASH CORNER ASSEMBLY DETAILS -0.377 6063-T5 ALUMINUM METAL STRUCTURE ATTACHMENT DETAIL, 10 FRAME SILL ANCHOR CLIP C94 i l —T 1'RODUCI' RC•.VISED L-3008 6063-TS ALUMINUM r009; 0.}188�`�`L FIXED LITE MOUNTING BRACKET .970 L-3005 E053-T6 ALUMINUM 1478 IL- as complying auh lht TloriJa Q t3uitdina C'odc. ��� O8 2� AccclNafu: No_y_r.� �� t:Ypiratit•,ILDa•._ j-s�`T 0 MiaOil DedC 1'rOdutt Coutrol`'� _ 2.794 �1I _,s'�.,, O GLAZING BEAD 12 1 g GLAZING BEAD O GLAZING BEAD TIIOld'AS . 'So?. PRDPRa$WN NGIN%6R '. a,wfe,. xor,.• A. Revd I. C— w 2010 F8C �� g,9 T� ® 7p T �5=0��/ 1 �tl/ 9501 N.W. 90 5T. 5/18' Laminated 11/16" Insulated/Laminated 7/16" Laminated __� B. Renewd end Revi>von to shed 3 6 e et 7 MEDLEY, FLORIDA 3318a STR S PH No. (305) 696-8660 a R4vis40 to O—Ply w 2014 iBC L-3010 or L-7708 6063-T5 ALUMINUM L-3011 or IJI-133 L-3009 or LH-159 MANI/YACYURNR Of QUALITY ALUMINUM WINDOWS AND CLASS DOORS Or,v C(Yr. MN C1ou /Ya! dlysrf/ Nl.i.liDwu /Mn A•fm:w• I: Rw4rw. I: 6063-T5 ALUMINUM 6063-T5 ALUMINUM 0.050 0.801f —� 0915 D.eo, - NM fiLY 3200 LCNDA 08-01 N. ERAZO 07g os Series: 3200 Outswing Impact Casement Window 0.391 0.266 CROSS -SECTIONS, & ASSEMBLY DETAILS l_ o.6ea —I T 0.050 D.60i� `0.115688�� {EXTRUSION 1 41'.'' DATE--_ R Wbn L r4 ° 1e.4 PnNcf RUc me. ALm)m AaWN At min: 1M.L asuarR3zoo-oeNw-0t L3200-0801 7 OP 7 MIAMI•]aADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMWISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.2ov/economy Lawson Industries, Inc. 8501 NW 90 Street Medley, FL 33166 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section 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 Section (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. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. - DESCRIPTION: Series "HS-8700 (Flange -Frame)" Aluminum Horizontal Sliding Window — L.M.I. APPROVAL DOCUMENT: Drawing No. L8700-0901, titled "HS-8700 Horizontal Rolling Flange Impact Window", sheets 1 through 10 of 10, dated 05/30/09, with revision C, dated 02/10/17, prepared by manufacturer, and signed and sealed by Thomas J. Sotos, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami —Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/ or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises and renews NOA No.14-0908.14 and consists of this page 1 and evidence pages E-1, E-2 and E-3, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No. 17-0222.14 14 NTY MIAMFDADE COUExpiration Date: April 11, 2022 jn j� rj Approval Date: April 13, 2017 Page 1 .Mi Lawson Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA No. 02-0227.05) 2. Drawing No. L8700-0901, titled "HS-8700 Horizontal Rolling Flange Impact Window", sheets 1 through 10 of 10, dated 05/30/09, with revision C dated 02/10/17, prepared by manufacturer, signed and sealed by Thomas J. Sotos, P.E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 along with marked -up drawings and installation diagram of an aluminum horizontal sliding window, XOX (1/4-1/2-1/4 and 1/3-1/3-1/3) configuration, prepared by Hurricane Engineering & Testing, Inc., Test Reports No. HETI-10-3049 and HETI-10-3051, dated 03/23/11, signed and sealed by Candido F. Font, P.E. (Submitted under NOA No. 11-0705.10) 2. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 along with marked -up drawings and installation diagram of 8 specimens of an aluminum horizontal sliding window, XOX (1/4-1/2-1/4 and 1/3-1/3-1/3) configuration, prepared by Hurricane Engineering & Testing, Inc., Test Reports No. HETI-10-3047, HETI-10-3053, HETI-10-3057, HETI-10-3130, HETI-10-3223 and HET-10-3225, dated 03/23/11, signed and sealed by Candido F. Font, P.E. (Submitted under NOA No.11-0705.10) 3. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of an aluminum horizontal sliding window, XOX (1/4-1/2-1/4 and 1/3-1/3-1/3) configuration, prepared by Hurricane Engineering & Testing, Inc., Test Reports No. HETI-10-3048, HETI-10-3049I, dated 11/09/10, HETI-10-3050, HETI-10-3052B, HETI-10-3056, HETI-10-3131, HETI-10-3224 and HETI-10-3226, dated 03/23/11, signed and sealed by Candido F. Font, P.E. (Submitted under NOA No. 11-0705.10) 4. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of an aluminum horizontal sliding window, XOX configuration, prepared by Hurricane Engineering & Testing, Inc., Test Report No. HETI-10-3251, dated 04/25/11, signed and sealed by Rafael E. Droz-Seda, P.E. (Submitted under NOA No.11-0705.10) Product Co anu 1 Perez, P.E. of Examiner NOA No.17-0222.14 Expiration Date: April 11, 2022 Approval Date: April 13, 2017 E-1 tMt Lawson Industries Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (coNTINUED) 5. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202--94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 202-94 along with marked -up drawings and installation diagram of 8 specimens of an aluminum horizontal sliding window, XO configuration, prepared by Hurricane Engineering & Testing, Inc., Test Reports No. HETI-08-2033, HETI-08-2034, HETI-08-2035, HETI-08-2036, HETI-08-2037, HETI-08-2038, HETI-08-2116A and HETI-08-2116B, dated 02/28/08, signed and sealed by Candido F. Font, P.E. (Submitted under NOA No. 09-0706.05) 6. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 202-94 along with marked -up drawings and installation diagram of 8 specimens of an aluminum horizontal sliding window, XO configuration, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. FTL-3097, FTL-3098 and FTL-3364, dated 12/06/01, 12/11/01 and 01/28/02, respectively, all signed and sealed by Luis Antonio Figueredo, P.E. (Submitted under NOA No. 02-0227.05) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC, prepared by Lawson Industries, Inc., dated 05/28/09, revised on 07/10 and updated on 01/25/12, signed and sealed by Thomas J. Sotos, P.E. (Submitted under NOA No. 12-012 7.08) 2. Glazing complies with ASTM E1300-09 D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No.14-0916.11 issued to Kuraray America, Inc. for their "SentryGlas® (Clear and White) Glass Interlayers" dated 06/25/ , expiring on 07/04/18. MVo. rez, P.E. Product Cxaminer NO-0222.14 Expiration Date: April 11, 2022 Approval Date: April 13, 2017 E-2 $Mi Lawson Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance, complying with the FBC 5th Edition (2014), dated February 16, 2017, issued, signed and sealed by Thomas J. Sotos, P.E. 2. Statement letter of no financial interest, dated 05/20/10, signed and sealed by Thomas J. Sotos, P.E. (Submitted under NOA No. 12-012 7.08) 3. Laboratory compliance letter for Test Reports No. HETI-10-3047, HETI-10-3048, HETI-10-3049, HETI-10-3049I, HETI-10-3050, HETI-10-3051, HETI-10-3052B, HETI-10-3053, HETI-10-3056, HETI-10-3057, HETI-10-3130, HETI-10-3131, HETI-10-3223, HETI-10-3224, HET-10-3225 and HETI-10-3226, all issued by Hurricane Engineering & Testing, Inc., dated 11/09/10, 03/23/11 and 04/25/11, signed and sealed by Candido F. Font, P.E. (Submitted under NOA No.11-0705.10) 4. Laboratory compliance letter for Test Report No. HETI-10-3251, issued by Hurricane Engineering & Testing, Inc., dated 04/25/11, signed and sealed by Rafael E. Droz- Seda, P.E. (Submitted under NOA No.11-0705.10) 5. Laboratory compliance letter for Test Reports No. HETI-08-2033, HETI-08-2034, HETI-08-2035, HETI-08-2036, HETI-08-2037, HETI-08-2038, BETI-08-2116A and HETI-08-2116B, issued by Hurricane Engineering & Testing, Inc., dated 01/15/08 through 02/28/08, all signed and sealed by Candido F. Font, P.E. (Submitted under NOA No. 09-0706.05) 6. Laboratory compliance letter for Test Reports No. FTL-3097, FTL-3098 and FTL-3364, all issued by Fenestration Testing Laboratory, Inc., dated 12/06/01, 12/11/01 and 01/28/02, all signed and sealed by Luis Antonio Figueredo, P.E. (Submitted under NOA No. 02-0227.05) G. OTHERS 1. Notice of Acceptance No. 14-0908.14, issued to Lawson Industries, Inc. for their Series "HS-8700 (Flange -Frame) Aluminum Horizontal Sliding Window - LM.I." approved on 11/13/14 and expiring on 04/11/17. L Manu P.E. Product Co rol E miner NOA .-0222.14 Expiration Date: April 11, 2022 Approval Date: April 13, 2017 E-3 M Z as TEST UNIT SIZE: I I C X 63" 4+ INSTALLATION FASTENERS (A) 10 AT FRAME HEAD (14 AT FRAME HEAD IF DP ABOVE 70.( (B) 10 AT EA, FRAME SILL (14 AT FRAME SILL IF DP ABOVE 70.0) (C) 5 AT EA. FRAME JAMB • SEE GENERAL NOTE J3 A J4. T— 85 3/8' OVERALL FRAME WIDTH - 84 3/8' INTERIOR FRAME WIDTH - TV0 ADDITIONAL ANCHORS REDUIRED AT HEETING RAILS FOR UNITS WITH DP AlOVE /- 70PSF (4 TOTAL) a Mar. D..D. Widt Mai � D.L.O. Width 4 3i 24 } o j/ o ,�d 4 ANCHOR NOTES I I L CpL L SANE ANCHOR SPACING AT HEAD tSILL\ / ENUNNTINS ARE AAPPLIEO V%IAl 2. TWO ADDITIONAL ANCHORS REWIRED �]�/ V/ SILICOME AND ARE AT MEETING RAILS FOR LIMITS WITH AVAILABLE AS OPTIONAL. DP ABOVE •7DPSF / - 75PSF (4 TOTAL) NNpp������ "XOX" WINDOW EQUAL LITE RRJVERTICAL CROSS-SECTION DETAILS 'A. Al. B. L BI' AT SHEET 43 TES T UNIT SIZE: tit' X 83' T2. SEE HORIZONTAL CROSS-SECTION DETAILS 'C. D. L E' AT SHEET Bg INSTALLATION FASTENERS * W i 111' OVERALL FRAME WIDTH (A) 10 AT FRAME HEAD (14 AT FRAME HEAD IF DP ABOVE 70.0 (a) 10 AT EA. FRAME SILL (14.AT FRAME SILL IF DP ABOVE 70.0) (c) 5 AT EA. FRAME JAMB *SEE GENERAL NOTE 03 k 14. �-- 4• TEST UNIT SIZE: 14' X 63"— INSTALLATION FASTENERS• (A) 8 AT FRAME HEAD (8 AT FRAME HEAD IF DP AB (B) 6 AT EA. FRAME SILL (8 AT FRAME SILL IF DP ABC (C) 5 AT EA FRAME JAMB T! -SEE GENERAL NOTE J3 A J� ALL �,"S) 7 I l3 i/4. O.G g• M 0. M6 Ma's ..0. 6dth E n B B1 ANCHOR NOTES, - L SAME ANCHdt SPACING AT MEAD L SILL EXT. L INT. FALSE COLONIAL MUNTINS ARE APPLIED W/SIUCONE AND ARE AVAILABLE 2. IT I ADDITIONAL. ANCIQJS REDUIRED -L AS OPTIONAL. MEETING RAILS FOt IBNITS VITH DP "XOX" WINDOW — UN —EQUAL LITE ABOVE •70PSF (4 TOTAL) NDTEc, 1. SEE VERTICAL CROSS-SECTION DETAILS •A, AI.0, B, L Ill' AT SHEET 43 2. SEE HORIZONTAL CROSS-SECTION DETAILS -C. L E" AT SHEET 45 ?'All CORNEA) 13 1/4' OG 13 1/4. OC. 17 I/Y OG u v.• nc 74. OVERALL FRAME WIDTH 73' INTERIOR FRAME VIDTH )VE 7p_(I TWO ADDITIONAL ANCHORS REDUIRED 4T HEETING RAILS FDR UNITS VITH DP ABOVE A A 1 7DasF 14 TOT` �yAX q0 � ♦ I/2 8' nUPC Vo)D.L.O. Lh 13 Vv >> bci 13T1/4' O O i n oD I n � AL AT U p ANERS) O m O O.C. Z W O 1 0 N W 2 C.C. ANCHOR MOTES: I. SAME ANCHOR SPACING AT HEAD L SILL EXT. L INT. FpL SE pLONIAL ' It 2. TWO ADDITIONAL ANCHORS REQUIRED Ml1NTIN5 AR[ APPL [C[D V/ V/ SILICONE AND ARE 4 AT MEETING RAILS FOR UNITS WITH DP ABOVE •/- 70PSF (4 TOTAL) AVAILABLE AS OPTIONAL. "XO" WINDOW EQUAL LITE NOTES ( "OX' REVERSED) ' 1. SEE VERTICAL CROSS-SECTION DETAILS 'A. At, B. L BI' AT SHEET B3 2. SEE HORIZONTAL CROSS-SECTION DETAILS 'C, D, L V AT SHEET L4 - SERIES-8700 HORIZONTAL SLIDING WINDOW FLANGE FRAME ELEVATIONS — L.M.I. 3 V � F r �g t �y m V y�i9e. :iTf PRODUCT REVLSED i coJnPLYLA6 vviN tbL Fi-Ift e4 '' `` MRID (IMDdect i•� t; O F T E- L) ) �Q O N ( EE--F C] z a ) z ) Q z C, Z s W U O I Z z o 0 a < o vi X o a E_ i E.Q.• > Z r O cad C ( a > O o i 5 s a n. co O < E x roII M Z N C B 81 8 81 NOTE: OX 1 I X0 I) REFER TO SHEET 2 OF 10 FOR INSTALLATION ANCHOR DETAILS AND NOTES. 2) FOR VERTICAL CROSS-SECTION DETAILS "A. At. B. & BI' REFER TO SHEET 03 3) FOR HORIZONTAL CROSS-SECTION DETAILS -C. D. & E' REFER TO SHEET /4 4) REFER TO SHEET 6 OF 10 FOR DESIGN LOAD CHARTS AND NOTES. 00 XOX -Equal Lite (1/3-1/3-1/3) NOTES: I) REFER TO SHEET 2 OF 10 FOR INSTALLATION ANCHOR DETAILS AND NOTES. 2) FOR VERTICAL CROSS-SECTION DETAILS "A. Al. B. & BI" REFER TO SHEET j3 3) FOR HORIZONTAL CROSS-SECTION DETAILS "D. & E- REFER TO SHEET p5 4) REFER TO SHEET 8 OF 10 FOR DESIGN LOAD CHARTS AND NOTES. A Al E D i3I XOX - Un-Equal Lite (1/4-1/2-1/4) NOTES: 1) REFER TO SHEET 2 OF IO FOR INSTALLATION ANCHOR DETAILS AND NOTES. 2) FOR VERTICAL CROSS-SECTION DETAILS -A. Al. B. & B1' REFER TO SHEET /3 3) FOR HORIZONTAL CROSS-SECTION DETAILS -D. & E' REFER TO SHEET #5 4) REFER TO SHEET 7 OF 10 FOR DESIGN LOAD CHARTS AND NOTES. SERIES-8700 HORIZONTAL SLIDING IMPACT WINDOW APPROVED ELEVATIONS General Notes: 1.) THIS WINDOW SYSTEM IS DESIGNED AND TESTED TO COMPLY WITH THE y C x REQUIREMENTS OF THE 2014 FLORIDA BUDDING CODE 5th Edition. INCLUDING o HIGH VELOCITY HURRICANE ZONE (HVHZ) AND ASTM 1300-09. THIS PRODUCT e y IS IMPACT RESISTANT. (SHUTTERS NOT REQUIRED) n °D 2.) WOOD BUCKS SHALL BE INSTALLED AND ANCHORED SO THAT THE BUILDING U RESISTS THE SUPERIMPOSED LOADS IN ACCORDANCE WITH THE REQUIREMENTS ,: t^ c e d e OF 2014 F.B.C. & TO BE REVIEWED BY BUILDING OFFICIAL o & .. G f v 3.) ANCHORS SHOWN ON SHEET 2 OF 10 ARE AS PER TEST UNITS. ANCHORS ON rn o i ALL WINDOW SIZES ARE NOT TO EXCEED THESE MAXIMUM SPACINGS ON CENTER w (D.C.). AND AS TABULATED ON SHEETS 6, 7, or 8_ _ p z 0 4.) ANCHOR CONDITIONS NOT DESCRIBED IN THESE DRAWING'S ARE TO BE Z0 6 ENGINEERED ON A SITE SPECIFIC BASIS, UNDER SEPARATE APPROVAL AND m as TO BE REVIEWED BY BUILDING OFFICIAL. 6az 5.) WINDOWS ARE QUALIFIED FOR USE WITH SINGLE GLAZE LAMINATED GLASS TYPES U o TABULATED HEREIN (SEE SHEETs 16, 7, or 8). AND FOR USE WITH DOUBLE GLAZE it Z c c LAMINATED INSULATED GLASS TYPES TABULATED HEREIN (SEE SHEETS #6, 7 or 8). 4 . eJ WINDOWS WITH GLASS TYPES -A. C. OR G" INSTALLED ABOVE 30FT. IN THE HVHZ, THE I.G. EXTERIOR LITE SHALL BE TEMPERED. s a z 7.) SEE SHEET 4 FOR LACK DETAILS & OPTIONS. 1�. .I p 8.) SEE SHEET 9 FOR GLASS TYPES. e E_ > 9.) SEE SHEET 8 FOR DESIGN PRESSURES ON *I(0 or OX' MINDOWS. or O r 10.) SEE SHEET 7 FOR DESIGN PRESSURES ON EQUAL-LITE 'XOX- WINDOWS. c a W 11.) SEE SHEET' 8 FOR DESIGN PRESSURES ON UN -EQUAL L[TE -XOX- WINDOWS. O o 12.) FOR OPTIONAL FRAME INSTALLATION DETAILS SEE SHEETS 3, 4. or 9. C C x a 13.) EXT. & TNT. FALSE COLONIAL MUNTINS ARE OPTONAL & AND ARE APPLIED W/ SILICONE F < 14.) WOOD BUCKS IN CONTACT WITH CONCRETE MUST BE PRESSURE TREATED AND ANCHORED (BY OTHERS), PRIOR TO WINDOW INSTALLATION. (SEE SHEET 03, 4 & 5 FOR DE'TAIL9 & NOTES) WOOD BUCKS TO BE ANCHORED IN COMPLIANCE WITH THE 2014 FBC CHAPTER C 24 SECTION . � 15.) APPROVAL APPLIESPLIESTO SINGLE UNITS OR SIDE BY SIDE MULLED UNITS. � 16.) SEE SHEET p 5 FOR MULLION/METAL ATTACHMENT DETAILS, NOTES & OPTIONS. '" f Y 17.) MULLING HORIZONTAL SLIDING WINDOWS WITH OTHER TYPES OF MIAMI-DADE COUNTY APPROVED f WINDOWS USING A MIAMI-DADE COUNTY APPROVED MULLION IN BETWEEN ARE ACCEPTABLE BUT THE LOWER DESIGN PRESSURE FROM THE WINDOWS OR MULLION APPROVAL WILL APPLY TO THE o - o 0 ENTIRE MULLED SYSTEM. N a w 18.) ALL METAL/STEEL IN CONTACT WITH ALUMINUM OR OTHER DISSIMILAR MATERIALS TO BE m m PAINTED OR PLATED AND SHALL MEET SECTION 2003.8.4 OF THE 2014 FLORIDA BLDG. CODE. u� c m I m FRODUCTREVISED ns complying.4h the Flm b 0uildiny Code i�xeFlnnce l`lo f �f os72, f4 ' /�Z2 � � � .: - �i Expiration f>ale AtlFf/ f 1_ �o�. �i 61 `�i Aq�ai<: e4e Aodaet ttA i W M M 1/4' TAPCON V/ 1 1/4' MIN. EMBEDMENT INTO CONC. (SEE ELEVATION AT SHEET K2 FOR MAX. FASTENER SPACING) 11/D' MIN. EDGE DISTANCE a Er EXTERIOR GRADE) PERIMETER CAULKING N EXTERIOR — 1. ALL WOOD BUCKS ENGINEERED SEPARATELY L TO BE REVIEWED BY BLDG. OFFICIAL (TYP.) 2. WOOD BUCK AND FRAMING (NOT BY LAWSON INDUSTRIES) MUST SUSTAIN LOADS IMPOSED BY THE GLAZING SYSTEM 3' MIN. DMLNj. .• d A. v ° d ! 1/4' MAX. SHIM SPACE (TYPJ �BEDD'ING SILICONE ADHESIVE COMPOUND INTERIOR LAMINATED GLASS �1! 26 �i� 26 10 9 32 73 Iaf EXTERIOR GRADE EXT. GRADEPER[METER CAULING CAULK-� STUCCO OVER METAL LATH NAILED TO #14 S.M.S. V/ 1 1/4' EXTERIOR GRADE PLYWOOD SHEATHING NIN. EMBEDMENT INTO WOOD TO BE SPECIFIED BY ARCHITECT OR G.C. (SEE ELEVATION AT SHEET 112 (EXTERIOR FINISH BY OTHERS) FOR MAX. FASTENER SPACING) NOT BY LAWSON INDUSTRIES, INC. �y V L 2X RR.y z , ,/4' ' w iY 2X (MIN, EMBED.) Aft s E � z EXT. GRADE PERIMETER ' o� 1/4' MAX 0' �"' CAULKING NOT BY SHIM SPACE 'LA () SON INDUSTRIES', (TYP.) TO BE APPLIED BY OTHERS }}-- il 4 p x .] (TYP.) ( ) O j � F EXTERIOR INTERIOR x z ! A 1 ALTERNATE DETAIL q WOOD FRAME INSTALLATION DETAIL $ s WINDOW INSTALLATION NOTES " a? 1. THE VINDOv FRAME FLANGE TO BE BACK -BEDDED W/ AN EXT. _ � s 20 GRADE CAULK THROUGHOUT THE ENTIRE PERIMETER OF FLANGE o EEE SILL RISER - OPTIONAL BY VINDOW INSTALLER (TYP.) ` °i APPLIED VITH SILICONE 2. THE EXPOSED EX T. PERIMETER OF THE WINDOW FRAME TO o a H SEE DP CHARTS ON BE SEALED V/ AN APPROVED EXTERIOR GRACE CAULK e- SHEETS #4, #S, L #6. BY OTHERS (TYPJ • WHEN THE CAP BETWEEN THE WINDOW FRAME AND THE BUCK OR MASONRY IS LESS THAN 1/8". SHIMS ARE NOT REQUIRED. Q E I ANCHORS NOTE: g S ANCHORS TO BE #12 SMS OR WD. SCREWS INTO WOOD. OR - 1/4' TAPCONS or APPROVED CONC. FASTENERS INTO CONC., WITH A MINIMUM OF 1 1/4' PENETRATION INTO VpOR CONC. (REFER TO LOAD TABLES FOR QUANTITIES REE QUIRED) A) SPACE a A•O e kt••�:/°. ° d ° e l e °- •°I/a4' MAX. a. •a I I/V° Qa SHIM SPACE SHIM s7 oN YP=(T(TYPJ PRODUCT REVISED 4-1 1/LEMN IN, 1 1/4' MIN. .fAyig wi(1the Fktida s EMdT EMBEDMENT 3uJdi;Cde d ;) >.:. a.'Vmt n� '•°+' I a J A ' a' 1 1/8' MIN. { ;Y EDGE DISTANC .,podePmdee7 Cmrsi /terfyy �I OPTIONAL SILL INSTALLATION DETAIL AT "10 or OX- ( E a 0 A z N J 1. ALL W501) BUCKS ENGINEERED SEPARATELY 2X WOOD BUCKS 6 TO BE REVIEWED BY BLDG. OFFICIAL (TYP.) BY OTHERS (TYP.) 2. WOOD BUCK AND FRAMING (NOT BY LAWSON INDUSTRIES) MUST SUSTAIN LOADS IMPOSED INTERIOR FINISH BY THE GLAZING SYSTEM (BY OTHERS) ' 21 23 LAMINATED GLASS 33 SILICONE ADHESIVE 1/4' MAX. R14 S.M.S. W/ 1 1/4' SHIM SPACE BEDDING COMPOUND MIN. EMBEDMENT INTO WOOD. (iYP.) (SEE ELEVATION AT SHEET .2 INTERIOR FOR MAX. FASTENER SPACING) 2X Q 17 34 n 1' MIN. EDGE DISTAN( EXTERIOR WALL FINISH BY OTHERS (TYP.) STUCCO OVER METAL LATH NAILED TO - EXTERIOR GRADE PLYWOOD SHEATHING TO BE SPECIFIED BY ARCHITECT OR G.C. (EXTERIOR FINISH BY OTHERS) NOT BY LAWSON INDUSTRIES, INL 1/4' MAX. SHIM SPACI (TYP.) v Q 4 EXTERIOR 18 19 11 O EXT. GI D — EXT. GRADE PERIMETER CAUL O CAULKING NOT BY C 'LAWSON INDUSTRIES'. TO BE APPLIED BY OTHERS 73' MAX. (TYP.) WINDOW FRAME BUCK WIDTH 74' MAX. WINDOW FRAME FLANGE WIDTH 30 31 B 8 22 � 21 5 LOCK (LATCH AND SWEEP) OPTIONS 1. BOTH EXTRUDED ALUMINUM AND PLASTIC LIFT HANDLE LOCKS ARE QUALIFIED FOR USE ON ALL WINDOWS. 2. BOTH DIE CAST AND NYLON CAM LOCKS ARE QUALIFIED FOR USE ON ALL WINDOWS. 3. TWO (2) LOCKS ARE REQUIRED PER EACH VENT. "XO" WINDOW EQUAL LITE ( -OX- REVERSED ) WINDOW INSTALLATION NOTES: 1. THE WINDOW FRAME FLANGE TO BE BACK -BEDDED W/ AN EXT. GRADE CAULK THROUGHOUT THE ENTIRE PERIMETER OF FLANGE BY WINDOW INSTALLER (TYP.) 2. THE EXPOSED EXT. PERIMETER OF THE WINDOW FRAME TO BE SEALED W/ AN APPROVED EXTERIOR GRADE CAULK BY OTHERS (TYP.) '. ' • WHEN THE GAP BETWEEN THE WINDOW FRAME AND THE BUCK OR MASONRY IS LESS THAN 1/8'. SHIMS ARE NOT REQUIRED. ANCHORS NOTE: ANCHORS TO BE B12 SMS OR WD. SCREWS INTO WOOD, OR 1/4• TAPCONS or APPROVED CONC. FASTENERS INTO CONIC., WITH A MINIMUM OF 1 1/4' PENETRATION INTO WOOD OR CONC. (REFER TO LOAD TABLES FOR QUANTITIES REQUIRED) .PT. WOOD BUCKS 4 4 1/4' TAPCON W/ 11/4' MIN. EMBEDMENT INTO CONC. :SEE ELEVATION AT SHEET R2 FOR MAX. FASTENER SPACING) 4 C 1 1 1/4' MIN. EMBEDMENT e I 1/B' MIN. EDGE DISTANCE C < A e. PRODU TREVISBD m comMYiaB wiq)Ur Fbrida Building Code AaeplmKa No •� P 'ret Dtle 9y M' Dade Proda(t- • s o � a s . E cj ® � z c/) O o x � o: Z Ir o P 6 x fn a �z U M f 1. 01 d0 4 1960-00401 � aNwaa awv •�.lw � Ilyma NOW.Y7 yasN1 ama QNY SNoudo Mo0'I vilyl30 NoLLozs ssouo MOQNIA ,LOVdWI 30NV1d ONMOH 'InNO2I2I0H 0049-SH S9000 SSY70 ONY SAWNIA NnNJNn7V dd17Vnb d0 NAt/nZ3VdnNYN 0999-969 (909) 'ON Nd O] �1/J I 991ff tl01 6 N lose / r o IJ � I 7 '15 O6 'M'N IOSQ 1\�[/ fU O C, U U Q O N 1 � N 4H� Y "<W W Z Z >Z rc �y = wx --� m,-�'',�.., w , a � \ F,• N LiV N mA(L 3!W¢w N 2 Z N O U F % �=L) W cu = N� Y r V Ole w 02V33 'N :a (01-00r13 "ISV P- �1oz WOMP3 415 DH! /" sa4 9d—:) -0 102-33! a4i a3aP yaays Siy� a uoy� PN - .tl. nNaN Mh U � 00� x U U � nzo 3? � w ONU y bz- F z a � a UW ¢ p• .z F U .aW 3uWw w o. y U x 4 0 N<4O w o = o Z U W ? 4 0 NQ X: K Uv=z z<y3u LIUL- SM� DESIGN LOAD CAPACITY(PSF) - OXorXO WINDOWS z 0 0 ` WINDOW # Jamb I Anchors # H & S Anchors +/- Pressures (pst) Glass T e "A" ' 2 Glass T e "B" .2 Glass T "C" ' 2 Glass T "D" ' 2 Glass T e "E " 3 Glass T "F" (' 3 WIDTH HEIGHT + psf - psf + psf f +pst + psf - psf + psf I - psf +psf 24 24 3 3 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 M °D y X o`0 36 24 3 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 n o o L) 0 48 24 3 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 moo tz 60 24 3 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 x 72 24 3 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 z }" z 0 0 = i z z 24 36 3 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 36 36 3 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 m o G` 0 48 36 3 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 N o 60 36 3 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 2 2 v 00 72 36 3 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 e a a 3 m 24 48 4 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 36 48 4 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 48 48 4 6 65.0 65.0 55.0 1 65.0 70.0 70.0 70.0 70.0 80.0 1 80.0 80.0 80.0 H z 60 48 1 4 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 z° 72 48 4 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 N a a ff 24 60 5 4 65.0 65.0 65.0 65.0 70.0 70.0 _ 70.0 70.0 80.0 80.0 80.0 80.0 36 60 5 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 48 60 5 6 1 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 y 60 60 5 6 1 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 6 F 0 ., = j 72 60 5 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 - - - - 26.5 26 3 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0. 80.0 80.0 80.0 80.0 37 26 1 3 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 53.125 26 3 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 74 26 3 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 26.5 38.375 4 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 y 2s a 3 �$ m g F g o +� 37 38.375 4 4 1 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 53.125 38.375 4 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 74 38.375 4 8 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 26.5 50.625 1 5 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 o 37 50.625 1 5 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 53.125 50.625 5 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 74 50.625 5 8 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 26.5 58 5 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 37 58 1 5 4 1 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 53.125 58 1 5 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 74 58 5 8 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 26.5 63 6 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 1 80.0 37 63 6 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 53.125 63 6 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 1 80.0 74 63 3 6 8 65.0 1 65.0 1 65.0 1 65.0 65.0 70.0 Notes (*). 1.) SEE SHEET B FOR GLAZING TYPES. DETAILS & SILICONE OPTIONS. asl moyi g 1, o' � ?" 5 V, e_Yj in 2J STANDARD SILL USED ON WINDOWS WITH +70.0 DP AND BELOW Aaxptae4 pfn 20 SILL RISER - OPTIONAL ! . (WINDOWS WITH CLASS TYPES -A. B. C. & D-) \ APPLIED WITH SILICONE " ��� ��, I FOR ➢P ABOVE +70.0 PSF -•�"'� (WINDOWS WITH GLASS TYPES 'E. & F-) AND +80.0 DP MAX. -��. '�� 0(«60.0 DP MA%.)ITIONAL ANCHORS REQUIRED AT FRAME HEAD & SILL ON 3.) SILL WITH RISER ADAPTER ARE FOR WINDOWS ABOVE +70.0 DP E-D WNDOWS WITH DP ABOVE 70.0. (SEE ELEVATION AT SHEET 2 OF 10) Mi iDade ` 'i 4.) WINDOWS WITH GLASS TYPES -A, C, OR G- INSTALLED ABOVE 30FT. IN THE HVHZ. THE I.G. EXTERIOR LITE SHALL BE TEMPERED. 2° �. FRAME SIZE # Jamb Anchors # H & S Anchors Glass T e "B" - 2 G lass T e "C" - 2 Glass T e "D" - 2 Glass T e "E" - 3 Glass Ty e "F" - 3 Glass T e "G" - 2 WIDTH HEIGHT + sf I - vsf + sf - vsf + sf - sf + Psf - vsf + Dsf - Psf + psf - sf 60 24 3 7 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 72 24 3 7 80.0 80.0 80.0 80.0, 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 84 24 3 8 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 66.0 75.0 96 24 3 10 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 1 24 3 8 .0 80.0 80.0 80. 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75. 60 36 3 7 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 72 36 3 7 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 84 36 3 8 70.0 75.0 70.0 75.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 96 36 3 10 70.0 75.0 70.0 75.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 108 36 3 11 - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 60 48 4 7 70.0 75.0 70.0 75.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 72 48 4 7 70.0 75.0 70.0 75.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 84 48 4 8 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 96 48 4 10 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 108 48 4 11 - - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52:0 65.0 75.0 60 60 5 7 52.0 52.0 5.0 75.0 5.0 75.0 52.0 52.0 65.0 75.0 72 60 5 7 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 84 60 5 8 52.0 52.0 65.0 75.0 65.0 75i0 52.0 52.0 65.0 75i0 96 60 5 10 52.0 52:0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 108 60 5 11 - - 52.0 52-0 65.0 75.0 1 65.0 75.0 52.0 52.0 65.0 75.0 74 26 3 7 80.0 80.0 80.0 80.0 65.0 75'0 65.0 75.0 62:0 52.0 65.0 75.0 74 38.375 3 7 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 74 50.625 4 7 70.0 75.0 70.0 75.0 65.0 75.0 65.0 75.0 52.0 5200 65.0 75.0 74 58 5 7 52.0 52:0 65.0 75.0 65.0 75.0 52.0 52.0 66.0 75.0 74 63 5 1 7 -52.0 1 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 79.5 26 3 9 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 79.5 38.375 4 9 52.0 52:0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 79.5 50.625 4 9 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 79.5 58 5 9 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 79.5 63 5 9 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 106.25 26 3 11 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 106.25 38.375 4 11 52.0 52.0 1 65.0 75.0 65.0 75.0 52.0 1 52.0 65.0 75.0 106.25 50.625 4 11 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 106.25 58 5 11 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 106.25 63 5 11 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 111 26 3 11 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 111 38.375 4 11 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 1111 50.625 4 11 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 111 58 5 11 52.0 52.0 ' 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 111 1 63 5 11 52.0 1 52.0 1 65.0 1 75.0 65.0 75.0 52.0 52.0 65.0 75.0 Notes_**)*): L) SEE SHEET 9 FOR GLAZING TYPES, DETAILS & SILICONE OPTIONS. 2.) STANDARD SILL USED ON WINDOWS WITH +70.0 DP AND BELOW (WINDOWS WITH CLASS TYPES -A. B. C. & D-) 3.) SILL WITH RISER ADAPTER ARE FOR WINDOWS ABOVE +70.0 DP (WINDOWS WITH GLASS TYPES -E, & F") AND +80.0 DP MAX. ADDITIONAL ANCHORS REQUIRED AT FRAME HEAD & SILL ON WINDOWS WITH DP ABOVE 70.0. (SEE ELEVATION AT SHEET 2 OF 10) 4.) WINDOWS WITH CLASS TYPES 'A. C. OR G" INSTALLED ABOVE 30FT IN THE HVHZ• THE I.C. EXTERIOR LITE SHALL BE TEMPERED. w t9 eemplying w hthe Fkwgz 4uildi�taace No� '� Cate 22 k' ratim 8 SILL RISER - OPTIONAL brim �Uade P(mIue•t \ t 20 APPLIED WITH SILICONE flIVVV•. i FOR DP ABOVE -70.0 PSF 1\\2 j (-80.0 DP MAX.) 0 ,0 c z m v'-i o ,p a a c Z °' ^ edam w W O O : "'wiax c z Z � � c tt 0 0 0 1 Z a p y O .9 � F LA z o cc N c it VI A s N S DESIGN LOAD CAPACITY (PSI=) - XOX WINDOWS with Equal Lite (113-113-1/3) + / - Pressures (psi) 3 FRAME SIZE # Jamb # H & S Glass Type "9' (* 2) Glass Type "C" (* 2) Glass Type "D" (* 2)1 Glass Type "E" (* 3)1 Glass Type "F" (* 3) Glass Type "G" (* 2) c z F WIDTH HEIGHT Anchors Anchors + psf psf + psf _ p + psf psf + psf - psf + psf - psf + psf - psf 60 24 3 7 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 n E- 2 72 24 3 9 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 U a `� z o m 84 24 3 9 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 60 36 3 7 70.0 75.0 70.0 75.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 Z W o o X y 72 36 3 9 70.0 75.0 70.0 75.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 N W z 2 84 36 3 9 - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 a 3 o o 0 60 48 4 7 - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 5 o 0 72 48 4 9 - - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 a N r 84 48 4 9 - - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 e a o 60 60 5 7 - - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 1 F 72 60 5 9 - - 52- 0 52. 0 65.0 75.0 65.0 75.0 52. 0 52.0 65.0 75.0 Z ¢ a 84 60 5 9 - 52.0 52.0 65.0 75 0 65.0 75.0 52.0 52.0 65.0 75:0 ® o 0 a O a a 53.125 - 26 3 6 80.0 80.0 80.0 80.0 65.0 75.0" 65.0 75.0 52.0 52:0 65.0 75,0 53:125 38.375 4 6 80.0 80.0 80.0 ..80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 W m z 53.125 50.625 4 6 70.0 -75.0 70.0 7510 65.0 75:0 65.0 75.0 52.0 52.0 65.0 75.0 53.125 58 5 - 6 - - 52.0 52.0 65.0 750 65.0 75:0 52.0 52.0 65.0 75.0 y 53.125 63 5 6. - - 52.0 52:0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 a co o 74 26 3 9 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 74 38.375 4 9 - - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52,0 -65.0 75.0 i- ..74 .50.625 4 9 - 52.0 ...62.0 65 0 . 75.0 65.0 75:0 52.0 52.0 65.0 75.0 74 58 5 9 - - 52.0 52:0 65.0 75.0 65.0 75:0 52.0 52.0 65.0 75.0 s 74 63 5 9 - - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 #o 79.5 26 3 9 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 m c F $ 79.5 38.376 4 9 70.0 75.0 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 r 3 79.5 50.625 4 9 - - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 o 79.5 58 5 9 - - 520 52-0 65.0 75.0 65.0 75.0 52.0 52.0 65.0, 75.0 $ o 0 79.5 63 5 9 - - 52.0 520 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 84 26 3 9 70.0 75.0 70.0 75.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 ; SF 84 38.375 4 9 70.0 75.0 52.0 52.0 65.0 75.0 65.0 75.0 52.0 520 65.0 75.0 1` 84 50.625 4 9 - - 52.0 52.0 r 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 84 58 5 9 - - 52.0 52.0'. 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 84 63 5 9 - - 52.0 52.0 65.0 75.0 65.0 75.0 520 52.0 65.0 75.0 ODUCT RBVISM Notes • 1.) SEE SHEET 9 FOR GLAZING TYPES. DETAILS & SILICONE OPTIONS. 2.) STANDARD SILL USED ON WINDOWS WITH +70.0 DP AND BELOW (WINDOWS WITH CLASS TYPES -A. B. C, & D7 3.) SILL WITH RISER ADAPTER ARE FOR WINDOWS ABOVE +70.0 DP (WINDOWS WITH GLASS TYPES "E. & F) AND +80.0 DP MAX. ADDITIONAL ANCHORS REQUIRED AT FRAME HEAD & SILL ON WINDOWS WITH DP ABOVE 70.0. (SEE ELEVATION AT SHEET 2 OF 10) 4.) WINDOWS WITH GLASS TYPES -A, C. OR G- INSTALLED ABOVE 30FT. f w Ply" w'rh the IAotida . . ding CD& Dele � dq CI ri_ !� ice' .O y ZO SILL RISER - OPTIONAL Dade Pmdffct l APPLIED WITH SILICONE r " I FOR DP ABOVE -70.0 PSF t l C-80.0 DP MAX.) ..It WI - � F IN THE HVHZ. THE I.G. EXTERIOR LITE SHALL BE TEMPERED. XOX -EQuel lire G - n 3 t9 •SAICOE �TIONS+ OIV COtxING D99 fCMEE-IORL:IEAD 377I 0L00 TREMMCD SPECTRUM 2 LAMINACLASS.COMPOSI'170N -TYPE B IIIW I a"Its DtlDDIPTION LAMINATE0671CDIPTION 1 I/B' ANNEALED CL ALEU ASS rINITAILL PVD by Esf aen GMricM ea e DOBO' MASTIC INTEILAYER A ��DV Vw�SAFLEX -, 7 l/r ANNEALED GLASS LAMINATED CLASS COMPOSITION - TYPE D ITEM C4V DOOIPNON 08TAA IAKINAIE DNaCRIPTIDN 1 1/D' MEAT-STRENO(TE)ED GLASS r - _ _ _ W WTKIIE PVD by r.ro wy AnerkA. Inc. 2 0,M- PLASTIC MTERLAYER ] Ur FEAT-STRENGNTENED MASS LAMINATED GLASS COMPOSITION - TYPE B THEMI uu OcKsmi DWN IIATAa LAMINATE D 1/r HEAT-STRENGICIETED GLASS = _ _ _-- 2 OD90' PLASTIC INTERLAYER _ - _ - SAPI.EX ICh y EAftnen O1e111CW cNA 3 lie• TEAT-STRENGNTENED G — aMr LAMINATED CLASS COMPOSITION - TYPE P tl'OI aAEs DnenmoN DETAIL wmun OtlOIRp IN 1. T/8' ANNEALED GLASS _r-� sx DUTACItE Nt y Heaney wart.. Inc 2 &0 PLASTIC INTERLAYER ] 111V ANNEALED GLASS ALUMINUM MULLION MULLION APPROVALS FOR MULLION TYPE. SIZE AND MAX. DESIGN PRESSURE UMITATIONS. (ALUM. 0.076- MIN. TM CK) NOTE: THE LOWER PRESSURES OF THE WINDOW OR GALL SHALL GOVERN 19 18 4 •SILICONE pPTIDNS•: DOW COBRNG 899 SCHMEE-MURE1EAD 3731 33 ObOD' TREMMCO SPECTRUM 2 HAZING DEPTN INSULATED LAMINATED GLASS COMPOSITION TYPE A ITEM CLASS DESCRIPTION D)'( 1AMOATE DMRIM.h -. 1 1/8' ANNEALED GLASS -D 12 X 3/4' S.D.S. FLAT HEAD, PHILLIPS. (SEE ELEVATION AT SHEET /2 FOR MAIL FASTENER SPACING AN DP TABLES FOR QUANTITY) EXTERIOR GRADE ` WINDOW FRAME PERIMETER CAULKING EXTERIOR ©2 FRAME MULLING DETAIL SEE MULLION APPROVALS -FOR. - MULLION TYPE, SIZE AND MAX. DESIGN PRESSURE LIMITATIONS. ' NOTE: THE LOWER PRESSURES OF THE WINDOW OR 'MILL SHALL GOVERN' 1/4' MAX. / 12 S.D.S. X 1 1/4- L. SHIM (SEE ELEVATION AT SHEET /2 [INTERIOR FOR MAX. FASTENER SPACING) 2 7 • 8C90' PLASTIC INTERLAYER IIV ANNEALED CLASS 1/A• INSUUITCO AIR SPACE I © -_ _ _ =-_µ -_=: - LiN SAFLEX PVB by EAst— C—ii PERIMETER' (_ WINDOW FRAME SEALANT EXTERIOR NOTE: 1. ALL STEEL IN CONTACT WITH ALUM. TO BE PAINTED OR PLATED. 2. METAL STRUCTURES: S :/8' ANNEALED CLASS a) A) STEEL : Fy - 36 K51 MIN. INSULATED LAMINATED CLASS COMPOSITION TYPE C E1 METAL STRUCTURE (STfi) EEL 18 GA. MIN. THICK - 0.048") ALUMINUM : 6053-T5 MIN. (ALUM. 0.078' MIN. THICK) ATTACHMENT DETAIL ITEM GLASS DESCLIPTION _ DETAIL 1 © LAMINATE DESCRIPTION I I/r ANNEALED CLASS 2 0.090' PLASTIC INTERLAYER 3 1/8' ANNEALED GLASS -_ _ _ _ _ _ BU TACITE PVB by • 1/4- INSULATED AIR SPACE I Kv .Y Ai.frke, Inc. S 1/0' ANNEALED GLASS I-) 1 INSULATED LAMINATED GLASS COMPOSITION TYPE G ITEM GLASS DESCRIPTION DETAIL LAMINATE DESCRIPTION 1 1/8' HEAT-STRENGHTEMED GLASS __ L 2 D09P PLASTIC INTERIAYCR© er:c ] MG HPLASTIC INTE EKED GLASS = _ _ _ --FE�� SUTACITE MPVB by Kiraroy N 1/4' INSULATED AIR SPACE- 5 1/0' ANNEALED GLASS c•) I 1 <•> VINDCVS WITH GLASS TYPES 'A. C. OR G' INSTALLED ABOVE 30F . IN THE HVHZ, THE I.G. EXTERION LITE SHALL BE TEMPERED. GLAZING DETAILS AND OPTIONS w HS-8700 FLANGE FRAME WINDOW BILL OF MATERIALS DEEM / PART / RISQD. DESCRIPTION REILAIti49 I L-7703 1 FRAME HEAD 6063-T6 ALUMINUM 2 L-0701 I FRAME SILL 6063-T6 ALUMINUM 3 L-7701 1 FRAME FXD JAMB 6063-T6 ALUMINUM 4 L-7704 1 FRAME FIXED MEETING RAIL 6063-T6 ALUMINUM 5 L-7705 l VENT MEETING RAIL 6063-T6 ALUMINUM 6 L-7707 1 VENT TOP/BOTTOM RAIL 6063-T6 ALUMINUM 7 L-8703 1 FRAME VENT JAMB 6063-T6 ALUMINUM 8 L-7706 I VENT JAMB LATCH RAIL 6063-T6 ALUMINUM 9 L-8702 1 FRAME SILL TRAP( 6D63-T5 ALUMINUM 10 L-8705 1 FRAME SILL RETAINING CLIP 6063-T5 ALUM[" 11 L-7708 AS REO'D. GLAZING BEAD ( 3/8- ) 6063-TS ALUMINUM 12 FS-006 AS REO'D, FRAME ASSEMBLY SCREWS D8 X 3/4' P-H. PHILLIPS 13 FS-040 AS REQO. INSTALLATION SCREWS 014 SMS F.M/PHIL. 14 L-7531 AS REO'0. VINYL BULB 1/4' DIA. BULB D3033 15 PVS-003 AS REO'D. FIN SEAL VEATHERSTRIP .197' W x .230' h 16 PVS-005 AS REO'D. FIN SEAL VEATHERSTRIP .187'. W x .350' h 17 PVS-009 AS REO'D. FIN SEAL WEATHERSTRIP .187' W IN .310' h 18 L-7711 AS REDID. GLAZING BEAD ( INSILATED) 6063-T5 ALUMINUM 19 PVS-001 AS REO'D. I PILE E GLAZING BEAD .187' M O .150' h 20 L-8706 AS REDID. SILL RISER ADAPTER 6063-TS ALUM.- OPTIONAL 21 L-7539 2 VENT EXTRUDED SPRING LATCH 6063-TS ALUMINUM 22 HC-057-1 2 VENT MOLDED SPRING LATCH MOLDED NYLON 23 L-7523 I x LATCH LATCH SPRING STAINLESS STEEL 24 2 SILL/JAMB JOINT GASKET I/I6' CLOSED CELL FOAM 25 FS-041 2 SILL RAIL ASSEMBLY SCREW D8 X 2 1/4' P.H./PHIL. 26.1-1 HC-044-1 2 VEEP FLAP E BAFFLE 26.2 1 HC- 1 X VEEP OPEN CELL FOAM PAD I V2' X 1/2' X 2' L. 27 1 HC-040-1 2 ISASH ROLLER L HOUSING 1. 28 HC-026-1 ( ISCREEN FRAME t MESH 1. 29 1 I ATTACHMENT SCREW a CLIP 1#8 X 5/9' S.C.S. 30 HC-058-1 2 VENT SWEEP LATCH NGLDED NYLON 31 HC-059-1 2 VENT SWEEP LATCH DIE CAST METAL 32 L-8830 X Aru:horl FRAME SILL ANCHOR CLIP 6063-TS ALUMINUM 33 x 2 LAMINATED GLASS See Details R LA of sheet 9 34 M AS REO'0. GLAZING SILICONE See DetAOs R L.H. of sheet 9 35 OPTIONAL AS REO'D. COLONIAL FALSE MUNTIN ALUMINUM 36 SM-5504 AS REO'D. JOINT SEALANT 37 AS .REO'D. PERIMETER ACRYLIC CAULK OSI PCLYSEAMSEAL PROD'ULT REVISED D5 e4RR0Y1A6 W(11M(1)D (' ocidA 4,.. B.ildin cod. IOr_ BCca �22 85�:7 L G N41uFi 2.1 C � 3 Umw 4o o 3 to 3 N N �< oo E ddd 'e y8` A Z N FRAME HEAD L-7703 O ZAQ i—�0—{ I I a6z I �U39� FRAME FIXED JAMB L-7701 LI � s:• 2.631 SILL TRACK L-8702 ize3—j ER "ME JM '� O FRAME TO? CORNER r T FRAME HEAD VENT TOP RA FRAMEz .wM3 FRAME BOTTOM CORNER FRAME MEETING RAIL VENT TOP CORNER \ FRAME su \ \ KNT�AMR R '\ ` VENT LOCK RNL o ^ o chi Z r v y J Z i O w 17 Fd V ® j a /1 UI o V1 M C a c 0 z w W Ch c Z C7 to ,.O r� C) C o ZO N a o z O O N I O 0 €7 ' SILL RETAINING CLIP L-8705 1(] O La64 D62 731 FRAME SILL L-8701 O 'tau n6z --eAw FRAME VENT JAMB L-8703 O - .062 2443 VENT SPRING LATCH L-7539 a6e 21 _ I fRAM �I / M ET1N • RAILd Oy[NT BOTmM RAR j J VENT BDTTOM CORNE i FRAME & SASH CORNER ASSEMBLY DETAILS .� ; $ 4 w px €g VENT INTERLOCK RAIL L-7705 OL-7707 5 O62 24a J.. FIXED MEETING RAIL L-7704 O Au .t<7Y VENT TOP/BOTTOM RAIL O L37S� °6` "�' rc VENT JAMB RAIL LL-77706 8 u= SILL ANCHOR CLIP L-8830 32 J!6 '� GLAZING BEAD• L-7708 11 GLAZING BEAD L-7711 SILL RISER ADAPTER L-8708 90� PRODUCT REVISED as 00mP1YIFa8 NYO�ihO Fi7fllu MMllu ApL , %%sit Ills," ,, ,�� g � :Y ........... N �� 6t! u� R7 MIAMI•DADE MIAMI—DADE COUNTY, FLORIDA PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy Lawson Industries, Inc. 8501 NW 90th Street Medley, FL 33166 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami —Dade County RER-- Product Control Section 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 Section (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. RER reserves.the right to revoke this acceptance, if it is determined by Miami —Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "4200/ 6200 Flange —Frame" Aluminum Fixed Window — L.M.I. APPROVAL DOCUMENT: Drawing No. L42004200-1201, titled "Series-4200-6200 Flange —Frame Impact Fixed Window", sheets 01 through 05 of 05, dated 02/21/12 with revision "A" dated 08/18/14, prepared by manufacturer, signed and sealed by Thomas J. Sotos, P. E., bearing the Miami —Dade County Product Control Section Revision stamp with the Notice of Acceptance number and Expiration date by the Miami —Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, series, and following statement: "Miami —Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/ or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically -terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami —Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA No. 12-0307.06 and consists of this page 1 and evidence pages E-1, E-2 and E-3, as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D. Gascon, P.'E: a NOA No. 14-0908.18 Expiration Date: August 22, 2017 Approval Date: December 11, 2014 Page 1 tM31 Lawson Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under previous NOA No. 12-030 7.06) 2. Drawing No. 1,42004200--1201, titled "Series-4200-6200 Flange Frame Impact Fixed Window", sheets 01 through 05 of 05, dated 02/21/12 with revision "A" dated 08/18/14, prepared by manufacturer, signed and sealed by Thomas J. Sotos, P. E. B. TESTS 1. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of an arch- and a rectangular fin -frame fixed window, prepared by Hurricane Engineering & Testing, Inc., Test Reports No.'s HETI-12-4010 and HETI-11-3363, both dated. 03/05/12, signed and sealed by Rafael Droz--Seda, P. E. (Submitted under previous NOA No. 12-030 7.06) 2. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of a rectangular-, a circular arch- and an elliptical arch fun -flame fixed window, prepared by Hurricane Engineering & Testing; Inc., Test Reports No.'s HETI-09-2614, dated 09/04/09, HETI-09 2612, dated 09/02/09, HETI-09 2586, dated 07/10/09, HE,TI-09-2584, dated 07/10/09, HETI-09-2582, dated 07/10/09, HETI-09-2580 and dated 07/10/09, all signed and sealed by Candido F. Font, P. E. (Submitted wider previous NOA No. 12-03O 06) 3. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 along with marked -up drawings and installation diagram of a rectangular fin -frame fixed window, prepared by Hurricane Engineering & Testing, Inc., Test Reports No.'s HETI-09-2613, dated 09/04/09, HETI-09 2611, dated 09/04/09, HETI-09-2585, dated 07/10/09, HETI-09--2581, dated 07/10/09 and HETI-09 2579, dated 07/10/09, all signed and sealed by Candido F. Font, P. E. (Submitted under previous NOA No. 12-03OZ06) 4. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 .along with marked -up drawings and installation diagram of a rectangular fin -frame fixed window, prepared by Hurricane Engineering & Testing, Inc., Test Reports No.'s HETI-03-1778, dated 01/30/03, HETI43-1779, dated 01/30/03 and HETI-03-1776, dated 01/30/03, all signed and sealed by Rafael Droz-Seda, P. E. (Subni tted under previous NOA No. 03-0327.11) E-1 (� ' z- , Jaime D. Gascon, . E. Product Control Section Supervisor NOA No. 14-0908.18 Expiration Date: August 22, 2017 Approval Date: December 11, 2014 tMt Lawson Industries. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (CONTINUED) 5. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked —up drawings and installation diagram of a rectangular—, a circular arch— and an elliptical arch fin —frame fixed window, prepared by Hurricane Engineering & Testing, Inc., Test Reports No.'s HETI-03-1777, dated 01/30/03, HETI-03-1774A and dated 01/30/03, HETI-03-1774B, dated 01/30/03, all signed and sealed by Rafael Droz—Seda, P. E. (Submitted under previous NOA No. 03-0327.11) 6. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 along with marked —up drawings and installation diagram of a circular arch fin --frame fixed window, prepared by Hurricane Engineering & Testing, Inc., Test Reports No.'s HETI-02-1215, dated 04/08/02 and HETI-01-1193, dated 04/08/02, both signed and sealed by Hector Medina, P. E. (Submitted under previous NOA No. 02-0701.01) 7. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked —up drawings and installation diagram of a rectangular—, a circular arch— and an elliptical arch fin —frame fixed window, prepared by Hurricane Engineering & Testing, Inc., Test Reports No.'s HETI-02-1158, dated 04/08/02, HETI-01-1103, dated 02/12/02 and HETI-01-1098, dated 02/11/02, all signed and sealed by Hector Medina, P. E. (Submitted under previous NOA No. 02-0701.01) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC, prepared by manufacturer, dated 03/01/12, signed and sealed by Thomas J. Sotos, P. E. (Submitted underpreviousNOA No. 12-030Z06) 2. Glazing complies with ASTM E1300-04/ 09 D. QUALITY ASSURANCE 1. Miami —Dade Department of Regulatory and Economic Resources (RER). E-2 Jaime D. Gascon, P. Product Control Section Supervisor NOA No. 14-0908.18 Expiration Date: August 22, 2017 Approval Date: December 11, 2014 SNI Lawson Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 13-012917 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Butacite® PVB InterIayer" dated 04/11/13, expiring on 12/11/16. 2. Notice of Acceptance No.11-0624.02 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont SentryGlas®Interlayer" dated 08/25/11, expiring on 01/14/17. 3. Notice of Acceptance No. 14-0423.15 issued to Eastman Chemical Company (MA) for their "Saflex CP - Saflex and Saflex HP Composite Glass Interlayers with PET Core" dated 06/19/14, expiring on 12/11/18. F. STATEMENTS 1. Statement letter of conformance to and complying with FBC St6 Edition (2014), issued by manufacturer, dated 09/02/14, signed and sealed by Thomas J. Sotos, P. E. 2. Department of State Certification of LAWSON INDUSTRIES, INC. as a for profit corporation, active and organized under the laws of the State of Florida, dated 04/11/14 and filed at the Secretary of State. 3. Statement letter of conformance, complying with FBC-2010, issued by manufacturer, dated 03/02/12, signed and sealed by Thomas J. Sotos, P. E. (Submitted under previous NOA No. 12-0307.06) 4. Statement letter of no financial interest, issued by manufacturer, dated 03/02/12, signed and sealed by Thomas J. Sotos, P. E. (Submitted under previous NOA No.12-0307.06) 5. Laboratory compliance letter for Test Reports No.'s HETI-09 2614, dated 09/04/09, HETI-09-2612, dated 09/02/09, HETI-09 2586, dated 07/10/09, HETI-09 2584, dated 07/10/09, HETI-09 2582, dated 07/10/09, HETI-09 2580, dated 07/10/09, HETI-09-2613, dated 09/04/09, HETI-09 2611, dated 09/04/09, HETI-09-2585, dated 07/10/09, HETI-09 2581, dated 07/10/09 and HETI-09-2579, dated 07/10/09, all issued by Hurricane Engineering & Testing, Inc., signed and sealed by Candido F. Font, P. E. (Submitted under previous NOA No.12-030706) 6. Laboratory compliance letter for Test Reports No.'s HE, TI-12-4010 dated 03/05/12, HETI-11-3363, dated 03/05/12, HETI-03-1778, dated 01/30/03, HETI-03-1779, dated 01/30/03, HETI-03-1776, dated 01/30/03, HETI-03-1777, dated. 01/30/03, HETI-03-1774A, dated 01/30/03 and HETI-03-1774B, dated 01/30/03, all issued by Hurricane Engineering &-Testing, Inc., signed and sealed by Rafael Droz-Seda, P. E. (Submitted under previous NOA's No.'s 12-03OZ 06) G. OTHERS 1. Notice of Acceptance No. 12-0307.06, issued to Lawson Industries, Inc. for their Series "4200/ 6200 Flange -Frame" Aluminum Fixed Window - L.M.I.", approved on 05/24/12 and expiring on 08/22/17. Jaime D. Gascon, P E Product Control Section Supervisor NOA No. 14-0908.18 Expiration Date: August 22, 2017 Approval Date: December 11, 2014 E-3 tMt M w SERIES-4200 / 6200 FIXED IMPACT WINDOW - FLANGE FRAME APPROVED WINDOW ELEVATIONS (L<.M.IMPACT) VDmOV vnmov HEW*IT vtHEIGHT ��VI _BTU IIL���� L I.EG HT. ���uo���n� �I�—,,yINIDVNI VIDTN ���E�A� wumv WIDTH iILCt� fYYVR fE� EF WINDOW, OW %mmv Ho VIND WINDOWF WINDOW HEIGHT L VINIDTHW D LV H���H�C�FINA�ONNATION VpIDDV WIDTH f•� �P����A� �A�I��NA� (�� WINDOW !<""T HEIGHT WINDOW HEIGHT LWINDOW L� HT. LWINDOW MIDTH FULL ROUND TYPICAL ELEVATION WINDOW WIDTH RECTANGULAR TYPICAL ELEVATION L WLHLLDv WIDTN c_OUARE PICTLLRF vAN00WELEVATION 7F— WINDOW HEIGHT WIN HE :H LEG NT. WINDOW H£� WINDOW V[DTH OVALTYPICA ELEVATION VINl%W WIDTH LEGGEO EYE BROW ELEVATION WINDOW WIDTH OUAFM-ROUND ELEVATION WINDOW HEIGHT 0 WINDOW HEIGH ALLOWABLE LOADS FOR ALTERNATE SHAPES AS SHOWN, CAN BE VERIFIED BY INSCRIBING PICTURE WINDOW SHAPE WITHIN A SQUARE OR RECTANGLE, AS SHOW IN DOTTED LINES AND OBTAINING ALLOWABLE LOADS FROM THOSE SHAPES PROV70ED PERIMETER W—'I^DTI OCT .ON TYPI At EVATION WINDOW WIDTH L iPTI CAL' TYPICAI F EVAPON FASTENERS ARE DESCRIBED HEREIN FOR SIZE AND SPACING. LICAL ELEVAT TESTED UNIT MAXIMUM GLASS AREA TESTED APPLIES TO GLASS TYPES: I., F, J, K AND L — SEE DESIGN LOAD CAPACITY TABLES ON SHEET 4 FOR SIZE LIMITATIONS OF EACH GLASS TYPE. General Notes: Ax TV. CORERS 12, PRODUCTREVISED, m CMDAyftwmdwFbdu Bu _0Qp — 6 �11aDfl BY Plodmd OW EXT. i INT. FALSE COLONIAL NUNTINS ARE APPLIED V/ V/ SILICONE AND ARE AVAILABLE AS OPTIONAL. WINDOWS ARE L.Y. IMPACT YLU[I-DADS COUNTY APPROVED SHUTTERS NOT REQUIRED 1.) THIS WINDOW SYSTEM IS DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE 2014 FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE ZONE VELOCITY (HVHZ) AND ASTM 1300-04. THIS PRODUCT IS IMPACT RESISTANT. -(SHUTTERS NOT REQUIRED) 2.) WOOD BUCKS SHALL BE INSTALLED AND ANCHORED SO THAT THE BUILDING RESISTS THE SUPERIMPOSED LOADS IN ACCORDANCE WITH THE REQUIREMENTS OF 2014 F.B.C. & TO BE REVIEWED BY BUILDING OFFICIAL.. 3.) ANCHORS SHOWN ABOVE ARE AS PER TEST UNITS. ANCHORS ON ALL WINDOW SIZES ARE NOT TO EXCEED THESE MAXIMUM SPACINGS ON CENTER (O.C.) . 4.) ANCHOR CONDITIONS NOT DESCRIBED IN THESE DRAWING'S ARE TO BE ENGINEERED ON A SITE SPECIFIC BASIS, UNDER SEPARATE APPROVAL AND TO BE REVIEWED BY BUILDING OFFICIAL. 5.) WINDOWS ARE QUALIFIED FOR USE WITH SINGLE GLAZE LAMINATED GLASS TYPES, AND FOR USE WITH DOUBLE GLAZE LAMINATED INSULATED GLASS TYPES TABULATED HEREIN: (SEE SHEET #3 FOR GLASS TYPES AND SHEET #4 FOR MAX. DESIGN PRESSURES). 8.) WINDOWS WITH GLASS TYPES *B, C, F, OR G" INSTALLED ABOVE 30It. IN THE HVHZ, THE I.G. EXTERIOR LITE SHALL BE TEMPERED TO COMPLY WITH THE SMALL MISSILE IMPACT RESISTANCE REQUIREMENTS (FBC-2014, Section 2411.3.3.7). 7.) FOR OPTIONAL FRAME INSTALLATION DETAILS SEE SHEETS 2 & 5. 8.) EXT. & INT. FALSE COLONIAL MUNTINS ARE OPTIONAL & AND ARE APPLIED W/ SILICONE 9.) WOOD BUCKS IN CONTACT WITH CONCRETE MUST BE PRESSURE TREATED AND ANCHORED (BY OTHERS), PRIOR TO WINDOW INSTALLATION. (SEE SHEET #2 FOR DETAIL & NOTES) WOOD BUCKS TO BE ANCHORED IN COMPLIANCE WITH THE 2014 FBC CHAPTER 24, 10.) APPROVAL APPLIES TO SINGLE UNITS OR SIDE BY SIDE MULLED UNITS. 11.) MULLING FIXED WINDOWS WITH OTHER TYPES OF MIAMI—DADE COUNTY APPROVED PRODUCTS USING A MIAMI—DADE COUNTY APPROVED MULLION IN BETWEEN ARE ACCEPTABLE BUT THE LOWER DESIGN PRESSURE FROM THE WINDOWS OR MULLION APPROVAL WILL APPLY YO THE ENTIRE MULLED SYSTEM. 12.) SEE SHEET b 5 FOR MULLION/METAL ATTACHMENT DETAILS & OPTIONS. 13.) ALL METAL/STEEL IN CONTACT WITH ALUMINUM OR OTHER DISSIMILAR MATERIALS TO BE PAINTED OR PLATED AND SHALL MEET THE 2010 FLORIDA BLDG..CODE. n e y � y I aa O aC 'z 01 20 y z. o ;v y 0 o N W CL ZIr aDS a R D N O I o CD o I 0 N O ! I I pQ� im A; M s 414 S.M.S. W/ 1 1/4' MIN. EMBEDMENT INTO WOOD. (SEE ELEVATION AT SHEET BI FOR MAX FASTENER SPACING) —�1 I.�HIN PAC INTERIOR S1/4 SVACE INTERIOR FINISN NOT BY LAVSOH INDUSTRIES, INC. 7'>•L•�T�S:1 EXT. GRADE BACK BEDDING TO BE APPLIED BEHIND WINDOW FRAME FLANGE BY INSTALLER (TV.) , 4WlhYJ.YhYAYXI „,„,„ „„„ = EXTERIOR "T•``' `:C<;": �. ji; `. EXT. GRADE PERIMETER .: +`.i <:. •t.• s;f.:• .e.:4 CAULKING NOT BY 'LAWSON INDUSTRIES', BE APPLIED BY OTHERS C aim (TV. (TV.) STUCCO OVER METAL LATH NAILED TO EXTERIOR GRADE PLYWOOD SHEATMNG TO BE SPECIFIED BY ARCHITECT OR G.C. CEXTERIM FINISH BY OTHERS) NOT BY LAVSON INpASTR1ES, INC. WOOD FRAME INSTALLATION DETAIL ALL WOOD BUCKS ENGINEERED SEPARATELY— & TO BE REVIEWED BY BLDG. OFFICIAL (TYP.) EXT. G CAULK EXT. GRADE CAULK WINDOW INSTALLATION NOTES: 1. THE WINDOW FRAME FLANGE TO BE BACK -BEDDED W/ AN EXT. GRADE CAULK THROUGHOUT THE ENTIRE PERIMETER OF FLANGE BY WINDOW INSTALLER (TYP.) 2. THE EXPOSED EXT. PERIMETER OF THE WINDOW FRAME TO BE SEALED W/ AN APPROVED EXTERIOR GRADE CAULK BY OTHERS (TYP.) ' WHEN THE GAP BETWEEN THE WINDOW FRAME AND THE BUCK OR EX MASONRY IS LESS THAN 1/8% SHIMS ARE NOT REQUIRED. ANCHORS NOTE: ANCHORS TO BE Y12 SMS OR WD. SCREWS INTO WOOD, OR 1/4' TAPCDNS or APPROVED CONC. FASTENERS INTO CONC., WITH A MINIMUM OF 1 1/4' PENETRATION INTO WOOD OR CONC, AT 12' O.C. MAX. 414 S.M.S. W/ 1 1/4' MIN. EMBEDMENT INTO WOOD. (SEE ELEVATION AT SHEET BI FOR MAX. FASTENER SPACING) SILICONE ADHESIVE �j 10 BEDDING COMPOUND /I INTERIOR rLAMINATED GLASS PT. VOOD BUCKS 4 C t � � ' 1/4' TAPCON V/ 1 1/4' M °p n MIN. EMBEDMENT INTO CONC. (SEE ELEVATION AT SHEET 0 ,p FOR MAX. FASTENER SPACING) 3 aty z W c B II' IN Z IENT N w = 1 1/8, MIN. �. 1 EDGE DISTANCE EXT. GRAD O� EXTERIOR CAULK :;tom �__: Ni•; EXTERIOR GRADE �i•1::�'. :c:r._ PERIMETER CAULKING WINDOW FRAME VIDTH ® ; i H14 S.M.S. W/ 1 1/4' 1/4' TAPCON W/ 1 1/4' MIN. EMBEDMENT INTO WOOD. MIN. EMBEDMENT INTO CONIC, IVY 1jN (SEE ELEVATION AT SHEET R1 (SEE ELEVATION AT SHEET k1 W FOR MAX. FASTENER SPACING) FOR MAX. FASTENER SPACING) P.T WOOD BUCK NOT BY LAWSON IND. W 1 1/8' MIN. MUST SUSTAIN IMPOSED LOADS N D i MIN. i '• • - :_ i..� . a,- : P . • 1 4' MIN. mod: ' a . ,AEMHED)IENT O + EXTERIOR GRAD 1 R PERIMETER CAULKING e 191 a SILICONE ADHESIVE �q BEDDING COMPOUND $ EXTERIOR INTERIOR Bi t TYPAX k LAMINATED GLASS ® O�O�p1111pII►/ i a 41 EXTERIOR GRADE S ..a�',,•IPERALTER CAULKING i �'' • A 1 1114' MINm 55oo1TWIyB)B�I .d:' •••; if EMBEDMFNiBuTldi(n�GoMk i .' A •4AocejlmwN(Wow LAMINATED INSULATED GLASS COMPOSITION TYPE B ITEM DESCRIPTION DETAIL `O _.v1•'� aw 1 1/8• ANN. GLASS 2 0.090' SAFLEX PVB-SGLUTIA _3 1/8' ANNEALED GLASS 4 1/4' INSULATED AIR SPACE 3 (m) 1/8' ANNEALED OR TEMPERED GLASS LAMINATED INSULATED GLASS COMPOSITION TYPE C ITEM DESCRIPTION DETAIL V4 I , 1 1/(' ANNEALED GLASS 2 0.090' SAFLEX PVB-SGLUTIA 3 1/0' ANNEALED GLASS 4 1/4' INSULATED AIR SPACE 5 C-) 3/16' ANNEALED OR TEMPERED GLASS LAMINATED) INSULATED GLASS COMPOSITION TYPE F H8M DESCRIPTION DETAIL 1 L4� 1 1/8' HEAT-STRENGHTENED GLASS 2 (LM' BUTACITE PVB-DUPGNT 3 1/0' HEAT-STRENGHTENED GLASS"- 4 1/4' INSULATED AIR SPACE 5 Oq 1/8' ANNEALED OR TEMPERED GLASS LAMINATED INSULATED GLASS COMPOSITION TYPE G TTEM DESCRIPTION DETAIL 1 1/8' HEAT-STRENGHTENED GLASS 2 aN 0.090' BUTACITE PVH-DUPONT Q 4/4'u 3 1/8' HEAT-STRENGHTENED GLASS uw 1 4 1/4' INSULATED AIR SPACE 5 CU 3/16' ANNEALED OR TEMPERED GLASS LAMINATED INSULATED GLASS COMPOSITION TYPE L ITEM DESCRIPTION DETAIL 1 3/16' HEAT-STRENGHTENED GLASS -:_ ;_1 3/16 :---------- v'c•_ _' ____:_� a� w 2 0.090' BUTACITE PVB-DUPDNT 3 4 3/16' HEAT-STRENGHTENED GLASS 1/4' INSULATED AIR SPACE 5 3/16' TEMPERED GLASS Notes: 1.) SEE SHEET 4 FOR DESIGN LOADS LOAD CAPACITY TABLES. )K 2.) WINDOWS WITH GLASS TYPES 'B, C, F, OR G' INSTALLED ABOVE 30 FT. IN THE HVHZ, THE I.G. EXTERIOR LITE SHALL BE TEMPERED TO COMPLY WITH THE SMALL MISSILE IMPACT RESISTANCE REQUIREMENTS (FBC-2010, Section 2411.3.3.7). SILICONE OPTIONS'. DOW CORNING 899 _ -_--_- SCHNEE-MOREHEAD 5731 -_ TREMCO SPECTRUM 2 LAMINATED LAMINATED INSULATED-ersn,_ INSULATED GLAZING MILAMINATED/INSULATED GLASS TYPICAL GAZING DETAIL/INSULATED G�SS�PICAL GAZING DETAIL :,C 5 16 LAMINATED GLASS CO POSITION — TYPE A ITEM GLASS DESCRIPTION DETAI, 1 1/0' ANNEALED GLASS Alx -___-_— __ aaw J 2 0A9V BUTACITE PVB-DUPDNT 3 1/8' ANNEALED GLASS 5 18 LAMINATED GLASS COMPOSITION - TYPE D TEEM CLAW DESCRIPTION DETAIL 1 1/8' HEAT-STRENGHTENED GLASS j5dqtAA • -.3w 2 0.090' BUTACITE PVH-DUPONT 3 1/8' HEAT-STRENGHTENED GLASS 19 92 LAMINATED GLASS COMPOSITION — TYPE E TfEm GLASS DESCRIPTION CD, RETAIL 1 3/16' HEAT-STRENGHTENED GLASS / 2 0290' SAFLEX PVB-SGLUTIA a/16 _. - _=_ 3 1/8' HEAT-STRENGHTENED GLASS -J __ _ o. 7 16 LAMINATED GLASS COMPOSITION — TYPE H TTEM GLASS DESCRIPTION I DETAD. 3/16, -_ __ -� 49X— ._ — 1 3/16' ANNEALED GLASS 2 0.090' SAFLEX PVB-SDLUTIA 3 3/16' ANNEALED GLASS 7 18 LAMINATED GLASS COMPOSITION — TYPE I ITEM GLASS DESCRIPTION DETAIL 1 3/16' ANNEALED GLASS Y1s• 2 0,090' BUTACITE PVB-DUPONT—s� 3 3/16' ANNEALED GLASS 7 18 LAMINATED GLASS COMPOSITION - TYPE 1 ITEM GLASS DESCRIPTION DETAIL 1 3/16' HEAT-STRENGHTENED GLASS - -- - - 7 V 2 0A90' SGP-DUPONT 3 3/16' HEAT-STRENGHTENED GLASS 7 18 LAMINATED GLASS COMPOSITION - TYPE K ITEM GLASS DESCRIPTION DETAIL 1 3/16' HEAT-STRENGHTENED GLASS 3/Ib' 2 0.090' BUTACITE PVB-DUPONT ao90 -�- `- -� s 3 3/16' HEAT-STRENGHTENED GLASS 1 SILICONE SCHNEE-MOREHEAD SM 5731 DOW CORNING 899 TREMCO SPECTRUM 2 8 ! LAMINATED 1, MONOLITHIC GLAZING STOP ® CIRCULAR WOWS. LAMINATED 3 LAMINATED 4 MONOLITHIC MONOLITHIC CAW "Or GLAZING DEPTH GLAZING DEPTH 2 LAMINATED MONOUDEC 'SILICONE OPTIONS', ____ --- DOW CORNING 899 SCHNEE-MOREHEAD 5731 TREMCO SPECTRUM 2 Ob4P GLAZING DEPTH LAMINATED/MONOLITHIC GLASS TYPICAL GLAZING DETAIL PRODUCT Rt:ViSDD m wmplyiog ufill ll>c Florida��AA,, /� Acceptmxcho J� / � �3f V UGDptc /1 Myia�mi�Da1/d/e lioducl Couvol M If 4200-6200 FIXED IMP WINDOW DIMS. WIDTH LENGTH A B In. _ _+l- DP I- C 24" 68 68 30" 68 88 35, 68 68 42' 36" 68 69 48" 68 68 54" 68 68 60` 68 68 24" 68 68 30' 68 68 36' 68 68 47' 48" 68 68 48 68 68 54" x x 60' x x 24' 68 69 0' 36, 41' 60" 48' uxx 54" 60 7.4, 68 1 68 30" 68 68 36' x x 4 72" 1 x I x 74" x x 68 x 84" x x x 66 gs. x x x x tog' x x x 120' x x DESIGN LOAD CAPACITY - PSF 4200-6200 FIXED IMPACT WINDOW COMMODITY SIZES CHART - DESIGN LOAD CAPACITY - PSF to o O .R. 5 > WINDOW DIMS. GLASS TYPES H t/- pp I +/_ pp J DP K +/- OP L +/- OP MOTH in. LENGTH m. A r/- DP B tl- DP C +l- DP D +I- DP E H. DP F DP G +!- DP H pp I +1- Op J DP K +1- DP L H- DP 68 68 78 65 68 19.1/9, 26" 68 6B 68 68 65 68 68 64 68 78 65 68 y M 10 y M N ¢ C�S m pin O 3 v h Z w o o = C m 3 31 ^' y ! y, [. M "C —lWq Lt.BB z F d Z C'jx CQ rn m R. 1, w i rc y, v o 0 CQ I CQ S 68 6B 78 65 68 26-1/7' 68 68 68 68 65 1 68 68 68 1 68 78 85 68 68 68 78 65 68 1. 68 68 68 68 65 68 68 88 68 78 85 68 68 68 78 65 68 48' 68 68 68 68 65 68 68 68 - 68 78 65 58 68 68 78 85 68 53-1I8" 68 89 68 68 65 66 68 68 68 78 65 68 68 88 78 65 68 19.1/8' 26-112' 38-3'8" 68 68 68 68 65 68 68 68 68 78 65 68 68 68 78 65 68 68 68 68 68 65 68 68 68 68 78 65 68 68 68 78 65 66 37' 48' 53.1/B" 68 68 68 68 65 68 68 652 66.2 78 65 60 68 68 78 65 68 68 6B 68 68 65 68 68 63.8 63.8 78 65 68 68 68 78 65 68 68 68 68 88 65 68 68 83.8 63.8 78 65 68 61.7 583 78 65 68 19-1/7' 26-112' 5P5!6' 68 68 68 68 65 68 68 68 68 78 65 6B 56.6 51 78 65 68 68 68 68 68 65 68 68 68 68 78 65 68 56.6 51 78 65 68 68 68 68 68 65 68 68 66.2 66.2 78 65 68 37" 48' x x 78 65 88 x x x 68 65 68 68 x 51 7B 65 88 68 68 x x x 68 65 68 68 x x 78 65 68 53.1/9' 68 68 78 65 1 68 19.1/6 26-12' S6" 68 68 68 68 65 68 68 69 68 78 65 68 68 68 78 65 68 68 68 68 68 65 68 68 68 68 78 65 68 64-7 583 78 65 68 68 88 fib BB 65 68 68 x 66.2 78 65 68 3T' '19. 531 R' x x x 68 65 68 68 x x 78 65 68 x x 78 65 68 x x x x 65 68 x x x 78 65 68 x x 78 65 68 19-LAB" 63. 68 68 68 68 65 6B 68 68 68 78 65 88 68 88 78 65 68 68 68 68 68 65 68 68 68 68 78 65 68 68 68 78 65 68 26-12" 3T' 53- 16 x x x 68 65 68 68 x 6P27 65 6B 65. 68 78 85 68 x x x x 65 68 x x 85 6Br��) x x' 78 65 68 x x x x 65 x x 6 88 x x 78 65 g8 19 i/B 28-12" 74" 68 68 68 68 65 68 68 68 65 6B x 74.7 65 68 68 68 68 68 65 68 68 x 65 686B x x 72 65 68 x x x 68 65 68 68 x 65 68 3T' �� 53-LIB 68 78 65 68 x x x x 85 68 x x 65 68 8B 78 65 66 x x x x 66 88 x x BSx 64.9 68 78 65 68 x 78 65 68 19.10 28.12" 74-V C 88 BB 68 68 65 68 88 6B 65 68x x 756 85 6B 88 88 88 BB 86 66 68 X 65 6B x x 71.5 65 68 37" x x x 68 85 68 1 88 1 % I x 78 1 85 1B•9 x x 687 85 68 48' x x x x I85 0B x 1 x I x 7521 65 168 Notese: 1.) SEE SHEET 3 FOR GLAZING TYPES, DETAILS A: SILICONE OPTIONS. 2.) WINDOWS R1TH GLASS TYPES -B. C. F. OR G- INSTALLED ABOVE 30 FT. IN THE HVHZ, THE I.G. EXTERIOR LITE SHALL BE TEMPERED TO COMPLY WITH THE SMALL MISSILE BRACT RESISTANCE REQUIREMENTS (FBC-2014, Section 2411.3.3.7). I I L Ll3 PRODUCT REVISED us oomPbiniwiN Bu Ylaida 9 pip No J WIDTH AND LENGTH ZONTDIMENSIONSA CAN W ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN ABOVE. `41flm dt Pr1s^p Cnntrnl 41 M Z y HILL OF MATERIALS ITEM PART t QUANTITY DESCRIPTION MATERIAL REMARKS 1 L-4201 2 FRAME HEAD/SILL/JAMB 6063-T6 - 2 L-7708 4 GLAZING BEAD (5/16- GLASS) 6063-T6 - 3 L-7708 4 GLAZING BEAD (3/8- & 13/32- GLASS) 6063-T6 - 4 L-7708 TRIMMED 4 GLAZING BEAD (7/16- GLASS) 6063-T6 - 5 L-7711 4 GLAZING BEAD (5/16- GLASS- INSULATED) 6063-T6 - 6 L-6211 4 GLAZING BEAD (7/16- GLASS - INSULATED) 6063-T6 - 7 /8 X 3/4' 2/ CORNER ASSEMBLY SCREWS - P.H. PHILLIPS 8 L-4204 AS REOD. GLAZING BEAD AT CIRCULAR WOWS. 6063-T5 - 9 VWS-004 AS REOD. GLAZING GASKET SOFT PVC - 10 • AS REDD. GLAZING SILICONE + - 11 PL 75.6020 AS REDD. GLAZING SETTING BLOCK SOFT PVC 1/8- X 1/8- X 2" 12 812-25H-357 AS REOD. "TruSeci" Duro Seol Swiggle Spacer 1/4" BLACK 1/4' AIR SPACE WINDOW FRAME EXTRUSION DETAILS 2.643 1281—�1 310 A10 1 .781 � TYP1 8I .050 .391 ASO TYP, 773 1 i ,509 FRAME HEAD/SILL/JAMB 2 GLAZING STOP (5/16' GLASS) 310 .BS0.040 _L 272 1 A10 �250 850 ,050 O F. Y ll. TP, ,773 � .773 3 GLAZING STOP (3/8" & 13/32- GLASS) 4 GLAZING STOP (7/16" GLASS) .310 ON�T051 992.0510 2 TYP.5 INSULATED GLAZING STOP W/ 5/16" LAMINATED GLASS 6 .Boo INSULATED GLAZING STOP W/ 7/16- LAMINATED GLASS .050 TYR la�pL�JQ - 8 .466-" GLAZING STOP (CIRCULAR WDW.) m I/£ a l I wajx 400 In M m G � cOh \ \y ooO &.. p rn a�- ' z § c = � y � fBAME SILL x NFAO p RECT. OR SOWRE WINDOWS SowWINDOWS 0ORR MRER CORNEAS ' FRAME RADIUS JOINT FRAME END CORNER FRAME CORNER & JOINT DETAILS SEALANTe FRAME CORNERS, OR JOINTS SEALED WITH A COLORED' SEALANT AND PERIMETER OF GLAZING BEAD WITH CLEAR f SILICONE c t PRODUCT RBVISED as cmVlyin with LDa Florida Buldmg Cbdc 011 Q neoeDlance No V .�+C7 SEE MULLION APPROVALS FOR EXDI atc 02*1 MULLION TYPE, SIZE AND MAX. T DESIGN PRESSURE UMITATIONS. _ ALUMINUM MULLION T (ALUM. 0.078' NON, HICK) Miami adc Pro ua Control SEE MULLION APPROVALS FOR Y 12 X 3/4' S.D.S. MULLION TYPE, SIZE AND MAX. DESIGN PRESSURE LIMITATIONS. NOTE: THE LOWER PRESSURES OF FLAT HEAD, PHILLIPS. THE WINDOW OR MULL SHALL GOVERN ----- AT 12' D.C. MAX, INTERIOR NOTE: THE LOWER PRESSURES OF MAX THE WINDOW OR MULL SHALL GOVERN _1/4' SHIM INTERIOR I -i Ij II ! 12 S.D.S. X 1 1/4' L. AT 12' O.C. MAX. h NOTE: I. ALL STEEL IN CONTACT WITH II ALUM. TO BE PAINTED OR PLATED. �h ..-'_'___._._ 2. METAL STRUCTURES: .___.._. A) STEEL Fy = 36 I'S MIN. (STEEL 18 GA MIN. THICK - 0.048') �Z- 8) ALUMINUM : G063-TS MIN. (ALUM. 0.078' MIN. THICK) EXTERIOR E2 WINDOW FRAME PERWLTER WINDOW FRAME SEALANT EXTERIOR E%7ERIOR GRADE EL PERIMETER CAULKING FRAME MULLING DETAIL METAL STRUCTURE ATTACHMENT DETAIL Mullions MIAMFMIAMI-DADE COUNTY PRODUCT CONTROL. SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.Qov/economy Lawson Industries, Inc. 8501 NW 90 Street Medley, FL 33166 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section 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 Section (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. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. - DESCRIPTION: Clipped Extruded Aluminum Tube Mullion w/ and w/o Steel Reinforcement — L.M.I. APPROVAL DOCUMENT: Drawing No. LAW-M1-1001, titled "Aluminum Tube Mullions" sheets 1 through 10 of 10, dated 04/27/10 with revision C dated 02/16/17, prepared by manufacturer, signed and sealed by Thomas J. Sotos, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/ or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises and renews NOA No. 14-0908.08 and consists of this page 1 and evidence pages E-1, E-2 and E-3, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No. 17-0222.13 4,11 j Expiration Date: May 30, 2018 Approval Date: April 13, 2017 Page 1 SMZ Lawson Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA's No. 02-0501.05 and 95-121Z09) 2. Drawing No. LAW-ML-1001, titled "Aluminum Tube Mullions", sheets 1 through 10 of 10, dated 04/27/10, with revision C dated 02/16/17, prepared by manufacturer, signed and sealed by Thomas J. Sotos, P.E. B. TESTS 1. Tensile Test report on 0.10" thick wall aluminum tube mullion, prepared by Hurricane Engineering & Testing, Inc., Test Report No. HETI-02-T071, dated 09/16/02, tested per ASTM E8, signed and sealed by Rafael E. Droz-Seda, P.E. (Submitted under NOA No. 02-0501.05) 2. Test report on: 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 along with marked -up drawings and installation diagram of 120" span aluminum tube mullions with C4 x 4.5 steel channel reinforcement, prepared by Hurricane Engineering & Testing, Inc., Test Report No. HETI-02-1714, dated 08/27/02, signed and sealed by Rafael E. Droz-Seda, P.E. (Submitted under NOA No. 02-0501.05) 3. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94. 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of 120" span aluminum tube mullion with C4 x 4.5 steel channel reinforcement, prepared by Hurricane Engineering & Testing, Inc., Test Report No. HETI-02-1716, dated 8/27/02, signed and sealed by Rafael E. Droz-Seda, P.E. (Submitted under NOA No. 02-0501.05) 4. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94. 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of an aluminum sliding glass door, prepared by Hurricane Engineering & Testing, Inc., Test Report No. HETI-02-1718, dated 8/27/02, signed and sealed by Rafael E. Droz-Seda, P.E. (Submitted under NOA No. 02-0501.05) 5. Test report on: 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 along with marked -up drawings and installation diagram of an aluminum sliding glass door, prepared by Hurricane Engineering & Testing, Inc., Test Report No. HETI-02-1717, dated 08/27/02, signed and sealed by Rafael E. Droz-Seda, P.E. (Submitted under NOA No. 02-0501.05) an erez, P.E. Product Co r Examiner NOA No. 17-0222.13 Expiration Date: May 30, 2018 Approval Date: April 13, 2017 E-1 19141 Lawson Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (Commuw) 6. Test report on: 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 along with marked -up drawings and installation diagram of an aluminum sliding glass door, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-1376, dated 01/31/96, signed and sealed by Gilbert Diamond, P.E. (Submitted under NOA No. 95-1212.09) 7. Test report on: 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 along with marked -up drawings and installation diagram of two aluminum horizontal sliding windows mulled at top with a 90" span mullion and a 45" high fixed window on top, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-1383, dated 02/13/96, signed and sealed by Gilbert Diamond, P.E. (Submitted under NOA No. 95-1212.09) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-2010, prepared by manufacturer, dated 05/17/10 and updated on 01/25/12, prepared, signed and sealed by Thomas J. Sotos, P.E. (Submitted under NOA No. 12-0127.07) D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of conformance, complying with the FBC 51h Edition (2014), dated February 17, 2017, issued, signed and sealed by Thomas J. Sotos, P.E. 2. Statement letter of no financial interest, dated 05/20/12, issued, signed and sealed by Thomas J. Sotos, P.E. (Submitted under NOA No. 12-0127.07) 3. Laboratory compliance letter for Test Reports No. HETI-02-1714, HETI-02-1716, HETI-02-1717, HETI-02-1718, dated 8/27/02 and HETI-02-T071, dated 09/16/02, all issued by Hurricane Engineering & Testing, Inc., signed and sealed by Rafael E. Droz-Seda, P.E. (Submitted under NOA No. 02-0501.05) E-2 Manue ; P.E. Product Cont 1 E miner NOA No.-0222.13 Expiration Date: May 30, 2018 Approval Date: April 13, 2017 sMi Lawson Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS (CONTINUED) 4. Laboratory compliance letter for Test Reports No. M-1376, dated 01/31/96, and FT1,4383, dated 02/13/96, both issued by Fenestration Testing Laboratory, Inc., signed and sealed by Gilbert Diamond, P.E. (Submitted under NOA No. 02-0501.05) 5. Letter from manufacturer requesting a 1-year extension to allow time to perform verification test, dated 04/07/17, signed by Nelson Erazo. G. OTHERS 1. Notice of Acceptance No. 14-0908.08, issued to Lawson Industries, Inc. for their Clipped Extruded Aluminum Tube Mullion w/ and w/o Steel Reinforcement — L.M.I.", approved on 11/06/14 and expiring on 05/30/17. 2. One year approval, subjected to successful. verification test. E-3 Man rez, P.E. Product Co ro xaminer NOA .17-0222.13 Expiration Date: May 30, 2018 Approval Date: April 13, 2017 tMt M M ANCHOR/CLIP GLAZING PRODUCT 3 ANCHOR/CLIP HORIZONTAL MULLION V� VERTICAL _ VERTICAL MULLION MULLION GLAZING GLAZING GLAZING PRODUCT PRODUCT PRODUCT f ANCHOR/CLI r f r wt W2 W3 MULLION SPAN WIDTH (w) = WI + W2 + W3 2 /- ANCHOR/CLIP ANCHOR/CLIP' HORIZONTAL MULLION GLAZING PRODUCT 3 GLAZING GLAZING PRODUCT PRODUCT g 3 VERTICAL N MULLION ANCHOR/CLIP w1 wz MULLION SPAN WIDTH (W) - wt 2 W2 WIDTH (W) = wt 2 W2 T"�)ICAL MULLION ARRANGEMENTS THESE MULLIONS ARE RATED FOR LARGE MISSILE IMPACT AND CAN BE USED WITH ALL LAWSON'S MIAMI-DADE COUNTY APPROVED IMPACT AND NON -IMPACT PRODUCTS. 'ONTAL MULLION RECTANGULAR ALUMINUM TUBE MULLIONS USING MULLION PROPERTIES ONI r GENERAL NOTES: 3 1. THIS PRODUCT HAS BEEN DESIGNED TO COMPLY WITH THE REQUIREMENTS OF THE 2014 FLORIDA BUILDING CODE 5Lh EDITION INCLUDING + tV HIGH VELOCITY HURRICANE ZONE (HVHZ). 3 2. ALL GLAZING PRODUCTS USED WITH THESE MULLIONS MUST MEET THE APPLICABLE FLORIDA BLDG. CODE REQUIREMENTS LE: WIND LOAD, WATER INFILTRATION, FORCED ENTRY RESISTANCE, SAFEGUARDS ETC. II 3. MULLIONS ARE APPROVED FOR IMPACT AND NON -IMPACT APPLICATIONS, INCLUDING WINDOWS, DOORS OR COMBINATIONS MAY BE MULLED. 3 4. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ~O 5. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS 3 EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. 6. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS '. ARE NOT PART OF THIS APPROVAL.. 7. A LOAD DURATION INCREASE IN ALLOWABLE STRESS IS USED IN DESIGN OF WOOD ANCHORS ONLY. S. MATERIALS INCLUDING BUT NOT LIMBED TO STEEL OR METAL SCREWS, . THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE 2014 FLORIDA BLDG. CODE - SECTION 2003.8.4. MULLION & CLIP NOTES: 1. FOR MULLIONS WITHOUT REINFORCEMENT REFER TO SHEET 2 OF 10 FOR DETAILS AND NOTES. REFER TO SHEET 3 OF 10 FOR MAX. MULL DESIGN PRESSURE CHARTS 2. FOR MULLIONS WITH STEEL REINFORCEMENT REFER TO SHEET 4 OF 10 FOR DETAILS AND NOTES. • REFER TO SHEET 5 OF 10 FOR MAX. MULL DESIGN PRESSURE CHARTS 3. FOR CLIP TYPES AND ANCHOR CONDITIONS REFER TO SHEETS 3 6, 7, 8, & 9 OF 10 FOR DETAILS AND NOTES. + * REFER TO SHEET 10 OF 10 FOR MAX. ANCHOR DESIGN PRESSURE CHARTS II 3 o F3 '^ ODUCT REVISEU • complying with the Fbzid4 P.aiidi:ya CMe G�pimUcn err /8 D Mi ObdeP�y� a o o y m y z a �z 0 o Z w 3 m e F w C. z z a m O .-7 Q C y U F P4 1V 1.690 j- I25 ti ( .D62� L500 p 06 .156 TYP. - -r 2 .125 - 0 0 o ,o co 3.000 1.300 062 "> tp C `o V � 4,� 1.732 125 to o U z o 4.000 us z 3.000 3.062 �- m o to Z a 3.000 .115 p ` 2 X 4 I- _L EI 2.00 L7I32 2.%2 2X00 Z> ° p! TZn Z - 4.5o0 n v h IUON 1.�j = ? p 2X MULLICN CLIP I r ro a is j a o 6os3-Ts laerl 102 -IIj` �I.000� 156 I l02 1.000 I56 �I o7a Ij` F- . -1 4- . z 6.000 1062 1.169 1062 Z I / \ NOTCH L• 2 X 6 1 X 4 1 X 3 1 X 3 1 X 2 1 X 2 W •L• OPTIONAL STD. TUBE s / CUSTOM MULLION CUSTOM MULLION CUSTOM MULLION CUSTOM MULLION CUSTOM MULLION 6063-76 6063-T6 6063-T6 6063-T6 6063-T6 e E. ca Ixx: 2.070 in Ixx: 1.000 in Ixx: 0.950 in Ixx: 0.370 ;n Ixx: 0.330 in a I Sxx: 1.035 ins Sxx: 0.667 ins Sxx: 0.633 ins Sxx: 0.370 in3 Sxx: 0.330 in3 a _z cai c 2.000--+ (FLANGE FRAME) (FIN FRAME) (FRINGE FRAME) (FINFRAME) (FLANGE FRAME) ~ a 0 7 �x fn c I STANDARD TUBULAR SHAPES r-2.00" P wwlyws with the FWm4a (� p I TYP. WALL . 125' ALL U II ALLOT 6063-T6 1�1.000-y ildin(I Cute 6 .123 Pt._ Nocl� tm z .730 TYPICAL pilAlion 1Dete GLAZING PRODUCT .124 r1'0'O� y •125 i DAde Ptldet:t (� i f 1.000 Z 2.000 .125 2.2so rLD00-{ I2S �I fitDo 3 000 .12s 2 000 1.500 0 � D � o 1X MULUON CLIP 2.000 3A00 4.0001 1 4.000 u 4 3o 6063 T6 LU 1 X 4 1 X 3 1 X 2 MULLIONS CONTAINING STD. TUBE MULLION STD, TUBE MULLION STD. TUBE MULLION w L L TYPICAL GLAZING PRODUCTS 6063-T6 61 63-1 6 6063-T6 " NOTCH oPTONAL HORIZONTAL OR VERTICAL 2 X 6 2 X 4 Ixx: 2.O7D in4. Ixx: 0.950 in4. Ixx: 0.330 in r STD. TUBE MULUON STD. TUBE MULLION Sxx: 1.035 ins Sxx: 0.633 ins Sxx: D.330 ins $ s N $ o is SEE WINDOW OR DOOR APPROVAL FOR 6063-T6 5063-T6 ° m FASTENERS SIZES AND SPACING 4 4 u a • Ixx: 8.280 in. Ixx: 2.98D in, - Sxx: 2.760 in3 Sxx: 1.490 ins U � # RECTANGULAR ALUMINUM TUBE MULLIONS INSTRUCTIONS: USING MULLION PROPERTIES ONLY �` € 5�119 L l.1_ !toil USE CHARTS AND GRAPHS AS FOLLOWS. THESE MULLIONS ARE RATED FOR LARGE MISSILE IMPACT m ,,�>>4••*.."d3��� T 1 DETERMINE DESIGN LOAD REQUIRED FOR PARTIMM OPENING AND CAN BE USED WITH ALL LAWSON•S MiAMI-DADE � Q S STEP COUNTY APPROVED IMPACT AND NON -IMPACT PRODUCTS. ��,OR;kt•N STEP 2 USE APPROVED GLAZING PRODUCTS MEETING ABOVE LOAD TN p NOTCH USEREOCONNECTION 'z (M 0°710N� STEP 3 USE coNNECT1oN ro MULLION As PER PRODUCT NOTES: �+ • W ¢: APPROVAL. .125 MIN. STEP 4 SPECIFY wxluuN SHIM SPACING. 1. REFER TO THE GENERAL NOTES ON SHEET QD ��•,t�� 2.ODD USING CHARTS ON SHEET 3 OF 10 SELECT MULLION SIZE 1 OF 10 FOR BUILDING CODE COMPLIANCE. 1 1. ALL CLIPS AND ANGLES ARE TO FIT STEP WITH DESIGN RATING MORE THAN DESIGN LOAD SPECIFIED &� ,,•• , L SNUG INTO TUBE MULLIONS. IN STEP 1 ABOVE. 2. MULLIONS MAY BE ORIENTED VERTICALLY OR I ANGLE CLIP 2• WHERE ANGLES ARE NOT IT SNUG USING ANCHOR TYPES ON SHEET 5 THRU 9 AND ANCHOR CHARTS _ HORIZONTALLY. y �„ff11ef To44�� � 6063-T6 INTO TUBE MULLIONS, SEE OPTIONAL STEP 6 ON SHEET 9. SELECT ANCHOR TYPE WITH DESIGN RATING 3. REFER TO SHEET 1 OF 10 FOR TYPICAL MULLION ANCHOR DETAIL AT SHEET 9 OF. 10. MORE THAN THE DESIGN LOADS SPECIFIED IN STEP I ABOVE. ARRANGEMENTS OR STACK CONFIGURATIONS. c CLIP LENGTH PULL 1 X 2 1.6B8' 1 X 3 2.688' 1 X 4 3.688' 2 X 4 3.688' 2X6 5.6B8' Width MtiLSPAN 1X2 I 1X3 1X4 2X4 2X6 Width MULLSPAN 1X2 1X3 1X4 2X4 2X6 Width MULL SPAN 1X2 1X3 1X4 2X4 2X6 18 24 38.3/r 150.0 150.0 150.0 150.0 150.0 18 74-19" 28.3 81.5 150.0 150.0 150.0 18 120' 19.3 42.1 60.5 150.0 150.0 150.0 150.0 150.0 150.0 24 21.2 61.1 1332 150.0 150.0 24 31.5 45.4 126.2 30 123.0 150.0 150.0 150.0 150.0 30 17.0 48.9 106.5 150.0 150.0 30 25.2 36.3 100.9 36 102.5 150.0 150.0 150.0 150.0 36 40.7 88.8 127.8 150.0 36 21.0 30.3 84.1 42 97.9 150.0 150.0 150.0 150.0 42 - 34.9 76.1 109.5 150.0 42 18.0 25.9 72.1 48 76.9 150.0 150.0 150.0 150.0 48 30.6 88.6 95.8 150.0 48 15.8 22.7 63.1 54 68.3 137.8 1 150.0 150.0 150.0 44 - 27.2 592 85.2 15QO 64 202 56.1 60 81.5 123.9 15D.0 150.0 150.0 80 - 24A 53.3 76.7 144.2 60 182 50.5 66 55.9 112.8 150.0 150.0 150.0 66 222 48.4 69.7 131.1 66 16.5 45.9 72 51.3 103.2 150.0 150.0 150.0 72 20.4 44A 63.9 120.2 72 15.1 42.1 78 47.3 95.3 150.0 15QO 150.0 18.8 41.0 59.0 110.9 78 38.8 18 24 SO.=. 89.3 160.0 150.0 150.0 150.0 18 84" 56.3 122.6 150.0 150.0 18 132" 31.6 45.5 126A 67.0 15D.0 150.0 150.0 150.0 24 42.2 92.0 1324 150.0 24 23.7 34.1 94.8 30 53.6 142.3 150.0 150.0 150.0 30 33.8 73.8 105.9 150.0 30 19.0 27.3 75.8 36 44.6 118.6 150.0 150.0 150.0 36 - 28.1 61.3 88.3 15Q0 36 15.8 22.7 63.2 42 38.3 101.7 50.0 150.0 160.0 42 24.1 52.6 75.7 150.0 42 19.5 54.2 48 33.5 89.0 145A 150.0 150.0 48 - 21.1 4fi.0 66.2 140.8 48 17.1 47.4 54 29.8 78.1 129.2 150.0 150.0 54 18.8 40.9 58:8. 1252 54 - 152 42.1 60 26.8 712 116.3 150.0 150.0 60 - 16.9 36.8 53.0 . 1127 so 66 66 24.4 64.7. 1D5.7 150.0 150.0 66 15.3 33.4. 48.1 102-4 - 66 34.5 72 .3 59.3. 96.9 139.5 150.0 72 - 30.7 44.1. 93.9 72 31.6 78 20.6 54.7 89.5 128.8 150.0 78 - 28.3 40.7 86.7 78 - 29.2 18 67' 62.6 150.0 150.0 150.0 150.0 18 96..30.8 37.7 82.1 118.3 150.0 18 f44' 24.3 35.0 VA 24 46.9 135.1 150.0 150.0 150.0 24 28.3 81.6 88.7 150.0 24 18.3 26.3' 73.0 30 37.5 108.1 150.0 150.0 150.0 30 .22.6 49.3 71.0 15QO 30 21.0 58.4 38 31.3 90.1 150.0 150.0 150.0 36 - 18.8 41.1 59.1 143.8 36 17,5 48.7 42 23.8 772 131.1 150.0 15Q0 42 :16.2 35.2 50.7 123.2 42 15.0 41.7 48 23.5 67.5 114.7 160.0 15QO 48 44.3 107.8 48 38.5 54 20.9 60.0 101.9 146.8 150.0 .54 27.4 39.4 95.8 54 32.5 60 18.8 54.0 91.7 132.1 15QO 60 24.6 35.5 86.3 6p 29_2 66 17.1 49.1 83.4 120.1 150.0 66 22.4 32.3 78.4 66 26.6 72 15.6 45.0 78:5 110.1 150.0 72 2D.5 29.6 71.9 72 24.3 78 41.6 70.6 101.6 15Q 78 19.0 27.3 66.3 78 22.5 18 24 63" 46.3 133.4 150.0 150.0 150.0 18 108.. 26.5 57.7 83.1 150.0 18 lw.. 31.0 86.1 34.8 100.0 150.0 150.0 150.0 24 19.9 43.3 62.3 150.0 24 23.3 64.6 30 27.8 80.0 150.0 150.0 150.0 30 15.9 34.6 49.8 136.3 30 18.6 51.7 36 23.2 66.7 1252 150.0 150.0 36 28.8 41.5 113.6 36 15.5 43.1 42 19.9 57.2 107.3 150.0 150.0 42 - 24.7 35.6 97.4 42 36.9 48 17.4 50.0 93.9 135.1 150.0 48 21.6 31.1 85.2 48 - 3. 54 15 4 44.5 83.4 120.1 150.0 54 19.2 27.7 75.7 54 28.7 60 40.0 75.1 108.1 150.0 60 17.3 24.9 68.1 60 25.8 6 36.4 68.3 98.3 150.0 66 15.7 22.7 62.0 66 23.5 4 2 [18 33.3 62.6 90.1 150.0 72 20.8 56.8 72 30.8 57.8 83.2 150.0 78 19.2 52.4 78 VERTICAL 1 GAZING 'GLAZING LAZ�N PRODUCT PRODUCT HORIZONTAL MULLION ='cuzlNc _ TYPICAL MULLION ARRANGEMENTS PRODUCT 3 ARCHES 7C BE INSCRIBED SHAPE tNS10E RECTANGULAR SHAPE NOTE: MULLIONS RATED IN THESE CHARTS MAY BE ORIENTED GLAZING GLAZING 3 VERTICALLY OR HORIZONTALLY. PRODUCT PRODUCT (INTERPOLATION BETWEEN WIDTHS ALLOWED) WIDTH (W) = wi + W2 MULLION SPAN I 2 O Sz jF[ m 0 u N O b C O O.M.+ Z�= e y N C g z co m 7 0= 2 0 u J a o D 1 v e a z F V rn 3 m c V � «+ -j z z F E- n V' G � m a 2 z Ta ad U a - - 21.5 - 19.9 � k2 �i� 0 LL ! YRQUI�CI'REVLSED p2Oy«�y:co N 0 PL'uswd)the(Avi� z n w aNdd cod< e w Acuq+lanw rb i� nxn.l l _ 9' '.0 O a:: M Z N 2 X 4 STD. TUBE TYPICAL MU I N WINDOW FRAME 2 X 6 NOTCH 'L' 6.000 STD. TUBE ' 'L' OPTIONAL MULLION a o a STANOARD TUBULAR SHAPES TYP. WALL - 125* ALLOY - 6063-TG 2X MULLION CLIP 6063-T6 - .750 2.000 .125 21 4.SN 1X MULLION CLIP 6063-T6 NOTCH OPTIONAL -.125 ► IN. ANGLE CLIP I 6063-TB VG PRODUCT 4.000 MULLIONS CONTAINING TYPICAL GLAZING PRODUCT HORIZONTAL OR VERTICAL SEE WINDOW OR DOOR APPROVAL FOR FASTENERS SIZES AND SPACING CLIP LENGTH MULL "v I X 2 1.688, 1 X 3 2.688' 1 X 4 3.688' 2 X 4 3.688' 2 X 6 5.688' 1. ALL CLIPS AND ANGLES ARE TO Fll SNUG INTO TUBE MULLIONS. 2. WHERE ANGLES ARE NOT FIT SNUG INTO TUBE MULUONS, SEE OPTIONAL ANCHOR DETAIL AT SHEET 9 OF 10. � 1zs A62IL 4.000 .18Br1 ,102'� IL 1.06� 1X4 CUSTOM MULLION 6063-T6 Ixx: 4.709 in: Sxx: 2.355 in3 (FLANGE FRAME) I.000 GBS 23 4.000 3623 1 X 4 STD TUBE MULLION 5063-T6 Ixx: 4.709 in4. Sxx: 2.355 in3 ALL .DD0-�j 1.580 FIB 2AOD--{I �1.625 4.000 6.000 . 4A00 .1253623 . 2 X 6 2 X 4 1�D' . TUBE MULLION STD. TUBE MULLION 606J-T6 6063-TO Ixx:19.648 in! Ixx: 7.649 in Sxx: 6.549 in3 Sxx: 3.825 in3 INSTRUCTIONS: USE CHARTS AND GRAPHS AS FOLLOWS. STEP 1 DETERMINE DESIGN LOAD REOU IRED FOR PARTICULAR OPENING. STEP 2 6SE APPROVED GLAZING PRODMIS MEEONG ABOVE LOAD REQUIREMENTS. STEP 3 � NECnOH TO MULLION AS PER PRODUCT ROVAL STEP 4 SPECIFY MAXIMUM SHIM SPACING. USING CHARTS ON SHEET 5 OF 10 SELECT MULLION SIZE STEP S WITH DESIGN RATING MORE THAN DESIGN LOAD SPECIFIED IN STEP T ABOVE. USING ANCHOR TYPES ON SHEET 6 THRU 9 AND ANCHOR CHARTS STEP ON SHEET 9. SELECT ANCHOR TYPE WITH DESIGN RATING MORE THAN THE DESIGN LOADS SPECRTEO IN STEP 1 ABOVE. 312 .Cr 62 125 3.000 .156 r� .1D2 -1.062 1 X 3 CUSTOM MULLION 6063-T6 Ixx: 2.168 in Sxx: 1.445 in3 (FLANGE FRAME) 1.000 .6BO a I � 1500 r I.ODD - 1 X 3 t.tee STD. TUBE MULLION 1 X 3 6063-T6 CUSTOM MULLION 5053-T6 Ixx: 2.168 in4 Ixx: 2.218 in'. Sxx: 1.445 in3 Sxx: 1.479 in3 (FIN FRAME) m c D1�� vrVNh Wks FAR 13�L ' .15 a ey PeoAl�t Mi®1 RECTANGULAR ALUMINUM TUBE MULLIONS USING MULLION PROPERTIES ONLY THESE MULLIONS ARE RATED FOR LARGE MISSILE IMPACT AND CAN BE USED WITH ALL LAWSON'S MIAMI-DARE COUNTY APPROVED IMPACT AND NON -IMPACT PRODUCTS. NOTES: 1. REFER TO THE GENERAL NOTES ON SHEET 1 OF 10 FOR BUILDING CODE COMPLVANCE. 2. MULLIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY. 3. REFER TO SHEET 1 OF 10 FOR TYPICAL MULLION ARRANGEMENTS OR STACK CONFIGURATIONS. 0 b M m M b N L] j0 9 Width w MULL SPAN 1 X3 1 X4 2X4 I 2X6 Width w MULLSPAN 1 X3 1 X4 i 2X4 i 2X6 Width w MULLSPAN 1 X3 1 X4 2X4 2X6 18 24 38-318" 150.0 150.0 150.0 150.0 74414" 150.0 150.0 150.0 150.0 18 120" 44.0 95.7 150.0 150.0 150.0 150.0 160.0 150.0 24 139.5 150.0 150.0 150.0 24 33.0 71.8 116.6 150.0 30 150.0 150.0 150.0 150.0 30 111.6 150.0 160.0 150.0 30 26.4 57.4 93.2 150.0 36 150.0 150.0 160.0 150.0 36 93.0 150.0 150.0 150.0 36 22:0 47.8 77.7 150.0 42 150.0 160.0 150.0 150.0 42 79.7 150.0 150.0 150.0 42 18.9 41.0 66.6 150.0 48 150.0 150.0 150.0 150.0 48 69.7 150.0 150.0 150.0 48 16.5 35.9 58.3 149.7 64 150.0 150.0 160.0 150.0 64 62.0 134.6 150.0 150.0 64 31.9 51.8 133.1 60 150.0 150.0 150.0 150.0 60 55.8 121.2 150.0 150.0 60 28.7 46.6 119.8 66 150.0 150.0 150.0 150.0 66 50.7 110.1 150.0 150.0 88 28.1 42.4 108.9 72 150.0 150.0 150.0 150.0 72 46.5 101.0 150.0 150.0 72 23.9 38.9 99.8 78 150.0 150.0 150.0 150.0 78 42.9 93.2 150.0 150.p 78 22.1 35.9 92.1 18 24 50a/8" 150.0 150.0 150.0 150.0 18 84" 128.4 150.0 150.0 150.0 18 132" 33.1 71.9 116.8 160.0 150.0 150.0 150.0 150.0 24 96.3 150.0 150.0 150.0 24 24.8 53.9 87.6 150.0 30 150.0 150.0 t50.0 150.0 30 77.1 160.0 150.0 150.0 30 19.9 43.1 70.1 150.0 36 150.0 150.0 150.0 150.0 36 64.2 139.5 150.0 150.0 36 16.5 35.9 58.4 150.0 42 150.0 150.0 150.0 150.0 42 55.0 119.5 150.0 150.0 42 30.8 50.0 128.5 48 150.0 150.0 150.0 150.0 48. 48.2 104.6 150.0 150.0 48 27.0 43.8 112.5 54 150.0 150.0 150.0 150.0 64 42.8 93.0 150.0 150.0 64 24.0 38.9 100.0 60 150.0 150.0 150:0 150.0 60 38.5' 83.7 135.9 150.0 60 .21.6 36.0 90.0 66 147.7 150.0 150.0 150.0 66 35.0 78.1 123.6 150.0 66 19.6 31.8 81.8 72 135.3 150.0 150.0 150.0 72 32.1 60.7 113.3 .150.0 72 18.0 29.2 75.0 78 124.9 150:0 150.0 150.0 78 29.6 64.4 104.6 150.0 78 16.6 26.9 69.2 18 87" 150.0 160.0 150.0 150.0 18 96" 86.0 150.0 150.0 150.0 18 144" 25.5 55A . 89.9 150.0 24 150.0 150.0 150.0 150.0 24 64.5 140.1 150.0 150.0 24 19.11 41.5 67.5 150.0 30 150.0 150.0 150.0 150.0 30 51.6 112.1 150.0 150.0 30 15.3 33.2 54.0 138.6 36 150.0 150.0 150.0 150.0 36 43.0 93.4 150.0 150.0 36 27.7 45.0 115.5 42 150.0 150.0 150.0 150.0 42 36.9 80.1 130.1 150.0 42 23.7 38.5 99.0 48 150.0 150.0 150.0 150.0 48 32.3 70.1 113.8 150.0 48 20.8 33.7 86.6 54 137.0 150.0 150.0 150.0 64 28.7 62.3 101.2 150.0 64 18.5 30.0 77.0 60 123.3 150.0 150.0 150.0 60 25.8 58.1 91.1 150.0. 60 16.6 27.0 69.3 66 112.1 150.0 150.0 150.0 66 23.5 51.0 82.8 150.0 66 15.1 24.5 63.0 72 102.8 150.0 150.0 150.0 72 21.5 46.7 75.9 150.0 72 22.5 57.8 78 94.8 150.0 150.0 150.0 78 19.9 43.1 70.0 150.0 78 20.8 53.3 18 24 63" 150.0 150.0 150.0 150.0 18 108" 60A 131.2 150.o 150.0 18 150" 22.6 49.0 79.6 150.0 150.0 150.0 150.0 150.0 24 45.3 98.4 150.0 150.0 24 16.9 36.7 59.7 150.0 30 150.0 150.0 150.0 150.0 30 36.3 78.7 127.9 150.0 30 29.4 47.7 122.6 36 150.0 150.0 150.0 150.0 36 30.2 65.6 106.6 150.0 36 24.5 39.8 102.2 42 130.5 150.0 150.0 150.0 42 25.9 56w2 91.4 150.0 42 21.0 34.1" 87.6 48 114.2 150.0 150.0 150.0 48 22.7 49.2 79.9 150.0 48 18.4 29.8 76.6 54 101.5 150.0 150.0 150.0 54 20.1 43.7 71A 150.0 54 16.3 26.5 68.1 60 91.3 150.0 150.0 150.0 60 18.1 39.4 64.0 150.0 60 - 23.9 61.3 66 83.0 150.0 150.0 150.0 66 16.5 35.8 58.1 147.0 66 21.7 55.7 i 72 76.1 142.4 150.0 150.0 72 15.1 32.8 53.3 134.8 72 19.9 51.1 78 70.2 131.4 150.0 150.0 1 78 1 30.3 49.2 124.4 78 18.4 47.2 2 VERTICAL MULLION z GIAZIIeC GLAZING 71C PRODUCT PRODUCT -� d � V1 wt j W2 i HORIZONTAL MUWON cLAZINc _ TYPICAL MULLION ARRANGEMENTS i-RODUCT 3 ARCHES TO BE INSCRIBED INSIDE RECTANGULAR SHAPE _ NOTE: MULLIONS RATED IN THESE CHARTS MAY BE ORIENTED OR HORIZONTALLY. cwnNc PRooucr GLAZINGVERTICALLY PRooucr (INTERPOLATION BETWEEN WIDTHS ALLOWED) WIDTH (W) = Wt + W2 MULLION SPAN I 2 Tq o z m o m m O s aG n m h Tv VI < b V V s 2i inx O 2 O cl c- oo 2 � a i N s J go a F z i j z m ® x o �n 0 d _ 1W a m m F 0 r. z a LI CI U li�Zli Zl� :;Tee:ail;. PRODUCT REVISED �,n ,+'+. ;•,y -adrwe Fkw- rSly :2 y Ae-puim. r•10 J?"tni2.lg = c-xpiT,�pn Delte By oo F�r'� m 5/16` TAPCONS 5/16' TAPCONS _ 2 MIN. WDOD PENETRATION 1_1/2- MIN. WOOD PENETRATION CLIP (1 ON EACH WING) 1 PE.R ANGLE 4 N \ Z I 1 II I N II II II 11 II 11 II II II II II II II L_JI L I I I 11 2% 2 x 1 1X FLOATING CLIP I I' I I i t ALUM ANGLE z sY I I u u WOOD BUCK - I I I 1 1 1 I I I I 1 I 5/16' TAPCONS 1-1/2- MIN. WDOD PENETRATION 1 PER ANGL \z 1 2 BY II it WOOD BUCK II II 2 X 2 X 1/8` ALUM ANGLE u u . I 1 ALL CUPS AND ANGLES TO FIT SNUG INTO TUBE MULLIONS. TAPCONS MAY BE HEX OR FIAT HEAD. ANCHORS TYPE 'A' 2 ANCHORS INTO WOOD 5/16" TAPCONS 5/16` TAPCONS 1 1/4" MIN. 1-1/2" MIN. WOOD PENETRATON 1-1/2" MIN. WOOD PENETRATION EDGE DIST. 4 PER CUP (2 ON EACH YANG) 2 PER ANGLE 3I --11 114-M'-- - \ 'l 1 It II Il__11 ,L { nDAnNc CUP I 1 W000 BUCK I I I I 1 I I I I I I ANCHORS TYPE 'B' 4 ANCHORS INTO WOOD 2 X 2 X 1/6` ALUM ANGLE MIN. EDGE DIST �/16" CONCRETE OR " HOLLOW BLOCK 5/16' TAPCONS 5/16` TAPCONS 3/4'I 1-3/4• MIN. EMBED INTO MASONRY 1-3/4- MIN. EMBED t PER CLIP (2 ON EACH WING) INTO MASONRY 2 PER ANGLE e MIN, a < n O r � I 1 I I I � O ' 0 J O 3 4 v I 2 / II 11 II 11 II II II II ?J Z OO I a x MIN16 ii it ii ii m i 1 BY 2 X 2% 1/6` • I ------------- I 1 I WOOD BULK I I 1 1X FLOATING CUP I I I I LI u ALUM ANGLE ' N \ I I 1 I I 1 I I I I I I I I I I I I 1 I ANCHORS TYPE 'D' (INTO BLOCK) i ANCHORS TYPE 'G' (INTO CONCRETE H ALL CLIPS AND ANGLES TO FIT SNUG INTO TUBE MULLIONS. 4 ANCHORS THRU 1X BUCK INTO CONCRETE OR BLOCK 1 "x4" & 2"x4" MULL T S �11 TAPCONS MAY BE HEX OR FIAT HEAD. a q o E MIN. EDGE DIST. c 2-3/16" CONCRETE OR a 4" HOLLOW BLO K 5/16' TAPOONS 5/16' TAPCONS 1-3/4MIN. EMBED INTO MASONRY 1-3/4` MIN. EMBED INTO MASONRY 2 PER CLIP (1 ON EACH WING) 1 PER ANGLE .� n 11 II II 11 ~ S 4 v IBY --------- 1I1�%=�II1 xxxxl/e' IX FLOATING CLIP Y " WOOD BUCK N I I r l 11 I I ALUM 1 I u u ANGLE �' 1 1 I 1 1 I I t D 1 I I 1 I 1 • '� ANCHORS TYPE 'C' (INTO BLOCK) •< m 3 ANCHORS TYPE 'F' (INTO CONCRETE) • n� 2 ANCHORS THRU 1X BUCK 1Z4 54!#i INTO CONCRETE OR BLOCK *05•'"4,•••� 1 i 1 1 PRODUCT REVZED w complying Wil61b Florida Building Code 1A_AM9 )A 0 f(Y rA :1I � B ALTERNATE `, ANCHOR LOCATION 5<90■ 5/16- TAPCONS MIN. EDGE GIST. 1-3/4• MIN. CUBED INTO MASONRY 2-3 OR 2 PER CUP (I ON EACH WING) 5/16• TAPCONS 4 HOLLOW BLO K 3 1 4" 1-3/4' MN. EMBED INTO MASONRY 1 PER ANGLE :MIN, L 11 II 11 11 II II 11 II 11 --------- II CONCRETE OR CONCRETE OR IL_11 CEMENT BLOCK CEMENT BLOCK 11 41 11 II 11 11 2 x 2 x l FLOATING CUP I 1 11 U U ALUM ANGLE LE MULL n� ANCHORS TYPE 'C' (INTO BLOCKI ANCHORS TYPE 'F' (INTO CONCRETE) 2 ANCHORS INTO CONCRETE OR CEMENT BLOCK ALTERNATE MULL ANCHOR LOCATION 1 1 1 1 I f-1 l II I �I 1 5/16• TAPCONS 1-3/4• MIN. EMBED INTO MASONRY 2 PER CLIP " '7N EACH WING) MIN. EDGE GIST. 2-3/ TE OR 5/16- TAPCONS 5/16• TAPCONS 4" OLLOW BL CK 1-3/4• MN. EMBED INTO MASONRY 4 PER CLIP (2 ON EACH WIND) 1-3/4- MN. EMBED INTO MASONRY / 2 PER ANGLE 'o 4" ,° to MAN n m . a N t i I001e 1- s 3Ov 1 I 11 II II 11 II 11 11 II J Z 1 00 ' CONCRETE OR II if __ __-- - - -- I! -'.I f i CEMENT BLOCK II II 11 11 2 x 2 x \ FLOATNC CUP II 11 U U ALUM ANGLE I 2 7 16 1 I I 1 1 MIN. 3 1 4" F MIN. MIL �® ANCHORS TYPE 'O' (INTO BLOCK) ANCHORS TYPE 'G' (INTO CONCRETE) A 4 ANCHORS INTO CONCRETE OR CEMENT BLOCK 1"x4• & 2"x4" MULL 2 1 PULL 1 1 x S I 1 I 1 _FLOATING CLIP -ONCRETE OR Ir-ll =NENT BLOCK 11 11 II 11 II 11 I! II I • 1 :DNS I I 112 SM$ ( !-�/• Nin. GNtlGU InlV MNUrvrc1 I I 2 PER ANGI£ 4 PER CLIP (2 ON EACH WING) I I � x II II � II II 11 II ALL CLIPS AND ANGLES TO FIT SNUG II II INTO TUBE MULLIONS. TAPCONS MAY BE HEX OR FLAT HEAD. •..I •Ia CLIPS OR ANGLES CONNECTED DIRECTLY TO MASONRY TO BE PROTECTED I I WITH ALKALI -RESISTANT COATINGS, SUCH AS BITUMINOUS PNNT OR ] WATER -WHITE METHACRYLATE LACOUER. INTO MASONRY I-}/4' MIN. EMBED - 1 PER ANGLE PRODUCTREVISFD B com, lying WitA the Ebr)ds L?uiiding Code � Aseplaau No J -oMr. J expiration Du c s Sy Fo Mi. DA& Ptudn4T a M Z N MIN. EDGE DIST. 2-3/16" CONCRETE OR 5/16' TAPCONS 1-3/4" MIN. EMBED INTO MASONRY 4 PER CLIP (2 ON EACH WING) CLIP LENGTH MULL " L" 2 X 4 3.688' 2 X 5 5.688' MULL 5/16' TAPCONS MIN. EMBED INTO MASONRY �4 PER CLIP (2 ON EACH WING) 1 3/4" I 2X6 MULL MIN. EDGE DIST. 2-3/16" CONCRETE OR CLIP LENGTH MULL "L" 2 % 4 3.688' 2 X 6 5.688' 5/16' TAPCONS 1-3/4" MIN. EMBED INTO MASONRY 4 PER CLIP (2 ON EACH WING) MULL 5/16' TAPCONS 1-3/4' MIN. EMBED INTO MASONRY 4 PER CUP (2 ON EACH WING) MIN. 7N. ; � zf K6 MULL 0 0 a �C. z � � � ^ 2 ANCHORS TYPE 'E' (INTO BLOCK} 5 11/16" ALL CLIPS AND ANGLES TO FIT SNUG INTO TUBE MULLIONS. ANCHORS TYPE 'H' (INTO CONCRETE) WOOD ANCHORS TYPE 'E' (INTO BLOCKS TAPCONS MAY BE HEX OR FLAT HEAD. 4 ANCHORS THRU 1% BUCK ANCHORS TYPE TYPE 'H(INTO CONCRETE CLIPS OR ANGLES CONNECTED DIRECTLY TO MASONRY TO BE PROTECTED INTO CONCRETE BLOCK ANCHORS INTO CONCRETE or BLOCK WITH ALKAU-RESISTANT COATINGS. SUCH AS BITUMINOUS PAINT OR 2'f(fi' MULL SHOWN 2'X6' MULL SHOWN I WATER -WHITE METHACRYIATE LACQUER. IVRODUCF REVISED ore Ce110*4 -ft Me Florida Aacepta Nal -0 .IS tX9almon Dal Flag _ JA s W � F 1 z � z a o a Z a � 1 z 2 > U3 Z D; 8 a W Z I N � Z -3 O.. Q F 0 0 N N C t a m Z L!V La . N M0 N M) Y M MIN. EDGE DIST. 5/16" TAPCONS I/16" CONCRET E OR 3/i MIN. EMBED INTO MASONRY 3-3/4" "" HOLLOWTOTAL (2 ON EtPN WIIG) MIN. 244 a 2a6 I CLIPS OR ANGLES CONNECTED DIRECTLY TO MASONRY TO BE PROTECTED WITH ALKALI -RESISTANT COATINGS. SUCH AS BITUMINOUS PAINT OR WATER -WHITE METHACRYLATE LACOUER. MIN. EDGE DIST. 2-3/16" CONCRETE OR 4" HOLLOW BLOCK LOCATION OF SCREWS CONNECTING ANGLES TO TUBES WHERE ANGLES ARE NOT FIT SNUG INTO TUBE MULLIONS. 5/I6- TAPCONS 1-3/4" MIN. EMBED INTO MASONRY 2 PER ANGLE 1 3/4" MIN. III4 SMS 4 PER ANGLE 2 X 2 X 1/B" ALUM ANGLE ---D----- OPTIONAL ANCHOR DETAIL ANCHORS INTO CONCRETE OR CEMENT BLOCK 2 X 2 X 1/4" ALUM ANGLE CLIP LENGTH 1(U(.L "L' 1 x 2 1.688• 1 X 3 2.688' 1 X 4 3.688' 2 X 4 3.688" 2 X 6 5.688" 1. ALL CLIPS AND ANGLES ARE TO FIT SNUG INTO TUBE MULLIONS. 2. WHERE ANGLES ARE NOT FIT SNUG INTO TUBE MULLIONS. SEE OPTIONAL ANCHOR DETAIL AT SHEET 9 OF 10. / 14 S.Y.S. 2/ CHANNEL TU13E MULLION /12 F.H. S.M.S. 2/ SHOE 1/8" THICK ALUM CHANNEL 1 LENGTH TO FIT SNUG I I' INTONULIXON ; TUBE MULUON 'ES MAY BE NOTCHED SHOWN TO ALLOW INSTALLATION CUP ANGLE LK JOINT AFTER ASSEMBLY J14 FH SMS ACCESS HOLE 2 PER CUP I 7J I I I I i I THIS SCREW CAN DE 1 I INSTALLED IN EITHER I I (12 FTI SMS j I DIRECTION 2 PER CUP I 1' O.C. M.W. ; I I I I I 1 1-3/4- X 2- X 1/8" (FOR 28Y TUBE) 3/4' X 2" X 1/8' FOR (1 BY TUBE) ALUM ANGLE CUT TO RT SNUG INSIDE TUBE ANCHORS TYPE T METAL TO METAL CONNECTION USE CHARTS FOR ANCHOR TYPE 'I' TO VERIFY CAPACITY OF CONNECTION PRODUCT A£VISED � complying .vim The 67aTida Building Code p An:GYllnee No r • Zz7. ALL CLIPS AND ANGLES TO FIT SNUG BXPiratGTn DMe INTO TUBE MULLIONS. TAPCONS MAY BE HE OR FLAT HEAD. BY Mi OAdc 1'Hodecl T♦: 0 O q F 10o M ao y Z In m 3 wpvl 2 z s �Z $ z a Z W O a � i 2 ek F � k z a z O~ v � � j 2 U z 2 i > a E U Z 2 U eaTq S::: deel.IlD •`'.�.'x� a lF' .R, of :N I: G3 `y � •`� :..3 n v�ra I E i M AI 132 la) 150 150 150 150 150 150 t5o 24 68 t 150 150 150 1W 750 750 150 24 <2 84 9i 146 150 1D8 150 150 718 e 105 is) ISO 1 150 150 150 150 150 150V442 54 103 125 150 150 140 150 150 150 30 34 67 T7 116 150 6'77 130 150 93 n 88 1m 150 150 150 150 150 15O 150 45 91 104 150 150 117 150 150 125 36 28 56 65 97 129 72 109 144 77 "� e 75 150 15D 150 150 150 150 150 150 39 78 89 134 150 100 150 150 107 42 24 48 55 83 111 82 93 124 5638 3I8 66 132 150 15O 150 150 150 15o 150 74114 34 68 7B 118 150 87 132 150 93 48 12D 21 42 48 73 97 54 81 108 5859 117 135 150 150 150 150 150 150 30 60 70 105 139 78 117 150 83 54 19 37 43 65 86 48 72 98 5153 105 121 150 150 135 15D 150 145 27 54 83 94 125 70 105 140 75 60 17 34 39 58 77 43 65 8748 95 110 150 150 123 150 150 132 25 49 57 88 114 64 96 127 68 66 15 31 35 53 70 33 59 79 42 Zz44 88 101 15150113 150 150 121 23 45 52 78 104 53 88 117 52 72 14 28 32 49 65 35 54 72 39 0 0 41 81 93 1. 150 104 150 150 111 78 21 42 48 72 96 54 81 108 56 78 13 28 30 45 60 33 50 67 36 m a 24 100 150 1 150 1 150 150 1 150 150 150 1 150 1 24 1 60 1a) 1 138 1 150 150 1 150 1 150 150 1 150 1 24 38 77 88 1 132 1 150 93 1 148 1 150 105 Z3 30 80 1� 150 150 150 150 150 150 150 30 48 96 111 150 150 124 150 150 132 30 31 61 70 108 141 79 118 t50 84 36 67 133 150 150 150 150 15D 150 150 36 40 80 92 139 150 103 15D 150 110 38 26 51 59 88 117 66 99 131 70 Zt 42 57 114 131 150 150 147 150 150 150 42 34 69 79 119 150 83 133 150 94 42 22 44 50 78 101 56 85 112 60 1 V e 48 50 518 50 tm 115 150 150 128 150 150 137 48 84 30 60 69 104 138 77 116 150 83 48 132 19 38 44 66 88 49 74 98 53 U 64 44 89 102 150 150 114 150 150 122 54 27 53 61 92 123 89 103 137 73 54 17 34 39 59 78 44 68 87 47 F 60 40 80 92 138 150 103 750 150 110 60 24 48 55 03 711 82 93 124 88 60 15 31 35 53 70 39 59 ' 79 42 Q 66 36 73 83 126 150 93 140 150 100 66 22 44 50 1 78 101 55 85 112 ' 60 66 14 28 32 46 64 33 54 72 38 ® J 6 72 33 67 78 115 150 85 129 150 91 72 20 40 48 69 92 52 78 103 55 72 13 26 29 44 59 33 49 66 35 78 31 61 71 108 141 79 119 150 84 78 - 19 37 43 64 85 48 72 95 51 78 12 24- 27 41 54 3D 46 61 32 0 18 118 t53 150 150 150 1 150 150 150 150 18 70 140 150 750 150 150 150 1 150 150 78 tog 150 150 RO 150 150' - 129 24 30 89 15D 750 150 150 150 150 150 150 21 53 42 1(5 121 150 150 135 750 150 145 24 81 121 150 90 136 150 98 14 65 97 129 72 109 144 77 71 142 150 150 150 t50 150 75o 150 30 84 97 148 150 108 15D 150 118 30 36 59 118 136 150 15D 150 150 150 150 36 35 70 81 121 150 9) 136 - 150 98 36 -54 81 108 80 90 120 8442 51 101 116 15D 15D 130 150 150 139 42 30 60 89 104 138 77 116 150 83 42 46 69 92 52 78 103 55 48 57 44 89 102 150 150 114 15D 150 122 48 96 25 53 61 91 121 68 102 135 72 48 144 t474 40 61 61 45 68 90 4854 39 79 91 138 150 107 15D 150 108 54 23 47 54 81 108 67 90 120 54 54 3654 72 40 60 80 43 60 35 71 82 123 150 91 137 150 97 60 21 42 48 73 87 54 81 108 58 60 32 49 85 35 54 72 39 66 32 84 74 111 148 83 125 150 89 BA 19 38 44 65 88 49 74 98 53 66 29 44 59 33 49 68 3572 30 59 69 102 136 78 114 150 81 72 78 35 40 61 81 45 68 - 90 48 72 27 40 64 30 45 60 32 78 27 55 83 94 125 70 105 440 75 78 18 32 37 58 74 Q 83 83 45 78 25 37 50 28 42 55 30 v. 18 107 16) 150 150 150 150 150 150 150 18 III 125 143 15D 150 15D 150 150 15D 18 45 90 103 .150 150 115 150 150 123 24 60 1SD 150 150 150 150 150 15D 150 24 47 94 108 150 150 12D 150 150 12D 24 34 67 77 116 150 87 13D 150 93 30 64 125 148 15D 15D 150 - 150 1 150 15D 30 37 75 66 129 150 W 145 150 103 30 27 54 82 93 124 69 104 130 74 �. 36 53 107 123 150 150 137 150 1 15D 147 36 31 62 1 72 1 108 143 6D 121 15U as 36 22 45 52 78 103 55 67 115 62 " s 42 46 92 106 150 150 118 150 150 128 42 27R42 81 92 123 69 103 137 73 42 19 38 44 67 86 49 74 99 53 r 48 63 40 80 92 139 150 103 150 150 110 48 108 23 54 81 108 80 90 12D 84 48 150 17 34 39 s8 77 43 55 87 48 °1 54 35 71 82 123 150 92 138 150 98 54 21 48 72 98 53 80 1W 57 54 1s 30 34 52 69 38 58 77 41W 32 84 74 111 14'7 & 124 750 86 80 19 43 85 86 48 72 l8 51 60 13 27 31 47 B2 35 52 69 37 66 29 58 67 101 134 75 113 150 BO BB 17 39 59 78 44 68 87 47 68 12 24 28 42 58 31 47 63 3a e 72 27 53 61 92 123 W 103 137 73 72 18 38 54 72 40 80 80 43 72 11 22 28 39 52 29 43 587e 25 49 57 85 113 63 95 121 68 76 14 33 50 68 1 37 1 58 1 74 40 78 10 1 21 24 1 38 1 48 1 27 1 40 1 53 26 z .4 ANCHOR/CUP ANCHOR/CUP ONTAL HW6ZMULLION CLIP NOTES: E GLAZING GLAZING RODUCT IIII PRODUCT " GLAZING PRODUCT 3 0 J GLAZING GLAZING j PRODUCT PRODUCT m 3 �a ANCHOR/CUP o: r' VJ2 HORIZONTAL MULLION SPAN TYPICAL MULLION CLIP ARRANGEMENTS i. FOR CLIP TYPES AND ANCHOR CONDITIONS REFER TO SHEETS 6, 7, 8, & 9 FOR DETAILS AND NOTES. 2. REFER TO CHARTS ABOVE FOR MAX. DESIGN PRESSURE 3. SELECT ANCHOR TYPE WITH DESIGN RATING MORE THAN THE DESIGN LOADS REQUIRED FOR PARTICULAR OPENING. 4. ANY ANCHOR CONDITION SHOWN HEREIN MAY COVER LOCATIONS AT HEAD, SILL OR JAMB ENDS. 5. INTERPOLATION BETWEEN WIDTHS OR SPANS ALLOWED. JA N A. PRODUCT REVISED ;4b ?N� O O' 8.&4� teeFloriee& AcogxmalJp '� L♦' � Mid, iSquatin. Ore o �. (4: A4iaoi PnlieefCanC'1 n01. �� ••• �� !Kmm Window and Door Chart J Sheet2 — — PRODUCT APPROVAL REVIEW FORM LEGEND MANUFACTURER HOUNDS LLC HS HORIZONTAL SLIDER LAW LAWSON -PROPERTY 420 NE 91 ST STREET FX FIXED WINDOW CLO CLOPAY MIAMI SHORES, FL C CASEMENT FID FLORIDA IRON DOOR FH FRENCH DOOR ARCHITECTS JOB # 217251 SGD SLIDING GLASS DOOR _ OHD OVERHEAD DOOR MULL MULLION MARK OPENING WIND CONFIGURATION MULL MFGIR PRODUCT ACCEPTANCE COMPONENT ROUGH OPENING NOA ASD EGRESS SHUTTERGLASS LOCATION ZONE REQ'D ACCEPTANCE EXPIRATION SIZE (INCHES) DESIGN PRESSURE DESIGN PRESS REQ'D Y/N NUMBER DATE FOR SPECIFIC OPENIN REQ'D REQ'D TYPE WIDTH HEIGHT (+) PSF (-) PSF (+)PSF (-)PSF Y/N Y/N NORTH ELEVATION GARAGE DOOR 5 OHD-16080 N CLO 15-0225.11 4/11/2018 18'-2" x 16-0" 192 96 36 42 35 42 N N NA ENTRY 4 C-2167 N LAW 14-0908.20 3/4/2019 37"X74" 26 75 59 59 41 44 N N A ENTRY 4 FH-6080 N FID FL-18588.8 72 1/2"X120" 66 125 70 70 38 42 N N G1 ENTRY 4 C-2167 N LAW 14-0908.20 3/4/2019 37"X74" 26 75 59 59 41 44 Y N A BEDROOM 4 4 HS-6253 N LAW 17-0222.14 4/11/2022 74"X63" 75 64 165 65 39 42 Y N A WEST ELEVATION GARAGE HS-6256 N LAW 17-0222.14 4/11/2022 74"X63" 75 64 65 65 39 42 N N NA LAUNDRY FH-2680 N LAW 14-0908.7 6/5/2018 38"X95" 36 99 86 86 40 43 N N A MASTER SHOWER FX-2432 N LAW 14-0908.18 8/22/2017 30"x120" 29 39 68 68 42 45 N N A MASTER TUB HS-6253 N LAW 17-0222.14 4/11/2022 74"X63" 75 64 65 65 42 45 N N A MASTER TOILET RM FX-2432 N LAW 14-0908.18 8/22/2017 30"x120" 29 39 68 68 42 45 N N A MASTER BEDROOM FX-8020 N LAW 14-0908.18 8/22/2017 30"x120" 97 25 68 68 41 44 N N A SOUTH ELEVATION BEDROOM 2 SGD-9080 N LAW 14-0908.02 2/13/2016 189"X96" 110 97 53.3 60 37 45 Y N A M (2) FX-B'OX2'10 Y LAW 14-0908.18 8/22/2017 30"x120" 194 129 68 68 35 38 N N A MULL LAW 17-0222.13 5/30/2017 150"x78" 194 30 86 86 35 38 M SGD-16080 N LAW 14-0908.03 2/14/2018 189"X96" 194 97 56.7 60 35 38 N N A DROOM SGD-9080 N LAW 14-0908.04 2/15/2018 189"X96" 110 97 53.3 60 37 45 Y N A OBEDROOM3 ATION FH-2880 N LAW 14-0908.7 6/5/2018 38"X95" 38 99 65 65 40 43 N N A HS-0246 N LAW 17-0222.14 4/11/2022 74"X63" 75 55 65 65 39 43 Y N A BATH 3 HS-3146 N LAW 17-0222.15 4/12/2022 74"X63" 38 55 65 E65 65 41 44 N N A BATH 4 HS-3146 N LA W 17-0222.16 4/13/2022 74"X63" 38 55 65 41 44 N N A BEDROOM 4 HS-6246 N I LAW 17-0222.17 4/14/2022 74"X63" 75 55 65 65 39 50 N N A Page 1 Certificate of Completion Miami Shores Village 10050 N.E. 2nd Ave, Miami Shores, Florida 33138 Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department Description: ADDITION AND REMODELING Permit Type Owner Subdivision/Project Construction Type V-B Square Footage Location 420 NE 91 ST Miami Shores , FL 33138 Building (Residential) Bldg. Permit No. RC-6-17-1597 MICHAEL RARES Contractor RARE RENOVATIONS LLC Date Issued 03/14/2019 Occupancy Single Family Type 2,968.00 Flood Zone X If the building is located in a special flood hazard area documentation of the as -built lowest floor elevation or lowest horizontal structural member has been provided and is retained in the records of Miami Shores Village. This certificate issued pursuant to the requirements of the Florida Building Code certifying that at the time of issuance this structure was in compliance with the various rdinances of the jurisdiction regulating building construction or use. 3/w,/ Building Officials Approval Not Transferable POST IN A CONSPICUOUS PLACE Ismael Naranjo, CBO R.a2. Engineering Design Corp. Building Official Miami Shores Village Buildign Department 10050 N.E. 20d Avenue Miami Shores, FL 33138 RE: Street Address: 420 NE 91st St. Permit Number: RC-6-17-1597 Folio:: 11-3206-019-0070 Contractor: Rare Renovations Special Inspector Certification Attn: Building Department, February 25, 2019 I, Christopher Hanson, was retained by the Contractor to perform the special inspections per Florida Building Code, Ch. 1. I hereby attest to the best knowledge, belief and professional judgment, that the structural and envelope components of the above referenced renovation are in compliance with the approved plans and other approved permit documents. I also attest to the best of my knowledge, belief and professional judgment, the approved permit plans represent the as -built condition of the structural and envelope components of the said structure. This document has been prepared in accordance with Chapter 1 of the Florida Building Code and shall be submitted to the Village of Miami Shores in conjunction with the application for a Certificate of Completion for the above -mentioned project. Feel free to contact us with any further questions, or for any additional information. Fl. Reg. #63407 /n/11.)n, MSCE, PE %.Pt{ER W NS V • No 63407 :2 :-33 :. STATE OF 441 Z 4 O R,�P rrS;O Nfill A` 1641 NW 115 Terrace, Plantation, FL ♦ TeL (954) 848-1232 ♦ Fax (954) 861-2905 Visit us at WWW.REEDC.NET REE R.E. Engineering Design Corp. Building Official Miami Shores Village Buildign Department 10050 N.E. 2°d Avenue Miami Shores, FL 33138 RE: Street Address: 420 NE 91 st St. Permit Number: RC-6-17-1597 Folio:: 11-3206-019-0070 Contractor: Rare Renovations Special Inspector Certification Attn: Building Department, February 25, 2019 I, Christopher Hanson. was retaine ntractor to perform the special inspections per Florida Building Code, Broward County Edition, 110.10 I hereby attest to the best knowledge, belief and professional judgment, that the structural and envelope components of the above referenced renovation are in compliance with the approved plans and other approved permit documents. I also attest to the best of my knowledge, belief and professional judgment, the approved permit plans represent the as -built condition of the structural and envelope components of the said structure. This document has been prepared in accordance with Chapter 1 of the Florida Building Code and shall be submitted to the Village of Miami Shores in conjunction with the application for a Certificate of Completion for the above -mentioned project. Feel fftee`to contact us with any further questions, or for any additional information. istop r W. Hanson, )M("LE, PE Principal Fl. Reg. #63407 %�1111 %,P H E R, W 5 "E '•9 �� V ' No 63407 l-53 STATE OF W� <U . 1641 NW 115 Terrace, Plantation, FL * Tel. (954) 848-1232 * Fax (954) 861-2905 Visit us at WWW.REEDC.NET u u A J I C 15 T 0 M or iaml-Da+de County OSTDS/Wel 1`I SOS ,Sw 26th Street • 11�:,mi� Date c InspectorIV ` - 4r _ -- Address f !signature v '1 Drilling and Engineering, Inc. REPORT OF GEOTECHNICAL INVESTIGATION FOR: Rare Renovations Inc. 7021 N.W. 67th Court Parkland, Florida 33067 PREPARED FOR: New CBS Structure 420 N.E:91" Street Miami Shores, Florida PREPARED BY: D & N Drilling & Engineering, LLC 1499 S. W. 30th Avenue Suite #11 Boynton Beach, Florida 33426 ON: March 31, 2017 1499 S.W. 30th Avenue a Suite #11 a Boynton Beach, FL 33426 Office: (561) 742-2988 a Fax: (561) 742-2987 Website: dndrilling.com a Email: Dan@dndrilling.com Drilling and Engineering, Inc. Date: March 30, 2017 Rare Renovation Inc. 7021 NW 671h CT Parkland, Florida 33067 RE: Subsurface Soil Investigation 420 NE 91st Street Miami Shores, Florida Gentlemen: Pursuant to your order on March 22, 2017 technicians from D & N Drilling & Engineering, Inc. conducted Standard Penetration (SPT) Test Borings, Soil Classification and Engineering Analysis for the above referenced project. This report represents our understanding of the project, the results of our field exploration program, and our recommendations for foundation designed and site preparation. Site Description The proposed residential property is located near the south side of NE 91 s` Street and east of NE 41h Avenue, in the city of Miami Shores, Florida. The test borings were performed at the proposed construction site for the new CBS structure. Field Investigation The subsurface soil conditions at the proposed building site were explored with three (22ft.) deep Standard Penetration (SPT) Test Borings. Samples of the in placed material were recovered at frequent intervals with the standard 24 in. split barrel sampler driven into the ground with 140 lb. hammer with a free falling height of 30 inches. The penetration resistance was logged in blows per 6 inches of penetration and appears on the enclosed boring logs accompanying this report. The test procedures used confirm closely to the recommendation method in ASTM D-1586. 1499 S.W. 30th Avenue a Suite #11 a Boynton Beach, FL 33426 Office: (561) 742-2988 a Fax: (561) 742-2987 Website: dndrilling.com a Email: Dan@dndrilling.com Drilling and Engineering, Inc. Soil Descriptions Soil samples, which were observed, are used for visual subsoil identification per (ASTM D-2488). The descriptions and identifications of soils, (Visual -Manual Procedures). The detailed subsurface soil conditions encountered at the test locations are described on the enclosed boring logs. The limits of separation between strata represent approximate boundaries and the changes between materials maybe get gradual. A review of the enclosed boring logs reveal a general subsurface soil profile, consisting of, in descending order a dark brown and black organic silt and is immediately underlain with a gray, light tan, white, light brown, yellowish brown and tan medium to fine grained silica sand extending to approximately seven (7) feet below the land surface (BLS). Soils penetrated overlay light yellowish brown, tan and yellowish brown silica sand mixed with coral rock. These soils were followed by a light brownish tan, and light tan silica sand mixed with some rock and shell fragments in a medium to dense cohesion less state of consolidation extending to the termination of the explored depths. Groundwater Levels The immediate groundwater level was measured at the boring location at the time of drillings. During the time of our exploration, the ground water level was observed to be approximately seven (7) feet below the anticipated footing excavation depths. The immediate depth to groundwater measurement presented in this report may not provide a reliable indication of stabilized or longer term depth to groundwater at this time. Water table elevation can vary with time through rainfall, storm events, droughts, flood control and many other factors. It is anticipated that any such seepage can be handled by conventional, dewatering methods such as by pumping from sumps. Groundwater fluctuations may occur during seasonal heavy rain showers. Conclusions & Recommendations Consequently, in order to properly prepare the building pad for foundation concrete once a building program has been established, we recommend the following site preparation procedures: Complete the clearing, grubbing and stripping of the building pad to five feet beyond construction perimeter, ensuring the complete removal all deposits of organic sand and roots where encountered. Excavation of the site should be a minimum of one (1) foot below slab grade. 1499 S.W. 30th Avenue a Suite #11 a Boynton Beach, FL 33426 Office: (561) 742-2988 a Fax: (561) 742-2987 Website: dndrilling.com 9 Email: Dan@dndrilling.com Drilling and Engineering, Inc. The excavated surface should be compacted with a heavy self-propelled vibratory roller such as a (DynaPac CA 251 or equivalent). The compactor must operate at full drum cycle and move at its slowest trans -lateral speed. The speed of the compactor should not exceed a maximum of 2 ft. per second. The vibratory compactor should make a minimum of 12 overlapping passes, six in one direction and six in a direction at right angles or the entire cleared area. A soil compaction meter can be placed prior to backfilling to determine the number of overlapping passes needed to reach the necessary compaction required. Compaction effort should obtain a minimum of 95% of the maximum dry density and is determined by AASHTO T-180 (ASTM D-1557). We would recommend and inplaced soil density test to be taken in accordance with ASTM 2922 after the completion of compaction, a minimum of one test for every 1500 ft.' of building area. Fill to be placed over the natural ground to achieve the finish pad elevation, should be placed in loose lifts not to exceed 12 inches in thickness. Fill material utilized should consist of clean granular soils containing less than 5% organic with no more than 30% rock, and no rock larger than 3 inches in diameter. These soils should be moistened to plus or minus 2% of the optimum moisture as determined by the maximum dry density. Again, a minimum number of in placed soil density test should be made on each lift of fill as described earlier. All compaction efforts should be monitored by a qualified geotechnical engineer or soils technician to ensure compliance with these recommendations if it is desired that this office verify bearing capacity determination. In all cases were vibro-compaction is utilized, care must be taken not to cause damage to adjacent structures or their contents. Monitor all adjacent structures for signs of distress and, if noted, discontinue use of the vibro-compaction and contact this office for further recommendations. Closure This report has been prepared in accordance with generally accepted foundation engineering practices. The recommendations presented herein are based on data obtained from soil boring logs, which can be found later in this report. The anticipated settlement of 1 in. or less should occur during construction and post construction settlement should be minimal. This report may not account for all possible variations that may exist between conditions observed in the borings and conditions and locations that were explored. It shall be recognized by D & N Drilling & Engineering, Inc. and the Client, that the possibility exist for unsuitable soils that may be present on the site that were not detected because it is beyond the scope of this investigation. 1499 S.W. 30th Avenue • Suite #11 a Boynton Beach, FL 33426 Office: (561) 742-2988 • Fax: (561) 742-2987 Website: dndrilling.com 9 Email: Dan@dndrilling.com Drilling and Engineering, Inc. With the previous criteria satisfied an allowable soil bearing capacity ,of 2,500 pounds per square foot may be used in the design of the foundation footing and bearing column pads. We recommend a minimum with of 24 inches for continuous footings and 36 inches for individual footings for a two-story structure and 16 inches continuous footings and 24 inches for individual footing for a one-story structure, even though the soil bearing pressure may not be fully development in all cases. We would also advise that footing depths be a minimum of 18 inches for a two-story structure and 12 inches for a one-story structure below the lowest adjacent finished grade. Nomenclature The following nomenclature is used to describe the portions of the soil boring logs, attached. Proportions Used Percent Trace 0% - 10% Little 10% - 20% Some 20% - 35% And 35% - 50% Root Description (if applicable) Size Thick Stemmed > 1/4 In. Diameter Medium Stemmed 1/8 to 1/4 In. Dia. Thin Stemmed < 1/8 In. Diameter It was a pleasure to assist you in this phase of your project. If you have any questions about this report or need additional information, please call at your convenience. Respectfully Submitted, N1AS E ti .1.,�� ,�. •'�,1 C E . FC D & N DRILLING & * No 754,11 �';�� ENGINEERING, INCz-U._ T omas Or Hecker, P.E. �'��s'•.� p FJ Florida Reg. #75421 ''.,`s10 ...... � #/VA ENS,,. 1499 S.W. 30th Avenue • Suite #11 • Boynton Beach, FL 33426 Office: (561) 742-2988 • Fax: (561) 742-2987 Website: dndrilling.com 9 Email: Dan@dndrilling.com Borehole Number: 1 Project: 420 NE 91st Street (Miami Shores, FL) D & N DRILLING & ENGINEERING INC. Project No: 12298 1499 S.W. 30th Avenue Suite #11 Client: Rare Renovations Boynton Beach, FL 33426 Borehole Location: Approx. Front Center of Existing Structure Enclosure: 3 SUBSURFACE PROFILE SAMPLE Group a z Description z W > > 75 Shear Strength o Symbols E E U E b40 o cn o z z of cn 20 60 80 0 0 Ground Surface 0 f 1--- ' Silt Fill 0 1 Dark Brown Organic Silt 1 1 SS 2 ; ; ; I OL Sand Fill 2 -2 ' �. 2-r--r-- Gray M-F Grained Silica 3 1 Sand 2 SS 1 Sand Fill 4 Light Tan M-F Grained 5 Silica Sand -5 3 SS 3 I 5 Sand Fill 6 1 I 1 -` -" -- SP 2 •:•: . Mottled Light Brown and -7 I 1 I I 7 7 Yelllowish Brown M-F 4 SS 3 I I I �. 672� Grained Silica Sand 8 Sand and Rock Fill 9 Light Yellowish Brown 5 SS 9 a a: M-F Grained Silica Sand 10 3 & Coral Rock 11 6 SS 15 12 L-IL ILSP-GP 13 4 cs:. 7 SS 21 14 55 5- -- --, --,-- 15 C"a; 8 SS 19 ' 16 oi:c): - ;--,---;-- ;-- 5 p> 17 9 SS 11 ' -18 I I I I I 18 -'r--r--r--I-- 1 1 I SP-GP-SS a° Sand and Rock Fill 18 19 ° qa* Light Brownish Tan M-F 10 SS 16 6 9 0 .. Grained Silica Sand 1 I I 20 a..a s/Rock & Shell r r - :a Fragments I I I 21 a. . 11 SS 20 22 o a -22 r r r End of Borehole 22 23 7 - Drilled By: N.L. Hole Size: 2.5" Drill Method: ASTM D-1586 Datum: Drill Date: March 28, 2017 Sheet: 1 of 1 Borehole Number: 2 Project: 420 NE 91st Street (Miami Shores, FL) D & N DRILLING & ENGINEERING INC. Project No: 12298 1499 S.W. 30th Avenue Suite #11 Client: Rare Renovations Boynton Beach, FL 33426 Borehole Location: Approx. East Center of Existing Structure Enclosure: 3 SUBSURFACE PROFILE SAMPLE c}v Group m o Description w s a� Q > o Shear Strength o Symbols E o E 0. (D �Q E blows/ft °' o cn o z z � U) 20 40 60 80 Ground Surface 0 0 0 --r--r--r--r-- ' I I I I Silt Fill 0 1 Black Organic Silt 1 SS 3 OL 2 -2 r - --r --I--- Sand Fill 2 Dark Brown M-F I I I I I I I Grained Silica Sand 2 SS 3 I 1 I I I I 1 I Sand Fill 4 ' r r--r -- Gray M-F Grained Silica 5 Sand 5 3 SS 3 ' I I 1 I Sand Fill 6 I I I SP 2 White M-F Grained -7 I I I I 0•t� 7 7 Silica Sand 4 SS 4 �. 8 :�.�: Sand Fill I I I Tan M-F Grained Silica 971 c� Sand 5 SS 11 I I I Sand and Rock Fill 3 �?'`} I I I 10 ('„�.:(„}: Tan M-F Grained Silica _- I I I 1 11 :�,: c7•a:- : Sand & Coral Rock 6 SS 16 '%c I I 12:. I -- ;- SP-GP 13 4 :c7: 7 SS 23 15 8 SS 31 I 16 5---;---;--- : 17 .: 9 SS 28 1 1 I I ' �•�._ ' -18 I I I I 18 ----r--r--'--- I I I I SP-GP-SS Sand and Rock Fill 18 19 °' ,'o Light Brownish Tan M-F 10 SS 20 6 p ' 9 . Grained Silica Sand 20 a:'ea s/Rock & Shell . .v Fragments g ' 21 �: 9 a.. 11 SS 27 22 li .9Q -22 1 I I End of Borehole 22 23 7 -- '--- Drilled By: N.L. Hole Size: 2.5" Drill Method: ASTM D-1586 Datum: Drill Date: March 28, 2017 Sheet: 1 of 1 Borehole Number: 3 Project: 420 NE 91st Street (Miami Shores, FL) D & N DRILLING & ENGINEERING INC. Project No: 12298 1499 S.W. 30th Avenue Suite #11 Client: Rare Renovations Boynton Beach, FL 33426 Borehole Location: Approx. Rear Center of Existing Structure Enclosure: 3 SUBSURFACE PROFILE SAMPLE Group Description s D > Z Shear Strength o Symbols ±z E '5. E a > E blows/ft aD o cn o z z X U) 20 40 60 80 m Ground Surface 0 Oft Silt Fill 1 Black Organic Silt 1 SS 2 OL Sand Fill 2 -2 :. Gray M-F Grained Silica 3 1 Sand 2 SS 4 Sand Fill 4 - r ~--~--~- White M-F Grained 5 : . Silica Sand -5 3 SS 3 5 Sand Fill 6 - - SP 2 Pale Brown M-F Grained -7 7 7 �•• Silica Sand 4 SS 5 Sand and Rock Fill '7 : ra: 8 c�'c': Yellowish Brown M-F - ---------- 9 Grained Silica Sand & 5 SS 11 Coral Rock 10 �. 11 :C7•. 6 SS 24 ;7, 12 po:1 1-- -; - - - SP-GP 13 4 7 SS 33 15 cc:. 8 SS 26 ' -- a. 17 9 SS 13 18 -18 - .�--r- r--r-- SP-GP-SS o° Sand and Rock Fill 18 19 ° oo Light Tan M-F Grained 10 SS 17 6 ` ,. Silica S and s/Rock & 20 .M.. 4 Shell Fragments 21 11 SS 21 22------ -22 r r - r- ---� 22 End of Borehole 23 7 --'---'-- '--- -- Drilled By: N.L. Hole Size: 2.5" Drill Method: ASTM D-1586 Datum: Drill Date: March 28, 2017 Sheet: 1 of 1 v "'1 o CM ., o D• Fmiwrrrdw� fVKsr.e.k b fitiate..nM Ph: 305/ 256-2653 i BILL TO Rare Renovations LLC 7021 NW 67 CT Parkland, FL 33067 United States ORDER NO. 18-3260 Terra Tech Consultants, Inc. P.O. Box 972286 Miami, FL 33197 (305)256-2633 ttcflorida@aol.com DATE 0 08 018 T S D e on r ceipt DUE+DATE 0 /08 0 ' PROJECT 420 NE 91 ST., MIAMI SHORES, FL arSM 02/02/2018 Density Tests 4 25.00 100.00 _ Field_ Density Tests Nos. 1 to 4 for the footings _ 02/02/2018 Proctor Test 1 100.00 100.00 _ Moisture -Density Relationship Test _ __ 02/02/2018 Technician Travel/Wait Time 2 25.00 50.00 Includes time on site for testing and travel time to and from the site. Thank you for letting TerraTech be of service to you. �Wnwa1 11 Terra Tech Consultants, Inc. -Environmental Consukant s • Rwndations • Geotochnic J Testing • Inspections • Construction Materials Testing. • Structures FIELD DENSITY TEST REPORT CLIENT: RARE RENOVATIONS 7021 NW 67th Ct. Parkland, FL 33067 DATE: February 2, 2018 JOB: 18-3260 PROJECT NAME: ADDITION PROJECT LOCATION: 420 NE 91 STREET. MIAMI SHORES, FL PROCTOR DATA Proctor No. SOIL DESCRIPTION MAX. DRY DENSITY OPTIMUM MOIST. P-3216 BEIGE SILICA SAND 104.2 9.3 REQUIRED COMPACTION % 95% 1 TEST DEPTH PENETRATION INCHES 12" FIELD DENSITY TEST RESULTS Test No. Proc. No. TEST LOCATION LIFT No. DRY DENSITY (%) MOIST. (%) COMP. RESULTS I P-3216 NORTH AREA PERIMETER FOOTING Top 103.4 9.8 99.2 PASS 2 P-3216 EAST AREA PERIMETER FOOTING Top 104.1 8.3 99.9 PASS 3 P-3216 WEST AREA PERIMETER FOOTING Top 103.7 9.7 99.5 PASS 4 P-3216 SOUTH AREA PERIMETER FOOTING Top 102.7 1 10.9 98.6 PASS Commnets: u Respectfully Submitted TERRA TECH CONSULTANTS, INC Rafael E- Dorz-Seda, RE P.-ofessional Engineer No. 39.728 State of-Flcrida 12385 SW 129th Ct. Unit # 7, Miami, FL 33186 - (305) 256-2633 Terra Tech Consultants, Inc. -Environmental Consultants • fbunc6tkm • Geotor-knicai Testing• Inspections • Construction Materials Testing • Structures SOIL LABORATORY TEST REPORT CLIENT: RARE RENOVATIONS DATE: 02/02/18 PROJECT NAME: ADDITION JOB: 18-3260 PROJECT LOCATION: 420 NE 91 STREET. MIAMI SHORES, FL TESTED BY: DM SOIL DESCRIPTION: BEIGE SILICA SAND SAMPLE LOCATION: ON -SITE DATE TESTED: 2/2/18 LAB#: P-3216 MOISTURE DENSITY RELATIONSHIP (PROCTOR) ASTM D-1557 MAXIMUM DRY TEST SPECIFICATION OPTIMUM MOISTURE LBR VALUE ORGANIC % DENSITY (pco ASTM D-1557 9.3% 104.2 - - MOISTURE/DENSITY CURVE 104.5 104.0 r CL 103.5 103.0 G 102.5 r 102.0 0 101.5 101.0 4- 4.0 6.0 8.0 10.0 12.0 MOISTURE CONTENT % Respectfully Subrnitted Terra Tech Consultants; Inc. -Rafael E. Dorz-Seda,, RE Professional Engineer No. 39228 &tote 'af Rorija 12385 SW 129th Ct, Miami, FL 33186 (305) 256-2633 I r 4035 S.W. 98 Avenue, Miami Florida 33165 P.O. Box 650213 Miami, FL 33165-0213 Tel. (305)552-0141 / 1-800 782-9284 FAX (305) 227-1797 Web Page: www.alflexexterminators.com / Email: alflex@bellsouth.net CONFIRMATION OF COMPLETION OF NATIVE SUBTERRANEAN TERMITE PRETREATMENT AND CERTIFICATE OF COMPLIANCE Purchaser: RARE RENOVATIONS LLC Address 7021 NW 67 CT/PARKLAND, FL Phone (954) 426-8018 Number of Structure(s) to be treated : ONE Square Footage : 3,600 Gallons Used : Linear Footage : 240 Gallons Used Permit #: Date initial Treatment: 2/28/2018 9:00 AM Date of Completion: 10/27/2018 10:00 AM Technician: MAURICIO Address of Treated Premises RESIDENTIAL Lot- 0 Block- 0 420 NE 91 ST/ MIAMI SHORES, FL Product Used : 360 DOMINION 2L 96 IMIDACLOPRID (0.05 ) AI -Flex Exterminators hereby confirms that the structures described above have received a complete treatment for the prevention of NATIVE SUBTERRANEAN TERMITE infestation. Treatment has been made in accordance with the rules and laws as establishedby the Florida Department of Agriculture and Consumer Services. Exterior perimeter treatment was completed upon final grade. AI-Flex's limited warranty is presently in full force and effect. (WARRANTY EXCLUDES FORMOSAN & ASIAN TERMITES) Al -Flex Exterminators, Inc. by President Dated: 11/ 1/2018 ' rpor#e eal:•' c� 3 This is not valid without a Company Seal .r I 4035 S.W. 98 Avenue, Miami Florida .33165 P.O. Box 650213 / Miami Florida 33165-0213 N? 16126 Tel. (305)552-0141 / 1-800 782-9284 FAX (305) 227-1797 WEB PAGE: www.al-flex.com / E-Mail: al-flex@bellsouth.net _ Partial Treatment Notice Project Name: NEST t J f /� Property Address: LA.�q o g9/ Lot Block Model: 111,4Ul'-�.'�� ffCC FL Service order by: � Qg RC-AIOV41­1�1w- Permit This form is for inspection or construction draw purposes only. The perimeter of the above structure must be treated at final grade accordance with pesticide label and Florida Statue. Warranty and treatment certification will be issued upon completion of final treatment. _This form should not be accepted as proof of co 0 t1atment`For Certificate of Occupancy of -CA si NOTICE TO BUILDER: It is the responsibility f h udder to noti At lex Exterminators should tr @ment be6 ;A)d forpatios, C sponsibi ity o f e4b fy ou eat q driveways and entryways. AI -Flex Exterminators must be notified at final grade of structure so final treatment:can De completed warranty issued, and required paperwork for closing submitted. THIS IS NOT A PROOF OF WARRANTY�3 ���" 71316 Exterminators, 4035 S.W. 98 Avenue, Miami Florida 33165 P.O. Box 650213 / Miami Florida 33165-0213 Tel. (305)552-0141 / 1-800 782-9284 FAX (305) 227-1797 WEB PAGE: www.al-flex.com / E-Mail: al-flex@bellsouth.net Project Name:., Partial Treatment Notice Lot Block Model: Service order by �p� �O V,a BOA/ 1 Date: /g Time: C2 Product Used:/ W//7/ao O2 N? 17559 Property Address: tiE- 67 , 10/AW Permit #: Applicator: "Iquxl&D Chemical Used: 7mi l U'QCD (active ingredient) Number of Gallons applied : 3D Percent Concentration: Q Q/ Area Treated : Tamp: N Linear feet Treated Stage of Treatment: Horizontal/Interior Vertical -' 4—oo7l itl �r'S This is not valid without a company seal 1. The above noted structure'has received the first of two or moee required treatmets, for the prevention of native subterranean termites. 2. Upon completion of this treatment and payment of any balance due under this contract, AI -Flex will provide purchaser with written confirmation that the treatment is completed and the associated limited warranty is in full force and effect. The limited warranty shall not be considered to be in effect until all required payment has been made. This form is for inspection or construction draw purposes only. The perimeter of the above structure must be treated at final grade accordance with pesticide label and Florida Statue. Warranty and treatment certification will be issued upon completion of final treatment. c4' 41 .•• d airy ••• This form should not be accepted as proof of complete treatment for Certificate of Occupancy or Wsfng. ©j'•. r 7 L131 v NOTICE TO BUILDER: It is the responsibility of the builder to notify AL -Flex Exterminators should treatment be�Auired for patios, driveways and entryways. AI -Flex Exterminators must be notified at final grade of structure so final treatm4r t can be mpleted' warranty issued, and required paperwork for closing submitted. 0 '�6 ' j� t '•. pd�p0•: THIS IS NOT A PROOF OF WARRANTY � I i311�. -el 71316 V sulation Certificate ene Classic Ultra & Icynene Classic Ultra Select plying with ICC-ES REPORT 1826' INSULATION CERTIFICATE 9 DO NOT REMOVE PLEASE POST NEAR ELECTRICAL PANEL. Meets the following International Residential Code (IRC) version requirements: 2009 IRC, 2012 IRC and 2015 IRC Meets the following International Building Code (IBC) version requirements: 2009 IBC, 2012 IBC and 2015 IBC Meets the following International Energy Conservation Code (iECC) version requirements: 2009 IECC, 2012 IECC and 2015 IECC Please consult International Building Code (IBC), Chapter 26 - Plastic and International Residential Code (IRC) 2006 IRC R314, 2009 IRC R316, 2012 IRC R316. 2015 IRC R316 - Foam Plastics for specific requirements, The aforementioned Icynene spray polyurethane foam insulation system(s) has./have been installed in accordance with manufacturer's processing guidelines to provide a thermal resistance of: Area Insulated Attic Area' � Sloped Ceilings Walls (.location): Walls (location): Floors (over an unheated crawl space) Crawl Space Perimeter Basement Walls Other (location): I CURTAIN WALLS I Aged R-Value Thickness" R- 430 at 8.3 inches R- at inches R- C at inches R- at inches R- at inches R- at inches R- at inches R- r 13 at 3.5 inches I I Non -trial thicknesses are representailve of field, spray-aPpled foam material. Jobsite Address 1 420 NE 91 ST STREET Date of Insulation Installation 7/16/2018 Building Contractor RARE RENOVATIONS Insulation Contractor ZEii&N RESIDENTIAL PRODUCTS Insulation Contractor Phone 407-297-3939 Installed By YUNIER CRUZ Product Batch NUmber/s r --------- . . ..... .......... . .............................. , The foarri plastic: has Glen installarjirl accorciancp "Ah the terms of Secijon 4.4,12,2of Area not intended for occupancy or storage. Occupied areas must be protected CSIR-1 926, and that any alterations to the altic n •ust• bo conilistent with those requirernonts. with a thermal barrier. NOTE '0 HOMEOVVNER: Xxf,,ss to ths aftn" is limitod to An igrObn barrier or it ttumesce;nt oatng is not reclurc-cl pro'Aded the, attic izeclutpirvo with UillitilDS cir 1 eqJorl 1(Yit only. unless :pe,JfGali -Y desioped or ,,raid). r)e, an outwatd thL s . -opening hatch or flexible pressure relief pand :r . , cuttle role. gilding code requircfnents. Icynene Inc. 67417 Campobello Road Mississauga, Ontario L5N 2L7 Canada Ph: 1,800.758.7325 9 ICYNENECOM �� ICYNENE` SL-602 9 Updated January 2018 The Evolution of Insulation 1-hi sCeftificate 4nene Classic Ultra & Icynene Classic Ultra Select - ' Complying with ICC-ES REPORT 1826' INSULATION CERTIFICATE o DO NOT REMOVE PLEASE POST NEAR ELECTRICAL PANEL. Meets the following International Residential Code (IRC) version requirements: 2009 IRC, 2012 IRC and 2015 IRC Meets the following International Building Code (IBC) version requirements: 2009 IBC, 2012 IBC and 2015 IBC Meets the following International Energy Conservation Code (IECC) version requirements: 2009 IECC, 2012 IECC and 2015 IECC Please consult International Building Code (IBC), Chapter 26 - Plastic and International Residential Code (IRC) 2006 IRC R314, 2009 IRC R316, 2012 IRC R316, 2015 IRC R316 - Foam Plastics for specific requirements. The aforementioned Icynene spray polyurethane foam insulation system(s) has/have been installed in accordance with manufacturers processing guidelines to provide a thermal resistance of: Area Insulated Attic Area' Sloped Ceilings Walls (location): Walls (location): Floors (over an unheated crawl space) Crawl Space Perimeter Basement Walls Other (location): I CURTAIN WALLS Aged R-Value Thickness" R- 30 at 8.3 _ inches R- E= at 7__..._1 inches R- at inches R- at inches R- j� at �- inches R- at inches R- ' at inches R- 13 at DK=inches Nor: r nal thicknesses are representa ve of field, spray -applied f ,arri rnateriaL _... —� Jobsite Address 420 NE 91ST STREET Date of Insulation Installation7/16/2018 ._.._.._....�....... .._.._...__._..........................--....... _... --._-.........._._. j Building Contractor RARE RENOVATIONS Insulation Contractor AMERICAN RESIDENTIAL PRODUCTS Insulation Contractor Phone 407-297-3939 Installed By YUNIER CRUZ Product Batch Number/s -- --__._._..._............ ......._.._.-.._._._.._ -- ------------ 'The foam plastic; has been installed in at r.?roan;;v •:rah the terns of Sermon -'.4.1.2.2 of Area not intended for occupancy or storage. Occupied areas must be protected EM, i 826, -r•:i that any alterations to Vic agrr gust tx; consistent wit', those r,xl..ir<;rac>: Y with a thermal barrier. NOTE M HO EOVVNER ACcess tr; th s att,, I'_ lircit�;d to An. ign t,un barrier yr nnarnescunt o<rU :q is not r xlured p.oJir�uti the aili i qu.ppcci with sc; � i, inr of unlit es z+r•c o,l;.i i:ent enP,. u :L f r uLc zl y designed ar .>t ;r, , e an outward -opening hatch or flexible pressure relief panel in the scuttle `:ole. building code requirements. Icynene Inc. 6747 Campobello Road Mississauga, Ontario L5N 2L7 Canada KYNENE Ph:1.800.758.7325 • ICYNENE.COM SL.-602 - Updated January 2018 1 I i r. The Evolution of Insulation U.S. 'bEPARTMENT OF HOMELAND SECURITY Federal Emergency ManagementAgency National Flood Insurance Program OMB No. 1660-0008 Expiration Date: November 30, 2018 ELEVATION CERTIFICATE Important: Follow the instructions on pages 1-9. Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. SECTION A — PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name Policy Number: PROPERTY HOUNDS LLC A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Company NAIC Number: Box No. 420 NE 91ST STREET City State ZIPCode MIAMI SHORES FL 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) EAST'/2 OF LOT 11 & WEST 47.5' OF LOT 10, BLOCK 1 "EL PORTAL" (P.B. 9, PG. 101, M.D.C.R.) A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RESIDENTIAL A5.Latitude/Longitude: Lat. 25°51'30.80" N Long. 80°11'19.22"1N Horizontal Datum:❑NAD1927 ENAD1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1A A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or enclosure(s) N/A sq ft b) Number of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A8.b N/A sq in d) Engineered flood openings? ❑ Yes ❑ No A9. For a building with an attachedgarage: a) Square footage of attached garage 630 sq ft b) Number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A9.b N/A sq in d) Engineered flood openings? ❑ Yes ❑ No SECTION B — FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State VILLAGE OF MIAMI SHORES 120652 MIAMI-DADE FL B4. Map/Panel B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood Zone(s) B9. Base Flood Elevation(s) Number Date Effective/ (Zone AO, use Base 12011 CO302 L 9-11-09 Revised Date X Flood Depth) 9-11-09 N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B ❑FISProfile ®FIRM ❑CommunityDetermined ❑Other/Source: B11. Indicate elevation datum used for BFE initemB9: ONGVD1929 ❑NAVD1988 ❑Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)?❑Yes ® No Designation Date: ❑CBRS ❑OPA FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 1 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: '420 NE 91ST STREET City State ZIPCode Company NAIC Number -MIAMI SHORES FL 33138 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 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 C2.a—h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: #853-R Vertical Datum: 8.65 F Indicate elevation datum used for the elevations in items a) through h) below. ® NGVD1929 ❑NAVD1988 ❑Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 11.20 ® feet ❑ meters b) Top of the next higher floor N/A. ❑ feet ❑ meters c) Bottom of the lowest horizontal structural member (V Zones only) N/A. ❑ feet ❑ meters d) Attached garage (top of slab) 9.65 ® feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building 9.64 ® feet ❑ meters fl (Describe type of equipment and location inComments) g) Lowest adjacent (finished) grade next to building (LAG) 2.5 ® feet ❑ meters h) Highest adjacent (finished) grade next to building (HAG) 10.84 ® feet ❑ meters ) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support 10.79 ® feet ❑ meters SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION Thiscertificationistobesignedandsealedbyalandsurveyor, engineer, orarchitectauthodzedbylawtocertifyelevationinformation. 1 certify that the information on this Certificate represents my best efforts to interpret the data available. 1 understand that any false statementmaybepunishablebyfineorimprisonmentunderl8U. S. Code, Section 1001. Were latitude and longitude in Section A provided by a licensed land surveyor? ❑ Yes ® No ❑ Check here if attachments. Certifier's Name License Number SCOTT A. GUZZI 5108 Title PROFESSIONAL SURVEYOR & MAPPER Place Seal Company Name LIRVEYING VIC-SCOTT LAND & MAPPING Here Address 7041 W. CO R AL BOULEVARD, SUITE 6C City State ZIP Code TAMA FL 33319 Signature Date Telephone 1-30-19 954-722-8500 Copyallpa o isElevationCertificateandallattachmentsfor(1)communityofficial,(2)insuranceagent/company,and(3)buildingowner. Comments (including type of equipment and location, per C2(e), if applicable) LAT./LONG. PER GOOGLE EARTH. LOWEST ELEVATION OF MACHINERY (C2e) IS TOP OF CONCRETE A/C PAD. AIR CONDITIONER PAD LOCATED ON EAST SIDE NEAR FRONT OF RESIDENCE. CROWN OF ROAD ELEVATION = 8.54 ZONE X, 0.2% ANNUAL CHANCE FLOOD HAZARD. FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 2 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding infonnation from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 420 NE 91ST STREET City State ZIPCode Company NAIC Number MIAMI SHORES FL 33138 SECTION E — BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items El—E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items El—E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. 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 (includingbasement, crawlspace, or enclosure) is ❑ feet El meters ❑ above or ❑below the HAG. b) Top of bottom floor (includingbasement, crawlspace, or enclosure) is ❑feet El meters El above or El below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 1-2 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's flood plain 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 correct to the best of my knowledge. Property Owner or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑Check here if attachments. FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 3 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 420 NE 91ST STREET City State ZIPCode Company NAIC Number MIAMI SHORES FL 33138 SECTION G — COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8—G10. In Puerto Rico only, enter meters. G1.1­71 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 orcommunity-issuedBFE) or ZoneAO. G3.1­1 The following information (Items G4—G10) is provided for community floodplain managementpurposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate of Compliance/Occupancy Issued G7. This permit has beenissuedfor: ❑NewConstruction ❑Substantiallmprovement G8. Elevation of as -built lowest floor (including basement) Of the building: ❑feet ❑ meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑feet ❑ meters Datum G10. Community's design flood elevation: ❑feet ❑ meters Datum LocalOfficial'sName Title CommunityName Telephone Signature Date Comments (including type of equipment and location, per C2(e), if applicable) ❑ Check here if attachments. FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 4 of 6 BUILDING PHOTOGRAPHS OMB No. 1660-0008 ELEVATION CERTIFICATE See Instructions for Item A6. Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 420 NE 91ST STREET City State ZIPCode Company NAIC Number MIAMI SHORES FL 33138 If using the Elevation Certificate to obtain NFIP flood insurance, affix at least 2 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." When applicable, photographs must show the foundation with representative examples of the flood openings or vents,as indicated in Section A8. If submitting more photographs than will fit on this page, use the Continuation Page. U FRONT VIEW—1-30-19 J3 REAR VIEW — 1-30-19 FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 5 of 6 BUILDING PHOTOGRAPHS OMB No. 1660-0008 ELEVATION CERTIFICATE Continuation Page Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 420 NE 91 ST STREET City State ZIPCode Company NAIC Number MIAMI SHORES FL 33138 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." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. T `s a e LEFT SIDE VIEW — 1-30-19 t, A 3 4.ti RIGHT SIDE VIEW — 1-30-19 FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 6 of 6 INSPECTION RECORD POST O Permit NO. RC®6®1 7®1 5 7 Miami Shores Tillage "— --- —! peimit Type: Residential Construq:tion 10050 N.E.2nd Avenue Miami Shores, FL 33138-0000 Worts Classification: Addition/Alteration Phone: (305)795-2204 Fax: (305)756-8972 -- isEue Date: 1/1912018 Expires: 07/13/2018 INSP!"=CYBON REQUESTS: (305)762-4949 or Log on at https:l/bidg.miamishoresvillage.com/cap REQUESTS ARE ACCEPTED DURING 8:30AM - 3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Residential Construction Parcel #:1132060190070 Owner's Name: MICHAEL RARES � � Owner's `Phone: (954)520-2268 Jots Address: 420 NE 91 Street Total Square Feet: 280v Miami Shores FL 33138- -- Total Job Valuation: $ 139,3&0.00 bond .NuEnber: 3613 WORK IS ALLOWED: Contactor s) Phone Primary Contractor RARE RENOVATIONS LLC (954)426-8018 Yes lz' MONDAY THROUGH FRIDAY, 8:OOA1V1 - i:00PM. SATURDAY 8:OOAM - 6:OOPM. NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS. BUILDING AND ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE_. IT IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEI l-HE:R THE L;l_11L.DING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION. WARN;NG TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF CO[AlAENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO 1,1"C1UR PROPERTY, A NOTICE OF COMMENCEMENT MUST BE RECORDED A14D POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTE i TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICF. OF C M4 ENCEMENT. Nve) 1l1 .L INSPECTION RECORD INSPECTION DATE INSP Foundation stemwafi Slab L t Columns (1st Lift) Columns (2nd Lift) Tie Beam Truss/Rafters Roof Sheathing Bucks Interior Framing Insulation Ceiling Grid Drywall Firewall Wire Lath Pool Steel Pool Deck Final Pool Final Fence Screen Enclosure Driveway Driveway Base Tin Cap Roof in Progress IV1op in Progress Final Roof Shutters Attachment Final Shutters Rails and Guardrails ADA compliance DOCUMENTS Soil Bearing Cert Soil Treatment Cert Floor Elevation Survey Reinf Unit Mas Cert Insulation Certificate Spot Survey Final Survey Truss Certification STRUCTURAL COMMENTS WINDOWS&.... INSPECTION DATE !NSP I Attachment J 1 WORKSPUBLIC INSPECTION DATE INSP Excavation FINAL ELECTRICAL INSPECTION PATE INSP Temporary Pol 30 Day Temporary Pool Bonding_ Pool Deck Bonding Pool Wet Niche Undergroun Foote Ground Slab Wall Rough Ceili ngPaTgh Rou y TeIe one Rough Telephone_ Final TV Rough TV Final Cable Rough Cable Final, Intercom Rough Intercom Final Alarm Rough Alarm Final Fire Alarm Rough Fire Alarm Final Service Work With ELECTRICAL C ENTS INSPECTION DATE JINSP Final Sprinkler Final Alarm i PLUMBING INSPECTION DATE A INSP - / I Rough &1, Water Service 2 d Rough Top Out Fire Sprinklers Septic Tank Sewer Hook-up Roof Drains Gas LP Tank Well Lawn Sprinklers Main Drain Pool Piping Backflow Preventor terceptor Catch Basins Condensate Drains HRS Final PLUMBING COMMENTS MECHANICAL INSPECTION DATE INSP Underground Pipe Rough Ventilation Rough Hood Rough Pressure Test Final Hood Final Ventilation Final Pool Heater Final Vacuum MECHANICAL C MME TS Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Fax: (305)756-8972 -------------- -- Permit NO. RFi 1 ®14 61 Pe,mit Fype. Roof Work Gtassrficatian Tile Issue Date: 1i19t2018 0711$i2�(I1 �$ Expires: INSPECTION REQUESTS: (305)762-4949 °moan" mom1° REQLESTS ARE ACCEPTED DURING 8:30AM - 3:30PM FOR THE FOLLOWING BUSINESS DAY. r�a� Roof Parcel #:1132060190070 Owner's Name: MICHAEL RARES Owner's Phone: (954)52C-2268 Job € ddress: 420 NE 91 Street _ Total Square Feet: 3995 — Miami Shores, FL `i3138- -- Total Job Valuation: $ 12,OCC).00 Bon: Number:-- .. .i4A�d!�✓.IYfl f`E✓-.:. '�,'. ,l9 c.Y /l,€rr.'c __„. WORK IS ALLOWED MONDAY THROUGH SATURDAY, (,) Phone Primary Contractor 7:30AM - 6:00PM. NO WORK IS ALLOWED ON Oil C i�� SUNDAY OR HOLIDAYS. XCLUSNE ROOFiNG FLORIDA L.LC (954)309-4525 Yes BUILDING INSPECTIONS ARE DONE MONDAY THROUGH THURSDAY. ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. NO BUILDING iNSPECTIONS DONE ON FRIDAY. COLOR THROUGH CONCRETE TILE OR SOLID CLAY" TILE REQUIRE,). NO I^;5= EC T iON WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABL'- IT IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES, NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL. BE LIABLE FOR EXPENSE ENTAILED iN THE REMOVAL OR REPLACEMENT OF ANY MA.TEFIAL RFOU'RED TO ALLOW INSPECTION. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO ,f0 JR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECOF-'.DED AND Pia:?STED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND 'I"O OBTAIN FINANCING, CONSULT WITH YOUR LENDER OF ¢4N ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE- C►F r,CMHJFNCEMENT. INSPECTION RECORD INSPECTION DATE INSP Foundation Stemwall Slab Columns (1st Lift) Columns (2nd Lift) Tie Beam Truss/Rafters Roof Sheathing Bucks Interior Framing Insulation Ceiling Grid Drywall Firewall Wire Lath Pool Steel Pool Deck Final Pool Final Fence Screen Enclosure Driveway Driveway Base Tin Cap Roof in Progress Mop in Progress Final Roof Shutters Attachment Final Shutters Rails and Guardrails ADA compliance DOCUMENTS Soil Bearing Cert Soil Treatment Cert Floor Elevation Survey Reinf Unit Mas Cert Insulation Certificate Spot Survey Final Survey Truss Certification STRUCTURAL COMMENTS WINDOWS: DOORS INSPECTION DATE INSP Attachment WORKSPUBLIC INSPECTION DATE INSP Excavation ELECTRICAL INSPECTION DATE INSP Temporary Pole 30 Day Temporary Pool Bonding Pool Deck Bonding Pool Wet Niche Underground Footer Ground Slab Wall Rough Ceiling Rough Rough Telephone Rough Telephone Final TV Rough TV Final Cable Rough Cable Final Intercom Rough Intercom Final Alarm Rough Alarm Final Fire Alarm Rough Fire Alarm Final Service Work With ELECTRICAL COMMENTS INSPECTION DATE INSP Final Sprinkler Final Alarm PLUMBING INSPEIT■■I� DAINSP i I Rough Water Service 2"d Rough Top Out Fire Sprinklers Septic Tank Sewer Hook-up Roof Drains Gas LP Tank Well Lawn Sprinklers Main Drain Pool Piping Backflow Preventor Interceptor Catch Basins Condensate Drains HRS Final PLUMBING COMMENTS MECHANICAL INSPECTION DATE INSP Underground Pipe Rough Ventilation Rough Hood Rough Pressure Test Final Hood Final Ventilation Final Pool Heater Final Vacuum MECHANICAL COMMENTS u Miami Shore `Village 10050 N. E. 2nd Aver,ae Miami Shores, FL 33138-0000 Phone: (305)795-2204 Fax: (305)756-8972 Permit NO. YYS-/ —1 v-2OV2 Permit Type. Classification: Garage Door Issue Date: 8/23/2018 Expires: 02/1 9/201 9 INSPECTION REQUESTS: (305)762-4949 or Log on at https://bidg.miamishoresvillage.com/cap REQUESTS ARE ACCEPTED DURING 8:30AM - 3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Windows/Shutters Parcel #:1132060190070 Owner's Name: MICHAEL RARES Owners Phone: (954)520-2268 Job Address: 420 NE 91 Street Total Square Feet: 0 Bond Number: RARE RENOVATIONS LLC Total Job Valuation: $ 2,200.00 F- I WORK IS ALLOWED: T MONDAY THROUGH FRIDAY, 8:OOAM - 7:OOPM. e Nrimary,ontr , SATURDAY 8:OOAM - 6:OOPM. )42 t y NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS. BUILDING AND ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED, PLANS ARE READLY AVAILABLE. IT IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. INSPECTION RECORD INSPECTION DATE INSP Foundation Stemwall Slab Columns (1st Lift) Columns (2nd Lift) Tie Beam Truss/Rafters Roof Sheathing Bucks Interior Framing Insulation Ceiling Grid Drywall Firewall Wire Lath Pool Steel Pool Deck Final Pool Final Fence Screen Enclosure Driveway Driveway Base Tin Cap Roof in Progress Mop in Progress Final Roof Shutters Attachment Final Shutters Rails and Guardrails ADA compliance DOCUMENTS Soil Bearing Cert Soil Treatment Cert Floor Elevation Survey Reinf Unit Mas Cert Insulation Certificate Spot Survey Final Survey Truss Certification STRUCTURAL COMMENTS WINDOWS :DOORS INSPECTION DATE INSP Attachment PUBLIC WORKS INSPECTION DATE INSP Excavation ELECTRICAL INSPECTION DATE INSP Temporary Pole 30 Day Temporary Pool Bonding Pool Deck Bonding Pool Wet Niche Underground Footer Ground Slab Wall Rough Ceiling Rough Rough Telephone Rough Telephone Final TV Rough TV Final Cable Rough Cable Final Intercom Rough Intercom Final Alarm Rough Alarm Final Fire Alarm Rough Fire Alarm Final Service Work With ELECTRICAL COMMENTS III INSPECTION DATE INSP Final Sprinkler Final Alarm PLUMBING INSPECTION DATE INSP Rough Water Service 2nd Rough Top Out Fire Sprinklers Septic Tank Sewer Hook-up Roof Drains Gas LP Tank Well Lawn Sprinklers Main Drain Pool Piping Backflow Preventor Interceptor Catch Basins Condensate Drains HRS Final PLUMBING COMMENTS MECHANICAL INSPECTION DATE INSP Underground Pipe Rough Ventilation Rough Hood Rough Pressure Test Final Hood Final Ventilation Final Pool Heater Final Vacuum MECHANICAL COMMENTS /'"P ri''iiz No,DS-10-18-3320 Miami Shores Village Type: Drivew }ts/Sidewalks/Slabs r ; * Building Department bvorkclas: Addition/Alteration 10050 NE 2 Ave - Permit Status: Approved 4` Miami Shores FL 33138 _ Issue Date: 12/6/2018 Expires: 04/29/2019 INSPECTION REQUESTS: (305)762-4949 or log on at https://bldg.msvfl.gov/energov_prod/selfservice POST ON SITE Requests must be received by 3:30pm WORK IS ALLOWED: MONDAY THROUGH FRIDAY, 8:OOAM- TOOPM 1132060190070 SATURDAY 8:00AM - 6:OOPM. NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS BUILDING AND ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY . NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED . PLANS ARE READILY AVAILABLE. IT IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES, NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION . Owner's Name: MICHAEL RAKES Owner's Phone: (954)520-2268 Job Address: 420 NE 91 ST Total Square Feet: 516 Miami Shores , FL 33138 total Job Valuation: $ 2,000.00 �MWINWW Contractor(s) Phone Address RARE RENOVATIONS LLC (954)426-8018 7021 NW 67 CT, PARKLAND, FL 33067 Description: PAVERS FOR DRIVEWAY /h AT WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Page 1 of 1 INSPECTION RECORD INSPECTION DAT P Foundation Stemwall Slab Columns (1st Lift) Columns (2nd Lift) Tie Beam Truss/Rafters Roof Sheathing Bucks Interior Framing Insulation Ceiling Grid Drywall Firewall Wire Lath Pool Steel Pool Deck Final Pool Final Fence Screen Enclosure Driveway Driveway Base Tin Cap Roof in Progress Mop in Progress Final Roof Shutters Attachment Final Shutters Rails and Guardrails ADA compliance DOCUMENTS /17 Soil Bearing Cert Soil Treatment Cert Floor Elevation Survey Reinf Unit Mas Cert Insulation Certificate Spot Survey Final Survey Truss Certification STRUCTURAL COMMENTS INSPECTION DATE INSP Attachment (INSPECTION DATE I INSP Excavation 1`7T ! ` INAR INSPECTION `-DA ejiy$8/ Temporary Pole 30 Day Temporary Pool Bonding Pool Deck Bonding Pool Wet Niche Underground Footer Ground Slab Wall Rough Ceiling Rough Rough Telephone Rough Telephone Final TV Rough TV Final Cable Rough Cable Final Intercom Rough Intercom Final Alarm Rough Alarm Final Fire Alarm Rough Fire Alarm Final Service Work With ELECTRICAL COMMENTS INSPECTION DATE INSP Final Sprinkler Final Alarm INSPECTION I DATE I INSP Rm iiah Water Service 2nd Rough Top Out Fire Sprinklers Septic Tank ewer Hook-up oof Drains Gas LP Tank Well Lawn Sprinklers Main Drain Pool Piping Backflow Preventor Interceptor Catch Basins Condensate Drains HRS Final PLUMBING COMMENTS INSPECTION DATE INSP Underground Pipe Rough Ventilation Rough Hood Rough Pressure Test Final Hood Final Ventilation Final Pool Heater Final Vacuum MECHANICAL COMMENTS 4 BUILDING PERMIT APPLICATION Miami Shores Village E0 Building Department APR 2,5 2`018 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 S(; A 4-� INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 201q Master Permit No. RC-6-17-1597 Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL M PUBLIC WORKS 0 CHANGE OF CANCELLATION 0 SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 420 NE 91 ST City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: 11-3206-019-0070 Is the Building Historically Designated: Yes NO X _ Occupancy Type: Load: Construction Type: RES. Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): Property Hounds LLC _ Phone#: 954-520-2268 Address: 7021 NW 67 CT City: Parkland Tenant/Lessee Name: Email: Mike@raresgroup.com State: FL Zip: 33067 Phone#: CONTRACTOR: Company Name: Rare Renovations LLC Phone#: 954-426-8018 Address: 7021 NW 67 CT City: Parkland State: FL Zip: 33067 Qualifier Name: Michael Rares Phone#: 954-520-2268 State Certification or Registration #: CBC1260851 Certificate of Competency #: DESIGNER: Architect/Engineer: S H Brandt & Assoc. Phone#: 954-564-2111 Address: 5010 N Federal Highway city: Lighthouse Point state: FL Zip: 33064 Value of Work for this Permit: $ Type of Work: ❑ Addition Description of Work: Trusses 0 _ Square/Linear Footage of Work: ❑ Alteration ❑■ New ❑ Repair/Replace Specify color of color thru tile: Submittal Fee $ Permit Fee $ Scanning Fee $ 7 l Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ i4s• ❑ Demolition CCF $ CO/CC $ DBPR $ _ Notary $ _ Double Fee $ Bond $ //``77�� TOTAL FEE NOW DUE $ �--�`� . L ) (Revised02/24/2014) WE Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip 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 ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, 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 Signature CONTRACTOR The foregoing instrument was acknowledged before me this 25 day of April 120 18�� by 25 day of April , 20 18 by Michael Rares/ Managing Member wh 4sd' � nersonallv_kno to Michael Rares who ersonally known me or who has produced as me or who has produced identification and who did take an oath. identification and who did take an oath. as NOTARY PUBLIC: NOTARY PUBLIC: J�1210 Sign: Sign: Print: Natasha Booke Print: Natasha Booke Seal: :r+ NAIASFUIBOOKE Seal: A MY COMMISSION # GG 1 d MY NAIASM B00 i*' COMMISSION 1844� • ' EXPIRES: 521 � � OdWw 27,2021 �� EXPIRES: .,,o off,,• FJ�IRF.S: **s**s****** ThNNomlgPubpC ******s**r***** r APPROVED BY 4 b (Revised02/24/2014) Plans Examiner Structural Review Zoning Clerk t A. s —1 �` OM TRUSS 4 V Xr 1890 W. ATLANTIC AVE6f DELRAY BEACH, FL 33444'J `° 954-786-8800 14F,) General Truss Engineering Criteria %gdsi j�y4roadp Project Information: Customer: RARE RENOVATIONS REMODELERS NE 91 ST 4203NE 91 ST STREET ty, ST, ZIP: MIAMI SHORES, Job Number: 170891 Building Code and Chapter: —""" C„gmputer Program Used: FBC2014/TP12007 MiTek Version: 8.13 Nov 13 2017 Gravity: Gravity: 65.0 psf ROOF TOTAL LOAD N/A Wind 175 mph'from=MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 This package includes;. Truss Index Sheet and — individual truss design drawings, together with the attached index of the Truss System design drawings<;I!,hereby'c�rtify thhfthis serves as a cover sheet in accordance with Chapter 61 G15-31.003 of the Florida Board of may,t1r Note: Furthermore, the responsibility of the undersigned is solely limited to the •=1,G {' design of the truss components shown. The suitability and use of these v= Cl • �i trusses for an building is the responsibility of the building designer. Y 9" P tY 9 9 A Delegated Engineer: CARL G. FORBES •••• FL LIC. NO: 2�� .... r •i�, �,� 4, 2018 ,,_ . ,��.. .... 555 S. POMPANO.PKWY.:• POMPANO BEA16M, FL. 33069 (954) 682-6651.. • • • ; • • ; • 1 04/09/18 A10 20 04/08/18 A3 39 04/08/18 A6 58 ;'04rV8 ENA 2 04/09/18 A11 21 04/08/18 A30 40 04/09/18 A7 59 . 04/07/18 • ; E'JTB 3 04/09/18 Al2 22 04/08/18 A31 41 04/09/18 A8 60 04/077718 • •�J�• 4 04/09/18 A15 23 04/08/18 A32 42 04/09/18 A9 61 04/07/18 HJ2 5 04/09/18 A16 24 04/08/18 A33 43 04/07/18 AG1 62 04/07/18 HJ3 6 04/09/18 A17 25 04/08/18 A34 44 04/07/18 AG10 63 04/07/18 HJ42 7 04/09/18 A18 26 04/08/18 A35 45 04/08/18 AG11 64) 04/o�18 HJ5 8 04/09/18 A19 27 04/07/18 A36 46 04/08/18 AG2 65t ! 64/rV18 HJ7 9 04/08/18 A2 28 04/07/18 A37 47 04/07/18 AG3 66( y .fir ? p /07 18 HJ7A 10 04/09/18 A20 29 04/08/18 A38 48 04/07/18 AG4 67t QA 18 HJ7B 11 04/09/18 A21 30 04/08/18 A39 49 04/08/18 AG5 68. a 6470 98 v. HJ9 12 04/09/18 A22 31 04/08/18 A39A 50 04/08/18 AG6 69 04/07118 J1 13 04/09/18 A23 32 04/08/18 A4 51 04/08/18 AG7 70 0'4%7/18 , � J3 14 04/09/18 A24 33 04/08/18 A40 52 04/09/18 AG8 71 0,4/071J8 d3A 15 04/09/18 A25 34 04/08/18 A41 53 04/08/18 AG9 72 xyy'ww04�07 8 aC .l.. 9.7• T 16 04/09/18 A26 35 04/11/18 A42 54 04%07/18 EG1 h 40470718 d3D 17 04/0 4Lp 55 04/0i/18 EJ3 74 -04/p7/18 PEI RE 10 18 04J09/18 A28 v' i �. 37 04/08/1a�)13 /i / J3F� 57 04/07/18 EJ7 j 19 04 0466P I R O §) _ 3H _oa/�S/1�9 76' L 04/07/18 ! J5 Q ti. .r -►. .pr �Y .�l..yi L) Page 1 of 2 IM= M S H BRANDT & ASSOCIATES .... ....... . ARCHITECTS 954. 564.2111 ACCEPTED ,, f • ; • ; • .:: ' .... . ❑ ACCEPTED AS NOTED ctlk ❑ NOT ACCEPTED, REMISE ANDSUBM4T : ' `fir' ' ` • •' • • • ' •' • • • • ,t ,,i REVIEW AND ACCEPTANCE IS FOR DESIGN DMNT ONLY " • • 060 ' ' 0 0. . AND IS NOT FOR DIMENSIONS, QUANMIES OR FIELD :. ........ . 0.0 CONDRIONS WHI� RESPONSI8IU Y OF "' ' ' " THE CONTRACT REVIEWED BY DATE RECEIVED APR 2 4 2018 S H BRiANDT & ASSOC r ,i r � ' i 14 CUSTOM TRUSS 1890 W. ATLANTIC AVE DELRAY BEACH, FL 33444 954-786-8800 General Truss Engineering Criteria & Design Project Information: Customer: Job Number: RARE RENOVATIONS REMODELERS 170891 Job Name: 420 NE 91 ST Address: 420 NE 91ST STREET City, ST, ZIP: MIAMI SHORES, Building Code and Chapter: Computer Program Used. FBC2014/TPI2007 MiTek Version: 8.13 Nov 13 2017 Gravity. Gravity: 65.0 psf ROOF TOTAL LOAD N/A Wind nt 175 mph from MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 This package includes a Truss Index Sheet and *** individual truss design drawings, together with the attached index of the Truss System design drawings. I hereby certify that this serves as a cover sheet in accordance with Chapter 61 G15-31.003 of the Florida Board of Professional Regulations. APR 2 4 2018 77 04/07/18 J5A 78 04/07/18 J5B 79 04/07/18 J7 80 04/07/18 J719 81 04/07/18 MV1 82 04/07/18 MV2 83 04/07/18 PB1 84 04/07/18 PB2 85 04/07/18 PB3 86 04/07/18 P134 Note: Furthermore, the responsibility of the undersigned is solely limited to the design of the truss components shown. The suitability and use of these trusses for any building is the responsibility of the building designer. Delegated Engineer: CARL G. FORBES •... FL LIC. NO: 206W. "" ••••;• 555 S. POMPAD10.eKWY.0 ,��•;� POMPANO BEAdt+, FL. 33069 • (954) 682-6654•�•�• ;'•�•• �����' ...... .... ..... .... .. . ...... . . . . ...... Page 2 of 2 2143 Job Truss Truss Type Otr Ply NE 91 ST 170891 �Al 0 Roof Special 1 1 �420 Job Reference(optional) CustorNTruss, Delray _4each, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. I ue Apr 24 09:55:29 2018 Page 1 ID:fu8mdDHV6RalpXYgpyRmzTNae-kpbPvxP4pvxUnlld n_PrTgzKDduMmlBVldgtzNYsi 10-2-0 22-6-0 25-e4 7-0-0 11-0-0 1S70-e 17-e-8 20-10.821 -6 4-2-1 28-64 31 -0-0 35-9-4 3e-7-0 451-0 4e-7-0 52-1-0 7-0-0 4-" 4-10A 1-10-0 3 14 0- -0 1-6-2 3-1 3-0-0 2-5-12 4-e-0 2-10.2 6-570 4-6-0 2-6-0 1-52 Scale = 1:94.8 Dead Load Defl. = 1-1/16 in 5.00 12 5x8 MT18HS = 32 31 3029 3x6 = 5x5 = a 7x6=10 „ 8x18 MT18HS= 5x10 = 2120 19 o 16 O' IO N 18 4x6 = 4x6 = 6x8 = 6x10 = 5xl2 = 3x4 11 6x6 = 184-0 12-%Q-1-0 �1-10-0H 8-0-4 15-0-6 1170-11-0-621-0z2 6 I3-15176 46511-0 aa7.0 1-10-0 060 46-06-103 3-% 041-0 LOADING (psf) SPACING- 2-0-0 CSI. , DEFL. in (loc) Well Ud PVTES GRIP - TCLL 30.0 Plate Grip DOL 1.25 TC 0.76 Ved(LL) -0.95 25 >599 360 • 44 29 241IV ' • • • • TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.98 25 >287 240 ' • MT20HS 187M" • • BCLL 10.0 ` Rep Stress Incr YES WB 0.98 Horz(TL) 0.78 17 nla n/a • • • &VVHS •2V1g0 0 0 0 • BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Wind(LL) 0.82 25 >688 240 *Wg ght: 363lb •FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD T1,T7: 2x4 SP M 30 BOT CHORD BOT CHORD 2x4 SP No.2 *Except* WEBS 81,B7: 2x4 SP M 30, B5: 2x4 SP M 31, B10: 2x4 SP No.3 WEBS 2x4 SP No.3 'Except* B2,W16,W27,W32: 2x4 SP No.2, W3,W4,W15: 2x4 SP M 30, WCL3,W26: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 17=2949/0-8-0 (min. 0-3-11), 32=2883/0-8-0 (min. 0-3-11) Max Horz32=365(LC 11) Max Upliftl7=-1311(LC 12), 32=-1396(LC 12) Max Grav 17=3152(LC 19), 32=3129(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=270/0, 2-43=-379/72, 3-43=294/98, 3-4=-483012387, 4-5=10234/5021, 5-44=-10179/5022, 6-44=10155/5036, 6-7=6515/3311, 7-45=6004/3189, 8.45=-6004/3189, B-46=-6030/3173, 9-46=6030/3173, 9-10=6015/3168,10-11=-4683/2601,11-12=4563/2626,12-13=-4468t2410,13-14=-4551/2388, 14-47=2359/1255,15-47=-247311231,15-16=-338/279 BOT CHORD 1-32=01254, 31-32=-1954/4202, 27-28=444219623, 27-48=-267616236, 48-49=2676/6236, 26-49=2676/6236, 23-51=1718/3975, 51-52=-1718/3975, 22-52=1718/3975,15-17=3059/1779,16-17=208/345 WEBS 6-28=-1143/2776, 3-31=-164/609, 4-31=-4014/1960, 28-31=2732/6044, 4-28=2451/5214, 6-27=3969/2069, 7-27=-815/1977, B-27=5931271, 23-26=2246/5282,10.26=1353/3227,10-23=-3281/1592,11.23=633/1454, 11-22=365/526,19-22=1041/2282,14-22=1019/2245,14-19=2253/1244, 3-32=-4403/2315, 2-32=-447/531, 12-22=462/525,15-19=1440/2857, 8-26=-325/209 •••••• Structural wood sheathing directly apppied.• • • • • 0 00000 Rigid ceiling directly applied. • • • • • • • • i • • • 1 Row at midpt 4-31,10 2 ,1:i'�9, k2 • • 2 Rows at 1/3 pts 6-27 •• •• •• • •••••• with 2x4 SP No.3 with 2 -10d (0.131;) 3Xj Vai4sand cross brace 1Soacing of 12-0-0 oc. • • MiTek recommends that Stabilizers and reeqquired cross traci•gb• installed dunng cuss erection, in accordance with StabiQer Ingldfl�ion guide.• 0 _ • •• • •• • • • • • • • • NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; 8=45ft; L=52ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and GC Exterior(2)-0-0-14 to 5-1-10, Intedor(1) 5-1-10 to 21-1-6, Exterior(2) 21-1-6 to 43-1-10, Interior(1) 43.1-10 to 52-1-14 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1311 lb uplift at joint 17 and 1396lb uplift at joint 32. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/7 gypsum sheetrock be applied directly to the bottom chord. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL G. FQRBES FL LEC, NO: 20699 5W S. POMPANO PKWY.. P.A!'u'iPANO BEACH, FL. 33069 (9") 682-+6661 21411 Job Truss Truss Type my Ply 420 NE 91 ST 170891 A11 Roof Special 2 1 Job Reference (optional) CuslomTruss, Delray beach, FL 33444 Run: 8.13U s Nov l:i 2u1 r Print 8.1 Ju s Nov 1 J 20i r Mi Tek Industries, inc. 1 ue Apr 24 U`J:30:3 i N78 Page i ID:fu8rcdDHV6RalpXYgpyRmzTNae-gCj9JdRKLNBC03U? ld�azSUGZyHMMG02epEkirmNYsg 10-2-0 24-2-10 7-0-0 it-0-0 15-10A 1741-e 22-B-8 -16 28-8-4 31-0-0 33-94 38-7-6 45-1-0 49-7-0 52-10 7-0-0 4-0-0 4-10.8 1-10-0 4-10-0 0- - 4 -3-1 3-0-0 2572 2-4-4 4-10-2 6-5-10 4.8-0 2-e-0 1-14 c%i 6 5x10 MT20HS= 5.00 F12 3x6 = 5x6 = — 7 45 B 46 9 7x6 1017 1 , 5x8 3x8 MT20HS-- 5x6 MT20HS WB 6 12 T 13 644 4x6 7x10 5 W6 2 8 9 44 14 4 7 48 4x10 = 5x8 3 5 15 2 43 8 26 5 17 1 x18 18 = 27 918 18 = 22 2 07 61 4x10 = :=x 24 23 49 50 — N 3029 18 4x6 = 32 31 Scale: 1/8"=1' Dead Load Defl. = 1 in 4x6 = 6x8 = 6x10 = 5x12 = 3x4 II 6x6 = 1044 25-84 1z-34-1-0 1I1 -1100--009-0-4 11-01-0—c 15-10-0 1117-0808 0-10-8 1-02 2d-0121-0I -0 4--87--00 T3-0a-104 49- -081' rco to 16 I d 6 o 0 N LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 10.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.97 BC 0.92 WB 1.00 Matrix -AS DEFL. Vert(LL) Vert(TL) Horz(TL) Wmd(LL) in (loc) Udell L/d -0.78 25 >724 360 -1.76 25 >322 240 0.76 17 n/a n/a 0.80 29 >705 240 PLATES GRIP • • MTV 2M%* • • MT20HS 1870143• • • • • ♦ VHS "4190 0 0 : eight: 374 lb FT = 20% • • • • • • • • LUMBER- BRACING- •"• •• • • • TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly appYefi • T1: 20 SP M 31, TT 20 SP M 30 BOT CHORD Rigid ceiling directly applied. • BOT CHORD 2x4 SP No.2 "Except' WEBS 1 Row at midpt 4-31, 10-� slth*'3-19, 3-32sA4 �' **:so* B1,B7: 2x4 SP M 30, B5: 20 SP M 31, B10: 20 SP No.3 2 Rows at 1/3 pts 6-27 • • • • • • • • • • • • • WEBS 20 SP No.3 *Except` with 20 SP No.3 with 2 -10d (0.131 xij W"nd cross brace spacing of 12-0-0 oc. • B2,W15027: 2x4 SP No.2, W3,W4,W6: 2x4 SP M 30, WCL3,W26: 2x6 SP No.2 • • • • OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross fYw4" jpstalled d erection in accordance with StabiVer Inat2113tion guide! • REACTIONS. (lb/size) 17=2949/0-8-0 (min. 0-3-11), 32=2883/0-8-0 (min. 0-3-10) • • • • • • 0 Max Horz32=403(LC 11) 000000 Max Upliftl7=1311(LC 12), 32=1396(LC 12) Max Grav 17=3108(LC 19), 32=3083(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-265/0, 243=371/69, 3-43=286/95, 3-4=-4735/2343, 4-5=-10104/4998, 5-6=-9998/5012, 6-44=-5738/2954, 7-44=5710004, 7-45=524912933, 8-45=-5249/2933, B-46=-5109/2852, 9-46=5109/2852, 9-47=-5102/2852, 10-47=5102/2852,10-11=4082/2375,11-12=4519/2648,12-13=-4323/2393, 13-14=-4470/2374, 14-48=2315/1228,15-48-2428/1204,15-16=-338/279 BOT CHORD 31-32=1932/4165, 27-28=-4443/9549, 26-27=-2260/5325, 23-49=-1624/3808, 49-50=1624/3808, 22-50=1624/MW,15-17=3012/1771,16-17=-208/345 WEBS 6-28=1051/2701,3-31=137/578,4-31=-3938/1907,28-31=-2675/5960,4-28=-2500/5206,6-27=4487/2310, 7-27=667/1576, 8.27=374/262, 23-26=-1924/4624,10-26=-1282/2832,10-23=2782/1355,11-23=460/1142, 11-22=-451/689,19-22=100812236,14-22=1059/2200,14-19=-2202I1204, 3-32=4332/2294, 2-32=4421526, 12-22=568/598,15-19=-1390/2796,B-26=-293/172 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=52ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-14 to 5-1-10, Intedor(1) 5-1-10 to 23-1-6, Exterior(2) 23.1-6 to 41-1-10, Interior(1) 41-1-10 to 52-1-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Tit between the bottom chord and any other members, with BCDL=10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1311 lb uplift at joint 17 and 1396 lb uplift at joint 32. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL G. FORSES FL LIC. NO: 20699 556 S. POMPANO PMCVyfY. PAMPANO BEACH, FL. 33069 (954) 692-6651 i N 11 Sx10 = 2120 19 Job Truss Truss Type ay Ply 420 NE 91 ST 170891 �Al 2 Roof Special 2 1 Job Reference Guston) I fuss, Delray Veacn, r-L JJ444 nuu. 0. 1 a 1— w co i i I m 0. i av a — „— . — — , —1...--- . -- ID:fu8rcdDHV6RalpXYgpyRrozTNae-BOHXxzSy6gK2eC:l -0Jh1U5BHYH15jdBtT_HHCzNYsf 10-2-0 24-2-10 7-0-0 11-0-0 1510.8 17-8-8 22-6-8 -1 s 30-1-6 33-9-4 36-7-6 45-1-0 49-7-0 52-1-0 7-0-0 4-0-0 4-10-8 1-10-0 4-10-0 0- 4 -3-1 4.7-2 3-7-14 4-10.2 6-5-10 4.80 2-6-0 10x12 MT18HS 11 5.00 12 2x4 II 5x5 = 7 37 38 98 40 9 kHS= 3x8 T W31 4x6 7 4W6 5x10 2x4 II 3 �235 1 23 22 4221 43 0 28 27 2625 3x6 = 5x8 MT20HS= 4x6 =6x8 = 5x10 = 2x4 II 4x8 = 2x4 11 3x8 MT20HSzz� 6 10 11 4x6 9 12 5 20 2 44 1918 17 2x4 II 5x12 = Scale: 1/8"=1' Dead Load Defl. = 5/8 in N 41 4x10 = _ 13 0 co 14 r 5 o I4 0 N 16 46 = 3x4 11 6x6 = 1644 25-64 12-3rr-1-0 1-10-0H 9-0-a 11-0-0I is-10-6 117-BAD zalo-8 123-182a ax0 30-1-6 36-7-s I as-1-0 _ a9-7-0 sp-3,0 �i-10-06-10-4 1-11-12 4-10-8 1-10-0 3-1-14 2-30 11� 4-7-2 6-8-0 8-5-10 4-6-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 10.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/rPI2007 CSI. TC 0.76 BC 0.81 WB 0.98 Matrix -AS DEFL. Ved(LL) Ved(TL) Horz(TL) Wind(LL) in (loc) I/defl Ud -0.65 20-21 >866 360 -1.30 20-21 >436 240 0.37 15 n/a n/a 0.49 25 >999 240 PLATES ZRV • • ; J44) 244l" • • • • • • • • MTAOHS 1841436 • • • • • • J418HS •2.44i 20 • dNeight: 336 lb FT = 204/4 •' • •' • LUMBER- BRACING• • • • • • • • • • • • • • • • TOP CHORD 2x4 SP No.2'Except' • • • • TOP CHORD Structural wood sheathing directly a%V.• • T1: 2x4 SP M 31, T5: 2x4 SP M 30 • • • 00000 BOT CHORD Rigid ceiling directly applied.• • BOT CHORD 2x4 SP M 31 'Except' WEBS 1 Row at midpt 4-27,12-?77". 17-21 • • • • 00000 B1: 2x4 SP M 30, B9,B11: 2x4 SP No.2, B10: 2x4 SP No.3 2 Rows at 1/3 pts 6-23 000000 • • • • 000000 WEBS 2x4 SP No.3 *Except' with 2x4 SP No.3 with 2 -10d (0.131'03 nails and cross brace spacing of 1240 0 oc. • • B2,W27: 2x4 SP No.2, W3: 2x4 SP M 30, WCL3,W26: 2x6 SP No.2 i i • i • • MiTek recommends that Stabilizers and regti edlf cross Qricjp�tlg �lslalled ddtiyqrese • erection in accordance with Stabiker Instellafion guide• • REACTIONS. (lb/size) 15=2919/0-8-0 (min. 0-3-11), 28=2855/0-8-0 (min. 0-3-10) • • • • • • • • •00 Max Horz28=403(LC 11) • • • Max Up1ift15=-1323(LC 12), 28=-1407(LC 12) •• • Max Grav15=3115(LC 19), 28=3095(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=251/0, 2-35=355/78, 3-35=269/91, 3-4=-4760/2364, 4-5=-6847/3494, 5-6=-6742/3508, 6-36=-4796/2568, 7-36=4776/2618,7-37=-4187/2459,37-38=4187/2459,38.39=-4187/2459,B-39=4187/2459,B-40=-4187/2459, 940=4187/2459, 9-10=-4537/2675,10-11=-433812418, 11-12=-4485/2398,12-41=2321/1239,13-41=2434/1215, 13.14=338/279 BOT CHORD 27-28=1946/4184, 23.24=-3045/6523, 23-42=1940/4512, 22-42=-1940/4512, 21-22=1940/4512, 2143=1646/3800, 43-44=-1646/3800, 20-44=1646/3800,13-15=3019/1782,14-15=-2081345 WEBS 6-24=408/1302, 3-27=-144/586, 4-27=-2381/1214, 24-27=2298/5098, 4-24=117212323, 6-23=-2320/1270, 7-23=-513/1378, 8-21=-534/415, 9-21=-520/1208, 9-20=453f728, 17-20=1018/2242, 12-20=-1075/2210, 12-17=2207/1214, 3-28=-4371/2320, 2-28=434/518, 10-20=576/605, 13-17=1402/2803, 7-21=-350/257 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=B.Opsf; BCDL=4.Opsf; h=25ft; 8=45ft; L=52ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and G-C Exterior(2)-0-0-14 to 5-1-10, Intedor(1) 5-1-10 to 23-1-6, Exterior(2) 23-1-6 to 41-1-10, Interior(1) 41-1-10 to 52-1-14 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1323 lb uplift at joint 15 and 1407 lb uplift at joint 28. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112' gypsum sheetrock be applied directly to the bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL G. FORBES FL LIC, NO: 20899 555 S. POMPANOS PKWY. PAMPANO BEACH, FL. 33069 (9") 682-6651 2N� Job Truss Type Oty Ply 420 NE 91 ST 170891 [Alruss 5 ROOF SPECIAL 2 1 Job Reference tonal Custom Truss, DelrayaBeach, FL 33444 Run: 8.130 s Nov 13 2017 Print 8.130 s Nov 13 2017 MiTek Industries, Inc. Tue Apr 24 09:55:34 2018 Page 1 ID:fu8rcdDHV6RalpXYgpyRrozTNae-5nPlyeTCeRamtWCatS2g1�9�6vBTNLybZdBUKnTOM5zNYsd 10-2-0 24-2-1025-84 7-0-0 11-0-0 15-10-8 17-8.8 22-6-1 2 -1 6 1 30-i-6 33-9-4 36-7-6 38-7-6 45-1-0 49-7-0 52-1-0 7-0-0 4-0-0 4-10-8 1-10-0 4-10-0 o-- a o- o- 4-7-2 3-7-14 2-10-2 2-0-0 8-5-10 4 1-1-4 04-14 Scale: 1/8"=V 7x10 MT18HS= Dead Load Deft. = 11/16 in 5.00 12 6x10 MT20HS= 7 43 8 44 TS 45 9 3x6 W41 3x8 MT20HS-- 3x8 MT20HS % 6 10 T 6 42 11 5x8 4x6 % 5 1 9 4 5x8 W6 3 t2 a 46 4x10 = 3 13 0 2 41 2 0 � v 14 Ir 1 6 8xl4 = ro o 47 21 48 7 0= 0 2 5 1 0 HS= 25 2423 0 cJ CV O 30 29 2827 4x12 = 1918 17 16 4x6 = 4x6 __ 6x8 = 5x10 = 5x10 = 3x4 II 6x6 = 10i-0 25-6-4 25-1-6 12-$Q-1-0 1-0-01 9-0-4 5-1100-6 33�A 8-05-4 9-87.-0 111-10-0 I0 4 -18-01 -10-0-0 0 30 1122- 0-1D-12 1 V-% I I 2-0 2 10 44 �8-104 1.10-0 Plate Offsets (XY)-- fl:Edge,0-0-31 f7:0-600-1-121 f9:0-6-00-1-121 (13:0-7-80.0-01 (14:Edge0-0-31 f20:0-3-12Edgel 122:GA-4,Edgelf25:0-2-12,0-1-121,f26:0-8-8,0-3-121,(29:0.1-8,0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud •••• PLATES *GRIP • TCLL 30.0 Plate Grip DOL 1.25 TC 0.91 Ver1(UJ -0.55 21-22 >999 360 ; Ar A41" • • • • • • TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -1.25 25-26 >453 240 • • MTPOHS 18-MW3x • • • BCLL 10.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) 0.54 15 n/a n/a • • • fgIPHS •2�1�0 • BCDL 10.0 Code FBC2014rrP12007 Matrix -AS Wind(LL) 0.57 23 >994 240 •Weight : 352lb FT = 20% • • • • • • LUMBER- BRACING• • • • • • • • • • • • • • TOP CHORD 2x4 SP No.2 *Except* • • • • TOP CHORD Structural wood sheathing directly a%(W• • Ti: 2x4 SP M 31, T5: 2x4 SP M 30 • • • • • • • • BOT CHORD Rigid ceiling directly applied. • • BOT CHORD 2x4 SP M 31 'Except' WEBS 1 Row at midpt 4-29,12-1-7,— C, ts-:4, 9-20 • • Go*** 131,813: 2x4 SP M 30, B9,B11: 2x4 SP No.2, B10: 2x4 SP No.3 • 2 Rows at 1/3 pts 6.25 • • • • • • • • • • • • • WEBS 2x4 SP No.3 *Except* with 2x4 SP No.3 with 2 -10d (0.13r113, nails and cross brace spacing of 12-0-0 oc. • B2,W21,W27,W38: 2x4 SP No.2, W3: 2x4 SP M 30, WCL3,W26: 2x6 SP No.2 • i • i • • • MiTek recommends that Stabilizers and required cross 4L%lt jpstalled dtfiAg"A • erection, in accordance with Stabilizer Intftllation guided • • REACTIONS. (lb/size) 15=292610-8-0 (min. 0-3-10), 30=2862/0-8-0 (min. 0-3-10) • • • • . . ; • • • • ; Max Hor7.30=403(LC 11) • • Max Upliftl5=-1320(LC 12), 30=-1404(LC 12) •• •• Max Gravl5=3090(LC 19), 30=3063(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-41=352(17, 3-41=266/91, 3-4=4696/2357, 4-5=-6749/3487, 5-6=-6644/3501, 6-42=-4703/2555, 7-42=4683/2605, 743=-5133/2951, 8-43=513312951, B-44=-5133/2947, 44.45=-5133/2947, 9-45=-5133/2947, 9-10=5818/3312,10-11=-5685/3067,11-12=5799/3048,12-46=-2299/1240,13-46=2412/1216,13-14=338/279 BOT CHORD 29.30=194214135, 25-26=3041/6435,13-15=2994/1778, 14-15=208/345, 22-47=1981/4634, 2147=1981/4634, 21-48=-1982/4625, 20-48=1982/4625 WEBS 6-26=-400/1285, 329=-141/571, 4-29=-2341/1209, 26-29=-2290/5032, 4-26=1175/2290, 6-25=-2322/1283, 7-25=-537/262, 17-20=-1116/2433,12-20=1611/3299,12-17=-2674/1441, 3-30=4316/2316, 2-30=-433/517, 10.20=-540/576,13-17=-1406/2779,7-22=985/1981,8-22=546/418,22-25=2037/4678,9-21=0/514, 9-22=-517/944,9-20=804/1290 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=52ft; eave=6ft; Cat. II; Exp C; Encl., GCO=0.18; MWFRS (directional) and C-C Exterior(2) -0-0-14 to 5-1-10, Interio0l) 5.1-10 to 23.1-6, Extedor(2) 23-1-6 to 41-1-10, Intedor(1) 41-1-10 to 52-1-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1320 lb uplift at joint 15 and 1404 lb uplift at joint 30. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL G. FORSES FIL LIC. NO, 20699 M S. POMPANO PKWY. PAMPANO BF-ACW, FL. 33069 (9"1682.6651 2M31 Job Truss Truss Type Oty 1 Ply 420 NE 91 ST 170891 A16 ROOF SPECIAL 3 1 Job Reference (optional) Custom Thus, Delray&wh, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Tue Apr 24 09:55:35 2018 Page 1 ID:fu8rcdDHV6RaIPXYgpyRrozTNae-Zzzg9_UrPlidM?XtOf6je3llol4JdZRCxuXzNYsc 10-2-0 24-2-1025-6-4 7-0-0 11-0-0 15-10-8 17-0-0 22-64t -18 1 30-1-6 33-9< 36-7-8 38-7-6 45-1-0 49-7-0 52-i-0 7-0-0 4-. 4-10-e 1-10-0 4-10-0 0- - 4 0-10- 4-7-2 3-7-14 2-10-2 2-0-0 8-5-10 4-8-0 2-8-0 1-1-4 0-4-14 Scale = 1:92.1 7x10 MT18HS= Dead Load Dell. = 11/16 in 5.00 F12 6x10 MT20HS= 6 7 39 TR 40 8 3x6 5�- W41 3x8 MT20HS-- 3x8 MT2011S % T 6 9 5 38 10 4x6 4 1 9 5x8 3 W6 5x10 % 11 cli 3 41 4x10 = 7 2 12 0 1 1 9 13 I� `9 20 0 2 5 HS= 24 x = 42 43 0= 4 0 0 2322 N [N 4x12 = 16 15 4x6 = 30 29 28 272fi 1817 6x8 —_ 5x10 = 5xl0 = 3x4 II 6x6 = 104.0 25-1-6 12-%Q-1-0 � 1 -10-09-0-4 11-0-0 15-10-8 17-8-8 20-10-6 23-i-824-2-W25-8< 30-1-B 33-9-4 38-7-8 38-7-8 45-1-0 49-7-0 Sp-3,0 I 10-0 B-104 I/-11-12I 4-10-0 �1.IN 3-1-14 1 2-3-0 �� - 0-4-0 0-10-12 4 7-2 l 3-7-14 i 2-10-2 20-0 F 8-5.10 4 1-10-0 Plate Offsets (X,Y)— 16:0-6-0,0-1-121,(8:0-6-0,0-1-121,112:0-7-8,0441,113:Edge,0-0-31, (19:0-3-8,Edgel, (21:0-3-8,0-3-121, f24:0-2-12,0-1-121,f25:0-5-12,0-2-81,128:0-1-8,0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d •••• PLATES GRIP • TCLL 30.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.56 20-21 >999 360 • • Ov 2VI%G • • • • • • TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -1.26 24-25 >449 240 • • MT20HS 18741" • • • BCLL 10.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) 0.55 14 n/a n/a • • • XVHS 2JV20 • BCDL 10.0 Code FBC2014/rP12007 Malrix-AS Wind(ILL) 0.58 22 >986 240 Weight: 346lb FT = 20% • • • • • • LUMBER- BRACING- 0000 • • • • • • • • • • • TOP CHORD 2x4 SP No.2 "Except' • • • TOP CHORD Structural wood sheathing directly akeg.• T1: 2x4 SP M 31, T5: 2x4 SP M 30 • • • • • • • • BOT CHORD IZgid ceiling directly applied. • • BOT CHORD 2x4 SP M 31 'Except` WEBS 1 Row at midpt 3-28,11-1�,9•�J, j9 • • • • 00000 B1,B13: 2x4 SP M 30, B9,B11: 2x4 SP No.2, B10: 2x4 SP No.3 2 Rows at 1/3 pts 5-24, 2-29. • • • • • • • 0 000000 WEBS 2x4 SP No.3 *Except* with 2x4 SP No.3 with 2 -10d (0.131V< ;a"nd cross brace pacing of 12-0-0 oc. • B2,W21027038: 2x4 SP No.2, W3: 2x4 SP M 30, WCL3,W26: 2x6 SP No.2 • • • • MiTek recommends that Stabilizers and required cross GiiW ipstalled du s • erection, in accordance with Stabiter InslAhation guide! • • REACTIONS. (lb/size) 14=293210-8-0 (min. 0-3-10), 29=2616/0-8-0 (min. 0-3-6) • • • • • • •'T''�— • • Max Horz29=375(LC 11) Max Uplift14=-1324(LC 12), 29=1170(LC 12) •• • Max Gravl4=3094(LC 19), 29=2867(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4745/2407, 3-4=6768/3520, 4-5=6662/3534, 5-38=-4710/2572, 6-38=4589/2617, 6-7=-5138/2962, 7-39=5138/2958, 39-40=5138/2958, 8-40=5138/2958, 8-9=-5821/3340, 9-10=-5700/3095,10-11=-5814/3076, 11-41=2298/1250, 12-41=2412/1226,12-13=-338/279 BOT CHORD 28-29=203214177, 24-25=-3071/6452,12-14=-2992/1777,13-14=-208/345, 21-42=2006/4638, 20-42=2006/4638, 20-43=2007/4628,19.43=2007/4628 WEBS 5-25=451/1295, 2-28=72/566, 3-28=-2296/1186, 25-28=-2330/5072, 3-25=1168/2267, 5-24=2335/1303, 6-24=534/246, 16-19= 1126/2433, 11 -1 9=-1 628/3306, 11-16=-2675/1453, 2-29=4656/2328, 9-19=536/577, 12-16=1418/2779, 6-21=-986/1981, 7-21=-546/415, 21-24=2050/4684, 8-20=0/514, 8-21=523/952, 8-19=804/1284 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and GC Exterior(2) 2-2-0 to 6-10-15, Interior(1) 6-10-15 to 23-1-6, Extenor(2) 23-1-6 to 40-10-8, Interior(1) 40-10-8 to 52-1-14 zone; cantilever left and right exposed ;GC for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1324lb uplift at joint 14 and 1170lb uplift at joint 29, 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 10) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL G. FORBES FL LIC, NO: 20699 555 S. POMPANO PKWY. PA,MPANiO BEACH, FL. 33060 (95441682.6651 Z N it Job Truss Truss Type Plv NE 91 ST 170891 A17 Piggyback Base �Qty 1 1 �420 Job Retererlce (optional) Cuslonl Truss, Delray ±each, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.13U s Nov u 2ul r MI I el( Inausines, Inc. I ue Apr 24119:55:36 2Oi8 Page 1 ID:fu8rcdDHV6RalpXYgpyRrozTNae-19W2NKVTA ll��7gMzZFOdBKGt99dE1ZTno5yVOzzNYsb 10-2-0 5-4-4 0 12-7-2 17-11-1 23-3-0 2e-1-2 34-6-12 39-0-12 14=®-12 5-4-4 0-7- 2 6-7-2 5-3-15 5-3% 4%-2 6-5-10 4-6-0 2-6-0 - 41 5x6 = 5.005x5 = (1? 3x4 = 3 01 A 32 as G 'Lb 23 3x8 15 1 v la i s = 3x6 11 1.5x4 11 3x4 11 5x8 = 2x4 11 1.5x4 11 6x6 = Scale = 1:84.3 Dead Load Defl. = 3/8 in 3x8 = 10.2-0 a-" 12406-12 4A-4 54 12-7-2 23-3-0 2e-1-2 I 34-6-12_ _ _ 39-0.12 3��-12 4A4 0-7-12 8-72 I 10-7-14 I 4-10-2 8-5.10 4-6-0 0.8-01-10-0 ' Plate Offsets (X,Y)— (3:0-3-4 0-2-41 f10:0.0.4 0-0-41 f16:0-6-4 0-2-121, f20:0-3-8,0-1-81 LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP • TCLL 30.0 Plate Grip DOL 1.25 TC 0.70 Vert(L-) -0.57 17-19 >719 360 V% 2441190• • • • • • • • TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.00 17-19 >413 240 • • MT21HS 187N48o • • BCLL 10.0 ' Rep Stress Incr YES WB 0.86 HorzTL 0.15 11 n/a n/a • • • 0Jei 0 • • • • • • • • • • • •FT BCDL 10.0 Code FBC20141TP12007 Matrix -AS Wind(L) 0.19 16-17 >999 240 288lb = 20°/4 •••• LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'ExcepV 83,138: 2x4 SP M 30, 84,136: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except' EV102: 2x6 SP No.2 BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. (lb/size) 25=1684/5-0-12 (min. 0-2-13),11=2397/0-8-0 (min. 0-2-15), 23=505/5-0-12 (min. 0-2-13) Max Horz25=283(1-C 10) Max Uplift25=843(1-C 12), 11=1077(LC 12), 23=149(LC 12) Max Grav25=1724(LC 20),11=2505(LC 18), 23=661(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-29=2043/1114, 2-29=189311134, 2-30=-2601/1494, 3-30=2500/1531, 3-31=-2318/1519, 31-32=-231811519, 4-32=2316/1519, 4-33=2664/1695, 5-33=2664/1695, 5-6=-2947/1725, 6-7=3214/1808, 7-8=3361/1788, 8-34=17801952, 9-34=1893/928, 9-10=338/280, 24-25=1643/1076,1-24=-1764/1118 BOT CHORD 21-24=4191450, 20-21=-419/450,19-20=-790/2016,18-19=1086/2675, 18-35=-108612675, 35-36=1086/2675, 17-36=1086/2675,16-17=-1368/2985,9-11=-2417/1440,10-11=-209/346 WEBS 2-19=171/798, 3-19=197/554, 4-19=-713/426, 4-17=-277/197, 5-17=-268/701, 6-17=-600/436, 13-16=734/1667, 8-16=-738/1534, 8-13=-1692/930, 9-13=-1066/2171, 21-23=546/241,1-20=1151/1947, 2-20=11451731 •••••• Structural wood sheathing directly a ,ppgpt end vellcals. • • • • • • • • Rigid ceiling directly applied. Except: • • 6-0-0ocbraci 20-21 •••••• • ••• ••••• 10-0-0 oc bracing: 14-16 • • • • • • • • • • • • • 1 Row at midpt 4-19, 4-170 • • • • • • • • with 2x4 SP No.3 with 2 -10d (0.13 � c3') neilsend cross race spacing of 20-0000000 � • : • •••••• MiTek recommends that Stabilizergand rSAijpd cross lacing be installed duM1� truss • erection in accordance with Stabilize Imstallaiion guide. • • • • • • • • • • NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; 8=45ft; L=42ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0.2-12 to 4.4-10, Interior(1) 4-4-10 to 12-7-2, Exterior(2)12-7-2 to 28-10-14, Interior(1) 28-10-14 to 41-7-10 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load rlorlconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 843 lb uplift at joint 25, 1077 lb uplift at joint 11 and 149 Ib uplift at joint 23. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL.. G. FORBES FL L,IC* NO: 20699 M S. POMPANO PKWY. PrAMPANO aSACH, FL. 33069 (M) 682.6661 1MZ Job Truss Truss Type oty Ply 420 NE 91 ST 170891 A18 Hip 1 1 Job Reference (optional) Custorr4Truss, Delray&each, FL 33444 Run: 8.130 s Nov 13 2017 Print 8.130 s Nov 13 2017 MiTek Industries, Inc. I ue Apr 24 09:55:37 20118 Page 1 ID:fu8rcdDW6RalpXYgpyRmzTNae-VM40agW5wMyLk_x97yvskXp?GZ09m?7wlIQ2 zNYsa 12-10-0 5-9-12 11-4-0 16-10-4 19-6-14 23-9-3 27-11-4 34-11-4 ;{� 2 1 41-1114-2-0 5-9-12 5-6.4 t 5-6-4 1 2-10-10 I 4-0-5 I 4 7-0-0 11-3-7� 5-8-9 4x a. o 22 5.00 12 5x5 = 5x8 = Scale = 1:81.1 Dead Load Defl. = 3/8 in 21 20 31 19 " 18 17 33 16 15 14 13 6x6 = 3x4 = 3x8 MT20HS= 3x4 = 4x8 = 3xl0 = 3x6 11 3x6 = 3x8 = 3x8 MT20HS= 12-10-0 12-210-11-4 8-B-14 16-6-10.43-B 19-6.14 27-2-611.4 I 34-11-4 I 39-4-10-09-4 i% -4 I 88-14 2-10.10 I 8-7-0-0 1-10-0 Plate Offsets (x Y)— r6:0-5-12 0-2-81 r12:0-0-a 0-0-41 r1a:0-38 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud • PVTES GRIP • TCLL 30.0 Plate Grip DOL 1.25 TC 0.87 Verf(LL) -0.38 15-17 >999 360 • 4M2G 214AIb* • • •"• TCDL 15.0 Lumber DOL 1.25 BC 0.70 Ved(TL) -0.73 15-17 >652 240 " MT2EHS 1870148• • • BCLL 10.0 ' Rep Stress Incr YES WB 0.90 Horz(TL) 0.15 13 n/a n/a 600000 • • • • • • • e • * • BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Wind(LL) 0.24 15-17 >999 240 hiiht: 279lb T = 20% 0 0 • LUMBER- BRACING- ' • • • • TOP CHORD 2x4 SP No.2 •""• TOP CHORD Structural wood sheathingdirect) a Wd,geOpt end ve calf. ` Y PP •• BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. ••••• • • WEBS 2x4 SP No.3'Except' • WEBS 1 Row at midpt 4-18, 6.18, 2-2{,�7-•1�i • • `"" W10,EV1: 2x4 SP No.2, WCR3: 2x6 SP No.2 with 2x4 SP No.3 with 2 -10d (0.131P&) Aft and cross brtict3 spaclhg of 20-048gw • • • OTHERS 2x6 SP No.2 • • • • • • • • ' MiTek recommends that Stabilizer and requited cross owing bg installed duyry i1V C erection in accordance with Stabilizer InstaUation Quidwe' • • • • REACTIONS. (lb/size) 13=2430/0-8-0 (min. 0-3-1), 26=2125/0-4-8 (min. 0.1-8) • • • • • 0 • • Max Horz 26=354(LC 10) • • • • 0 � 0 • Max UpIiftl3=1107(LC 12), 26=-976(LC 12) • • • • • • Max Gravl3=2588(LC 18), 26=2302(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-27=569/431, 2-27=436/448, 2-3=2925/1610, 3-28=-2780/1639, 4-28=2764/1641, 4-5=2736/1662, 5-6=2456/1603, 6-7=2763/1695, 7-29=3621/2065, 8-29=3728/2043, 8-9=3605/1875, 9-10=-3719/1853,10-30=3486/1675,11-30=3611/1648, 21-22=827/1904,1-22=-827/1904 BOT CHORD 20-21=98512574, 20-31=1098/2824, 31-32=1098/2824, 19-32=-1098/2824, 18-19=-109812824, 17-18=882/2526, 17-33=-1185/2882, 16-33=1185/2882,15-16=1185/2882,14-15=-1398/3254 WEBS 2-20=-99/611, 4-18=492/394, 5-18=36&739, 6-18=404/181, 6.17=-517/1100, 8-15=547/430, 10-14=608/435, 11-14=162513305, 2-21 =-2597/1241, 11-13=2420/1410, 7-17=-974/647, 7-15=-465/1030,1-26=2359/1243 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=B.Opsf; BCDL=4.Opsf; h=25ft; 8=45ft; L=42ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and GC Exterior(2) 0-74 to 4-0-9, IntMor(1) 4-9-9 to 16-10-4, Extedor(2)16-10-4 to 19-8-14, Interior(1) 25-8-0 to 42-0-2 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Bearing at joint(s) 26 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1107 lb uplift at joint 13 and 976 lb uplift at joint 26. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the lop chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 10) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL G. FORBES FL LIC, NO: 20699 555 S. POMPANO R!{WY.. PAMPANO BEACH, FL. 33069 {S�t} 682-66�v1 Still Job Truss Truss Type Qty Ply 420 NE 91 ST 170891 A19 Roof Special 1 1 Job Reference (optional) GUStOm TruSS, Delray 6eaCh, FL 33444 Kun: 8.13U S NOV 13 2U1 / F'nnC 8.13U S NOV 13 2U1 / mi I ex Inauslnes, n1C. I ue Apr z4 w:0O:m 2U18 rage 1 ID:fu8rodDHV6RalpXYgpyRro+zTNae-zYeonONf_tp40CM7WLhg05GILAdylFVRh4FPRcVszNYsZ 2-1-4 34-11491-9 4 410-4 I138510 41-0-0 2--z20 7-0-0 7 4x8 = 4xl2 = 3x4 BLI 2 cc 9 33 0 28 27 26 1.5x4 II 4x6 = 6x8 = Scale = 1:100.8 5.00 12 Ox10 MT20HS= 3x6 — Dead load Deft. = 1/2 in 5x5 % 5x10 -- 4x4 4 36 T 6 7 3x8 MT20HS-- 6x6 4 837 3x4 35 T 910 3 W W5 3x4 zz� r? 6 1 11 6 38 4x10 co 3 12 12 4 o 13 1Ir 24 23 2239 2 17 07 d 3x4 = 3x8 MT20HS= 19 1817 16 15 14 3x4 = 3x8 = 3x6 = 5x8 = 3x6 II 1.5x4 11 5x12 = 3x6 = 6x8 = 12-10-0 - 1 34-4 1 5-9 4-10I 18 It N 59-1-0 :M 34A 10-11114 I 2--0 37-01-04 12410114 I 3--9-4 4 4 10-049 04-0 1-10.0 Plate Offsets X -- 1:0-8-8 E e 3:0-3-0 Ed a 4:0-6-8 0-2-0 6:0-3-0 Ed a 13:0-0-4 0-0-4 15:0-3-8 0-2-8 20:0-240-1-8 25:0-5-12 0-3-8 • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud • FL KES GRIP • • • • • • ; • TCLL 30.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.36 19 >999 360 • • MT2b 244a4b• • • TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.86 19 >552 240 • • • MV2EHS 487M48 • • • • : • BCLL 10.0 ' Rep Stress Incr YES WB 1.00 Horz(TL) 0.30 14 n/a n/a • • • • • • •FT BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Wind(ILL) 0.33 19 >999 240 rVght: 286 lb = 20% : • • • • • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 86: 20 SP M 30 WEBS 2x4 SP No.3 *Except* WCR3: 2x6 SP No.2, W15,W17: 2x4 SP No.2 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 14=2464/0-8-0 (min. 0-3-1), 33=2156/0-4-8 (min. 0-1-8) Max Horz 33=-348(LC 10) Max Upliftl4=-1093(LC 12), 33=963(1-C 12) Max Gravl4=2577(LC 18), 33=2283(LC 17) BRACING- •••• • •• ••••• TOP CHORD Structural wood sheathing directly applied, •ewept end vertiWIs.. • . • • • • • BOT CHORD Rigid ceiling directly applied. • • • • • •• •• •s • •••••• WEBS 1 Row at midpt 4-21, 8-21 with 2x4 SP No.3 with 2 -10d (0.13tx!'1rPrs;nd cross brace spacing of 20-0-0 cc. • • • • 0 0 0 0 0 0 • MiTek recommends that Stabilizernand required cross tYacing i stalled duang truss • erection in accordance with Stab>il stall on guide. • • • • • • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3091/1490, 2-34=3720/1851, 3-34=-3635/1878, 3-35=335511786, 4-35=-3271/1817, 4-36=-3222/1854, 5-36=-3222/1854, 5-7=-2905/1651, 5.6=335/228, 6-7=397/285, 7-37=-3419/1890, 8-37=-3496/1875, 8-9=-4108/2099, 9-10=-4127/2084, 10-11=3667/1799,11-38=-3487/1607, 12-38=3612/1581 80T CHORD 24-25=1171/3137, 23-24=-1338/3586, 22-23=-1075/3152, 22-39=1075/3152, 21-39=-1075/3152, 20-21=-1426/3734, 15-16=-1335/3254 WEBS 2-24=273f765, 3-23=587/349, 4-23=-177/678, 4-21=-153/534, 8-21=-1185/512, 8-20=-456/1176,12-14=2443/1384,10-16=1428/649, 11-15=607/427,12-15=-1564/3328, 7-21=324/878,16.20=-1446/3581,10-20=201/986, 2-25=899/599, 25-28=170/658,1-25=-1276/2847, 1-33=2327/1203 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-4 to 4-9-9, Intedor(1) 4-9-9 to 14-10-4, Exterior(2)14-10-4 to 24-2-9, Interior(1) 24-2-9 to 42-0-2 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Bearing at joint(s) 33 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1093lb uplift at joint 14 and 963lb uplift at joint 33. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) Graphical pudin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL G. FORBES FL LIC, NO: 20699 555 S. POMPANO PKWY. PAMPANO BEACH, FL. 33069 (954} 682-+6651 sMi Job Truss Truss Type Oty Ply NE 91 ST 170891 A2 I Common 2 1 �420 Job Reference (optional) Custom Truss, Delray Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print 8.130 s Nov 13 2017 MiTek Industries, Inc. Tue Apr 24 09:55:39 2018 Page 1 1 o ID:fu8rcdDW6RalpXYgpyRrozTNae-RkCB9MXLS_C3S?iOYENxKpyuSwMnyElxDU3A911zNYsY 4 0 I 9-0-8 I 14-1-0 _ _ 18-1-0 ' 4-0-0 5-0-8 5-0-8 -' 4-0-0 ' 4x6 = 3x4 = 1.5x4 II 3x4 = 1.5x4 II 3x4 = 1.5x4 II 10-2-0 10-2-0 Scale = 1:32.9 7 m 17 LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 10.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.41 BC 0.36 WB 0.36 Matrix -AS DEFL. in (loc) I/dell L/d Vert(LL) -0.07 9-10 >999 360 Vert(TL) -0.09 9-10 >999 240 Horz(TL) 0.01 8 n/a n/a Wind(LL) -0.08 10-12 >999 240 • PhATES • • • MT2Q • • • : • • • • • Wight: 77 lb GIW • • 244/190 : • • • 0000 •FT = 20% • • • • : • • • • • • . • • • LUMBER- BRACING- • • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly appfed • • • • • • • • • • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. • • • • • • • 000 • • • • • WEBS 2x4 SP No.3'Excepl' MiTek recommends that Stabilizerpaed r•q•ired cross brar.'gg a installed du" "16 • WCL3,WCR3: 2x6 SP No.2 erection, in accordance with Stabile%s a'on guide. • • REACTIONS. (lb/size) 13=1002/0-8-0 (min. 0-1-8), 8=1002/0-8-0 (min. 0-1-8) • • • • • • • • • • • Max Horz 13=125(LC 10) • • Max Uplift13=583(1-C 12), 8=-449(LC 12) • • • • • • • • •: Max Gravl3=1023(LC 20), 8=1023(LC 19) • • • • • • • • • . FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=385/251, 2-20=701/253, 3-20=-654/260, 3-21=778/383, 4-21=-701/402, 4-22=-701/402, 5-22=-778/379, 5-23=-654/270, 6-23=701/260, 6-7=385/251 BOT CHORD 1-13=200/389,12-13=-269/389,11-12=154/657,10-11=-154I657, 9-10=-154/657, 8-9=200/389, 7-8=-200/389 WEBS 2-13=-947/679, 6-8=-947/679, 2-12=586/987, 3-12=-408/341, 6-9=-586/987, 5-9=-408/341 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-14 to 2-11-2, Inledor(1) 2-11-2 to 9-0-8, Exterior(2) 9-0-8 to 12-0-8 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 583 lb uplift at joint 13 and 449 lb uplift at joint 8. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chard and 1/7 gypsum sheetrock be applied directly to the bottom chord. 7) Waming: Additional permanent and stability tracing for truss system (rat part of this component design) is always required. LOAD CASE(S) Standard CARL 0. FORBES FL LIC. NO: 20699 655 S. POMPANO PK WY. PAMPANO BEACH, FL. 33069 (954) 682-6661 5Mi Job Truss Truss Type Ply NE 91 ST 170891 A20 Roof Special �Qty 1 1 �420 Job Reference (optional) custom. iruss,L)evayueacn,t-LJ,1444 uu.v.,ova1.v.,1-11..—. ,wa,.., ID:fu8rcdDHV6RalpXYg pyRrozTNae-vxmZCiYzDHKwbRgp oSSZMARWfm_ZzLNMBWZlzNYsX 1211_�q 3-4-14 8-0-0 12-10-4 16-3-10 20-0-4 22-2-2 25-0-4 27-11-4 34-11-4 41-11-412-2- 1-0-1 2-4-2 4-7-2 4-10-4 3-5-6 3-8-10 2-1-14 2-10-2 2-11-0 7-0-0 7-0-0 5x5 = 5.00 Fi2 4 4x8 = 4x4 1.5x4 11 3 34 1.5x4 II T 4x12 = 33 BL 2 7 5 W 32 . 1 3 21 d ` 24 22 26 256x8 = 5xl0 MT20HS= 3x8 = 4x6 = 1.5x4 11 5x5 = Scale = 1:89.8 Dead Load Defl. = 9/16 in 5x12 = 6 1.Sx4 II 357 3x4 W 1 11 8 3x8 MT21 9 3x4 1 10 VT 36 5x8 4 11 15 E:: CO ro 20 12 [�.1 - 37 4x4 = 39 17 16 15 14 13 18 3x6 = 4x8 = 3x6 II 6x8 = 5x12 = 3x6 = 1.5x4 11 12-10-0 12-Ab11-4 -0-1 3-4 14 12-10-4 18-3-10 22-2-2 25-04 27-11-4 3%1:1 4 39-9-4 4 -4 �1 2-4-2 9-5.8 12 10 5-10A 2-10-2 2-/1-0 7-0-0 4-10-0 0-4-0 1-10-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. TCLL 30.0 Plate Grip DOL 1.25 TC 0.86 Ved(LL) TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) BCLL 10.0 ' Rep Stress Incr YES WB 0.93 Horz(TL) BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Wmd(LL) in (loc) I/deft Ud 0000 • • QLA=ES GRIe . • 0000 • • • -0.58 19-20 >822 360 MT20 244490 0 -1.1619-20 >410 240 A1,•2IHS 1d71M •••••• 0.27 13 n/a n/a •••••• • • • 0.33 18 >999 240 • • jjVpight: 285lb q = 20% • • • • • • LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP M 30 *Except' BOT CHORD B1,B5: 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 "Except' W12,W20: 2x4 SP No.2, WCR3: 2x6 SP No.2 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 13=2462I0-8-0 (min. 0-3-1), 32=215210-4-8 (min. 0-1-8) Max Horz 32=351(LC 10) Max Uplift13=1094(LC 12), 32=964(LC 12) Max Gravl3=2602(LC 18),32=2287(LC 17) •••• • •• ••••• Structural wood sheathing directly aMffl, ObMt end vertisrals.: • : • • : • • • Rigid ceiling directly applied. • • • • • • • • • • • • • 1 Row at midpt 6-20, 6-19 • with 2x4 SP No.3 with 2 -10d (0.1311x1'f r;irs;nd cross trace spacing of 20-O-0 oc. • • MiTek recommends that Stabilizery and respired cross hcacing a installed duing truss • erection in accordance with Stabilie[Jpslalllon guide. • • • • • • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3048/1495, 2-33=3062/1616, 3-33=299711635, 3-34=3540/1844, 4-34=-3463/1872, 4-5=-3218/1822, 5-6=-3921/2218, 6-35=4072/2209, 7-35=413912183, 7-8=-4133/2090, 8-9=3617/1824, 9-10=3718/1794,10-36=-3528/1634,11-36=3654/1617 BOT CHORD 22-23=-1465/3527, 21-22=1465/3527, 20-21=-1380/3659, 20-37=-1027/2982, 37-38=1027/2982,19-38=1027/2982,14-15=1333/3293 WEBS 23-26=-160/671,1-23=1167/2619, 3-23=-9311480, 3-21=-273/294, 4-21=-422/1000, 5-21=885/348, 5-20=11161816, 6-20=856/1616, 6-19=746/1712,15-19=1415/3551, 8-15=-12991580,11-13=-2459/1399, 7-19=281/301,10.14=609/435, 2-23=2131295, 8-19=189/902, 11-14=1582/3359,1-32=-2340/1213 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-7-4 to 4-9-9, Interior(1) 4-9-9 to 12-10-4, Exledor(2) 12-10-4 to 24-2-9, Interior(1) 24-2-9 to 42-0-2 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 32 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1094 lb uplift at joint 13 and 964 lb uplift at joint 32. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 112' gypsum sheetrock be applied directly to the bottom chord. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL G. FORBES FL LIC. NO: 20699 665 S. POMPANO P +C114 Y.. PAMPANO REACH, FL. 33069 (9"4 682•6651 IM! Job Truss Truss Type Oty Ply 420 NE 91 ST 170891 A21 Roof Special 1 1 Job Reference o Clonal Gusto❑ I mss, Lteiw, beacn, FL JJ444 R11n. 0. wv s My 61 cv a n n n. o. wv ..1- - cv i r nn i cn u,uwmw .... . - -Fl 11 - - , u'. , ID:fu8rcdDHV6RalpXYgpyRrozTNae-N7Kx02Zb_bSnDbFwMozouNzmfAKSinaWyNfG6BzNYsW 1-01-010-1-24 1 143-35-610 0--4I2-5100-I -{ 471-110412-2-012-70-g271-0 0_-22 2-17-0--0- -25010 2 5x5 = 6 Scale = 1:90.1 Dead Load Defl. = 1/2 in 5.00 F12 5x5 = 5x5 -_ 4x4 35 367 4 5 3x4 3x8 MT20HS� 3x4 8 34W9 W1 93x4 0 1 1074x1024 4116x8 yy 3 113 20 n:37 12 Ic' ?( 30 x = 22 21 38 39 20 d \ 51.5x4 3x8 = 17 16 15 14 13 11 3x8 MT20HS= 18 1.5x4 11 3x8 = 3x6 = 3xl0 = 3x6 11 1.5x4 11 5x10 = 5x12 = 3x6 = 1.5x4 11 1.5x4 11 12-10-0 124`011-4 3-0-12 3 14 10-10< 3-0-12 0 -2 7-5-6 14-3.10 20-0-4 22-2-2 25-0-4 27-11-4 34-11-4 39-9-4 4 -4 2-10-2 2-11-0 7-0-0 4-10-0 0-4-0 3-5-e 5-8-10 2-1-14 i-10-0 Plate Offsets (X Y)— j2:0-5-4 0-3-01 (12 0-0-4 0.0.4) f 14:0-3-8 0-1-8) (19.0-6-4 0-3-12) • • • • • LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud • •••• •••••• • • • •PLATES G%IP • TCLL 30.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.41 20-21 >999 360 • MT20 244/19a • TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.86 18 >553 240 • AtOHS • "/T43 000000 BCLL 10.0 ` Rep Stress Incr YES WB 0.99 Horz(TL) 0.29 13 n/a n/a • • • • • • • • • BCDL 10.0 Code FBC2014ITP12007 Matrix -MS Wind(LL) 0.33 18 >999 240 • • • Weight: 2781� • fT = 20% 000000 LUMBER- BRACING- • •• •••• ••••• TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly eppl 4cs 110.11 oc pLigins• • • • • : • • • T4,T5,T6: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-12'br biting. • • • BOT CHORD 2x4 SP No.2 `Except" WEBS • • • • • • • 1 Row at midpt 5-20, 6-20,7-20 • B6,B7: 2x4 SP M 30 with 2x4 SP No.3 with 2 -10d (0.1T?c3'] 15: and cross bracerspacing of 20-0-0 oc• WEBS 2x4 SP No.3 "Except` • • • • • • • • ; W11,W21: 2x4 SP No.2, WCR3: 2x6 SP No.2 MiTek recommends that Stabilizers and required cros racing tsn alled firing truss,, OTHERS 2x6 SP No.2 erection in accordance with Stad'i a&IRstaTation guide.• • • • • • • • REACTIONS. (lb/size) 13=246210-8-0 (min. 0-3-0), 30=2191/0-4-8 (min. 0-1-8) • • • • • • Max Horz 30=-329(LC 10) Max Upliftl3=-1087(LC 12), 30=991(LC 12) Max Gravl3=2559(LC 18), 30=2291(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2840/1335, 3-4=-3597/1879, 4-34=3289/1814, 5-34=3289/1814, 5-35=-3252/1726, 6-35=3175/1751, 6-36=-3177/1794, 7-36=3243/1768, 7-8=4094/2096, 8-9=3517/1805, 9-10=-3631/1784, 10-37=-3460/1619, 11-37=3585/1602, 24-30=2291/1168 BOT CHORD 23-24=987/2881, 22-23=1405/3464, 21-22=1405/3464, 21-38=-1565/3850, 38-39=-1565/3850, 20-39=1565/3850,19-20=1390/3717,14-15=1302/3230 WEBS 4-21=465/1101, 5.21=935/554, 5-20=-1247/802, 6-20=-931/1998,15-19=-1393/3552, 7-20=1374/677, 8-15=1410/621,10-14=-609/431,11-13=2416/1391, 7-19=414/Ml, 8-19=226/997, 2-24=-3310/1621, 11-14=-1567/3294, 2-23=-368/886, 3-23=-1008/626 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-2-12 to 3-0-12, Interior(1) 3-0-12 to 10-10-4, Exledor(2) 10-10-4 to 24-2-9, Intedor(1) 24-2-9 to 42-0-2 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Bearing at joint(s) 30 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1087 lb uplift at joint 13 and 991 lb uplift at joint 30. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard GARL G. FORBES FL LIC. NO: 20699 555 S. POMPANO PKWY. PAMPANO BEACH FL. 33069 (9641682.6651 5 MZ Job Truss Truss Type Oty Ply NE 91 ST 170891 A22 HIP 1 1 �420 Job Reference o fional custom l russ, Delray eseacn, 1-L JJ444 null. O. I Ju D IYV V I J N 1l I R. O. I W J — i 1 v mn cn a mvamw, n m. , — -F. —1—.1w — . a. . ID:fu8rcdDHV6RalpXYgpyRrozTNae-sJuJdOZElvaedg7wWV1 RbWraafnREJfA1 PpedzNYSV 124gQ-12 37-11.4 12-2-0 Om 3-i-16 21 8104 I 12-3-10 20-0-4 7--111-0 34-11-0 37-34 -8 39.9-4 421-2110-4 5322 7-8-10 7-0-0 24-0 --0t 0.-i-6 3-9-8 5 n c . 1-10.0 5.00 12 5x6 = 5 4x4 5x5 = 6x6 = 3 316 US = 3x4 5x5 = 1.5x4 II 3 4 7 3x8 MT20HS-- W4%x4 II 6x12 W3 7 W 3 8 3x4 9 0 NA 1 11.5 PIR F 9 0 1 17 20 20 19 18 6x8 = 24 236X22 5x8 MT20HS= _ 3x8 15 14 16 13 4x6 = 4x4 — 1.5x4 II 5x10 = 5x8 = 1.5x4 11 Scale = 1:88.4 Dead Load Deft. = 1/2 in 32 4x8 1n 10 l� I � 12 3x6 = o 3x6 11 12-10-0 5-0-12 37-114 4rp7240 -B 3- 14 8-10-4 12-3-10 20-0-4 -11 25-0-4 27-ii-4 34-114 373-4 39-9< 41-1t-4 3-1-8 0- -8 3-9-8 1-7-14 3-5-8 7.8-10 ii 4-1-0 2-11-0 7-0-0 2-4-0 -8 0.4-0 1-10.0 1-10-0 Plate Offsets X — 1:0-3-12 0-3-0 11:0-0-4 0-0-4 13:0-3-8 0-2-8 14:0.3-0 0-3-0 17:0-2-4 0-1-12 21:0-2-4 0-30 fees LOADING (psf) SPACING- 240 CSI. DEFL. in (loc) I/deb Ud • • • • • PLAZES •••• GRIP •••••• • TCLL 30.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.35 16 >999 360 MT2 244443 • • TCDL 15.0 Lumber DOL 1.25 BC 0.93 Verl(TL) -0.84 16 >558 240 • • • IyI-P26HS 4811449 • • • • 0 • BCLL 10.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 0.28 12 n/a n/a • • • • • • • BCDL 10.0 Code FBC2014/TP12007 Matrix-S Wmd(LL) 0.32 16 >999 240 Weight: 282 lb FT = 20% * ***so • • • • LUMBER- BRACING- foes • • • • • • • • TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly appl" • • • • 000 00000 • T1: 2x4 SP M 31, T3: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc tPacinge • • • BOT CHORD 2x4 SP No.2 "Except WEBS 1 Row at midpt 4-18, 6-18, 8,11-11 • • • 090000 • 83,137: 2x4 SP M 30 JOINTS •••••• • 1 Brace at Jt(s): 1 � WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabiliz4and required cross Ixtecing b%installed dui tys$, • W11: 2x8 SP DSS, W18,W35: 2x4 SP No.2 erection in accordance with Stabiliger Instaption guide.: • • • • • OTHERS 2x6 SP No.2 • • • •••••• REACTIONS. (lb/size) 12=2441/0.8-0 (min. 0-2-15), 29=2176/0-4-8 (min. 0-1-8) •• • • • • Max Horz 29=-353(LC 10) Max Uplift12=1083(LC 12), 29=-974(LC 12) Max Grav 12=2505(LC 18), 29=2241(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 4-30=3147/1698, 5-30=-3038/1724, 5-31=3040/1757, 6-31=-3098/1731, 6-7=-3960/2050, 7-8=-3416/1774, B-9=3516/1744, 9-32=3366/1593,10-32=3491/1575, 10-11=-259/140, 3-4=-3883/2109,1-2=-2556/1287, 2-33=2669/1468, 3-33=2577/1493 BOT CHORD 20-21=1306/3243,19-20=1667/4078,18-19=1667/4078, 17-18=-1368/3589, 13-14=-1284/3140,12-13=62/258, 11-12=-62/258, 1-29=-2282/1125 WEBS 3-20=644/1532, 4-18=1444/845, 6-18=1378/652, 7-14=-1354/603,10-12=-2380/1390, 21-24=314/305, 1-21=1314/2733, 10-13=-1551/3216, 9-13=-600/424, 4-20=-980/614, 5-18=842/18(A, 2-21=503/501, 3.21=1118/405, 6-17=-418/1156,14-17=1380/3450, 7-17=197/911 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-4 to 4-9-9, Interior(1) 4-9-9 to 8-10-4, Exterior(2) 8-10-4 to 24-2-9, Interior(1) 24-2-9 to 42-0-2 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Bearing at joint(s) 29 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1083lb uplift at joint 12 and 974 lb uplift at joint 29. 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard CARL G. FORBES FL LIC. NO: 20999 555 S. POMPANO PKWY- PAll PANG BEACH, FL. 32099 (964) 9 2.96a1 sMi Job Truss Truss Type Qty Ply 420 NE 91 ST 170891 A23 HIP 1 1 Job Reference(optional) custom,iruss,miraytyeacn,MJJa44 .— —II ..— —,, I'll ,_,.„ti,,..—.., ,,,,.,.,., _ . ID:fu8rcdDW6RalpXYg pyRrozTNae-KWRhr)asWCiVTvOJTDOGro200z?oAhFpPh8NA3zNYsU 12-10$-7-12 37-11-4 12-2-0 0 5 8 10-3-10 12-1.4 20-0-4 27-11-4 34-11-4 37-3-4 39-9-4 41-11-4 0-5A2-2-4 7-7-14 1-9-10 121-0 77-40 2-0-0 -8 2-2-0 1-10-0 5x6 = Scale = 1:94.1 5.00 12 Dead Load Defl. = 1/2 in 5 3x4 7xl2 MT181-!S= 6x6 = 4x8 = 4 6x10 2 T6 3� 1T� n Wo 5x8 = 25 24 23 4x6 = 1.5x4 II W3 21 20 19 4x8 = 5x8 MT20HS= 3x4 = 288 3x4 3 6 3x8 MT20HSz- 18 17 16 3x8 = 3x4 = 5x8 MT20HS= 7 3x4 8 W 20 9 `O 29�11$ un7 R6- 9 10 o I� 15 IC? r 1.5x4 11 14 1211 3x6 = c�' 3x6 11 5x18 MT181-6z�- 3x4 = 12-10-0 20-11-4 37-11-0 4jp32.q 2-7-12 3 4- 4 10-3-10 12-1-4 19-1-4 -0 27-11-4 34-11-4 37-3:4 39-9-4 1-11-0 2-7-12 -9- 6-10-12 1-9-10 7-0-0 -11 7-0-0 7-0-0 2-4-0 -e 0-4-0 0-11.0 1.10-0 1-10-0 Plate Offsets (x Y)- (1:0-1-12 0-3-01 f10 0-0-4 0.0-41 f2r0-3-8 0 2-01 f22:a5-6 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud • • • 0LA;ES GRIe • , • • TCLL 30.0 Piate Grip DOL 1.25 TC 0.96 Ved(LL) -0.36 16-18 >999 360 MT20 244/490 • - TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.84 16-18 >561 240 0.0 CtIFIS 1r>'7R49 009000 BCLL 10.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) 0.54 11 n/a n/a • • • MMHS 244/190 • • BCDL 10.0 Code FBC2014ITP12007 Matrix-S Wind(L-) 0.40 16-18 >999 240 * • 41tilight: 258 lb 0 0 Fj = 20% : • • • • LUMBER- BRACING- •••• •• • ••••• TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly app". • • • • 080 000• - T6: 2x4 SP M 31, T7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-15 gp%r"J, • • • • • BOT CHORD 2x4 SP No.2'Except' WEBS • 1 Row at midpl 2-21, 4-18 6-18, 8-16 • • • • • B3,B7: 2x4 SP M 30, B6: 2x4 SP M 31 MiTek recommends that Stabilizervand r•quimd cross bracing installed during tru � WEBS 2x4 SP No.3 *Except' erection, in accordance with Stabider Installation guide. • • 000000 W1: 2x4 SP No.2, W11: 2x8 SP DSS • • 0 • • OTHERS 2x6SPNo.2 •••• :••••: •• • • • • REACTIONS. (Ib/size) 11=2416/0-8-0 (min. 0-2-15), 26=2159/0-4-8 (min. 0-1-8) • • • Max Horz 26=-330(LC 12) Max Upliftll=-1083(LC 12), 26=-991(LC 12) Max Grav 11 =2469(LC 18), 26=2201(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3.4=-4153/2187, 4-27=-3069/1673, 5-27=-2949/1699, 5-28=-2949/1683, 6-28=-3072/1657, 6-7=4190/2137, 7-8=4372/2107, 8-29=-5805/2533, 9-29=5847/2515, 9-10=-285/234, 2-30=-4040/2102, 3-30=-4040/2102, 1-2=1350/658 BOT CHORD 21-22=218/1444, 20-21=-1687/4238, 19-20=-1597/4016, 18-19=-1597/4016, 17-18=1628/3919, 16-17=1628/3919,15.16=-2172/5338, 13-15=2172/5338, 9-13=-2179/5331, 11-12=165/286,10-11=165/286, 1-26=2248/1017 WEBS 2-21=1648/3248, 4-18=-1471/816, 6-18=1587/825, 6-16=-101/620, 9-11=2416/1368, 22-25=-315/387, 1-22=-939/2151, 9-12=-325/188, 8-15=-15/421, 8-16=1487/667, 3-21=1387/826, 3-20=-584/267, 4-20=210/665, 5-18=-751/1702, 2-22=1545/995 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=B.Opsf; BCDL=4.Opsf; h=25ft; 8=45ft; L=42ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-4 to 6-10-1, Interior(1) 6-10-1 to 20-0-4, Extedor(2) 20-0-4 to 24-2-9 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Bearing atjoint(s) 26 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1083 lb uplift at joint 11 and 991 lb uplift at joint 26. LOAD CASE(S) Standard !CART. G. FC R13ES FL L.IC. NO: 20899 555 S. POMPANO PKWY. PAMPANO BEACH, FL.. 33060 (954) 6824651 sM! Job Truss Truss Type Oty Ply 420 NE 91 ST 170891 A24 HIP 1 1 Job Reference (optional)_ euseomiruss,ueirayteacn,YLJ3999 mull. o.I V01—W—,rlllll.O.IOVD—,oevi,muennNuamwaro. ,—n1 c ve.e. wry uy ID:fuBrcdDHV6RaIpXYgpyRrozTNae oi7423bUHWgL42zV1wXVWObAxNLlvBgyeKuwiWzNYsT 12-10-0 37-11-4 12-2-0 8-3-10 12-1-0 20-0-4 34-1-01-0 7-3-4 -8- 9-9-4 411-04 -340OeS 2--0 2-21-10-0 5.00 F12 4x8 = 27 4x8 = 3x4 5x6 = 5x6 = 5x5 = 4 1 2 3 W3 5x6 = 5 28 W6 -2 bxtf = 21 20 19 18 25 24 23 5x6 = 5x8 MT20HS= 3x8 = 1.5x4 II 3x4 = 4x6 = 3x4 6 3x8 MT20HS-- 7 3x4 8 W20 9 29,�$ 9 10 17 16 3x4 = 5x8 MT20HS= Scale = 1:88.3 Dead Load Deft. = 1/2 in 15x®II 1.5x4 II 14 1211 3x6 = 3x6 II 5xl8 MT18HS� 3x4 = 12-10-0 20-11-4 37-11-4 4Q4241 3-4-14 3-4-14 4-10-12 3-9-10 I -A 27-11-4 I 34-1-11 -014 137341 &0.-0 -48-0 7-0311i 0-11-0 1.10-0 1-10-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. TCLL 30.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(TL) BCLL 10.0 " Rep Stress Incr YES WB 0.97 Horz(TL) BCDL 10.0 Code FBC2014/rP12007 Matrix-S Wind(LL) in (loc) Well L/d • • •19LAJ�S 0000 GRIP • -0.37 16-18 >999 360 MT20 2441" • • • -0.85 16-18 >553 240 • • •tIDtdHS 9R" • • • • i • 0.57 11 n/a n/a • • •NTABHS 244/1% • 0.41 16-18 >999 240 • • Vdght: 252 lb FT = 20% • • • • • • • LUMBER- BRACING - TOP CHORD 2x4 SP M 30 "Except' TOP CHORD T1: 2x4 SP M 31, T6: 2x4 SP No.2 BOT CHORD BOT CHORD 2x4 SP No.2 "Except" WEBS 83,67: 2x4 SP M 30, B6: 2x4 SP M 31 WEBS 2x4 SP No.3 "Except" W1,W14: 2x4 SP No.2, W11: 2x8 SP DSS OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 11=2416/0-8-0 (min. 0-2-14), 26=2156/0-4-8 (min. 0-1-8) Max Horz26=332(LC 12) Max Upliftl1=1083(LC 12), 26=-993(LC 12) Max Grav 11 =2461 (LC 18),26=2195(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=4198/2098, 4-27=-3067/1643, 5-27=2948/1669, 5-28=-2948/1663, 6-28=-3071/1637, 6-7=-4168/2107, 7-8=4350/2077, 8-29=5781/2501, 9-29=5823/2483, 9-10=285/234,1-2=-16991776, 2-30=-4253/2066, 3-30=4253/2066 BOT CHORD 21-22=416/1954,20-21=-172414526,19-20=-1547/4037,18-19=-1547/4037,17-18=-160113918, 16-17=1601/3918, 15-16=-2143/5315, 13-15=2143/5315, 9-13=-2150/5309, 11-12=165/286, 10-11=165/286, 1-26=2216/969 WEBS 2-21=-1503/3022, 4-18=-1483/778, 6-18=-15861824, 6-16=-102/621, 9-11=-240811360, 2-22=-1994/1164, 22-25=-307/411,1-22=1195/2791, 9-12=-325/188, 8-15=15/421, B-16=-1486/667, 3-21=-1492/833, 3-20=634/273, 4-20=-127/619, 5-18=725/1697 •• • • • •••• • •• ••••• Structural wood sheathing directly appl" • • e • • • 00000 Rigid ceiling directly applied or 5-3-3prkirgl. • : : • • 1 Row at midpt 4.18, 6-18, 8-16 • • • • • • • • MiTek recommends that Stabilizerstand required cross bracing Be installed during truss, erection in accordance with Stabililer Installa6bn guide. • • **goes • • NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-4 to 4-0-9, Interior(1) 4-9-9 to 20-0-4, Extedor(2) 20-0-4 to 24-2-9 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 26 considers parallel to grain value using ANSI/TPl 1 angle to grain formula. Building designer should verily capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1083 lb uplift at joint 11 and 993 lb uplift at joint 26. LOAD CASE(S) Standard CARL r7. FORBES FL LIC. NO: 20699 555 S. POMPANO PKWY. PAMPANO BENCH, FL.. 33069 {85d} sMi Job Truss Truss Type Qty Ply 420 NE 91 ST 170891 A25 HIP 1 1 Job Reference(optional) Custom Thus, Defray Beach, FL 33W run: a.1 Ju s NOV 13 zuv enn[: t1.1,x1 s NOV a zoi r K4i 1 eK inauslnes, n1G. 1 ue Apr L9 V7.DD:94 LV 10 raye i ' ID:fu8rcdDHV6RalpXYgpyRrozTNae-oi7423bUHWgL42zV1wxmObBkNLlv9gyeKuwWzNYsT 12-10-0 37-11-4 12-2.0 0 5 8 6-3-10 12-1-0 20.0-0 27-11-4 34-11-4 37.3-4 39-9-4 41-11-4 0-541 5-10-2 5-9-10 7-11-0 7-11-0 7-0-0 2-4-0 -6 2-2-0 5x6 = 1-10-0 Scale = 1:94.1 Dead Load Deft. = 1/2 in 5.00 12 5 3x4 27 28 3x4 4x8 = 4 T 3 6 3x8 MT20HS-- 5x14 = 5x6 = 5x5 = 1 3 W3 7 W6 7 3x4 8 W 23 30 4 W20 29�11$ cn 1 1 9 W 9 10 � o7 0 2 1O IT 0 21 20 19 18 17 16 15 x 25 24 23 5x6 = 5x8 MT20HS= 3x8 = 3x4 = 1.5x4 II 14 1211 3x6 = 1.5x46�h — 3x4 — 5x8 MT20HS= 3x6 I I 4x6 = 5xl8 MT18HS-- 3x4 = 12-10-0 34-14 6-3-10 12-1-4 19-1-4 20.11 A a00 37-11 A 411!42'b 27-11-4 34-11-4 373-4 3 -9:1 1-114I 1 1 3-4-14 2-10-12 59-10 7-0-0-0-0 0-11-0 1 7-0.0 2-4-0 tl-8: 0-74T-0 1-10-0 1-10-0 • • • • Plate Offsets KY)— 1:Ed a 0-3-0 10:0-0-a 0-0-a 22:0-5-120-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud • 0 •PIAAS GRIT: "' • TCLL 30.0 Plate Grip DOL 1.25 TC 0.92 Vert(L-) -0.38 16-18 >999 360 • • awls 2141011 • • • • • • TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.87 16-18 >540 240 • * 4410S 187/141 BCLL 10.0 ' Rep Stress Incr YES WB 0.91 Horz(TL) 0.61 11 n/a n/a MT18HS 244/190 000000 BCDL 10.0 Code FBC2014/TP12007 Matrix-S Wind(LL) 0.41 16-18 >999 240 • Vet'glyt: 245 lb ;' F1' =,?0% • • LUMBER- BRACING- •••••• • ••• 90i•60 TOP CHORD 2x4 SP M 30 'Except' TOP CHORD Structural wood sheathing directly aNigd' • • • T6: 2x4 SP No.2 • • • • . • • • BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. • BOT CHORD 2x4 SP No.2 *Except' WEBS 1 Row at midpt 4-18, 6-18, t" • -: • • B3,BT 2x4 SP M 30, B6: 2x4 SP M 31 *Except* MiTek recommends that Stabilizers and required cross bracinjbeinstalled duriorrlse • • WEBS 2x4 SP No.3 p • • • • • erection, in accordance with Stabilizer Installz ion guide.. W1,W14: 2x4 SP No.2, W11: 2x8 SP DSS • • • 000*00 OTHERS 2x6 SP No.2 • • • • • • • • • • • REACTIONS. (lb/size) 11=2416/0-8-0 (min. 0-2-14), 26=2156/0-4-8 (min. 0-1-8) • • • Max Horz 26=336(1-C 10) Max Upliftl1=-1088(LC 12), 26=-987(LC 12) Max Grav 11=2456(LC 19), 26=2195(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 341=4237/2106, 4-27=3068/1653, 5-27=2946/1678, 5-28=-2946/1671, 6-28=-3069/1645, 6-7=-4158/2116, 7-8=4340/2086, 8-29=5756/2509, 9-29=-5798/2492, 9-10=-285/234, 1-2=-2296/1022, 2-30=-4568/2163, 3-30=4569/2163 BOT CHORD 21-22=719/2577, 20-21=-1897/4920,19-20=-1570/4085,18-19=1570/4085,17-18=-1609/3919, 16-17=1609/3919,15-16=-2151/5292, 13-15=-2151/5292, 9-13=-2158/5286, 11-12=-165/286,10-11=165/286, 1-26=2236/988 WEBS 2-21=-13991'2826, 4-18=-15277797, 6-18=-1590/826, 6-16=102/622, 9-11=-2399/1363, 2-22=-1885/1057, 22-25=-318/333,1-22=-1325/3156, 9-12=-325/188, 8-15=-15/420, 8-16=14821668, 3-21=-1635/898, 3-20=898/388, 4-20=-89/590, 5-18=739/1704 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-4 to 4-0-9, Intedor(1) 4-0-9 to 20-0-4, Exterior(2) 20-0-4 to 24-2-9 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Bearing at joint(s) 26 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1088 lb uplift at joint 11 and 987 lb uplift at joint 26. LOAD CASE(S) Standard CARL G. FGR.BES FL LIC. NO: 20699 655 S. POMPANO PKWY.. PAMPA NO EEACH, FL. 33069 (964} 682.66551 f MZ Job Truss Truss Type ay Ply 420 NE 91 ST 170891 A26 HIP 1 1 Job Reference o tional Custom Truss, Delray Beach, FL 33444 Run: 8.130 s Nov 13 2ul r Pnnl: 8. m s Nov 13 2Oi r Mi Tek indus0es, inc. 1 ue Apr 24 09:55:45 2018 rage 1 I D:fuBrcdDHV6RalpXYgpyRrozTNae-GuZSFPc62gyCiCYibe2k3D8Msnh4ebs5s_dTFyzNYsS 12-10-0 37-11-4 12-2-0 2-1-4 34-1-4 37-4-04 A 39.91 421--21-014 1-00b-4 7e3414 -6701-01-0 7 7-0-0 21-10-0 5x6 = 5.00 F12 Scale = 1:87.7 Dead Load Deft. = 9/16 in 32 33 3x8 MT20HS % T 5 7 3x8 MT20HS� 1.5x4 II 4 W28 1.5x4 II W3 7 W6 8 8x18 MT18HS=3x8 3 9 811 W23 4 W20 34 1 9 Wif 10 c0 11 o 7 0 314 = co 1�L ?( 22 21 20 19 18 17 16 x 10 CD 26 25 24 3x8 = 5x8 MT20HS= Sx8 MT20HS= 1.5x4 II 1312 3x6 = 15 1.5x4 II 3x6 II 4x6 = 6x12 MT18HS= 5x18 MT18HS-- 12-10-0 20-11-4 37-11-4 4 !1240 3-4-14 5-1-4 12.1-4 19-i-4 -0 27-11-4 34-11-4 37-3-4 39-9-4 41-11< 3-4-14 1-6-8 7' 7.. 7-0-0 7.0-0 2-4-0 -6 0-4-0 n-t is 1.10-0 • ♦1•-• LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 10.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.90 BC 0.95 WB 0.98 Matrix-S DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) Well L/d -0.43 17-19 >999 360 -0.99 17-19 >480 240 0.75 12 n/a n/a 0.48 17-19 >989 240 • I)LATES GRIP• • • • • • "200 2441L ..1u .Pus 187/143• MT18HS 244/190 . Welty(: 241 lb ; •.Fi'=;0% -- • • ....:. :....: • • LUMBER- BRACING- • •�s— 00*0.0 • ••• 00i000 TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly apl'V except: • • T6: 2x4 SP No.2 • 2-2-0 oc bracing: 1-3 • • • • BOT CHORD 2x4 SP M 30 *Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 whj. 0 • • B1,B5: 2x4 SP No.2, EV1: 2x6 SP No.2, B6: 2x4 SP M 31 WEBS 1 Row at midpl 5-19, 7-19, 17, 3 21 • • • • • • • i • WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and requited cross br;t alled du6rV truss W11: 2x8 SP DSS, W12014: 2x4 SP M 30 erection in accordance with StabilizOr1natAllatigrl guide. � 0000001 OTHERS 2x6 SP No.2 • • REACTIONS. (lb/size) 12=2439/0-8-0 (min. 0-2-15), 31=2124/0-4-8 (min. 0-1-8) •• • Max Horz 31 =-378(LC 10) Max Upliftl2=-1107(LC 12), 31=964(1-C 12) Max Gravl2=2479(LC 19), 31=2202(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-7406/3535, 2-3=5997/2949, 3-4=-4455/2238, 4-5=4273/2262, 5-32=-3130/1719, 6-32=3006/1745, 633=-3006/1714, 7-33=3130/1688, 7-8=-4222/2182, 8-9=-4403/2152, 9-34=5785/2581,10-34=-5827/2563, 10-11=-285/234 BOT CHORD 25-26=1361296, 22-23=3342/7574, 21-22=-2531/5861, 20-21=1685/4273,19-20=1685/4273,18-19=1670/3978, 17-18=1670/3978, 16-17=-2216/5319,14-16=-2216/5319, 10-14=-2223/5313,12-13=-165/286, 11-12=165/286, 26-30=-481/205,1-30=481/205 WEBS 2-22=1846/872, 5-19=1662/867, 7-19=-1592/828, 7-17=-102/623, 10-12=-2410/1380, 2-23=-579/1447, 23-26=386/1027,1-23=2628/5866,10.13=-325/188, 9-16=-17/422, 9-17=-1483/671, 3-22=-85/446, 3.21=1640/874, 5-21=-161/686, 6-19=793/1755,1-31=-2673/1390 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.0psf; BCDL=4.Opsf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-4 to 5-1-4, Intedor(1) 5-1-4 to 20-0-4, Extedor(2) 20-0.4 to 24-2-9 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) Attach ribbon block to truss with 3-10d nails applied to flat face. 7) The Fabrication Tolerance at joint 23 = 8% 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) Bearing at joint(s) 31 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1107lb uplift at joint 12 and 964 lb uplift at joint 31. 12) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard CARL G FORGES FL LIC. NO: 20699 555 S. POMPANO P WY. PA MPANO BEACH, FL. 33069 (954) 882.6661 sMZ Job Truss Truss Type City Ply NE 91 ST 170891 A27 HIP 1 1 �420 Job Reference (optional) Custom Truss, Delray Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MITek Industries, Inc. Tue Apr 24 09:55:46 2018 Page 1 ID:fuBrcdDHV6RalpXYgpyRrozTNae-k47gTlckp743KM7u9LZzbRgasB1XN5CF5eN1nOzNYsR 12-10-0 20-11-4 37-11-4 12-2-0 3-4-14 5-1-4 12-14 19-1-4 27-11-0 34-11-4 37-3-0 39-9-4 41-114 3-4-14 1-E-6 7-0-0 7-0-0 -11 7-0-0 7-0-0 2-4-0 0.11-0 1-10.0 3x10 11 Scale = 1:92.3 Dead Load Defl. = 1/2 in 4x8 = 5.00 12 48 = 8 9 10 3x8 MT20HS - 32 33 7 T 3 5x6 = 6 8x14 5 W3 7 W6 BL1 W23 q 0 2 1 C 26 25 24 23 22 21 30 29 28 3x8 = 5x8 MT20HS= 5x8 MT20HS= 1.5x4 II 4x6 = 5x14 MT18HS= 11 3x8 MT20HS-- 12 °o 13 00 W 20 9 34*11$ 14 15 o 20 x 1C 'T 1.5x4 II 1716 3x6 = o 19 3x6 II 5x18 MT18HS-- 12-10-0 20-11-4 37-11-4 4r2IM 3-0-14 5-1-4 12-1-4 19-1-4 aD 27-11-4 34-1 .4 37.3-4 39-9-4 1-11-4 3 l 1.8-6I 7-0-0 ~ 7-0-0 -11 7-0-0 1 7-0-0 1 2 j-8-6 0.4 M111A 1-10-0 1-19-S • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d • •PLAAS GRIP • • • • TCLL 30.0 Plate Grip DOL 1.25 TC 0.75 Vert(L-) -0.40 21-23 >999 360 • • • "T" 241V" • • • • • • TCDL 15.0 Lumber DOL 1.25 BC 0.94 Ved(TL) -0.93 21-23 >506 240 • • a�(] s 187/144 • BCLL 10.0 ' Rep Stress Incr YES WB 0.78 Horz(TL) 0.71 16 n/a n/a • MT18HS 244/190 • • • • • • BCDL 10.0 Code FBC20141TP12007 Matdx-S Wind(LL) 0.45 21-23 >999 240 • • *44 g6t: 237 lb ; • • F%20% • • LUMBER - TOP CHORD 2x4 SP M 30 *Except' T2: 2x6 SP No.2, T6: 2x4 SP No.2 BOT CHORD 2x4 SP M 30'Excepr B1,B5: 2x4 SP No.2, EV1: 2x6 SP No.2, B6: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* W11: 2x8 SP DSS, W12: 2x4 SP No.2, W14: 2x4 SP M 30 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 16=2414/0-8-0 (min. 0-2-14), 31=2358/0-4-8 (min. 0-1-8) Max Horz 31 =-361 (LC 10) Max Up1ift16=1099(1-C 12), 31=1316(LC 12) Max Grav16=2454(LC 19), 31=2389(LC 17) BRACING- •••••• • ••• ••i••• TOP CHORD Structural woad sheathing directly apgli^2-7.12 oc pud n • • • • • • • • BOT CHORD Rigid ceiling directly applied or 4-5-lFc bracing. • WEBS 1 Row at midpt 7-23,11-23:19J-i � �L 5 • • with 2x4 SP No.3 with 2-10d (0.131"63') nails alld cross br•nce spading of 20-0-Q%.• • • • & •••••• MITek recommends that Stabilizerstnd rAuirAd cross bracing be installed durilig it • • erection in accordance with Stabilizer1n•Stallat5n guide. • • • • • • •• • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=6399/3015, 2-4=-6290/2906, 4-5=-5485/2621, 5-6=-4291/2148, 6-7=-4151/2172, 7-32=3076/1709, 8-32=2967/1748, 8-9=2668/1656, 9-10=2668/1662,10-33=-2967/1739,11-33=3077/1700,11-12=4231/2187, 12-13=-4323/2157,13-34=5744/2599,14-34=-5787/2581,14-15=-289/238 BOT CHORD 26-27=2658/6420, 25-26=2206/5369, 24-25=-1653/4106, 23-24=-1653/4106, 22-23=1672/3899, 21-22=167213899, 20-21=2235/5284,18-20=-2235/5284, 14-18=2242/5278,16-17=169/290,15-16=-169/290, 3-31=243311339 WEBS 4-26=1130/516, 7-23=1509l798,11-23=-1545/804, 11-21=-108/629, 14-16=-2392/1384, 4-27=-324/928, 3-27=2414/5657,14-17=-330/192,13-20=-15/418, 13-21=-1504/691, 5-25=-1304/629, 7-25=-99/601, 9-23=715/1652 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; 8=45ft; L=42ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 2-3-15, Intedor(1) 0-8-4 to 19-1-4, Extedor(2)10-1-4 to 20-11-4, Interior(1) 25-1-9 to 42-0-2 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 8) Bearing at joint(s) 31 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1099 lb uplift at joint 16 and 1316 lb uplift at joint 31. 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARS. G. FORBES L LIC. NO 20699 M S. POMPANO P.KWY. PAMPANO BEACH, FL. 33069 (964} 682-6651 sMi Job Truss Truss Type Qty Ply NE 91 ST 170891 A28 HIP 1 1 �420 Job Reference tional Custom Truss, Delray Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 201 r Mr i ex maustnes, inc. i ue Apr 24 ue:00:4r 20iii rage 1 I D:fu8rcdDHV6RalpXYgpyRrozTNae-CHhCg5dMaRCwxWi4i34C8eDmLbtz6VzOK16aJrzNYsQ 12-10-0 37-11< 12-2-0 3-4-14 5-1-0 12-1< 17-1-4 20-0-4 22-11.4 27-11-4 34-11d 37-3-4 39-9-4 41-11-4 3-4-14 /-9-6 7-0-0 5-0-0 2-11-0 2.11-0 5-0-0 7-0-0 2-4-0 43 2-2-0 1-10-0 ca 5.00 12 5x5 = 6 3x8 MT20HS � 3x4 29 5 4 6xl6 MT20HS % 3x4 3x4 3 BL1 TAB 23 27 26 25 3x4 = 1.5x4 11 4x6 = 5x14 MT18HS= 22 21 20 5x8 MT20HS= 3x4 = 3x8 = 5x5 = Scale = 1:87.5 Dead Load Dell. = 3/4 in 1.5x4 II 8 30 3x8 MT20HS-- 5 W6 9 3x4 10 W 20 31 9 �� 81 11 12 o 18 17 t� r 32 19 x o 5x6 W8= 1.5x4 11 3x6 = 16 1413 4xl0 = 3x6 II 5x18 MT18HS-- 3x4 = 12-10-0 37-11-4 4r2124o -4 -14 5-1-4 12-1-4 17-1-4 22-1/-4 27-11d 34-11-4 37-3-4 39.9-4 41-11-4 3-43-14 1 N 7-0-0 5-0-0 5-10.0 5-0-0 2-4-0 -9 0-4-0 • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud " PL;fES GRVO • • • TCLL 30.0 Plate Grip DOL 1.25 TC 0.64 Vert(L-) -0.80 18-20 >586 360 • • • "20 .2. 190 • • • • : • TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -1.57 18-20 >299 240 • . . .%VVHS 187/113 BCLL 10.0 " Rep Stress Incr YES WB 1.00 Horz(TL) 0.71 13 n/a n/a MT18HS 244/190 : • • • • BCDL 10.0 Code FBC2014/TP12007 Matrix-S Wind(LL) 0.44 18-20 >999 240 0' • "Wht: 240lb: ' • I%= 20% • • LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* B1,85: 2x4 SP No.2, EV1: 2x6 SP No.2, 86: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* W11: 2x8 SP DSS, W12: 2x4 SP No.2, W14: 2x4 SP M 30 OTHERS 2x4 SP No.3 *Except* BL1: 2x6 SP No.2 REACTIONS. (lb/size) 13=2412/0-8-0 (min. 0-3-0), 28=2151/0-4-8 (min. 0-1-8) Max Horz 28=326(1-C 10) Max Uplift13=1095(LC 12), 28=976(LC 12) Max Grav 13=2534(LC 18), 28=2307(LC 17) BRACING- • • •••••• • ••• ••••• TOP CHORD Structural wood sheathing directly applies or 2fr15 oc pudins. • • BOT CHORD Rigid ceiling directly applied or 2-24?& br&lhg. • • • • • • • • • WEBS 1 Row at midpt 7-20, 7-1 So Vol VA 3,12 • .' with 2x4 SP No.3 with 2 -1Od (0.13:0") Railsnd cross brace spacing of 20-0-0 oc.• e • MiTek recommends that Stabilize! nda~requ6ed' cross b4acing be installed d rV"s erection in accordance with Stabilize lhstallaition guide. • • • • • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6375/3086, 2-3=5660/2849, 3-4=4413/2360, 4-29=-4296/2364, 5-29=-4232/2382, 5-6=-3607/2068, 6-7=-3273/1999,7-8=4607/2666,8-30=4400/2407,9-30=-4483/2384,9-10=-4581/2377,10-31=-5971/2889, 11-31=-6013/2872,11-12=292/246 BOT CHORD 23-24=-2828/6416, 22-23=2431/5521, 21-22=-1859/4183, 20-21=1859/4183, 20-32=-1366/3212, 19-32=1366/3212,18.19=1366/3212,17-18=2508/5500,15.17=-2508/5500,11-15=-2514/5491,13-14=-181/294, 12-13=-181/294,1-28=-2305/1184 WEBS 2-23=-961/430, 5-20=1098/717, 6-20=437/975, 7-20=229/329, 7-18=-844/1734, 8-18=-596/593, 11-13=-2477/1438, 2-24=300/867,1-24=2631/5728,11-14=334/206,10-17=-20/350, 10-18=-1471/736, 3-22=-13827718, 5-22=-145/485 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat. 11; Exp C; Encl., GCO=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-4 to 5-1-4, Interior(1) 5-1-4 to 17-1-4, Exterior(2) 17-1-4 to 22-11-4, Interior(1) 28-10-7 to 42-0-2 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Bearing at joint(s) 28 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1095 lb uplift at joint 13 and 976 lb uplift at joint 28. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL G. FQRBES FL LIC, NO 20699 M S. POMPANO P'i4WY. PAiMPANO BEACH, FL. 33069 (9 ) 682.,6681 SM! Job Truss Truss Type Qt Ply 420 NE 91 ST 170891 A29 HIP 1 1 Job Reference (optional) Custom 1 rUSS, Delray beaCn, hL 33444 rcun: 0. 1. s ivov is a u rill L 0.1 a NVV w m i I mn cn n lawniw, an.. , uc p — w..,v.w —v . cyc . ID:fu8rcdDHV6RalpXYgpyRrozTNae-gTFauRe_LILnZgHGGmcRgsmvc_hbRxYZys8rHzNYsP 12-10-03-4-14 5-1-4 12-1-4 15-1-4 20-0-4 24-it-4 29-11-4 34-11-4 37-3-4 39-9-4 22 0(1-4 3-4-14 7-0-0 3-0-0 4-11-0 4-11-0 5-0-0 5-0-0 2-4-0 2-6-0 2-2-0 5.00 Fiff 5x5 = 6 5x8 WB _ 4x4 SBi 1.5x4 11 3x4 � 3 8x141 W1R 3x4 = 5x5 = 30 31 _ 7 32 8 3x4 -- 3x8 MT20HS-- 9 33 'p 3x4 I � 11 Scale = 1:86.2 Dead Load Deft. = 5/8 in 12 13 o 0 5 19 00 24 22 21 19 18 a ro 26 28 27 23 5x8 MT20HS= 35 36 20 3x8 = 3x4 = 1.5x4 II 15 14 3x6 = 17 _ 4x8 — 3x8 = 5x8 MT20HS= 3x6 II 1.5x4 II 5x18 MT18HS-- 4x6 = 3x4 = 5x14 MT18HS= 12-10-0 3-4-14 5-14i 14 5 14 24-11-4 12-2W1-4 M 117-3-4 1 39-9-0V-0-4 3-4-14 1 t 3i 1 -0104 -0I -007-0 Plate Offsets (X,Y)-- (1:0-3-12,0-3-41, (4:0-4-0 Edgel [13:0-0-4 04"] f25:0-9-0 0-3-81 �` • • • • • .. • ._ • LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d �- PLATES Gir • TCLL 30.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.60 21-22 >777 360 • • • %#r20 •2440140 • • • •: • TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -1.21 21-22 >387 240 • • • �TZOHS 187/1A3 0 BCLL 10.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.70 14 n/a n/a MT18HS 244/190 • • • • • • BCDL 10.0 Code FBC2014/TP12007 Matrix-S Wind(ILL) 0.45 21 >999 240 • • Vejght: 242It: ' 0 f•T 20% • • LUMBER- BRACING- •••••• • ••• ••i••� TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly 'p 0idd or 242-0 oc purtins. • • T2,T3: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-riot br&Tng. •' • • • • • • • • BOT CHORD 2x4 SP M 30 *Except* WEBS 1 Row at midpt 5.24 ***see • • B1,B5: 2x4 SP No.2, EV1: 2x6 SP No.2, 136: 2x4 SP M 31 with 2x4 SP No.3 with 2 -10d (0.13:0") lails end crossprace spacing of 20- - roc.. 0 WEBS 2x4 SP No.3'ExcepV • • • • • • Wt 1: 2x8 SP DSS, W12: 2x4 SP No.2, W14: 2x4 SP M 30 MiTek recommends that Stabilize*. and required cross Eracing be installed d0iww OTHERS 2x4 SP No.3 *Except* erection, in accordance with StabildrinstallMion guide, • • • • • BL1: 2x6 SP No.2 _ _ REACTIONS. (lb/size) 14=2412/0-8.0 (min. 0-2-15), 29=2151/0-4-8 (min. 0-1-8) Max Horz29=-290(LC 10) Max Upliftl4=-1095(LC 12), 29=-976(LC 12) Max Grav14=2509(LC 18), 29=2302(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=6344/3120, 2-3=5662/2850, 3-4=5856/3071, 4-5=-5738/3093, 5-6=3861/2249, 6-30=3530/2120, 30-31=-3530/2120, 7-31=3530/2120, 7-32=3538/2162, B-32=-3538/2162, 8-9=3882/2237, 9-33=4602/2600, 10-33=4664/2583,10-11=4732/2583,11-34=-5891/2905,12-34=-5934/2887,12-13=276/224 BOT CHORD 24-25=2864/6359, 23-24=-1899/4121, 22-23=1899/4121, 22-35=-1669/3754, 35-36=1669/3754, 21-36=1669/3754, 20.21=2085/4258,19-20=2085/4258,18-19=2511/5412,16-18=2511/5412, 12-16=-2518/5405,14-15=-155/275,13-14=155/275,1-29=-2289/1193 WEBS 2-24=936/471, 5-22=854/695, 6.22=664/1243, 7-22=-532/327, 7-21=-524/319, 8-21=510/1119, 9-21=1066/691, 9-19=-138/501, 12-14=2457/1450, 2-25=-319/821,1-25=2665/5694, 12-15=-313/176, 11-18=32/431, 11-19=1234/528, 3-24=663/520, 5-24=794/1651 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; 8=45ft; L=42ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-4 to 5-1-4, Intedor(1) 5.1-4 to 15-1-4, Exterior(2)15-1-4 to 30-10-7, Intedor(1) 30-10.7 to 42-0-2 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Bearing at joint(s) 29 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1095 lb uplift at joint 14 and 976 lb uplift at joint 29. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL Q. FORSES FL. LIC. NO 20899 555 S. POMPANO PK WY. PAMPANO BEACH, FL. 33069 psq 6824661 SMIt Job Truss Truss Type Oty Ply 420 NE 91 ST 170891 A3 Common 3 1 Job Reference (optional) Custom Truss, Delray Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print 8.130 s Nov 13 2017 MiTek Industries, Inc. Tue Apr 24 09:55:49 2018 Page 1 10 ID:fu8rcdDHV6RalpXYgpyRrozTNae-8fpy5nfd62TeBgtW'gD31AHOAgaZVhncbhOlzNYsO 4�(>=0 I 9-0-8 1 14-1-0 _ 15-7-0 4-0-0 5-0-8 5-0-8 ' 1-6-0 4x6 = 3x4 = 1.5x4 11 3x4 = 1.5x4 11 3x4 = 1.5x4 11 10-9-4 10-2-0 Scale: 3/8"=l' LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 10.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.42 BC 0.40 WB 0.36 Matrix -AS DEFL. in (loc) I/deft Ud Ved(LL) -0.07 9-10 >999 360 Vert(TL) -0.10 9-10 >999 240 Horz(TL) 0.03 16 n/a n/a Wind(L-) -0.08 9-10 >999 240 • YLAT;S GRIP • • • • • • iVV* 244/110 • ' • Ylelg tt: 68lb • FTe- 0% • ' • • • LUMBER- •••• • •• BRACING- ••••• • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly appTA:(M4 end verlipt. • • • • • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. • • • • • • • • • • • • • WEBS 2x4 SP No.3'Except' rRiTek recommends that Stabilizers a* mWimm! cross bracing be installed during truss WCL3: 2x6 SP No.2 erection in accordance with Stabilizj Instdhatian guide. • OTHERS 2x4 SP No.3 : 0 0 0 0 REACTIONS. (Ib/size) 11=998/0-8-0 (min. 0-1-8),16=676/0-3-0 (min. 0-1-8) : 0 9 9 0 Max Horz 11=115(LC 11) • • • Max Upliftl 1 =-575(LC 12).16=-305(LC 12) Max Grav11=1011(LC 20),16=693(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4031248, 2-17=691/273, 3-17=643/280, 3-18=-763/418, 4-18=689/446, 4-19=689/447, 5-19=-769/428, 5-6=-619/283 BOT CHORD 1-11=196/408,10.11=258/314, 9-10=-288/634, 8-9=-288/634 WEBS 3-10=404/366, 2-10=649/952, 2-11=926/726, 6-8=-35BM64, 5.8=-520/356, 6-16=724/360 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-14 to 2-11-2, Interior(1) 2-11-2 to 9-0-8, Exterior(2) 9-0-8 to 12-0-8 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Attach ribbon block to truss with 3-10d nails applied to fiat face. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in,all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 575 lb uplift at joint 11 and 305 lb uplift at joint 16. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL G. FORBES FL LIC. NO: 20699 555 S. POMPANO PKWY. PAMPANO BEACH, FL. 33069 ($ � 882-6661 SNJ1 Job Truss Truss Type Oty, Ply NE 91 ST 170891 A30 Hip 1 1 �420 Job Reference tional Guslom i russ, ueiray eeacn, rL .304" ID:fu8rcdDHV6RaIpXYgpyRrozTNaedsNLJ7gFtMbVozRfOBevmH uIr0GLEw9zNYsN 12-10.0 1 -10-0 21-0 5-00 11-0-0 I IS-0-0 21-11-0 F 28-10-0 3240-0 38-10-0 41-8-041rB-0 2-1-0 2-11-0 6.60 4-0-0 6-11-0 6-11-0 I 4-0-0 - -� 6-0-0 2 10-0 0 -02 Scale = 1:78.9 Dead Load Dell. = 7/16 in 5.00 F12 8x8 = 3x4 7 38 3 8 3x8 MT20HS 6 5 7x14 37 VjB 2 3 4 o v �2 RA n 0 0 0 27 2625 24 44 23 22 21 45 20 3x6 = 48 = 3x4 = 3x8 = 3x8 MT20HS= 8x8 = 40 41 9 Vd 0 3x4 3x8 MT20HS-- 10 11 42 2 46 19 18 17 47 3x4 = 3x8 MT20HS= 1243 6x8 o 13 3 _ 14 m tc; 6 16 15 4xl0 = 3x6 II 3x6 = 43-10-0 1 Ps11D0 110.12 50-0 11-0-0 15-0-0 21-11-0 28-10-0 32-10-0 38-10-0 _ 41-8-041r0r0 ' 1-10-12 H 2-11-0 I 6-0-0 4-0-0 I— 8-it-0 I 6-11-0 I 4-0-0 1 6-0-0 2 100 O Y bl 10 o • • • 60-3-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud • • •PIAiS GRI 9, • • • • • TCLL 30.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.44 19-20 >999 360 • • •fo%o i1 Aw • • • • • • TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.92 19-20 >518 240 • • 04TWVS 187/14� BCLL 10.0 ' BCDL 10.0 Rep Stress Incr Code FBC20141TP12007 YES WB 0.87 Matrix -AS Horz(TL) Wind(LL) 0.22 15 0.41 20 n/a >999 n/a 240 i • • • • i • • •VG�Igyt: 2391b • • FT =20% • • LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 31 'Except` 81: 2x4 SP No.2, B3: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W2,W14: 2x4 SP No.2, W15: 2x6 SP No.2 OTHERS 2x8 SP DSS REACTIONS. (lb/size) 15=2424/0-8-0 (min. 0-2-3), 35=2399/0-4-8 (min. 0-1-8) Max Horz35=274(LC 11) Max Upliftl 5=1 105(LC 12), 35=-1185(LC 12) Max Grav15=2629(LC 18), 35=2624(LC 17) BRACING- • • •••••• • ••• ••••• TOP CHORD Structural wood sheathing directly appliede • • • • BOT CHORD Rigid ceiling directly applied. • • • • • • • • • • • • • FMiTek recommends that Stabilizers• "(;dlr=d cross bracing Lee installed during trues erection in accordance with Stabiliser Installayon guide. • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-36=3481/1727, 4-36=3417/1732, 4-37=-3778/1976, 5-37=3660/1997, 5-6=-3645/2005, 6-7=3534/2033, 7-38=3684/2174,38-39=3684/2174,8-39=-3684/2174,8-40=-3684/2174,40-41=-3684/2174,9-41=-3684/2174, 9-10=3539/2026, 10-11=3631/1981, 11-42=3647/1973, 12-42=3766/1951, 12-43=-3449/1721, 13-43=3523/1717,13.14=377/425 BOT CHORD 24-25=-133/568, 24-44=1581/3514, 2344=1581/3514, 22-23=1581/3514, 21-22=-1581/3514, 21-45=-1445/3387, 20-45=1445/3387, 20-46=-1417/3234, 19-46=1417/3234, 18-19=-1533/3296, 17-18=-1533/3296, 17-47=1533/3296,16-47=-1533/3296,15-16=-382/391,14-15=382/391 WEBS 3-24=-1689/3312, 4-24=958/625, 7-21=187/533, 7-20=-389/754, 8-20=682/544, 9-20=-398/765, 9-19=-171/521,10-19=-206/264,12-16=844/589,13-16=-2029/3904,13-15=-2821/1562,3-35=-2641/1335 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-14 to 4-3-12, Interior(1) 4-3-12 to 15-0-0, Extedor(2)15-0-0 to 35-0-6, Interior(l) 35-0-6 to 43-10-14 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Attach ribbon block to truss with 3-10d nails applied to flat face. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 9) Bearing at joints) 35 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1105 lb uplift at joint 15 and 1185 lb uplift at joint 35. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/7 gypsum sheetrock be applied directly to the bottom chord. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL: G. FQRBES FL, LIC. NO: 20699 555 S' POMPANO PKW`f. PAMPi4NO EEACH, FL.,. 33069 (954) 632-66 r1 SMZ Job Truss Truss Type aty Fly 420 NE 91 ST 170891 A31 Hip 1 1 Job Reference (optional) Custom Truss, Delray Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Tue Apr 24 09:55:50 2018 Page 1 ID:fu8rcdDHV6RalpXYgpyRrozTNae-dsNLJ7gFtMbVozRfOBevMF) (� laluVrOGLEw9zNYsN 12-2-0 9-0-0 13-0-0 18-11-5 24-10-11 30-10-0 34-1%0 43-10-0 9-0-0 4-0-0 5-11-5 5-11-5 5-11-5 4-0-0 9-0-0 3x4 = 5X5 = 3x4 3x8 MT20HS= = 5x5 = 8 Scale = 1:74.6 Dead Load Deft. = 3/8 in 18 17 io — — io of — .1 13 12 3x6 = 6x6 — 3x8 = 5x8 MT20HS= 3x4 = 3x8 — 6x6 —_ 3x6 = 5x8 MT20HS= 12-2-0 12-2-0 43-10-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 10.0 ` BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20141TP12007 CSI. TC 0.70 BC 0.80 WB 0.89 Matrix -AS DEFL. in (loc) I/deft Ud Vert(LL) -0.36 15-17 >999 360 Ved(TL) -0.73 15-17 >642 240 Horz(TL) 0.22 12 n/a n/a Wind(LL) 0.32 15 >999 240 PLATIS GRIP.* 000 • • "200 24401@09 • • 44VWS 187/1<6 • • we gtg: 234 lb • • FT%0% • • • • • • • • • • 000000 • • LUMBER- BRACING- •••••• • ••• s— • • ••••• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.*• • • • BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. • •• • • • • • • • • • • WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt 5-17, 7-13 • • • • • • • • WCL3,WCR3: 2x6 SP No.2 2 Rows at 1/3 pts 3-18, 9-12 ; • ; • • • • • • • with 2x4 SP No.3 with 2 -10d (0.131`x3') nails and cross bout •psG4 of 16-0-0 oc. MiTek recommends that Stabilizers anZI required cross brWi balled dudAg truss • erection in accordance with Stabilizer Installation guide. • • • REACTIONS. (lb/size) 18=2419/1-0-0 (min. 0-3-0), 12=2419/1-0-0 (min. 0-3-0) Max Horz 18=238(LC 11) Max Upliftl 8=1 233(LC 12), 12=1102(LC 12) Max Grav18=2539(LC 17),12=2539(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=348/0, 2-25=504/116, 25-26=403/133, 3-26=375/152, 3.4=-3556/1992, 4-5=-3254/1917, 5-6=-4003/2269, 6-7=-4003/2269, 7-8=-3254/1917, 8-9=3556/1992, 9-27=375/232, 27-28=403/213,10-28=-504/196,10-11=-348/12 BOT CHORD 1-18=0/338, 17-18=1611/3323, 16-17=1828/3984, 16-29=-1828/3984, 29-30=1828/3984, 15-30=-1828/3984, 15-31=1822/3920, 31-32=-1822/3920, 14-32=1822/3920, 13-14=1822/3920, 12-13=1588/3146, 11-12=-15/337 WEBS 3-17=76/301, 4-17=-422/981, 5-17=1053/627, 5-15=-1/294, 7-15=1/294, 7-13=1053/627, 8-13=-422/981, 9-13=77/301, 3-18=-3299/2007, 2-18=577/6W, 9-12=3299/2007,10-12=-577/630 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=44ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-14 to 4-3-12, Interior(1) 4-3-12 to 13.0-0, Exterior(2)13-0-0 to 37-0-6, Interior(1) 37-0-6 to 43-10-14 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1233 lb uplift at joint 18 and 1102 lb uplift at joint 12. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheelrock be applied directly to the bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL G. FORBES FL LIC. NO: 20099 555 S. POMPANO PK3Ai Y. PAMPANO BEACH, FL. 33069 (9 ) $82.6681 sM! Job Truss Truss Type Oty Ply 420 NE 91 ST 170891 A32 Hip 1 1 Job Reference (optional) Custom. Truss, Delray Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Tue Apr 24 09:55:51 2018 Page 1 I D:fu8rcdDHV6RalpXYgpyRrozTNae-52v4WSgtdfIMQ70rxu981U(P�N3482Nu_Fw4oSczNYsM 12-2-0 7-0.0 18-3-5 232-10-0 43-10-0 I 140 1 76 I 6-00 7-0-07-0-0 7-3-5 5x6 = 3x4 = 3x4 = 3x8 MT20HS= 5x6 = Scale = 1:74.6 Dead Load Deft. = 9/16 in 18 17 16 15 14 13 12 3x6 = 6x6 = 3x8 = 5x10 MT20HS= 3x4 = 5xl0 MT20HS= 3x8 = 6x6 = 3x6 = 12-2-0 12-2-0 43-10-0 Plate Offsets X Y — 1:40-4 0-0-4 4: 3-0 U-2-4 8:0-3 0 0-2-4 11:U-0-4 U-U-4 • • • • • • • • • • • LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ltd • PLATES GRIT& ' • TCLL 30.0 Plate Grip DOL 1.25 TC 0.92 Vert(ILL) -0.40 13-15 >999 360 *so6 (1 241M • • • • • • TCDL 15.0 Lumber DOL 1.25 BC 0.91 Ved(TL) -0.99 13-15 >476 240 • • •MTkws 187/141 0 • BCLL 10.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.23 12 n/a n/a • * * • • • • • • BCDL 10.0 Code FBC20141TPI2007 Matrix -AS Wlnd(LL) 0.38 15 >999 240 • Weigh: 224lb • • F%20% • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except* WCL3,WCR3: 2x6 SP No.2 REACTIONS. (lb/size) 18=2419/1-0-0 (min. 0-2-14),12=2419/1-0-0 (min. 0-2-14) Max Horz 18=-201(LC 10) Max Uplift18=-1233(LC 12),12=1102(LC 12) Max Gravl8=2456(LC 17),12=2456(LC 18) BRACING• •••••• • ••• ••�••• TOP CHORD Structural wood sheathing directly a40• • • 000000 BOT CHORD Rigid ceiling directly applied. • WEBS 1 Row at midpt 5-17, 7-13,•:-1✓l g129 • • with 2x4 SP No.3 with 2 -10d (0.131ii3") nails and cross brace spacing of 16-0-agp, • ; • •••••• MiTek recommends that Stabilizers ad rAuirrd cross brat n9 be installed dudhgtR — • erection, in accordance with Stabilizer Installation guide. • •' • • • 00 • FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-280/60, 3-4=-3470/1979, 4-27=-3192/1917, 27-28=-3192/1917, 5-28=-3192/1917, 5-29=-4434/2550, 6-29=-4434/2550, 6-30=-4434/2550, 7-30=-4434/2550, 7-31=3192/1917, 31-32=3192/1917, 8-32=3192/1917, 8-9=-3470/1979, 10-11=-280/60 BOT CHORD 1-18=0/265,17-18=1495I2954, 16-17=-2182/4366,15-16=-2182/4366, 14-15=-2187/4304, 13-14=2187/4304,12-13=-1472/2803,11-12=0/265 WEBS 3-17=150/561, 4-17=348/867, 5-17=-1524/898, 5-15=-6/296, 7-15=-6/296, 7-13=-1524/898, 8-13=348/867, 9-13=-150/561, 3-18=-3259/2022, 2-18=4321490, 9-12=3259/2023,10-12=-432/490 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 40-14 to 4-3-12, Interior(1) 4-3-12 to 11-0-0, Exterior(2)11-0-0 to 39-0-6, Inte6or(1) 39-46 to 43-10-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1233 Ib uplift at joint 18 and 1102 Ib uplift at joint 12. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL G. FORBES FL LIC, NO., 20699 555 S. POMPANO PKWY. PAMPANO 89ACH, FL. 33069 {spay 632-+6661 t M ! Job Truss Truss Type Oty Ply 420 NE 91 ST 170891 A33 Hip 1 1 Job Reference 1,tional GUSIOm, 11USS, Uelray tlga0n, 1-L 33444 r<un. 0.1 Vs rvov wcoa rill u. 0.1 a11- m"a rvm—nuwu,w, a1. ,w IV. c1 vow—<..,� ,aye , ID:fu8rcdDHV6RaIpXYgpyRrozTNae ZEU5kohVOzrD2Ha2VogNIr"Fcp5xngA7TagL_2zNYsL 12-2-0 7-0-0 9-0-0 15-5-11 21-11-0 28-4-8 34-1%0 36-1%0 43-10-0 7-0-0 2-0-0 6-5-a 6-5-8 6-5-8 2-0-0 7-0-0 5x5 = 5.00 F12 3x4 = 3x4 = 3x8 M1`201-!S= 3x4 = 5x5 = 9 4x6 Scale = 1:74.6 Dead Load Deft. = 5/8 in 20 19 18 17 16 15 14 13 3x6 = 6x6 = 3x8 = 5x8 MT20HS= 3x4 = 3x8 = 6x6 = 3x6 = 3x4 = 5x8 MT20HS= 12-2-0 12-2-0 43-10-0 m v 12 IC? 0 LOADING (psi) TCLL 30.0 TCDL 15.0 BCLL 10.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.76 BC 0.88 WB 0.75 Matrix -AS DEFL. in (loc) I/deft Ud Vert(LL) -0.46 16.17 >999 360 Ved(TL) -1.05 16-17 >446 240 HOrz(TL) 0.27 13 n/a n/a Wind(LL) 0.5116-17 >919 240 •PLATIS GRIFP. • • • • • • ••�,�}{�L(T "1" • • • • • • �Y`•I • • "S 187/144 � • • • • • • • • Vega:225lb • Fl• 20% • • LUMBER- BRACING- •••••• • ••• ••i••• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly apliivo • �' • • • : BOT CHORD 2x4 SP M 30 • • BOT CHORD Rigid ceiling directly applied. 0 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 519, 814, i(r I�1� • • WCL3,WCR3: 2x6 SP No.2 with 2x4 SP No.3 with 2 -10d (0.131"•3") nails aed cross brsnce spa4ng of 16-04og., •••••• MiTek recommends that Stabilizers br $uirgd cross bracing be installed duriwkwss • • erection in accordance with Stabilizer nstallatlon guide. • • • • REACTIONS. (lb/size) 20=2419/1-0-0 (min. 0-2-14), 13=241911-0-0 (min. 0-2-14) • • • Max Horz 20=165(LC 10) Max Uplift20=1233(LC 12),13=1102(LC 12) Max Grav20=2455(LC 20),13=2455(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-252/72, 3-4=338511928, 4-29=3150/1838, 5-29=-3150/1838, 5-30=-5082/2863, 6-30=-5082/2863, 6-7=-5082/2863, 7-8=508212863, 8-31=3150/1838, 9-31=3150/1838, 9-10=3385/1928, 11-12=-252172 BOT CHORD 19-20= 1437/2920, 18-19=2440/4870, 17-1 8=2440/4870, 16-17=-2740/5385,15-16=2458/4787, 14-15=2458/4787, 13-14=- 1414/2796 WEBS 3-19=220/606, 4-19=450/938, 5.19=-2062/1188, 5-17=-164/649, 6-17=461/315, 6-16=4611315, 8-16=164/649, 8-14=206211188, 9-14=450/938, 10-14=221/606, 3-20=-3289/1892, 2-20=-459/497, 10-13=-3289/1892,11-13=-459/497 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=44ft; eave=5ft; Cat.11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-14 to 4-3.12, Interior(1) 4-3-12 to 9-0-0, Exterior(2) 9-0-0 to 41-0-6, Interior(1) 41-0-6 to 43-10-14 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1233 lb uplift at joint 20 and 1102 lb uplift at joint 13. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL G. FORBES F1 LIC. NO: 20699 555 S. POMPANO P KWY.. PAMPANO BEACH, FL. 33069 {9} 682-6661 fMt Job Truss Truss Type Oty Ply 420 NE 91 ST 170891 A34 Roof Special 1 1 Job Reference (optional) Custom Truss, Delray Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Tue Apr 24 09:55:53 2018 Page 1 ID:fu8rcdDHV6RalpXYgpyRrozTNae-1 R2Tx8i79Hz4fR9E3J BcNvTnt?RTW[brdiFoZuXUzNYsK 1�� ' 11-000 1-2-0 23-4-0 I 726-6 l291 844 4-0-0 7-0-6-2-0 6-2-0 4x8 = 1.5x4 II 4x8 = Scale = 1:50:5 Dead Load Deft. = 1/4 in 3x4 = 3x6 II 4x8 = 1.5x4 II 3xB MT20HS= 3x8 = 4x4 = 3x6 11 10-2-0 10-2-0 co LOADING (psf) TOLL 30.0 TCDL 15.0 BCLL 10.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/rP12007 CSI. TC 0.70 BC 0.79 WB 0.97 Matrix -AS DEFL. in (loc) I/defl Ltd Vert(LL) -0.23 12-14 >999 360 Vert(TL) -0.49 12-14 >651 240 Horz(TL) 0.06 10 n/a n/a Wind(LL) 0.21 12-14 >999 240 • • PLATES GR2• • • • • • 4%29 90 • • • VJVHS 187/1g3 • • •'Mi0t:1561b: • • M 20% • • • • • • : • • • 000000 • • LUMBER- BRACING- • • • • • • • • • • • • • • • • • TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly arieO, except end ve6cals.• • T1: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. • • • • • • • • • • • • BOT CHORD 2x4 SP M 30 "Except' MiTek recommends that S— lizeWUN cross bracingbe installed during tr1s• 132: 2x4 SP No.2 erection in accordance with Stabiliver Installationguide.* • • • • • • • WEBS 2x4 SP No.3 *Except* • • • • • EV2,WCL3: 2x6 SP No.2 • • • • REACTIONS. (lb/size) 10=1466/0-8-0 (min. 0-1-13), 16=1732/0-8-0 (min. 0-2-2) • • • • • • Max Horz 16=213(LC 12) Max Uplift10=-678(LC 12),16=-899(LC 12) Max Grav10=1512(LC 19), 16=1810(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-381/353, 2-20=1951/838, 3-20=-1904/845, 3-21=2219/1101, 4-21=-2091/1140, 4-22=-2184/1289, 22-23=-2184/1289, 23.24=2184/1289, 5-24=-2184/1289, 5-25=-2184/1289, 6-25=2184/1289, 6-26=-1596/914, 7-26=1633/896, 7-8=-1900/1250, 7-9=-376/324, 8-10=-1410/836 BOT CHORD 1-16=313/399,15-16=-386/187,15-27=-1024/1972, 14-27=-1024/1972,13-14=-1021/1978,12-13=-1021/1978, 11-12=760/1460 WEBS 3-15=-8%ffi55, 4-14=0/290, 4-12=251/582, 5-12=-652/452, 6-12=-506/963, 6-11=419/339, 8.11=-724/1438, 2-16=1989/1080, 2-15=-1299/2576 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=29ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and G-C Exterior(2)-0-0-14 to 2-11-2, Interior(1) 2-11-2 to 11-0-0, Exterior(2) 11-0-0 to 26-4-0, Intedor(1) 26-4-0 to 27-6-2 zone; cantilever left and right exposed ;C C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 678 lb uplift at joint 10 and 899 lb uplift at joint 16. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Graphical pur in representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARIL. G. FORBES FL. ILIIC. NO: 20699 555 S. POMPANO PK WY_ PA!'u'fPANO WACH, FL. 31069 (964) 682-66 1 S M Z Job Truss Truss Type my Ply NE 91 ST 170891 A35 Roof Special 1 1 �420 Job Reference(optional) Custgm Truss, Delray Beach, FL 33444 Run: 8.130 s Nov w 20 i r Fdrn: o. i 30 s rvuv w cv a mu en n musk, n- i = Ap, — - - , -d- 22��((11 ID:fu8rcdDHV6RaIpXYgpyRrozTNae-VdcrBUjlwa5xHbkOd1 irw7Ox_PI2FOUQxpJS3xzNYsJ 1 Ql U U 9-0-0 13-0-0 17-2-0 21-4-0 25-6-8 29-2-12 4-0-0 5-0-0 4-0-0 4-2-0 4-2-0 4-2-8 3-8-4 4x6 = 4x6 = 3x4 = Scale = 1:50.8 Dead Load Defl. = 1/4 in 3x6 II 5x6 = 3x8 = 3x8 MT20HS= 3x8 = 4x6 = 3x6 II 3x4 = 10-2-0 10-2-0 LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud • PLATES •GRIP* • • • • • • • TCLL 30.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.31 12-14 >999 360 ' • • 040 244/19 • • TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.58 12-14 >554 240 MT20HS 18i/ 4 •. BCLL 10.0 " Rep Stress Incr YES WB 0.95 Horz(TL) 0.06 10 n/a n/a 0 "" • • • • • • BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Wind(LL) 0.23 12-14 >999 240 • • • 0Wd0ght:169lb • FT = 20016 • • LUMBER - TOP CHORD 2x4 SP No.2 "Except" T1: 20 SP M 30 BOT CHORD 20 SP M 30 *Except* 82: 2x4 SP No.2 WEBS 20 SP No.3 "Except* EV2, WCL3: 2x6 SP No.2 REACTIONS. (lb/size) 10=1400-8-0 (min. 0-1-13),16=1732/0-8-0 (min. 0-2-2) Max Horz 16=275(LC 12) Max Uplift10=686(LC 12),16=-891(LC 12) Max Grav10=1530(LC 19),16=1788(LC 20) •• BRACING- • • •• • • • • TOP CHORD Structural wood sheathing directly apple txcept end verticals' • • • • • • BOT CHORD Rigid ceiling directly applied. • • • • • • • 000 • • • • • MiTek recommends that SlabilizEft%ndtequired cross biwang be•nstalled dyrWgrtWW. erection in accordance with Stabilizef lastal)ation guide. • • • • • • • • • •••••• FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=384/345, 2-20=19231844, 3-20=1875/851, 3-4=2196/1134, 4-21=1981/1066, 5.21=-1957/1084, 5-22=-1824/1096, 22-23=1824I1096, 6-23=1824/1096, 6-24=1569/968, 7-24=15691968, 7-25=-16891965, 8-25=-1747/947, 8-26=11521628, 9-26=1152/628, 9-10=14501850 BOT CHORD 1-16=309/405,15-16=385/131,14-15=1103/1959,13-14=-993/1814,13-27=-993/1814,12-27=-993/1814,11-12=657/1199 WEBS 3-15=930/668, 5-14=-891354, 6-12=5171301, 7-12=-74/352, 8-12=-216/518, 8-11=-1252f768, 9-11=945/1725, 2-16=1913/1041, 2-15=1334/2527 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; 8=45ft; L=29ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-14 to 2-11-2, Interior(1) 2-11-2 to 13-0-0, Exterior(2)13-0-0 to 24-4-0, Interior(1) 24-4-0 to 25-6-8 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 686 lb uplift at joint 10 and 891 lb uplift at joint 16. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard •• • (CARL G. FORGES FL L1C. NO: 20699 658 S. POMPANO PKWY. PAMPANO BEACH, FL. 33069 (954d 682.6661 t M Z Job Truss Truss Type oty Ply 420 NE 91 ST 170891 A36 Common 1 1 Job Reference (optional Custom,Tnrss, Delray Beach, FL 33444 Run: m iu s Nov i 3 201 r rnnc e. i au s Nov i a zu i r Mi ex npusutes, ux:. i ue Apr cy =55-� cv i o rnyc 10-2-0 0�QID:fu8rcdH-2V§�alpXYgpyRrozTNae-VdcrBUllwa5xHbkOdlirw700WPyEFu?OxuJS3xzNYsJ 3-8-0 I 7 4 8 - 3-8-0 5.00 12 4x4 = 8 2 3x 5 4 6 1.5x4 II 3x8 1.5x4 11 = 10-2-0 10-2-0 0 N Scale = 1:33.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Ud • PLA+fES GRIR • • • 000000 TCLL 30.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.00 4-5 >999 360 • • Jt20; 244/1V 0 • • TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.01 4-5 >999 240 • • BCLL 10.0 ` Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 4 n/a n/a • • • ; • • • • • • • • • • • • BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Wmd(LL) 0.00 5 >999 240 • • •l VO: 48 lb FT = 20% • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=390/Mechanical, 4=390/Mechanical Max Horz6=-49(LC 10) Max Uplift6=179(LC 12), 4=178(LC 12) Max Grav6=395(LC 19),4=395(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=362/380, 3-4=-362/378 W • BRACING- • • • •• • • • • TOP CHORD Structural wood sheathing directly appliVexcept end verlitals. • • • • • • • BOT CHORD Rigid ceiling directly applied. • • • • • • • • • • 00000 • MiTek recommends that Stabilizers RrA required cross braci•gd>e installed duriigivi • • erection in accordance with Stabilizir"tWIgign guide. • • • • • • • •••••• NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, interior(1) 3-1-12 to 3-8-0, Exterior(2) 3-8-0 to 6-8.0 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 179 lb uplift at joint 6 and 178 lb uplift at joint 4. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CJARiL r7. FOR.BES FL, LIC. NO: 20699 555 S. PtyMPANO PMY.. PAMPANO BEACH, FL. 33069 (9'. 882-6651 SMt Job Truss Truss Type Qty Ply 420 NE 91 ST 170891 A37 Roof Special 1 1 Job Reference(optional) Custom Truss, Delray Beach, FL 33444 ch 0 Run: 8.130 5 Nov 13 201 t Print: 8.130 s my 13 201 r Mi Tek Industries, 01c. I ue Apr 24 09:55:55 20 is rage 1 I D:fuBrcdDHV6RMpXYgpyRrozTNae-zpAEMgjNhuDovlJd#4WKY5sp7S_K?aAY2?bNzNYsI 10-2-0 13-0-2 7-0-0 12-0-14 1 -6 16-1-0 18-1-0 25-1-0 7-0-03-0-14 -5-1 3-0-14 2-0-0 7-0-0 0-5-10 Scale = 1:42.6 Dead Load Defl. = 1/2 in 5x8 MIT18HS= 6x8 = 13 1. 3x8 MT20HS= y 4x4 = 4x4 = 3x6 II 3x8 = 3x4 = 3x6 II 10-2-0 10-2-0 LOADING (pso TCLL 30.0 TCDL 15.0 BCLL 10.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.80 BC 0.82 WB 0.17 Matrix -AS DEFL. Ved(LL) Ved(TL) Horz(TL) Wind(LL) in (loc) I/dell Ud -0.39 10-12 >631 360 -0.88 10-12 >282 240 0.04 9 n/a n/a 0.4610-12 >538 240 • •Pl;*S GRlfj .' � � Q 244/190 S 187/141 • • OM1118HS 244/190 ••Weight:114Ib so Fj=20% • • • • • "•' LUMBER- BRACING- •••• i •• ••••• TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly apPl". " • : • : • • • • • T2: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. ..0..0 � 00 BOT CHORD 2x4 SP M 30 MiTek recommends that Stabilizers,p{�Wred cross bracing �e installed during truss: WEBS 2x4 SP No.3'Ecept* erection, in accordance with Stabiliser InstellaWn guide. WCL3,WCR3: 2x6 SP No.2 • • • 000000 REACTIONS. (Ib/size) 13=1387/0-8-0 (min. 0-1-11),9=1387/0-8-0 (min.0-1-11) • • • : • • • 0: Max Florz 13=126(LC 10) • • • • • • • • Max Upliftl3=-756(LC 12), 9=-628(LC 12) • • • Max Gravl3=1411(LC 20), 9=1411(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1096/416, 2-20=-1425/727, 20-21=1403(729, 3-21=-1302/753, 3-4=1365/791, 4-22=1346/844, 22-23=-1346/844, 23-24=-13461844, 5-24=-1346/844, 5-6=1366/792, 6-25=1302/754, 25-26=-1403//29, 7-26=-1425/727, 7-8=-1096/416 BOT CHORD 1-13=-467/1144,12-13=-468/1212,11-12=527/1341,10-11=527/1341, 9-10=-467/1144, 8-9=-467/1144 WEBS 3-12=183/433, 5-10=264/259, 6-10=185/434, 2-13=-1100/866, 7-9=-1101/867 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GC04.18; MWFRS (directional) and C-C Exterior(2)-0-0-14 to 2-11-2, Interior(1) 2-11-2 to 9-0-0, Exterior(2) 9-0-0 to 19-1-0, Interior(1) 19-1-0 to 25-1-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 756 lb uplift at joint 13 and 628 lb uplift at joint 9. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (rat part of this component design) is always required. LOAD CASE(S) Standard CARL 0. FORBES FL LIC. NO: 20699 555 S. POMPANO PKWY. PAMPANO BEACH, trL. 23660 (9U4 682-+6651 1M! Job Truss Truss Type Qty Ply 420 NE 91 ST 170891 A38 ROOF TRUSS 1 1 Job Reference (optional) Custom Thus, Delray Qeach, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Tue Apr 24 09:55:55 2018 Page 1 ID:fu8rodDHV6RalpXYgpyRrozTNae-zpAEMgjNhuDovlJdAWtdW2yp4E_DzaAY2?bNzNYsI 10 2 8-6-8 11-0-0 14-1-0 16-6-8 l 18-0-12 22-4-0 5-0-0 3-6-8 + T 2-5-8 3-1-0 2-5-8 1-6-4 4-3-4 Scale = 1:43.6 4x6 = Dead Load Defl. = 1/8 in 3x4 = 4x6 = 3x4 = 5 6 7 8 25& 20 27 5.00 12 1.5x4 II 1.5x4 II 4 9 21 4x6 3 4x10 = `? 1.5x4 II 10 n 20 E23 1 2 1 C 1 n 19 v !I ro o f14 13 12 11 6x6 = 5x8 = 4x4 = 4x4 11 3x4 = 10-2-0 10-9-4 20 8-6-8 1-12--00 4-1-0 6-6-8 22-4-0 1-1020-4H6-4-8 { I 2-5-8 3-1-0 2-5-8 5-9-8 Plate Offsets (X,Y)— fl:Edge 0-0-121 f5.0-3-0 0-1-71 f6:0-2-0 0-2-111, f7:0-2-0,0-2-111, f8:0-3-0,01-71, f10:Edge,0-0-81, f11:Edge,0-3-81, f13:0-2-12,Edge) • ' • LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d • • •••• •••••• •••PLA S GRIP • • • TCLL 30.0 Plate Grip DOL 1.25 TC 0.99 Ved(LL) -0.29 12-13 >828 360 • MT20 244/490 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Ved(TL) -0.41 12-13 >581 240 • • • •' • • • • • • • • • • • • BCLL 10.0 ' Rep Stress Incr YES WB 0.62 Horz(TL) 0.04 19 n/a nla 000000 • • • BCDL 10.0 Cade FBC20141TP12007 Matrix -AS Wind(LL) 0.16 13-14 >999 240 • • )W4ght: 121 lb • • Fj = 20% • • • • • • LUMBER- • BRACING- •••• • •• ••••• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly agdiO owript end verticals. E1pVt: • • � • • • BOT CHORD 2x4 SP No.2'Except' 4-0-0 oc bracing: 5-8 • • • • • • • • 62: 2x6 SP No.2 • • • ' " • • • • BOT CHORD Rigid ceiling directly applied. • WEBS 2x4 SP No.3 *Except* MiTek recommends thatds that Stabilizer�arn�r�ulrad cross bracingBe installed during truss WCL3: 2x6 SP No.2 erection, in accordance with Stabilifer Installalhn guide. • • • • • • . • OTHERS 2x4 SP No.3 • • • a . REACTIONS. (lb/size) 14=1667/0-8-0 (min. 0-2-3),19=1401/0-3-0 (min. 0-1-8) • • • • • • • • • • Max Horz 14=142(LC 11) 090000 Max Upliftl4=-896(LC 12),19=648(LC 12) Max Gravl4=1867(LC 21),19=1614(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=385/163, 3-21=2330/1121, 4-21=-2243/1129, 4-5=-215711216, 5-6=-71lf782, 6-22=678f794, 7-22=-678f794, 7-8=-7201785, 8-9=-2180/1240, 9-23=2247/1144,10.23=2350/1128, 5-24=1863/631, 24-25=-1863/631, 25-26=1863/631, 26-27=1863/631, 8-27=1863/631 BOT CHORD 1-14=1081371,13-14=840/1772,12-13=960/2080,11-12=338/598 WEBS 3.14=-2317/1248, 10-12=716/1662, 2-14=2551349, 9-12=-274/311, 4-13=-85/375, 3-13=-231/530,10-19=-1709/822 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=B.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-14 to 2-11-2, Interior(1) 2-11-2 to 11-0-0, Extedor(2) 11-0.0 to 18-3-15, Interior(1) 18-3-15 to 21-10-12 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Attach ribbon block to truss with 3-10d nails applied to flat face. 5) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Ceiling dead load (5.0 psQ on member(s). 4-5, 5-6, 6-7, 7-8, 8-9, 5-8 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 12-13 9) Bearing at joint(s)19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 896 lb uplift at joint 14 and 648 lb uplift at joint 19. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112' gypsum sheetrock be applied directly to the bottom chord. 12) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 13) Warring: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 14) Attic room checked for 1-/360 deflection. LOAD CASE(S) Standard CARL G. FOR ES FL LIC. NO: 20699 555 S. POMPANO PKW` . PAMP.ANO BEACH, FL. 33069 (964) 6824661 SN2 Job Truss Truss Type Oty Ply 420 NE 91 ST 170891 A39 ROOF TRUSS 1 1 Job Reference(optional) Custom i russ, Delray Beach, FL 33444 Ruir. o. 130 5 iw v a 201 t rmn. o. W V S —V 13 20 , mi I _k i tiUS as, „Z. , ua P,: :. U. . ID:fu8rcdDHV6RalpXYgpyRrozTNae-ROkcZAkOSCLfWuupb%JRY5JxDRwjfEjOCoZ8pzNYsH 10 2 (1 b-0-0 8-6-8 12-6-8 16-6-8 19-9-6 22-4-0 5-0-0 3-6-8 4-0-0 4-0-0 3-2-14 2-6-10 4x4 = Scale = 1:44.2 Dead Load Defl. = 1/8 in 5x5 = 6 4x6 = c4 11 5.00 12 1.5x4 II P3 5 8 24 1.5x4 II 4 25 26 9 3x4 = 4x4 = 6x8 = 4x6 10 11 3 1.5x4 II 22 � 2 //5 ci 3 cb m 1 C Li N 21 Ir 0 0 1fi 15 14 13 12 6x6 = 5x8 = 3x4 = 4x6 = 3x4 II 3x4 = 10-9-4 10-2-0 440 8-6-8 102-51--311 16-6-8 22-4-0 i l 1-10-6 6-4-8 3-294 2-6-10 •aH Plate Offsets X -- 1:Ed a 0-0-12 5:0-2-14 0-0-0 8:0-1-0 0-0-3 11:0-1-8 0-3-0 15:0-2-12 Ed e - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud • • PLAWES GRID • • • • • TCLL 30.0 Plate Grip DOL 1.25 TC 0.59 Vert(L-) -0.27 14-15 >876 360 • • • V12g J 44:! • TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.42 14-15 >574 240 • •' • •' • BCLL 10.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) 0.03 21 n/a n/a ' • • • • • • • • BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Wind(L-) 0.15 15-16 >999 240 • • YVaght:127 lb • • FJ = 209/6 • • • • • LUMBER- •••• • •• ••••• BRACING- • TOP CHORD 2x4 SP M 30'Except' TOP CHORD Structural wood sheathing directly aMA:le"t end ver ionls. {-aoept: • • : • • T3,T4: 2x4 SP No.2 3-10-0 oc bracing: 5-8 • • • • 6.1 • • • • • • • BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. • B2: 2x6 SP No.2 MiTek recommends that Stabilizer and required cross bracing be installed during truss. WEBS 20 SP No.3 *Except* erection, in accordance with Stabilizer Installalon guide.: ' • • • • • • WCL3: 2x6 SP No.2 • • ; "• • • OTHERS 2x4SPNo.3 •••• �••••� •• • REACTIONS. (lb/size) 16=1679/0-8-0 (min. 0-2-3), 21=1437/0-3-0 (min. 0-1-8) • • • Max Horz 16=167(LC 12) Max Upliftl6=-841(LC 12), 21=-591(LC 12) Max Grav 16= 184 2(LC 21), 21=1608(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=363/159, 3-4=2273/971, 4-23=2094/1035, 5-23=-2029/1044, 5-6=-507/444, 6-8=517/447, 8-24=-2046/1056, 9-24=-2110/1047, 9-10=2280/981,10-11=1440/608, 5-25=2010/672, 7-25=-2010/672, 7-26=2010/672, 8-26=-2010/672 BOT CHORD 1-16=104/352, 15-16=749/1735, 14-15=849/2022, 13-14=-646/1537, 12-13=119/267 WEBS 3-15=160/486, 10-14=-259/702, 10-13=-1565/675, 11-13=-766/1827, 3-16=2278/1107, 2-16=262/342, 9-14=132/420, 4-15=-52/395, 11-21=-1629/695 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-14 to 2-11-2, Interior(1) 2-11-2 to 12-6-8, Exterior(2)10-7-1 to 15-6-8, Interior(1) 15-6-8 to 10-0-6 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Ceiling dead load (5.0 psi) on member(s). 4-5, 8-9, 0-10, 5-7, 7-8 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 14-15 8) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 841 lb uplift at joint 16 and 591 lb uplift at joint 21. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 13) Attic room checked for U360 deflection. LOAD CASE(S) Standard CARL G. FORBES FL LIC. NO. 20699 556 S. POMPANO RKYh Y.. PAMPANO BEACH, FL. 33069 (9U4 BSA- 651 sMt Job Truss Truss Type Oty Ply 420 NE 91 ST 170891 A39A ROOF TRUSS 1 1 Job Reference (optional) Custom Truss, Delray Peach, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 Z01 / Mi I eK InOustnes, Inc. I ue Apr 24 09:bb:57 2018 Page 1 ID:fu8rodDHV6RalpXYgpyRrozTNae-vCl_nWIeDVTV82T?b9gleOXdmjS51sdsX6gFzNYsG 10sa 0-08 14-0-8 IA-8-10 19-1-03-0-0 40-0 4-0-0 0-84 4-4-6 4x4 = Scale = 1:41.7 Dead Load Defl. = 1/8 in 5.00 F12 46 = 7 4x6 = 4 II 3x4 = 1.5x4 II 6 9 t.5x4 II 3x4 II 6x8 = 1.5x4 II 4x6 = 22 24 25 23 4x4 = 4x6 1 2 10 11 13 35 4 21 L IVP 12 0 EVI 1 m 1 N 19 0 18 17 16 15 14 2x4 II 4x4 = 7x6 = 3x8 = 3x8 II 10-9-4 10-2-0 3-0-0 5-4.6 14-0-8 1�1-6-tp 19.1.0 { I6-0-8� 3-0-o 2-4-6 0-8-2 8-0-0 0-8- 4-4-6 Plate Offsets (x Y)— r1:0-1-6 0.3.0j 16:0-1-00-0-31 19:0-1-0 0-0-3j r15:0-3-a 0-1-81 j16:0-2-12 0-3-01 • LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud .... ...... '••PLA=ES GRI • TCLL 30.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.26 15-16 >853 360 MT20 244/19a • • ' TCDL 15.0 Lumber DOL 1.25 BC 0.96 Veri(TL) -0.42 15-16 >535 240 see• • • • • • • BCLL 10.0 ` Rep Stress Incr YES WB 0.69 Horz(TL) 0.02 14 n/a n/a • • • • • • • . • BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Wind(LL) 0.15 16-17 >999 240 • • 41&t: 132 lb • • 1= 20% • • • • LUMBER- BRACING- •••• • •• ••••• TOP CHORD 2x4 SP No.2 pt end ver• TOP CHORD Structural wood sheathing directly appl" wwAiticals. • • • • • : • • BOT CHORD 2x4 SP No.2 *Except* •'••' • • • • • BOT CHORD Rigid ceiling directly applied. Goes* " B2: 2x6 SP No.2 MiTek recommends that Stabilizersay�r%pyirWd cross bracing pe installed during truss* WEBS 2x4 SP No.3 erection in accordance with Stabiliper Insiella0on guide. ' OTHERS 2x4 SP No.3 • • • • • •... REACTIONS. (lb/size) 14=1405/Mechanical, 20=1310/0-3-0 (min. 0-1-8) • • 0 • • • • Max Horz20=-64(LC 10) • • 00 • • •• Max Upliftl4=-604(LC 9), 20=-597(LC 8) • • • • Max Grav 14=1577(LC 20), 20=1474(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1123/544, 2-21=1076/528, 3-21=1076/528, 3-4=-813/318, 3-5=-1817/794, 5-22=-1884/946, 6-22=1820/955, 6-7=-615/477, 7-9=-632/490, 9-23=-1848/954, 10-23=1912/937, 10-11=1908/829, 11-12=1881/832, 12-14=-1579/754, 6-24=-1652/500, 8-24=1652/500, 8-25=-1652/500, 9-25=-1652/500 BOT CHORD 16-17=-557/1164,15-16=-814/1803 WEBS 1-17=786/1639, 5-16=434/368, 10-15=-330/302, 4-17=-1326/623, 2-4=-356/264, 4-16=-353/885, 12-15=-864/1867, 1-20=-1482/723 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-5-4 to 3-5-4, Intedor(1) 3-5-4 to 10-0-8, Exterior(2) B-1-1 to 13-0-8, Intedor(1)13-0-8 to 14-8-5 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Ceiling dead load (5.0 psf) on member(s). 3-5, 5-6, 9-10, 10-11, 6-8, 8-9 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 15-16 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 604 lb uplift at joint 14 and 597 lb uplift at joint 20, 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 12) Graphical pudin representation does not depict the size or the orientation of the pudin along the lop and/or bottom chord. 13) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 14) Attic room checked for U360 deflection. LOAD CASE(S) Standard CARL G. FORBES FL. LIC. NO: 20699 555 S. POMPANO PKWY. PA MPANO BrEACH, FL. 33069 (964) 69246811 SMZ Job Truss Truss Type Qty Ply 420 NE 91 ST 170891 A4 Half Hip 1 1 Job Reference (optional) Custom Truss, Delray Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. I ue Apr 24 U9:55:5/ 2u18 Page 1 10- -o ID:fu8rcdDHV6RalpXYgpyRmzTNae-vCl_nWIEDkM82T?19GYYIeVrdw7S83sdsX6gFzNYsG 4 C 9-1-6 _ 15-7-0 4-0-0 5-1-6 6-5-10 5x5 = 3x4 = Scale = 1:34.2 5x8 = 3x4 = 1.5x4 11 3x4 = 3x4 = 3x4 11 10-9-4 10-2-0 1-10-0 -2- 4-0-0 9-1-6 15-7-0 1-10-0 -4- 1-10-0 5-1-6 6-5-10 Plate Offsets (X Y)— f1:Edge 0-0-121 f5:0-1-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lld • '.9AA' S •••• GRIP •••••• • TCLL 30.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.05 6-7 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.10 6-7 >999 240 "' ; " " • • • • • • • • BCLL 10.0 ' Rep Stress Incr YES WB 0.45 Horz(TL) -0.01 14 n/a n/a • • • • • • • • • BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Wind(ILL) 0.04 7-8 >999 240 • .V4ght: 81 lb • � F1= 20% � • • • • � LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* WCL3: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=998/0-8-0 (min. 0-1-8),14=67610-3-0 (min. 0-1-8) Max Horz 9=285(LC 12) Max Uplift9=536(LC 12),14=-408(LC 9) Max Grav9=1011(LC 20),14=704(LC 17) Structural wood sheathing directly appli" tA�1t end verticals. • • • 000• • • Rigid ceiling directly applied. • • • • ' so ' • MiTek recommends that Stabilizers0�qRyjrSd cross bracing ae installed during truss: erection in accordance with StabiliRr InsIbllalfonguide. 0. • • •••••• •••••• •• • •• • • • • • • • • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-395/252, 2-15=7091219, 3-15=-662/225, 3-16=788/366, 4-16=-716/392, 4-17=-6611453,17-18=661/453, 5-18=-661/453 BOT CHORD 1-9=199/399, 7-8=465/667 WEBS 3-8= 403/375, 4-7=-243/310, 5-7=-4751668, 2-8=532/966, 2-9=-934/656, 5-14=-708/437 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=B.Opsf; BCDL=4.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-14 to 2-11-2, Interior(1) 2-11-2 to 9-1-6, Exterior(2) 9-1-6 to 13A-4 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Bearing at jolnt(s)14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 536 lb uplift at joint 9 and 408 lb uplift at joint 14. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 9) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARD. G. FORSE FL ;LfC. NO: 20699 555 S. POMPANO 'Fi{VV Y. pAMPANO BEACH, FL. 33069 (9541 682.6651 i N Y Job Truss Truss Type Oty Ply NE 91 ST 170891 A40 Roof Special 1 1 �420 Job Reference (optional Custom Truss, Delray Beach, FL 33444 nun: 8.1 su s NOV 13 201 r rnnc 8.130 s Nov w a I f run en a iuu-lub, 11 C 1= AV, — v—.,— 10 1 �JU ID:fu8rcdDHV6RalpXYgpyRrozTNae-OOrM_smG�bMmC28r 4�AcxOBzBY00sWHiCIzNYsF 12-2-0 12-6-8 2-6-0 6-3-12 9-6-8 11-1-6 11-8-13 1 14-3- 0 1 16-6-8 22-0-0 22-7-0 2-6-0 3-9-12 2-2-12 2-6-14 -7- 0-9-11 1-9-2 2-2-14 5-5-8 b 7�f Scale = 1:44.8 3x4Dead Load Deft. = 1/16 in 3x4 = 3x4 = 4x8 = 1.5x4 11 4x6 ' 6 4x6 1.5x4 11 3x4 = 6x8 = 15 14 13 12 11 1.5x4 II 3x4 = 5x8 = 5x8 = 3x4 II 10-9-4 12-2-0 1-10-0 -6- 6-3-12 8-6-8 11-1-6 14-3-10 16-6-8 22-7-0 1.10-0 8- 3-9-12 2-2-12 2-6-14 3-2-4 2-2-14 6-0-8 Plate Offsets (X Y)-- (1:Edge 0-0-12), f2:0-6-4 0-0-81 13.0-5-4 0-2-01 16 0-2-0 Edgel 110 0-1-8 0-3-01 (12 0-2-8 Edgel f13.0-2-12 Edge1 •' • • LOADING (psf) SPACING- 2-0 0 CSI. DEFL. in (loc) I/deft Ltd • • •••• •••••• • • • • PTES GRIP • TCLL 30.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.23 11-12 >999 360 M 0 24:119b• • • TCDL 15.0 Lumber DOL 1.25 BC 0.64 Ved(TL) -0.31 11-12 >772 240 000000 *too • • • • • • BCLL 10.0 ' Rep Stress Incr YES WB 0.66 Horz(TL) 0.05 21 n/a n/a • • • • • • • • • BCDL 10.0 Code FBC2014fTP12007 Matrix -AS Wind(L-) 0.15 11-12 >999 240 YVeight:1441¢ FT = 20% • • • • • • • • • • LUMBER- BRACING- • • •••• • •• ••••• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directlyapp" • iev ept end v, rical. • 04000 BOT CHORD 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied. : 00000 • �' B2: 2x4 SP No.3, 83: 2x4 SP M 30, B5: 2x6 SP No.2 MiTek recommends that Stabiliza�r�a �gq�rred cross bracinil be installed during this WEBS 2x4 SP No.3 'Except* 9 erection in accordance with StaWizer I�sTa�ation guide. • W1 1: 2x6 SP No.2 • • • • ••••:• OTHERS 20 SP No.3 '00000 REACTIONS. (lb/size) 16=1412/0-8-0 (min. 0-1-14), 21=1032I0-3-0 (min. 0-1-8) • • • •' • • • Max Horz 16=199(LC 12) • • 00.006 • • • Max Uplift16=801(LC 12), 21=612(LC 9) Max Grav 1 6= 1 566(LC 20), 21 = 1 188(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-400/282, 2-3=-881/307, 3-4=1190/554, 4-22=1173/538, 5-22=1173/538, 5-7=-564/122, 7-6=-1173/538, 8-9=-1190/553, 9-10=1190/553, 5-6=667/569, 6-7=-665/569 BOT CHORD 1-16=209/399, 2-16=1422/954,13-14=-318f/31,12-13=-538/1173 WEBS 2-14=-543/1066, 3-14=-720/391, 3-13=-613/1173,10.12=-665/1439, 4-13=-673/551, 8-12=661/530,10-21=1192/615 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf, h=25ft; B=45ft; L=2411; eave=411; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-14 to 2-7-9, Interior(1) 2-7-9 to 12-6-8, Extedor(2)12-6-8 to 13-11-5 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 801 lb uplift at joint 16 and 612 lb uplift at joint 21. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 9) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL. G. FORBES FL. LIC. NO: 20699 M S. POMPANO PKWY. PA,IIPfPANO BEACH, FL. 33069 (9") 682.6651 fMt Job Truss Truss Type Oty Ply 420 NE 91 ST 170891 �Ml ROOF TRUSS 1 1 Job Reference (optional) Customs Truss, Delray Beach, FL 33444 Run: 8.130 s Nov 132017 Print: 8.130 s Nov 132017 MITek Industries, Inc. I ue Apr 24 vu:55:58 201a rage 1 I D:fu8rodDHV6RalpXYgpyRrozTNae-OOrM_smG_pb"28stnn4zAekO8UBWcOsWHfCizNYsF 2-6--�-2-0 8-3-12 16-6-8 I 22-7-0 2-6-0 5-9-12 B-2-12 6-0-8 3x4 = Scale: 1/4"=1' Dead Load Defl. = 1/16 in 3x6 1.5x4 3x4 = 4x6 = 4x6 4x6 w 1.5x4 II 6x8 = 5.00 F12 3 4 21 6 7 9 4x10 2 2 N 1 VS V 6 6 14 N 3x4 = 6x6 — B5 MA. 5 19 13 12 11 10 1.5x4 11 5x8 = 5x8 = 2444 12-2-0 1-10-0 -6- 8-3-12 16-6-8 22-7-0 1-10-0 -8- 5 9-12- B-2-12 6-0-8 Plate Offsets (X,))— f 1:Edge 0-0-121 f2:0-3-0 0-2-01 f3:0-3-0 0-2-41(4:0.1-6 0-3-51 (6:0-1-0 0-0-31 (9:0-1-8 0-3-01 (11:0-2-12,Edgel, [12:0-2-12 Edge] 6.0 • LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud •••• •••••• • • •AAtS GRID. • TCLL 30.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.18 11-12 >999 360 � • • • MT244/ 1 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.25 11-12 >935 240 *of:** • • BCLL 10.0 * Rep Stress Incr YES WB 0.81 Horz(TL) -0.04 19 n/a n/a • • • • • • • :so**: BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Wind(LL) 0.13 10-11 >999 240 • *Weight: 139 lb Fi = 20% : • • • • � • LUMBER- •••• • •• ••••• BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly appl' C*(Tl end vertic•Is. • • • • •: • • BOT CHORD 2x4 SP No.2 *Except' • • BOT CHORD Rigid ceiling directly applied. • • • • 000 82: 2x4 SP No.3, 135: 2x6 SP No.2 `Except' MiTek recommends that StabilizersogWWr;d cross bracing installed during truss• WEBS 2x4 SP No.3 I erection in accordance with Stabiliser Inslellabn guide. W3,W5: 2x4 SP No.2, W7: 2x6 SP No.2 • • • • *sees* OTHERS 2x4 SP No.3 •••••• • • REACTIONS. (lb/size) 14=1457/0-8-0 (min. 0-1-15),19=1070/Mechanical • • • • • • • • • • • Max Horz 14=260(LC 12) • o • • 0 0 Max Upliftl4=-748(LC 12),19=650(LC 9) Max Gravl4=1658(LC 21),19=1276(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-401/280, 2-20=-1257/435, 3-20=-1109/462, 3-4=763/306, 4-21=-1136/520, 6-21=-1136/520, 6-7=-9121380, 7-9=-1122/516, 4-5=-4921392 BOT CHORD 1-14=-209/399, 2-14=1525/919,11-12=520/1136 WEBS 2-12=572/1320, 5-12=-334/327, 3-5=214/287, 8-11=-698/556, 7-8=-622/514, 9-11=-646/1448, 9-19=-1279/652 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; 8=45ft; L=2411; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-14 to 2-7-9, Interior(1) 2-7-9 to 8-3-12, Extedor(2) 8-3-12 to 12-6-11 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Ceiling dead load (5.0 psQ on member(s). 3-4, 4-6, 6-7 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 11-12 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 748 lb uplift at joint 14 and 650 lb uplift at joint 19. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) Attic room checked for 1-1360 deflection. LOAD CASE(S) Standard CARL G. FORBES FL LICN NO: 20699 555 S. POMPANO PKWY. PAlMPANO BEACH, FL. 33069 (954) 682-+6651 5 MI s Job truss Truss Type Qh Ply 420 NE 91 ST 170891 A42 Common 1 1 Job Reference (optional) UUMM I WSS, Delray MaCn, FL J3444 15-2-0 4x6 = 3 mull. O. 1J b IVVV 1JN C-Iu p. O..—.1— ,o 1v 1 rvn, cn 1'uwu—,.11. —F. —w.w.w '. - u - ID:fu8rcdDHV6RalpXYgpyRrozTNae-sbPkCCnulMSMOPalOdAjgXQUFw8F94AODk&NYSE Scale: 3/8"=1' Dead Load Defl. = 3/16 in 5 c0 I- C? C. 3x4 = 1.5x4 11 1.'Jx4 11 1.5x4 II 15-2-0 15-2-0 1-10-0 -2- 8-9-8 15-5-0 1 -9 0 17-7-0 1-10-0 -a- 6-7-8 6-7-8 -4- 1-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.63 Ved(LL) -0.15 7 >999 360 MT20 AIN � • TCDL 15.0 Lumber DOL 1.25 BC 0.83 Ved(TL) -0.34 7 >473 240 .0. • • • • • • • • • • BCLL 10.0 ` Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 6 n/a n/a • • . • • • . BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Wmd(LL) 0.15 7 >999 240 • . • .WeWhl: 65lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 "Except' W1: 2x4 SP No.3 REACTIONS. (lb/size) 9=975/0-8-0 (min. 0-1-8), 6=975/0-8-0 (min. 0-1-8) Max 1 o1=9=122(LC 10) Max Uplift9=-570(LC 12), 6=-436(LC 12) Max Grav9=996(LC 20), 6=996(LC 19) BRACING- • • • • • • • • • TOP CHORD Structural wood sheathing directly applied• • • • • • ••••••• BOT CHORD Rigid ceiling directly applied. • • • • • MiTek recommends that Stabilizers and reeqquired cross bracing be installed during ss •g erection in accordance with Stalal�zIr al ion guide• • '�• •_ • • • • • •• •• •• • •••••• • • • • •••••• FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-562/104, 2-16=741/311,16-17=719/312, 3-17=616/348, 3-18=-6161343,18-19=-719/325, 4-19=-741/307, 4-5=-562/120 BOT CHORD 1-9=120/582, 8-9=120/582, 7-8=120/582, 6-7=120/582, 5-6=-120/582 WEBS 2-9=734/670, 4-6=734/670 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat.11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2)-0-0-14 to 2-11-2. Interior(1) 2-11-2 to 8-9-8, Exterior(2) 8-9-8 to 11-9-8 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 570 lb uplift at joint 9 and 436 lb uplift at joint 6. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL 0. FORBES FL L IC. NO: 20699 655 S. POMPANO PKWY. PAMPANO SEACH, FL. 33069 (9") 682-6651 S M Z Job Truss Truss Type ay Ply 420 NE 91 ST 170891 A42A Common 1 1 Job Reference (optional) Custom Truss, Delray Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Tue Apr 24 09:55:59 2018 Page 1 15-2-o ID:fu8rcdDHV6RalpXYgpyRrozTNae-sbPkCCnul7jDNW-galOdAjtROczw5p94AODk8zNYsE 2-0-0 6-11.8 11-11-0 13-11-0 2-6-6 4-11-8 4-11-8 2-0-0 4x6 = m 1 6 3x6 11 3x6 11 3x4 = 1.5x4 11 3x4 = Scale = 1:30.3 15-2-0 2-0-0 6-11-8 11-11-0 13-11-0 15-2-0 2-0-0 4-11-8 I 4-11-8 2 LOADING(psf) SPACING- 2-0-0 CS1. DEFL in (loc) I/deb Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.08 7-8 >999 360 MT20 241/" • • TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.11 7-8 >999 240 • • • • • • • • • • • • BCLL 10.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 6 n/a n/a • • • • : • • • • BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Wind(L-) 0.07 8-9 >999 240 _ _ _ Weight: 62lb • FT = 20% • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except` EV1,EV2: 2x6 SP No.2 REACTIONS. (lb/size) 10=740/0-8-0 (min. 0-1-8), 6=740/0-8-0 (min. 0-1-8) Max Horz 10=93(LC 10) Max Uplift10=-338(LC 12), 6=-338(LC 12) Max Grav 1 0=751 (LC 19). 6=751(LC 19) BRACING- • • • • • • • • • TOP CHORD Structural wood sheathing directly appJjeg.eicept end vegiials. • • • • • BOT CHORD Rigid ceiling directly applied. • • • • • MiTek recommends that Stabilizers aV required cross t5racin-gV installed du • erection in accordance with StabiA& St2Il ion guide. • • • • • • • • • • • • • • • • • • • • • • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=772/436, 2-11=-840/567,11-12=784/571, 3-12=-771/589, 3.13=771/590,13-14=-784/571, 4-14=-840/567, 4-5=772/436,1-10=724/420, 5.6=724/420 BOT CHORD 8-9=364/709, 7-8=364/709 WEBS 1-9=-393/834, 5-7=393/836, 2-9=370/325, 4-7=-370/325 • • • • • •••••• NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=B.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2) 0-2-12 to 3.2-12, Interior(1) 3-2-12 to 6-11-8, Exterior(2) 6-11-8 to 9-11-8 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 338 lb uplift at joint 10 and 338 lb uplift at joint 6. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112' gypsum sheetrock be applied directly to the bottom chord. 7) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL C7. FQRBES FL LIC» NO: 20699 555 S. POMPANO PKWY. PAMPAt1 O REACH, FL, 33060 (SS4682.6651 sMi Job truss Truss Type Oty Ply 420 NE 91 ST 170891 A43 Common 1 1 Job Reference tional Custoln Truss, Delray j3each, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.13U S Nov 13 2U17 Mi I eK uwustnes, inc. i ue Apr 24 w56:W zuw rage i 15-2-o ID:fu8rcdDHV6RalpXYgpyRrozTNae-Knz7PXnWWOr47WCazHpFAOG2xq_bfapJJgmmHazNYsD 6-11 2---8 11-11-0 13-11-0 2-2-2 0 0 -0-0 4-11-8 4-11-8 2-0-0 4x6 = m o? 10 9 8 7 6 2x4 11 2x4 II 3x4 = 1.5x4 II 3x4 = 15-2-0 Scale = 1:29.9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Welt Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.39 Ved(LL) n/a n/a 9% MT20 JAM • TCDL 15.0 Lumber DOL 1.25 BC 0.19 Veri(TL) n/a n/a 999 • • 0000 • • • • • • BCLL 10.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 7 n/a n/a ' ' ' • • • • •�r• BCDL 10.0 Code FBC2014/TP12007 Matrix-S Weight: 62lb i 20% • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Except' EV1,EV2: 2x6 SP No.2 BRACING- • • • • • • • • • • TOP CHORD Structural wood sheathing directly a4ieg QrkO-0 oc pu% except end vertical- • • • BOT CHORD Rigid ceiling directly applied or 6-0-(#oc bracing • • • MiTek recommends that Stabilizers a required cross bracing installed du S • erection in accordance with Stabillt& 1fhslt211 motion guide00*009 .•! • • • • • • • REACTIONS. All beadrlgs 13-11-0. (lb) - Max Horz 10=93(LC 10) Max Uplift All uplift 100 lb or less at joint(s)10, 6 except 8=-143(LC 12), 9=-315(LC 12), 7=315(LC 12) Max Grav All reactions 250lb or less at joint(s)10, 6 except 8=512(LC 19), 9=537(LC 17), 7=525(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-8=387/247, 2-9=-447/431, 4-7=-447/431 • • • • •••••• •••••• • • • • • • • • • • • of NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-2-12, Intedor(1) 3-2-12 to 6-11-8, Exterior(2) 6-11-8 to 9-11-8 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 10, 6 except Qt=lb) 8=143, 9=315, 7=315. 7) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL. 0. FORBES FL LI C, NO: 20699 555 S. POMPANO PKW'Y'. PAMPANO SEACH, FL. 33069 (9-ut 662•6651 SKI Job Truss Truss Type Qty Ply 420 NE 91 ST 170891 A5 Half Hip 1 1 Job Refefence o tional Custom Truss, Delray Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print 8.130 s Nov 13 2017 Mi Tek Industries, Inc. I ue Apr 24 u8:56:00 2u1 a rage 1 1 o-2d� ID:fuBrcdDHV6RalpXYgpyRrozTNae-kra-?PXnWWOr4?WCazHpFAOGylgtXPNLJJgmmHazNYsD RR4- - 11-1-6 15-7-0 I 7-1-6 I 4-5-10 5x8 MT20HS= 3x4 = 5x8 = 17 4 Io 3x4 — 1.5x4 II 3x4 = 3x4 = 1.5x4 II 10-9-4 10-2-0 Scale = 1:40.4 Dead Load Defl. = 3/16 in LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES W * o • TCLL 30.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.14 7-8 >999 360 • M1120 244016(i • • • • • • • TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.31 7-8 >513 240 • • • AT2DHS 187/V j • • BCLL 10.0 ' Rep Stress Incr YES WB 0.41 Horz(TL) 0.02 14 n/a n/a • • BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Wind(LL) 0.21 7-8 >754 240 "':4idht: 83 Ib " "FT = 20% • • • • • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 "Except* WCL3: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=998/0-8-0 (min. 0-1-8),14=676/0-3-0 (min. 0-1-8) Max Horz9=347(LC 12) Max Uplift9=515(LC 12),14=369(LC 9) Max Grav9=1043(LC 20),14=757(LC 17) BRACING- 0000 • • • • •••••• TOP CHORD Structural wood sheathing directly affiled•,: xcL§pt end veAcale.• • • • • • • BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers a requi;d cross ding �ii�$talled duRriJ Russ' erection, in accordance with Stabil" Installation guide. • • • • • • • • • • •••••• • • • • • • • • • •••••• • • • • • •• • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=363/220, 2-15=-652(73, 3-15=604/83, 3-16=-716/258, 4-16=645/284, 4-17=-596/388, 5-17=-596/388 BOT CHORD 1-9=-171/374, 8-18=401/605, 7-18=401/605 WEBS 3-8=-457/436, 4-7=376/436, 5-7=579/880, 2-8=354/860, 2-9=882/479, 5-14=760/471 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-14 to 2-11-2, Inledor(1) 2-11-2 to 11-1-6, Exterior(2) 11-1-6 to 15-1-12 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 9=515,14=369. 9) This truss design requires that a minimum of 7/16` structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CAR.I. O. FORBES FL LIC. NO: 20699 555 S. POMPANO PKWY.. EP"AMPANO 113I1ACH, FL. 33069 sMs Job Truss Truss Type Oty Ply NE 91 ST 170891 A6 Half Hip 1 1 �420 Job Reference(optional) Custom Taw, Delray Beach, FL 33444 Run: u.1J0 s Nov a 207 rnnr. 8J30 s Nov is 20i r Mi i ek inousmes, im. i ue npi cv unao.0 i cv io raye 1 10 99��((LL ID:fu8rcdDHV6RalpXYgpyRrozTmm-ozXVcto8HkzxdgnmX?KUibDBSEDvOtuSYUVKplzNYsC 4Z1U 11-1-6 13-1-6 15-7-0 a-0-0 7-1-6 z-o-o ' 2-5-10 4x6 = 5x8 = 3x4 = 3x4 = 16 Scale = 1:39.7 Dead Load Defl. = 3/16 in 10 1fl5ke 11 3x4 = 3x4 = 1.5) W-8f4 3x4 = 1-10-0 2- 4-0-0 11-1-6 13-1-6 15-7-0 1-10-0-10-0 7-1-6 2-0-0 2-5-10 Plate Offsets (X Y)— [1 •Edge 0-0-12](6 0-1-B 0-3-0j LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES DRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.15 8-9 >999 360 • WT20 24aM%0* • • • • • • TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.33 8-9 >490 240 • • • • SCLL 10.0 ' Rep Stress Incr YES WB 0.78 Horz(TL) 0.01 16 n/a n/a • • BCDL 10.0 Code FBC2014ITP12007 Matrix -AS Wind(LL) 0.23 8-9 >708 240 • • • ;1ReTght: 91 Ib • • • • FT = 20% • • • • • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except` WCL3: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=998/0-8-0 (min. 0-1-8), 16=676/0-3-0 (min. 0-1-8) Max Horz 10=409(LC 12) Max Uplift10=-490(LC 12),16=390(LC 12) Max Grav 10=1042(LC 20),16=766(LC 17) • BRACING- 0000 • • • • • • • • • • TOP CHORD Structural wood sheathing directly 9p ftJ, az!ept end yr tlicaf • BOT CHORD Rigid ceiling directly applied. JOINTS 1 Brace at Jt(s): 11 • • • • • • • • • • • • • • • MiTek recommends that StabilizetendgAuired cross br•Ding benstalled dwiagtr6% • erection in accordance with Sta " r lWtion guide. • • • • • •••••• FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-358/220, 2-17=655/18, 3-17=-607/25, 3-18=-717/188, 4-18=-597/212, 4-5=-733/458, 5-6=-618/414 BOT CHORD 1-10=-171/368, 9-10=254/115, 9.19=-410/612, 8-19=-410/612 WEBS 3-9=452/371, 8-11=72611087, 6-11=671/1005, 2-9=283/861, 2-10=-883/431, 4-8=573/609, 6-16=-767/509 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-0-14 to 2-11-2, Interior(1) 2-11-2 to 13-1-6, Exterior(2)13-1-6 to 15-1-12 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Bearing at joint(s)16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)10=490,16=390. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CAR . G. FORBES FL LIC. NO: 20699 555 S. POMPANOPKWY.. IPAMPANO BEACH, FL. 33D69 (954} 682-6651 1112 Job Truss Truss Type Qty Ply 420 NE 91 ST 170891 A7 Roof Special 1 1 Job Reference (optional) Custom Truss, Delray Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 20l1 MI I ek Industries, Inc. I ue Apr 24 09:56:02 20i a rage i I D:fu8rodDHV6RalpXYgpyRrozTNae-G95tgDpm225c,�pli5isjFpLK?eUz7HHcn8FtLTzNYsB 10-2-0 16-10-6 7-0-0 11-0-0 15-1-8 1 -1 -01 -BB 22-6-8 25-6-4 28-2-10 33-0-0 38-7-6 41-9-0 45.1-0 49-7-0 52-1-0 7-0.0 4-0-0 4-1-6 -9- 0-102 4-10-0 2-11-12 2.8-6 4-9-6 5-7-8 3-1-14 3-3.12 4-6-0 2-6-0 011 14 Scale = 1:100.1 Dead Load Defl. = 1-1/4 in 7x8 MT20HS= 1 0x1 2 MT18HS 11 7xB MT20HS= 5.00 12 x8 MT20HS= 7 46 4x12 = 7x10 = 7x10 MT20HS % 4 5 45 8 9 10 Tr 5xl8MT18HS� T W10 W26 30 Sx8 444 1 N5-1� 48 6 4 8 12 c 2 43 3 � O o 2 27 23 9 W B 13 r� 1� 1 1 26 8x18 MT18HS= 19 7 4 0 l0 29 28 7x10 = 25 22 21 20 1Ox1 cv jN 36 35 3433 6x12 = 1716 15 4x6 = 6x6 = i8 5x10 = 6x10 = 3x4 II 4x6 = 10x18 MT20HS= 6x6 = 6x8 = 18d•0 16-10-6 12-%9L1-0 1-10-09-0-4 11-0-0 15-1-6 1 -1 -81 -88 22-6-8 25-64 28-2-10 33-0-0 38-7-6 41-9-0 49-Lo 1-10-0 6-104 1-11-1 4-1-6 -9- 0-10-2 4-10-0 2-11-12 2$-6 4-9-63-1-14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES 8111160 TCLL 30.0 Plate Grip DOL 1.25 TC 0.68 Ved(LL) -0.97 23 >582 360 • MT20 • $44"• • • • • • • TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -2.21 21 >257 240 • • • •MlTOHS 187/143 • BCLL 10.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 1.00 14 n/a n/a MT18HS • 24/f9t • • BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Wind(LL) 1.18 23 >481 240 • • •:*eight: 342I11• • • FT = 20% • • • • • • LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD T236,7: 2x4 SP M 30 BOT CHORD BOT CHORD 2x4 SP No.2 *Except* WEBS BUT 2x4 SP M 30, B5: 2x4 SP M 31, B10: 2x4 SP No.3 WEBS 2x4 SP No.2 *Except' W1,W2,W9,W14,W15,Wl6,WCL1,W23,W24,W25: 2x4 SP No.3, W3,W4,W29: 2x4 SP M 30 WCL3,W27: 2x6 SP No.2 REACTIONS. (lb/size) 14=2928/0-8-0 (min. 0-3-8), 36=2873/0-8-0 (min. 0-3-9) Max Horz 36=358(LC 11) Max Uplift14=-1317(LC 12), 36=1402(LC 12) Max Grav14=2990(LC 19), 36=2993(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=26510, 2-43=372(75, 3-43=287/101, 3-44=4564/2463, 4-44=-4477/2477, 4-5=-9640/5153, 5-6=-8801/4832, 6-45=6263/3452, 7-45=6260/3487, 7-46=6298/3520, 8-46=-6301/3488, 8-9=-9850/5407, 9-47=4718/2710,10-47=4718/2710,10-11=-4708/2710,11-48=2909/1698,12-48=3039/1655,12-13=326/267 BOT CHORD 35-36=2050/3987, 30-32=-4467/8923, 27-30=4540/9006, 26-27=-4540/9006, 24-26=5064/10003, 23-24=5064/10005,19.20=-3248/6460,12-14=-2804/1832,13-14=-191/326 WEBS 3-35=206/583, 4-35=-3836/2125, 32-35=-2904/5728, 4-32=2423/4908, 5-32=1658/3311, 6-30=1017/664, 6-26=-3587/2024, 7-26=2201/4271, 8.23=-352/307, 9-20=16321964, 9-19=-2164/1140,16-19=1609/3375, 11-19=2272/4385,11-16=-3049/1645, 12-16=-1447/2856, 3-36=-4161/2375, 2-36=-450/535, 5-30=2511436, 8-26=4848/2687,10-19=-365/322, 20-23=-3318/6603, 9.23=-2141/4195 •••••• Structural wood sheathing directly applied • • : • • • • • • Rigid ceiling directly applied. • • • • • • • • • • • 1 Row at midpt 4-35, 5-34,40 4.33, 9-19,11216, 446.3-36, 9-23 • :. • • 2Rows at113pls 8-26 •••••• •••• i •• with 2x4 SP No.3 with 2 -1Od (0.131'x3') nails and cross brace spacing of 10-&Coc.••• •••••• • • MiTek recommends that Stabilizdls and required crossbracin2q I!e installed d•rmgt•1rs• erection in accordance with StaWizer Ins Ilation uid • • • • NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=B.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=52ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-14 to 5-1-10, Intedor(1) 5-1-10 to 15-1-6, Extedor(2) 15-1-6 to 27-9-0, Interior(1) 27-9-0 to 28-2-10, Exterior(2) 41-9-4 to 46-11-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb)14=1317, 36=1402. 9) This truss design requires that a minimum of 7/16' structural woad sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) Warring: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL G. FORBES FL LIC. NO., 20699 665 S. POMPANO PKWY. PAMPANO SEACH, ILL. 33069 (964682.66:51 tots Job Truss Truss Type Qty Ply NE 91 ST 170891 A8 Roof Special 1 1 �420 Job Reference (optional) Custojn Truss, Delray.Beach, FL 33444 Run: B.130 s Nov 13 2017 Print: B.130 s Nov 13 2u1 r Mi I ex Inaustnes, inc. i ue Apr 24 09:56:03 2ul8 rage i ID:fu8rcdDHV6RalpXYgpyRrozTNae-kWlZgPpLDfszm"ynOtVa1 r7skwl?o_QNZNYsA 10-2-0 17-8-6 28-6-4 7-0-0 11-0-0 15-10-8 7-1- 1 -10 6 22-6A 26-84 -2 10 33-0-0 36-3-12 38-7-6 9-9 46-0-0 49-7-0 52-i-0 7-0-0 4-0-0 4-10A -2-1 -1-1 341-2 2-11-12 2-3-10 4-6-12 3-3-12 2-3-10 -1-1 6-2-12 4-7-0 2-8-0 0-7-2 Scale = 1:97.7 Dead Load Dell. = 1-1/16 in 5x6 11 5.00 12 7x10 MT1BHS= 7x8 MT20HS= 7xl0 MT18HS= 7x6 = 8 5x6 = 7x8 MT20HS 6 T 4 9 10 11 5 4x6 T W32 W3 47 13 4 46 1 1 6 49 4x12 = 5x8 3 4 X 9 14 ° 2 45 3 2 Io r r 15 4 29 28 10x14 MT20H = 21 0 lci L� 6 6 00 1 32 31 7x8 = 27 24 23 22 6x1 = N IN 6 38 37 36 353x6 = 5x12 = 2019 18 17 4x6 = 10x14 MT20HS= 5xl0 = 3x4 11 4x6 = 8x10 = 6x6 = 6x8 = 1044 18-10-6 28-6-4 12-3Q-1-0 0-0 226-8 25-1¢2-� 3 I 3-77-B8 39-1-9 -77-0-0 B9-0d --1171-08-8 4 1-1112 410 5 - 512 20-0 4 LOADING (psf) SPACING- 2-0 0 CS]. DEFL. in (loc) I/deft L/d PLATES •(IR" • • TCLL 30.0 Plate Grip DOL 1.25 TC 0.69 Ved(LL) -0.83 27 >687 360 0 W20 2"1" • • • • • • TCDL 15.0 Lumber DOL 1.25 BC 0.84 VeO(TL) -1.88 27 >301 240 • • IAT:)HS 187414% • • BCLL 10.0 ' Rep Stress Incr YES WB 1.00 Horz(TL) 0.77 16 n/a n/a MT18HS 244i190 • • BCDL 10.0 Code FBC2014/rP12007 Matrix -AS Wind(LL) 0.98 27 >580 240 • • • Weilht: 359 Ib• • • • FT = 20% • • • • • • LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD T1,T5: 2x4 SP M 30 BOT CHORD BOT CHORD 2x4 SP No.2 'Except* WEBS B1,87: 2x4 SP M 30, B5: 2x4 SP M 31, B10: 2x4 SP No-3 WEBS 2x4 SP No.3'Except' W3: 2x4 SP M 30, W4,Wll,W25: 2x4 SP No.2, W12: 2x4 SP M 31, WCL3,W26: 2x6 SP No.2 REACTIONS. (lb/size) 16=2933/0-8-0 (min. 0-3-9), 38=2868/0-B-0 (min. 0-3-9) Max Horz38=358(LC 11) Max Upliftl6=-1317(LC 12), 38=1402(LC 12) Max Grav 1 6=2997(LC 19), 38=2999(LC 17) Structural wood sheathing directly applied. • • • • Rigid ceiling directly applied. • • • • • • • • • • • • 1 Row at midpt 4-37, 8-28! Vl",, 4318, 3-38,12422,1-"9-28 • • e • • • with 2x4 SP No.3 with 2 -10d (0.131 VI "And crossbra Spa.Phg of 12- -0• . • • • • MiTek recommends that Stabilize. and rtequ,.d cross brat g be installed during tr sS erection, in accordance with Stabiiher Installation guide • • • • • • • FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-251/0, 245=357/84, 3-45=-271/97, 34=4581/2421, 4-46=-8955/4709, 5-46=-8881/4731, 5-6=8935/4870, 6-7=7392/4074, 7-8=-6238/3479, 8-9=6266/3503, 9-47=7807/4310,10-47=-7807/4310,10-11=-7785/4301,11-48=-540213118,12-48=-5402/3118,12-13=-4288/2376, 13-49=2220/1262,14-49=-2335/1237,14-15=338/279 BOT CHORD 37-38=-1987/3996, 30-33=350577240, 29-30=3505/7240, 28-29=-368877565, 26-28=3947/8003, 25-26=-3947/8003, 21-22=-1828/3893, 14-16=2882/1799,15-16=208015 WEBS 3-37=198/588, 4-37=3464/1869, 33-37=2693/5503, 4-33=-2110/4251, 6-29=503/973, 7-29=794/508, 8-28=2335/4389, 22-25=-2737/5593, 11-22=2599/1496,13-18=-2184/1260,14-18=-1424/2665, 3-38=-4187/2335, 2-38=443/525, 5-33=244/324,11-25=1568/3196,18-21=-1050/2182, 13-21=1022/2177,12-22=1091/2034, 6-33=-1446/2684, 7-28=2495/1414, 9-28=3218/1840, 9-25=346/182 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.0psf; h=25ft; B=45ft; L=52ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-14 to 5-1-10, Intedor(1) 5-1-10 to 17-1-6, Extedor(2) 17-1-6 to 26-2-10, Interior(1) 26-2-10 to 52-1-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, With BCDL=10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 16=1317, 38=1402. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL G. FQRBES FL LiC, NO: 20699 555 S' POMPANO PKV4 Y.. PAMPA140 BEACH, FL. 33069 (9"d 6824651 sMi Job Truss Truss Type aY Ply NE 91 ST 170891 A9 Roof Special 1 1 �420 Job Reference (optional) Custom Truss, Delray,Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Tue Apr 24 09:56:05 2018 Page 1 ID:fu8rcdDHV6RalpXYgpyRrozTNae-gknOSFrfKzUN5H4YayP2sRzgbrV6Kf32T6TXyozNYs8 10-2-0 20-10-6 24-2-10 7-0-0 11-0-0 15-10-8 17-84119.1- 22-6 5 28-6d 31-0-0 37-9-4 3 -76 45-1-0 49-7-0 52-1-0 7-0-0 4-0-0 4-10-8 1-10-0 -4-1 1-9-0 143.2 1. -3-1 3-0-0 2-5-12 6-9d 0-10-2 6-5-10 4-6-0 2-6-0 Scale = 1:97.7 Dead Load Defl. = 1 -1 /8 in 5.00 12 5x8 MT18HS= 6x6 7::� 3x6 = 7xl4 MT20HS= 5x8 = 5xl0 MT20HS WB- 7 T 47 48 949 10 TR 50 11 12 6x10 %5 46 6 T 51 413 \ W6 0 6 W1g 6 4 5x8 52j 3 7 5IIo 2 45 T 5 7 25 15 1ci19 x18 T20HS= 26 12x20 MT18HS= 21 2 0 04x8 IN = 24 23 22 53 5 O 31 30 29 28 5x10 = 19 18 17 4x6 = 20 WO= 6x8 = 5x12 = 3x4 II 4x6 — 6x6 = 6x8 = 104.0 1-10-09-0-0 1/-0-0 20-10-6 15-10.8 17-8-619-1-6 24-2-10 25-8-4 28-8-4 31 -0-0 36-7-8 12-ZQ-1-0 45-1-0 49-7-0 '/-10-0H 8-10-4 11-11-12 4.10-8 i1-10-0�4-141-9-0I 3d-5 -3-1 3-0-0 121 2 I 7-7.8 6-5-10 4-6-0 0i-0 1-10-0 Plate Offsets (X,Y)-- [1:Edge,0-0-3], [5:0-5-0,Edge], [/:0-4-0,0-1-13], [10:0-5-4,0.3-0], [11:0-4-0,0-1-13), [14:0-74,0-0-4], [15:Edge,0-0-3], [21:0-2-8,Edge], [22:0-5-0,0-1-12], [25:0-5-8,Edge], [27:0-7-8,0-3-12], [30:0-1-12,0-2-8], 132:0-2-4 0-4-51 f34:0-2-4 0-2-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud • PLATES OGWP. • • • • • • • • TCLL 30.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.85 24 >665 360 • • -MT20 244/190 • TCDL 15.0 Lumber DOL 1.25 BC 0.99 Ved(TL) -1.94 24 >292 240 MT OHS 182119 BCLL 10.0 " Rep Stress Incr YES WB 0.96 Horz(TL) 0.76 16 n/a n/a • •:"HS 0244YAO • • • • • • BCDL 10.0 Code FBC2014/rP12007 Matrix -AS Wind(LL) 0.88 24 >644 240 • • • •Vieight: 360lb . FT = 20% • LUMBER - TOP CHORD 2x4 SP M 30 "Except" T3,T4,T6: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' B1,B7: 2x4 SP M 30, B5: 2x4 SP M 31, B10: 2x4 SP No.3 WEBS 2x4 SP No.3 "Except" B2,W16,W27: 2x4 SP No.2, W304015: 2x4 SP M 30, WCL3,W26: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 16=2949/0-8-0 (min. 0-3-10), 31=2883/0-8-0 (min. 0-3-10) Max Horz 31 =326(LC 11) Max Upliftl6=-1311(LC 12), 31=1396(LC 12) Max Grav16=3090(LC 19), 31=3069(LC 17) BRACING- • • • • • TOP CHORD Structural wood sheathing directly apMi Rf' • • • • • • • • • BOT CHORD Rigid ceiling directly applied. Exce*:• • • .. • 069 • • : • • • 2-2-0 oc bracing: 26-27 WEBS 1 Row at midpt 4-30, 6-2t,10-21,1 1-22,13-18, 1!31 • 000000 with 2x4 SP No.3 with 2 -10d (0.1 1" 9111land cross bracespacing of 12-0-0 oc.. • • • • • •••••• • JOINTS 1 Brace at Jt(s): 27 • • • • • • MiTek recommends that Stabilizef5 and9eq*ed cross bracing be installed dyriai %jsi • erection in accordance with StabilizerInstall�lion uid • • • • • • • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=267/0, 2-45=378175, 3.45=-292/101, 3-4=-4714/2313, 4-5=-9893/4776, 5-46=9827/4777, 6-46=9809/4789, 6-7=7017/3509, 7-8=-6519/3345, 8-47=6817/3505, 47-48=-6817/3505, 48-49=6817/3505, 9-49=6817/3505, 9-10=-6804/3502, 10-50=-5138/2786,11-50=-5138/2786,11-12= 4395/2485,12-51=4342/2320, 13-51=-442612299,13-52=2303/1215,14-52=-2417/1191,14-15=-338/279 BOT CHORD 1-31=0/252, 30.31=1864/4080, 26.27=-4175/9268, 25-26=-3038/6906, 22-53=1743/3951, 53-54=1743/3951, 21-54=1743/3951,14-16=2997/1753,15-16=-208/346 WEBS 6-27=-1184/2785, 3-30=161/596, 4-30=3892/1880, 27-30=-2612/5870, 4-27=2266/4979, 6-26=3380/1712, 7-26=-1081/2382, 8-26=867/482, 22-25=2482/5720, 10-25=1521/3525, 10-22=-3470/1717, 11-22=798/1759, 11-21=238/389,18-21=-1004/2229,13-21=-963/2188,13-18=2197/1206, 3-31=4294/2241, 2-31=451/533, 12-21=343/415,14-18=-1396/2793, 8-25=-119/385, 9.25=-326/240 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=52ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-14 to 5-1-10, Interior(1) 5-1-10 to 19-1-6, Exterior(2) 19-1-6 to 42-11-12, Interior(1) 42-11-12 to 52-1-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at ioint(s) except (]t=lb)16=1311, 31=1396. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 101 Warnino: Additional permanent and stability bracing for truss system (not Dart of this component design) is always reouired. LOAD CASE(S) Standard +CARD. G" FORBES FL LIC. NO: 20699 555 S. POMPANO PKWY- PAl11'[PANO BEACH, I-L..33069 (954y 682-6681 $M! Job Truss Truss Type ply NE 91 ST 170891 �AG1 Monopitch Girder �Qty 2 1 �420 Job Reference (optional) Custom Truss, Delray. Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print: M AI s Nov 13 201 r Mi r ex inaustnes, inc. i ue Apr 24 09:56:05 201o rage _i 10-2-0 3-0-3 fy_VDHV6RalpXYgpyRrozTNae-gknOSFWzUN5H4YmrPOsRzzmrkgKt22T6TXyozNYsB 3-0-3 5.00 F12 2x 10;Da I I 10-2-0 Scale = 1:17.4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 3-4 >999 360 MT20 J44MMO � TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 3-4 >999 240 ++ • • • • • • • •. • BCLL 10.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a0000 + + �f= + BCDL 10.0 Code FBC2014rrPI2007 Matrix -MR Wind(LL) 0.00 3-4 >999 240 Weight: 17 to 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* EVt: 2x6 SP No.2 REACTIONS. (lb/size) 3=198/Mechanical,4=174106-3 (min. 0-1-8) Max Horz4=82(LC 8) Max Uplift3=107(LC 8), 4=12(LC 8) Max Grav3=205(LC 25), 4=175(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING- • • • • • • • TOP CHORD Structural wood sheathing directly ap�V. or 3-0-3 oc pudins, except end vertieds,e • • i BOT CHORD Rigid ceiling directly applied or 10-2oc braciig. 0 • • • + • • MiTek recommends that Stabilizers ind uired cross IracinIlIt installed ddh%Rr" • erection in accordance with Stab"r4rStIlletion guide,. • • • • • • • •• •• •• • •••••• • • • • • •••••• 6.6.9 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Wthstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=107. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 82 lb down at 1-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (00 Vert: 1-2=-90, 3-4=-20 Concentrated Loads (lb) Vert: 5=82(F) tCARL Cv. FORBES FL LIC. NO: 20699 556 S. POMPANO PK11tIdY. PAMPANO BrEACH, FL. 33069 (9") 682-6661 sMZ Job Truss Truss Type Oty Ply 420 NE 91 ST 170891 AG10 Hip Girder 1 1 Job Reference o tiona Cusbm Taus, Delray Beach, FL 33444 Run: u.1 Ju s Nov i J 201 r Print: 8. i au s Nov is 2017 Mi i ex industries, ex:. rue Apr cy rrvao:w cu i o rage i 10 2 5-4-0 9 ID:fu8rcdDHV6K@"gpyRrozTNae-9xKOgbsH5GcEjRIkKYwfPtV63F2i3JOBhmD4UEzNYs7 2-0-0 --8 2-0-0 3 7 -4-0 240I - 5.00 12 4x4 = m 10 3x4 = 2x4 11 10-2-9 4x4 = 3x4 = 2x4 11 10-2-9 Scale = 1:28.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.22 Vert(L-) -0.00 8 >999 360 MT20 ?14nto • TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 8-9 >999 240 • • • • • • • • • • • • • BCLL 10.0 ' Rep Stress Incr NO WB 0.12 Horz(TL) 0.00 7 n/a n/a • • • : • • • • • • BCDL 10.0 Code FBC2014rrP12007 Matrix -MS Wind(LL) 0.01 8-9 >999 240 _ _ _ _ Weight: 57 lb • FT = 20% • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=508/Mechanical, 7=507/Mechanical Max Horz 10=-42(LC 6) Max Upliftl0=-384(LC 8), 7=-381(LC 8) Max Grav 10=581(LC 38), 7=579(LC 38) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=279/206, 4-5=-280I206, 2-10=551/390, 5-7=-544/384 WEBS 2-9=-230/412, 5-8=-224/404 BRACING- 000000 • • • TOP CHORD Structural wood sheathing directly applied p j6-0-0 oc purWV, except end verti:al5' • • • BOT CHORD Rigid ceiling directly applied or 6-0-4 oc bracing. • • • • MiTek recommends that Stabilizers and required cross bracing be installed duringetruss • erection in accordance with StabnTiAdUldtion guide. • : • ; • • • • • •• •• M• • •••••• • • • • • •••••• NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 10=384, 7=381. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)188 lb down and 106lb up at 2-0-0, and 188lb down and 106lb up at 5-4-0 on top chord, and 45 lb down and 43 lb up at 2-0-0, and 44 lb down and 43 lb up at 3-8-0, and 45lb down and 43 lb up at 5-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) 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) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIp Vert:1-2=90, 2-3=90, 3-4=-90, 4-5=90, 5-6=90, 7-10=20 Concentrated Loads (Ib) Vert: 9=-11(F) 8=-11(F) 11=11(F) GARL G. FORBES FL LIC. NO: 20699 555 S. POMPANO PKIKY. P'AMPANO BEACH, FL. 33069 (954} 68 -56 I SUB Job Truss Truss Type Oty Ply NE 91 ST 170891 AG11 Hip Girder 1 1 �420 Job Reference o tional Cust; m Truss, Delrat: Beach, I'L 33444 Run: 8J30 s Nov 1J 2017 rnnc 8A30 s Nov 13 cv i i Mn e1. uuusurns, Mu. 1 uc ^pr Z4 Va.ou.V V age ID:fu8rcdDHV6RalpXYgpyRrozTNaed7umtxtvsak5LbgvR Ruys29nfBRongLw0yeOgzNYs6 15-2-0 7-0-0 10-7-0 17-7-0 7-0-0 3-7-0 7-0-0 4YA = 3x6 11 — II "' 3x6 11 15-2-0 15-2-0 Scale = 1:29.3 Dead Load Deft. = 1/8 in M 17 C? 0 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP • • TCLL 30.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.10 8-9 >999 360 . 14T20 2g�f��p ' • • • • • • • TCDL 15.0 Lumber DOL 1.25 BC 0.94 Ved(TL) -0.23 8-9 >699 240 • • • BCLL 10.0 ' Rep Stress Incr NO WB 0.06 Horz(TL) 0.01 7 n/a n/a • • • • • • • • BCDL 10.0 Code FBC20141TP12007 Matrix -MS Wind(LL) 0.15 8-9 >999 240 • • • !VCtht: 871b • • • • FT = 20% • • • • • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* WCL3,WCR3: 2x6 SP No.2 REACTIONS. (lb/size) 11=1113/0-8-0 (min. 0-1-8), 7=1113/0-8-0 (min. 0-1-8) Max Horz 11=-98(LC 30) Max Uplift11=-765(LC 8), 7=-634(LC 5) Max Grav 11 = 1 263(LC 39), 7=1263(LC 38) BRACING- • • • • • • TOP CHORD Structural wood sheathing directly app�ied o, 4.6-6 oc purrs.. ' . ' ' BOT CHORD Rigid ceiling directly applied or 9-6-2 dct0b&ng. • • • 00000 MiTek recommends that StabilizeltSrltl"Ored cross brecintbeinstalled dmiydr•s• erection in accordance with Stabi)j7Q[%tylation quide • • • • • •••••• FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1091/511, 2-3=1239/666, 3-18=1061/678, 4-18=1061/678, 4-5=-1238/688, 5-6=1090/509 BOT CHORD 1-11=470/1053,10-11=-471/1097, 9.10=-471/1097, 9-19=-468/1102, 8-19=-468/1102, 7-8=468/1052, 6-7=468/1052 WEBS 2-11 =543/426. 5-7=542/409 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCO=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)11=765, 7=634. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 225 lb down and 312 lb up at 7-0-0, and 165 lb down and 157 lb up at 8-9-8, and 225lb down and 312 lb up at 10-7-0 on top chord, and 240 lb down and 73 lb up at 7-0-0, and 41 lb down and 11 lb up at 8-9-8, and 240 lb down and 73lb up at 10-6-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-3=90, 3-4=90, 4-6=-90, 12-15=-20 Concentrated Loads (lb) Vert: 3=105(1`) 4=-105(F) 9=-6(F) 8=-6(F) 18=-54(F) 19=-1(F) CARS,. O. FORSES FL LIC. NO: 20699 555 S. POMPANO PKWY. PA MPANO BEACH, FL. 33069 (954) 682.6661 Sul Job Truss Truss Type Dly Ply 420 NE 91 ST 170891 AG2 Roof Special Girder 1 1 Job Reference (optional) Custom Truss, Delray Beach, FL 33444 Kun: 8.13U s Nov 13 M r rnnt: a 30 s Nov 1 u 201 r Mi i ek inausmes, Inc. I ue Hpr L4 v9.5o.v6 zv 10 raye i 10-2-o ID:fu8rcdDHV6RalpXYgpyRrozTNae-5JS84HuXdLg)y aa6Rzy7U4hRm2gBX82U93iBZ7zNYs5 2-2-0 5-0-0 -5- 8-1-4 9-5-12 12-1-12 3-1- 15-11-0 18-1-0 2-2-0 2-10-0 -5- 3-2-0 0-10-8 3-2-0 -5- 2-10-0 2-2-0 Scale: 3/8"=1' c' R 0 V 3x10 II 3x4 = 3X4 — 3x10 II 10-2-0 10-2-0 1-10-0 -2- 5-0-0 8-7-4 9-5-12 13-1-0 15-11-0 1 -3 0 18-1-0 1-10-0 -4- 2-10-0 3-7-4 0-10-8 3-7-4 2-10-0 -4- 1-10-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.28 Ved(LL) -0.04 14-15 >999 360 MT20 "49)J TCDL 15.0 Lumber DOL 1.25 BC 0.33 Ved(TL) -0.08 14-15 >999 240 000000 BCLL 10.0 ' Rep Stress Incr NO WB 0.43 Horz(TL) 0.01 13 n/a n/a i • • • • • • • • • • BCDL 10.0 Code FBC2014rTP12007 Matrix -MS Wind(L-) 0.04 14-15 >999 240 • • WA(ght:104 Ib : • -F? = 20% • • LUMBER - TOP CHORD Nit SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1.W11: 2x6 SP No.2 REACTIONS. (lb/size) 17=1016/0-8-0 (min. 0-1-10),13=1016/0.8-0 (min. 0-1-10) Max Horz 17=-120(LC 6) Max Uplift17=895(LC 8),13=-765(LC 8) Max Grav 17=1387(LC 39),13=1392(LC 38) BRACING- - TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc pudins. • 000000 BOT CHORD • Rigid ceiling directly applied or 6-0-� ac b%8rjp, Excep: • • • • • 9-4-14 oc bracing: 14-15. 6000 • • • 00000 JOINTS 1 Brace at Jt(s): 6 • • •••••• • ••• ••••• FMiTek recommends that StabilizW d f(Q red crossbrM be=nstalled djri�t%%s• erection in accordance with Stabilizer Installation guide. • •� • • • • • • - • • • • •••••• FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=13941803, 3-4=1236/769, 4-6=6231348, 6-7=615/343, 7-9=-621/347, 9-10=-1249f769, 4-5=-722/550, 5-8=-640/558, 8-9=-741/555, 10-11=-1409/804 BOT CHORD 15-24=611/1289, 24-25=61111289,14-25=611/1289 WEBS 2-17=1239/775, 3-15=2871148, 10-14=288/146,11-13=-1237/694, 2-15=-816/1434,11-14=-75311452 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 17=895,13=765. 7) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 304 lb down and 245lb up at 5-0-0, 545 lb down and 431 lb up at 9-5-12, and 138lb down and 123 Ito up at 8-7-4, and 304 lb down and 245 lb up at 13-1-0 on top chord, and 160lb down and 256 lb up at 5-0-0,178 lb down and 127 lb up at 5-4-8, 32lb down and 21 lb up at 8-7-4, 32lb down and 21 Ito up at 9-5-0, and 178 lb down and 127 lb up at 12-8-8, and 160lb down and 256lb up at 13-0-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) 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) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-3=90, 3-4=-90, 9-10=-90, 4-5=90, 5-8=-90, 8-9=90,10-12=-90,18-21=-20 Concentrated Loads (lb) Vert: 3=53(F) 10=53(F) 5=-6(F) 8=-12(F) 15=53(1`) 7=6(F) 14=-53(F) 24=-2(F) 25=-2(F) CARL. (G. FORBES FL LI{C. NO: 20899 555 S. POMPANO PKWY. PAMPANO SEACH, FL. 33069 {9sq 682-6651 fMt Job Truss Truss Type Oty Ply NE 91 ST 170891 AG3 Monopitch Girder 2 1 �420 Job Reference (optional) Custom Truss, Delra, Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 Mi i ek industries, u1c. i ue Apr zv W:ov:eo 20 18 rage r 2 ID:fu8rodDW6RaIpX16p F,%zTNar; 5JS84HuXdusyykp6Rzy7U4bO52bzXEyU93iBZ7zNYs5 31 H-0 7-0-0 3-5-9 3-6-7 2x4 II 3X4 = 5 2x4 11 3x6 1 1 o-z-o 10-2-0 Scale = 1:24.7 1-10-0 -4- 4-10-0 LOADING(pso SPACING- 2-0-0 CS1. DEFL. in floc) I/dell Lid PLATES GRIP TCLL" 30.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.07 4-5 >790 240 MT20 241NA(p • TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.09 4-5 >630 240 • • 0000 000000 BCLL 10.0 ' Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 n/a n/a • • • • ; • BCDL 10.0 Code FBC20141TP12007 Matrix -MP • • • Weight: 36 lb • • F! = 20% • LUMBER- BRACING- • • • • • • • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly agpljA% 6-0-0 oc pujligs, except end vert:" • • BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-44-0 oc bracing. • • • WEBS 2x6 SP No.2 MiT ek recommends that Stabilizers and required cross racing ru installed r�tss• erection, in accordance with Stad!M41RA23tion guide. • • 00000 REACTIONS. (lb/size) 4=677/Mechanical, 5=934/0.8-0 (min. 0-1-8) • • • • • • • • • • • • • Max Horz 5=212(LC 8) • • • • • • • • • Max Uplift4=-427(LC 8), 5=-607(LC 8) • • • • • • • • •••••• FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. • • • • • TOP CHORD 1-2=252I101 0• • • • • • WEBS 2-5=-465/434 • • • • • NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=427, 5=607. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 487 lb down and 401 lb up at 3-10-12, and 371 lb down and 196 lb up at 5-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8) 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) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=90, 4-6=20 Concentrated Loads (lb) Vert: 9=487(13) 10=-371(B) CARL G. FORBES FL €.,tC, NO: 20699 555 S. POMPANO PKWY. PACu'fPANO ©F—ACH, FL. 83069 (954J 682.6661 sMZ Job Truss Truss Type Oty Ply NE 91 ST 170891 AG4 Roof Special Girder 1 1 �420 Job Reference (optional) Custom Thus, Delray Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Tue Apr 24 09:56:09 2018 Page 1 10-2-o ID:fu8rodDHV6RalpXYgpyRrozTNae-ZWOWIcuA06_oauOJlgUM1B17UOSvAGTBeOjPJ5ZzNYs4 2-2-0 7-0-0 8-9-4 10-0-14 12-6-8 15-0-2 16-3-12 18-1-0 22-11-0 25-1-0 2-2-0 4-10-0 1-9-4 1-3-10 2-5-10 2-5-10 1-3-10 1-9-4 4-10-0 2-2-0 Scale = 1:43.0 Dead Load Deft. = 3/16 in 1.5x4 = AvA - 1 1,Y4 II . ... i, 3x4 = 3x10 11 5x14 = 6x6 = 5xa nn r zurya= 6x6 = 5x14 = 3x10 11 — — 10-2-0 10-2-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lid PLATES GRIF• � � TCLL 30.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.13 11-13 >999 360 • WT20 9404T • • • • .. TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.29 11-13 >864 240 • • M'VOHS 187/.143 • BCLL 10.0 ' Rep Stress Incr NO WB 0.95 Horz(TL) 0.04 9 n/a nla • • BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) 0.18 11-13 >999 240 • • • T48ght: 149IS • • • FT = 20% • • • • • • LUMBER- BRACING- • • • • • • TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly oppli4orr 3,11-11 oc;uIrlias. twept: • T2: 2x4 SP M 30 3-2-0 oc bracing: 4-5 • • • • • • • 00000 BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1 6%4"io©. • • • • • • : • • • WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizgts an(jrqAwred cross "n b nstalled cWripgtilis, W1,W12: 2x6 SP No.2 erection in accordance with Stabilizer Installation guide. • •r••0 • REACTIONS. (lb/size) 15=2214/0-8-0 (min. 0-2-12), 9=2214/0-8-0 (min. 0-2-12) : • : ••••••• • • • • . • Max Horz 15= (L 7) • Max UMM15=1426(LC 8), 9=1327(LC 5) i • • • . • • Max Grav 15=2324(LC 39), 9=2324(LC 38) • • • • • • • • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3095/1818, 3-4=3523/2182, 4-25=3523/2182, 5-25=-3523/2182, 5-6=3523/2182, 6-7=3095/1844 BOT CHORD 14-15=161/303,13-14=1542/2819,12-13=-2013/3552,11-12=-201313552,10-11=1550/2760 WEBS 2.15=2026/1329, 2-14=-1582/2638, 3-14=-558/309, 6-11=-976/1691, 6-10=-558/308, 7-10=1589/2638, 7-9=2026/1278, 5.11=-6421470, 4-13=642/462, 3-13=98511691 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (&second gust) Vasd=136mph; TCDL=B.Opsf; BCDL=4.Opsf; h=25ft; 8=45ft; L=25ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 15=1426, 9=1327. 8) Graphical pudin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 226 lb down and 346lb up at 7-0-0, and 226 lb down and 346lb up at 18-1-0 on top chord, and 327 lb down and 144 lb up at 7-0-0, 657 lb down and 447lb up at 8-9-4, and 657lb down and 447 lb up at 16-3-4, and 327 lb down and 144 lb up at 18-0-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-3=90, 3-6=90, 6-8=-90,19-22=-20 Concentrated Loads (lb) Vert: 3=155(8) 6=155(B) 14=-14(B) 11=657(B) 10=-14(B) 13=-657(B) CARS,. G. FORBES FL ! IC. NO: 20699 5555 S. POMPANO P.KWY_ PAMPANO armACH, FL. 33069 (9") 6824681 sM! Job Truss Truss Type oty Ply NE 91 ST 170891 AG5 ROOF TRUSS 1 1 �420 Job Reference (optional) Custom Truss, Delriv Beach, FL 33444 stun: 8.130 s NOV 13 2ui r rmnr a.iou s Nov is 20i r Mi i ex inausules, ❑w. 1 ue Apr cy vv:w: iv cv io raye i ID:fu8rcdDHV6RalpXYgpyRrozTNae-I lavVyvo9V6fC2zV;TPZVgeasCl?yjrx:NBld?zNYs3 10-2-o 1-0-11 6-0-8 10-0-8 12-11-9 14-0-8 15-10.10 20-1.0 1-0-11 4-11-13 4-0-0 2-11-1 1-0-15 1-10-2 4.2-6 4x4 = Scale = 1:40.1 Dead Load Defl. = 3/16 in 5x5 = 5 4x6 = 5.00 F12 4 7 1.5x4 11 1.5x4 11 3x4 = 3 1.5x4 11 8 4x4 5x10 = = g 10 x5 = TA 3x4 II L 1 a 11 V r 8 2 0 CO c) V 17 �o 14 13 12 11 15 g _ 5x8 = 6x6 = 4x6 = 3x4 II 10-2 10-9-4 10-9-4 1-0-11 6-0-8 10-0-8 14-0-8 15-10-10 20-1-0 1-0-11 4.11-13 4-0-0 4-0-0 1-10-2 4-2-6 Plate Offsets (X Y)-- f4:0-2-14 0-0-01 f7:0-1-0 0-0-31 f10.0.38 0-3-01 f 13.0-3-0 0-4-0) (14.0-2-12 Edgel (15:0-1-12 0-3-01 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in floc) I/defi L/d PLATES 61lI10• TCLL 30.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.27 14-15 >865 360 • UT20 • gV149p0 . • • • • • TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.47 14-15 >500 240 0.6 • • BCLL 10.0 ' Rep Stress Incr NO WB 0.80 Horz(TL) 0.03 17 n/a n/a • ; • • • • • BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) 0.24 14-15 >991 240 'WAght:124 Ib • • • FT = 20% • • • • • • LUMBER- BRACING- • • • • • • TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly jp$I1VoT j-&5 oc puDi% ext'egt end verticals. Excot: T233: 2x4 SP M 30 3-6-0 oc bracing: 4-7 • • • • • • • 00000 BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-2-Q WPr@Vg, Except-, ... • • • • • 82: 2x6 SP M 26 6-1-13 oc bracing: 14-15. • • • • • WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing Winstalled unng troy, EV1: 2x6 SP No.2 erection in accordance with SlatliibtlVdIttion guide. • • OTHERS 2x4 SP No.3 • . . . 966000 REACTIONS. (lb/size) 15=2999/Mechanical,17=1474/0-3-0 (min. 0-1-8) • • • • • • • • Max Horz 15=113(LC 25) • • • • • • • • Max Uplift15=1556(LC 8),17= 630(LC 8) • .. • . • Max Grav15=3241(LC 2),17=1628(LC 32) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=308/383, 2-3=2405/895, 3-4=2199/961, 4-5=386/490, 5-7=-390/499, 7-8=-2201/962, 8-9=2425/935, 9-10=-1895f712, 4-6=2234/814, 6-7=2234/814 BOT CHORD 14-15=811/1518,13-14=822/2129,12-13=745/1975 WEBS 2-15=-3284/1557, 2-14=663/1507, 3-14=-124/343, 9-12=-1670/667,10-12=-797/2151, 8-13=0/649, 9-13=280/573, 10-17=-1641/636 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf, BCDL=4.Opsf; h=25fl; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Ceiling dead load (5.0 psf) on member(s). 2-3, 3-4. 7-8. 8-9, 4-6, 6-7 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 13-14 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s)17 considers parallel to grain value using ANSI/rP11 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)15=1556,17=630. 11) Graphical pur in representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 487 lb down and 457 lb up at 0-7-1, and 1373 lb down and 883 lb up at 1-0-11 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 14) Attic room checked for U360 defiecfion. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-2=-90, 2-4=100, 4-5=-90, 5-7=-150, 7-9=-100, 9-10=-90, 11-15=-20, 4-6=-100, 6-7=-160 Concentrated Loads (lb) Vert: 2=119718=406 CARD G. FORBES FL LIC, NO: 20699 655 S. POMPANO PKVVY. PAMPANO BEACH, FL. 33069 (954y 682-6651 sMi Job Truss Truss Type Qty Ply 420 NE 91 ST 170891 AG6 ROOF TRUSS 1 1 Job Reference (optional) Curjom Truss, Delray Beach, FL 33444 stun: a. rx1 s Nov i3 201 r Print: 8.130 s Nov 1e 201 r Mi r ex umusmes, inc. i ue Apr tv ca:Z)o. i 1 2018 rage i 1 4--2-1ID:fu8rcdDH6R-aipXYgpyRrozTNaae-Vu8HjlwovcApCXh65Wg6iDgHGdQkOvwrlwr9SzNYs2 1-6 12-6-8 -11-10 ---22-7-086-8 9-14 -5-2 -5-2 06625080 3-7-0I 2-6-0 11 -9-12 2 0-6 3 Scale = 1:51:5 4x4 — Dead Load Defl. = 1/8 in 4x6 = 4x6 = _ 3x6 II 7 1.5x4 11 3x4 = 21 20 18 17 16 15 14 1.5x4 11 1.5x4 11 5x10 = 12-2-0 7x6 = 4x6 = 2x4 II 10-9-4 0 LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 10.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.77 BC 0.68 WB 0.87 Matrix -MS DEFL. in (loc) I/dell L/d Vert(LL) -0.23 17 >999 360 Vert(TL) -0.38 16-17 >636 240 Horz(TL) -0.08 27 n/a n/a Wind(LL) 0.17 17-18 >999 240 PLATES IrAw• . 44T20 ' �1404)' • • • • • • • • " ' ;'" • • • • • 114ight:161 16 • • • FT = 20% **go** LUMBER- BRACING- 000000 TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directlyp$lll;d A �4-15 oc lt%s, Acgpt end veRicals. Exfpt: T3,T4: 2x4 SP M 30 3-9-0 oc bracing: 6-9 0660 • • . • • • • • BOT CHORD 2x4 SP No.2 'Except' • BOT CHORD Rigid ceiling directly applied or 10-kg a"ng, Except, • : B1: 2x6 SP No.2, B4: 2x6 SP M 26 • 0 0 • 6-0-0 oc bracing:1-22. • a • • • WEBS 2x4 SP No.3 *Except' 6-0.0 oc bracing:19-22 WCL3: 2x6 SP No.2 MiTek recommends that Stabiliz r ired cross bracirll be installed during ttuis OTHERS 2x4 SP No.3 erection, in accordance with Stabilizer Installation guide. • • • • • • • REACTIONS. (lb/size) 22=22645-8-0 (min. 0-2-14), 27=1463/0-3-0 (min. 0-1-8) .0. ' 0 • • Max Horz 22=1 37(LC 8) • • • • • • • • Max Uplift22=-1214(LC 8), 27=-676(LC 5) • •' •' Max Grav22=2426(LC 33), 27=1631(LC 32) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2121/840, 3-4=2010/811, 4-5=733/412, 4-6=-2199/869, 6-7=-475/408, 7-9=486/400, 9-10=2218/874, 10-11=-979/344,10-12=-1282/494, 12-13=1284/512, 6-8=2117/607, 8-9=2117/607 BOT CHORD 16-17=799/2140, 15-16=515/1291 WEBS 2-5=860/2113, 3-5=244/661, 5.17=895/2359,11-16=470/1289,11-15=-1582/607,13-15=711/1809, 2-22=1792/817, 4-17=-862/495, 10-16=606/367.13-27=1637/679 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pording. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Ceiling dead load (5.0 psf) on member(s). 3-4, 4-6, 9-10, 6-8, 8-9 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 16-17 8) Bearing at joint(s) 27 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 22=1214, 27=676. 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 590lb down and 417lb up at 3.5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 13) Attic room checked for L/360 deflection. 14) 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) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-3=90, 3-4=-100, 4-6=-100, 6-7=-90, 7-9=-150, 9-10=-100,10-13=-90,19-24=-20,14-21=-20, 6-8=-100, 8-9=-160 CARL G. FORBES Concentrated Loads (lb) FL. Vert:28=-565(B) 20699 555 S. POMPANO PKWY. PAMPANO 13EACH, FL. 33060 sM! Job Truss Truss Type Oty Ply NE 91 ST 170891 AG7 Hip Girder 1 1 �420 Job Reference o Gonal Custom Truss, Delra j Beach, FL 33444 Run. o. i av s rvov I. co i i rum. o. i ov a �.v. ,., c� „ ,•„ . �� „ti��.„�„ „�. ^r ,- �- . I D:fu8rcdDHV6RdpXYgpyRrozTNae-z5ifmx2h6MNRM6ugpl3fW?IguiTj4§*hgPiuzNYs 1 10-7A07-5 7-0-0 9-0-0 14-5-15 19-10-1 25-4-0 29.2-12 4-7-5 2-4-11 2-6-0 5-5-15 5-4-3 5-5-15 3-10-12 Scale = 1:49.7 Dead Load Deft. = 1/4 in 5xl0 MT20HS= 3x4 = 7xB = 3x4 = 5x8 M 120F15= 5x5 = 5x6 = 3x8 I I 3x4 = 10-2-0 4x10 = 10-2-0 LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 10.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Cade FBC2014ITP12007 CSI. TC 0.79 BC 0.98 WB 0.93 Matrix -MS DEFL. in (loc) Ildeft Ud Vert(L-) -0.20 11-13 >999 360 Vert(TL) -0.45 11-13 >719 240 Horz(TL) 0.11 9 n/a n/a Wind(L-) 0.29 13 >999 240 PLATES "We • j4T20 • •?J4j1T* 000000 • • M920HS 187/143 • • • • : • • • • • • • • : 4VEight:188 ke • • FT = 20% ***a** LUMBER- TOP CHORD 2x4 SP No.2 *Except` BRACING- • • • • • • • TOP CHORD Structural wood sheathing directlyappliea on-5-9 oc p:IitS eAVt end veria• is. • T2,T4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-4-?" tlrAbing. • • • 00000 BOT CHORD 2x6 SP No.2 • WEBS 1 Row at midpt 3-15, 7419 • • • • • 600 00000 WEBS 2x4 SP No.3 *Except` with 2x4 SP No.3 with 2 -10d (0.1" A*jn ft and cros+J brace spacing of 12-0-0 oc. W4,W6,W8,WCR2: 2x4 SP No.2, WCL3,EV2: 2x6 SP No.2 • • •• • ••••• • MiTek recommends that Stabilizers ngre4 ired cross bracil g be installed during %s erection, in accordance with StaRlizer InstaTiation guide'. • • • • • • • REACTIONS. (lb/size) 15=2905/0-8-0 (min. 0-3-8), 9=2954/0-8-0 (min. 0-3-9) • • • • • Max Horz 15=167(LC 25) • • • • i • • • i • • • • Max Uplift15=1762(LC 8), 9=1762(LC 8) • • • Max Gravl5=2971(LC 32), 9=3031(LC 31) • • • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=352/146, 2-3=-488/274, 3-4=4489/2649, 4-19=-535913194, 19-20=-5359/3194, 20-21=5359/3194, 5-21=5359/3194, 5-22=5359/3194, 22-23=5359/3194, 23-24=535913194, 24-25=5359/3194, 6-25=-5359/3194, 6-26=-4899/2922, 26-27=4899/2922, 27-28=4899/2922, 7-28=4899/2922, 7-8=3061/1809, 8-9=2967/1754 BOT CHORD 1-15=1321361, 14-15=2221/3855, 14-29=236314167, 29-30=-2363/4167, 13-30=-2363/4167,13-31=2867/4952, 12-31=-2867/4952, 12-32=-2867/4952, 32-33=2867/4952,11-33=2867/4952,11-34=-1584/2741, 34-35=-1584/2741, 10-35=1584/2741 WEBS 3-15=4109/2404, 3-14= 486/674, 4-14=131/299, 4-13=-889/1625, 5-13=-9671760, 6-13=294/543, 6-11=1318/981, 7-11=1527/2669, 7-10=-1207/824,2-15=-510/399,8-10=1869/3201 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=4511; L=29ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0t=1b) 15=1762, 9=1762. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 329lb down and 473 lb up at 9-0-0, 174 lb down and 252lb up at 11-0-12 , 1741b down and 252 Ib up at 13-0-12, 174 lb down and 252lb up at 15.0-12, 174 lb down and 252 lb up at 17-3-4, 174 lb down and 252lb up at 19-3-4, 174lb down and 252lb up at 21-3-4, and 174 lb down and 252lb up at 23-3-4, and 329lb down and 473 lb up at 25.4-0 on top chord, and 440lb down and 251 lb up at 9-0-0, 77 lb down at 11-0-12, 77 lb down at 13-0-12, 77 lb down at 15-0-12, 77 lb down at 17-3-4, 771b down at 19-3-4, 77 Ib down at 21-3-4, and 771b down at 23.3.4, and 440lb down and 251 Ib up at 2534 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) 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) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-4=90, 4-7=90, 7-8=90, 9-16=-20 CARS. G. FOR$ES Concentrated Loads (lb) FL LIC. NO, 20899 Vert:4=258(F) 7=258(F)14=296(F)10=-296(F)19=174(1`) 21=-174(F) 22=-174(F) 24=-174(F) 25=-174(F) 26=174(F) 27=-174(F) 29=48(F) 30=48(F) 31=-48(555'i. POMPANO Pik. 32=48(F) 33=48(F) 34=48(n 35=-48(F) PAMPANO BEACH, FL. =150 (9 ) 682.6651 f M I Job Truss Truss Type Oty Ply 420 NE 91 ST 170891 AG8 Flat Girder 1 Job Reference (optional) Cu,4om Truss, Delray Beach, FL 33444 nun: n. isu s now a cv 11 rmir. o. ww a rvur w <o! „" " v, — "" ' �' 10-2-0 ID:fuBrcdDHV6RalpXYgpyRrozTNae-RHF18_xgSQUE3Wh4EWYIB71Bbt?&-WILPyEKzNYsO 4-3-0 7-10-12 11-6-8 15-2-4 18-10-0 22-5-12 26-8-12 4-3-0 3-7-12 3-7-12 3-7.12 3-7-12 3-7-12 4-3-0 Scale: 1/4"=1' Dead Load Defl. = 5/8 in 10x1 MTIBHS= 6x 0 = I 6x6 2x4 II I 7x MT20HS— 5 5 = L 7x8 = 6x16 MT18HS= 17 21 in 3 4 1 24 � 5 � 7! _ � � 29 8 10 13 V 1 11 11 16 15 14 13 12 11 10 9 4x12 = 7x12 MTIBHS= 10x12 MT20HS= 4x12 = 5x5 = 12x16 MT20HS= 7x12 MT18HS= 8x8 = 10-2-0 10-2-0 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/defl Ud PLATES 166169 TCLL 30.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.50 12-13 >624 360 • UT20 •9WTO 000000 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.13 12-13 >278 240 • • Mi20HS 187/143 • BCLL 10.0 ' Rep Stress Incr NO WB 0.81 Horz(TL) 0.15 9 n/a n/a • • MT18HS 2,4n9b• • • BCDL 10.0 Code FBC2014/iP12007 Matrix -MS Wtnd(LL) 0.61 12-13 >514 240 • • • • Woight: 62416 • • • FT = 20% • • • • • • LUMBER - TOP CHORD 2x6 SP M 26 BOT CHORD 2x8 SP DSS WEBS 2x4 SP No.3 *Except* EV1,EV2: 2x8 SP DSS, W1,W12: 2x4 SP M 31, W3,W5,W709011: 2x4 SP M 30 BRACING- • • • • • • TOP CHORD Structural wood sheathing directly ,ppl�e' & 4-5-9 oc pt:iRs• except end verltals. • BOT CHORD Rigid ceiling directly applied or 8-6-1108AAcing. • • • • • • • • • • •••••• • ••• ••••• • • • • • REACTIONS. (lb/size) 9=14080/0.8-0 (min. 0-1-8),16=16046/Mechanical • • • • Max Uplift9=6417(LC 5), 16=-7513(LC 4) • • • • Max Grav9=14509(LC 2), 16=16465(LC 2) • • • • • • • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. • • • • • • TOP CHORD 1-16=15643/7179,1-17=-23438/10737,17-18=-23438/10737, 2-18=-23438/10737, 2-19=-37376/17056,19-20=-37376/17056, 3-20=-37376/17056, 000000 3-21=-44648/20071, 21-22=-44648/20071, 4-22=-44648/20071, 4-23=44648/20071, 23-24=44648/20071, 24-25=44648/20071, 5-25=44648/20071, 5-26=-44894/20043,6-26=-44894/20043,6-27=37602/16691,7-27=-37602/16691,7-28=-23803/10515,28-29=23803/10515,8-29=-23803/10515, 8-9=13680/6093 BOT CHORD 15-16=624/1375,14-15=-10737/23438, 13-14=-17317/37938,12-13=-20167/45149,11-12=-16951/38169,10-11=10515/23803, 9-10=637/1443 WEBS 1-15=-11498/25084, 2-15=-12529/5833, 2-14=-7402/16328, 3-14=-8247/3840, 3-13=3299/7775, 4-13=3798/1768, 5-13=-587/182, 5-12=-3806/1857, 6-12=3673/7804,6-11=-8328/3809,7-11=7235/16165,8-10=-11230Y25421,7-10=-12670/5688 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"0") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-0-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -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 distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=B.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=27ft; eave=4ft; Cat. 11; Exp C; Encl., GCO=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide metal plate or equivalent at bearing(s) 16 to support reaction shown. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except at=lb) 9=6417, 16=7513. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2437 lb down and 1234 lb up at 0-3-10, 213l lb down and 1008 lb up at 2-6.12, 2143lb down and 1008 lb up at 4-6-12, 2268 lb down and 1348 lb up at 6-6-12, 2056 lb down and 996lb up at 8-6-12, 2087lb down and 1019 lb up at 10-6-12, 2087 lb down and 1025lb up at 12-6-12, 2093 lb down and 1023 lb up at 14-6-12, 21231b down and 1006lb up at 16-6-12, 2183 lb down and 1023 lb up at 18-6-12, 2166 lb down and 996lb up at 20-6-12, and 2160 lb down and 995 lb up at 22-6-12, and 2178 lb down and 1008 lb up at 24-6-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. • CARL G. FORBES LOADCASE(S) Standard FL LIC., NO* 20699 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) 555 S. POMPANO PKlAWY. Vert:1-8=90, 9-16=-20 PAMPANO BEACH, FL 33069 {spay �f32�6a1 Continued on page 2 f M 31 Job Truss Truss Type Qty Ply 420 NE 91 ST 170891 AG8 Flat Girder 1 Job Reference (optional) custom r russ, ueiry tfeacn, rL &aaaa RUI I. a. IJUJ Ivuv IJ CV II rl11 IL. u. 1JUD IJ cull rvu lcn luuuaulca u1. �--F' c�vr. w.�v .....v -.y- ID:fu8rcdDHV6RaIpXYgpyR ,'.: Nae-RHF18_xgSQUE3Wh4EWYIB71Bb3EsCJQDILPyEKzNYsO LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 1=2276 6=2101 7=2066 18=-2061 19=-206120=-2268 21=-2034 22=-2066 23=-2066 25=-2069 26=-2086 27=-2062 28=-2035 • • •••• •••••• •••••• •••• •••••• • •••• • •• ••••• •••••• • ••• ••••• •• •s w• • •••••• • CAR G. FORBES FL. LIC. NO, 20699 555 S. POMPANO PKWYH PIS MP>A4NO BEACH, FL.. 33069 j9U• 682.6681 i M 31 Job Truss Truss Type City Ply 420 NE 91 ST 170891 AG9 Hip Girder 1 Job Reference (optional) Custom Truss, Delray, Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek industries, Inc. Tue Apr 24 09:56:18 2018 Page 1 ID:fu8rcdDHV6RalpXYgpyRrozTNae-oE3wBh?pHy6X9Ha1138TM-04_zsbJySd7juYzNYrx 72-2-0 7-0-0 I 12-11-10 18-11-3 24-1043 1 30-1 o-6 �1-0- 36-10-0 40-2-11 4 --fb"0 7-0-0 5-11-10 5-11-10 5-11-10 5-11-10 0-10- 2 5-0-13 3-4-11 3-7-5 c%f 0 Scale = 1:74.4 Dead Load Deft = 1/2 in 1.5x4 11 21 20 39 40 19 41 18 42 17 43 44 16 45 15 46 14 47 48 13 12 4x6 = 3x10 II 12-2-0 5x5 = 4x6 = 5x8 = 4x4 = 4x8 = 5x8 = 4x6 = 5x5 = 3x10 II 4x6 = 12-2-0 43-10-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 10.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.87 BC 0.81 WB 0.70 Matdx-MS DEFL. in (loc) I/deft L/d Vert(LL) -0.42 16-17 >999 360 Ved(TL) -0.94 16-17 >502 240 Horz(TL) 0.11 12 n/a n/a Wind(LL) 0.67 16-17 >704 240 PLATES C39W • MT20 • 244/1900 • RA120HS IM ""�' • • • 0000 • • • • •Weight: 51514 . ; . FT = 20% . • • . ; LUMBER- BRACING- • • • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly imll". • • • • ' ' • • BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-Oprat"in g. : • • 000410 WEBS 2x4 SP No.3 *Except* 000000 • 000 • • : • • • WCL3,WCR3: 2x6 SP No.2 • • •• •• • • • •• • •••••• REACTIONS. (lb/size) 21=2919/1-0-0 (min. 0-1-14),12=2920/1-0.0 (min. 0-1-14) • • • • • • • •' Max Horz21=-129(LC 6) Max Uplift21=1953(LC 8),12=-1823(LC 8) • • 000000 • •"' Max Grav21=3192(LC 39), 12=3193(LC 38) • • • • • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. •• • •• • 000000 • • TOP CHORD 2-3=4458/2613, 3-28=-7499/4612, 28-29=7499/4612, 29-30=-7499/4612, 4-30=-7499/4612, 4-31=-9200/5665, 31-32=-9200/5665, 5-32=-9200/5665, 5-33=9175/5658, 6-33=9175/5658, 6-7=9175/5658, 7-34=9175/5658, 34-35=-9175/5658, 8-35=9175/5658, 8-36=7508/4640, 36-37=-7508/4640, 37-38=7508/4640, 9-38=7508/4640, 9-10=-4457/2653 BOT CHORD 2G-21=178/253, 20-39=2220/4084, 39-40=-2220/4084,19-40=-2220/4084,19-41=4392t7554,18-41=-4392(/554,18-42=4392f7554, 17-42=-439277554,17-43=-544579243, 43-44=5445/9243,16-44=-5445/9243,16-45=4420I7504,15-45=-4420/7504,15-46=-4420(75G4, 14-46=-442017504,14-47-2258/4003,47-48=2258/4003,13-48=-2258/4003 WEBS 2-20=2396/4078, 3-20=-751/556, 3-19=2440/3956, 4-19=-1565/1140, 4-17=-1184/1941, 5-17=682/554, 7-16=688/558, 8.16=1144/1904, 8.14=1553/1124, 9-14=-2429/3967, 9-13=-755/537,10-13=-2327/4077, 2-21=-2950/1836,10-12=2948/1783 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered 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 distribute only bads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=44ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Gpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 21=1953,12=1823. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 225lb down and 326 lb up at 7-0-0,143 lb down and 157 lb up at 9-0-12 ,1431b down and 1571b up at 11-0-12,142 lb down and 157 lb up at 13-0-12,142lb down and 157 lb up at 15-0-12,142lb down and 157 lb up at 17-0-12,142lb down and 1571b up at 19-0-12,142 lb down and 157 lb up at 21-0-12,142lb down and 157 lb up at 22-9-4,142 lb down and 157 lb up at 24-9-4,142lb down and 157 lb up at 26-9-4,142 lb down and 157 lb up at 28-9-4,1421b down and 157 lb up at 30-9-4,143 lb down and 157 lb up at 32-9-4, and 143 Ib down and 1571b up at 34-9-4, and 225 Ib down and 3261b up at 36-10-0 on top chord, and 2301b down and 731b up at 7-0-0, 41 Ib down and l l Ib up at 9-0-12, 411b down and 11 Ib up at 11-0-12, 41 lb down and 11 lb up at 13-0-12, 411b down and l l Ib up at 15.0-12, 411b down and 11 Ib up at 17-0-12, 41 lb down and 11 lb up at 19-0-12, 411b down and 111b up at 21-0-12, 411b down and 111b up at 22-9-4, 411b down and 11 Ib up at 24-9-4, 411b down and 111b up at 26-9-4, 411b down and 11 Ib up at 28-9-4, 411b down and 11 Ib up at CAR G. FORBES 30-9-4, 41 lb down and 11 lb up at 32-0-4, and 41 lb down and 11 lb up at 34-9-4, and 230lb down and 73 lb up at 36-9-4 on bottom chord. The design/selection of suct ,y R � connection devices) is the responsibility of others. FL 11) Warning: Additional permanent and stability tracing for truss system (not part of this component design) is always required. 656 S. POMPANt3 P KWY. LOAD CASE(S) Standard PAMPANO BEACH' FL. 33069 �s�ty 682.5G'�1 t M ! Continued on page 2 Job Truss Truss Type QA Ply NE 91 ST 170891 AG9 Hip Girder 1 �420 Job Reference (optional)_ Custom Truss, Delrav Beach, f [- 33W Kun:o. I au s Nov W Lu IJ r0m 0. 1aVS NVv I LV II=I CR IINVJIIICJ, IIb. IVG1P.—W.W.IU V-raycc ID:fu8rcdDHV6RalpXYgpyRrozTNae-oE3wBh?pHy6X9Ha1138TuB?Oy4_zsbJySd7juYzNYnc LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=90, 3-9=90, 9-11=90, 22-25=-20 Concentrated Loads (lb) Vert: 3=106(8) 6=-54(B) 9=106(13) 20=-13(B) 19=-1(B) 4=54(8) 17=1(1]1) 5=-54(B) 7=54(B)16=-1(B) 8=54(B)14=-1(B)13=-13(B) 28=-54(B) 29=-54(8) 31=-54(B) 32=-54(B) 33=-54(B) 34=-54(8) 35=-54(B) 37=-54(B) 38=54(B) 39=-1(B) 40=-1(B) 41=-1(8) 42=1(B) 43=1(8) 44=-1(B) 45=-1(8) 46=-1(B) 47=-1(B) 48=1(B) • • •••• •••••• •••••• •••• •••••• • •••• • •• ••••• •••••• • ••• ••••• •• •• •• • •••••• • • • • • •••••• CARL G. FORBES FL LIC. NO, 20699 656 S. POMPANO PKWY. PAMVMPANO BEACH, FL. 33069 SMZ Job Truss Truss Type Oty Ply 420 NE 91 ST 170891 EG1 Monopitch Girder 1 1 Job Reference (optional) Custom Truss, Delray Beach, FL 33444 12-2-0 Kun:a. Sus Nov ie 20i7Prim: 8.60s Nov i320I/ MIIex h w>bm, IIRl. Iw HI11 L9 -w:1v N10 rage1 lOA6?cdDHV6RaIPXYgpyRrozTNae-GRd 1010R1 GEOnR9EanfiROYJzULVbB_6hHtHR_zNYnv 6 5 3x10 II 4x4 = 10-2-0 Scale = 1:24.6 Plate Offsets (X Y)— f2 0-1-0 0-2-01 f3 0-2-0 0-2-111 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.01 5-6 >999 360 MT20 •14W • TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.01 5-6 >999 240 • • • • • • • • • • • • • • • BCLL 10.0 ' Rep Stress Incr NO WB 0.10 Horz(TL) -0.03 5 n/a rile • • i • • • • • BCDL 10.0 Code FBC2014/rP12007 Matrix -MP Wind(LL) 0.01 5-6 >999 240 .... Wight: 31 lb FT = 20% _ _ _ _ • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' B3: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* WCL3: 2x6 SP No.2 REACTIONS. (lb/size) 5=474/Mechanical, 7=1370/0-3-0 (min. 0-1-11) Max Horz7=108(LC 8) Max Uplifts=397(1-C 11), 7=-806(LC 8) Max Grav5=610(LC 20),7=1444(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-353/427 BOT CHORD 1-7=-394/378, 6-7=354/918, 2-7=-530/409 WEBS 2-5=214/308 BRACING- • • • • • • • • • TOP CHORD Structural wood sheathing directly aW"%4-3-12 oc P,&s, except end veSiCa&! • BOT CHORD Rigid ceiling directly applied or 6-04 oc bracig. • • • MiTek recommends that Stabilizers andrequired cross racing installed unni rutrut ss• erection in accordance with StaLlhi&:IRsta�ation uidg. 0 0! 0 • • • • - •• •• •• • •••••• •••••• • • • • • • •••••• 00006 • • • • •• • •• • • • • • • • • • NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live bads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 5=397, 7=806. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 168 lb down and 207 lb up at 3-4-8 on top chord, and 1508 lb down and 625lb up at 3-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-3=-90, 3-4=-90, 7-8=-20, 5-6=-20 Concentrated Loads (lb) Vert: 3=11(F) 11=1389(B) CARL G. FORBES FL LIC. NO: 20699 555 S. POMPANO PKWY.. F"A MPANO BEACH, FL. 33069 (9 54) 682.6651 SMZ Job Truss Truss Type Oty Ply 420 NE 91 ST 170891 EJ3 Jack -Open 3 1 Job Reference (optional) Cu,4om Truss, Delray Beach, FL 33444 Run: a. i au s Nuv i o a i i r n n. o. i ov s ivvv i o cv i ivii i c° ii tiUS tio, ,C. w np .� .. ..y.. . 12-2-0 IInn'fu8rodDHV6RalpXYgpyRrozTNae-GRdI010R1GEOnR9EanfiROYNZUTobCO6hHtHR_zNYrw 1-8-0 3-0-0 13-6-13 1-8-0 1-4-0 5.00 12 12-2-0 7 6 13-6-13 Scale = 1:21.1 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.11 Vert(ILL) -0.01 5 >999 240 MT20 74V" TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.01 5 >999 180 • • BCLL 10.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) -0.01 4 n/a n/a • • • • • • • • • • BCDL 10.0 Code FBC2014/rP12007 Matrix -MP • • VWight:161b • • •FJ = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 82: 2x4 SP No.3 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 4=25/Mechanical, 9=316/0-8-0 (min. 0-1-8) Max Horz 9=93(LC 12) Max Uplift4=37(LC 9), 9=196(LC 12) Max Grav4=57(LC 17), 9=324(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-181/260 BRACING- •••�•• •••• •••••• TOP CHORD Structural wood sheathing directlytMIlleR a S-0-0 oc pudins. • • • BOT CHORD Rigid ceiling directly applied or 6-0-Ijpr. Wving. • • • : • • • • MiTek recommends that StabilizerZq"r`quired cros ra%installed 4Gnj "s erection in accordance with Stabilizer Installation guide. • • •• •• •• • •••••• • • • • • •••••• NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Ot=lb) 9=196. 6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard +CARL 0. FOQRBES FL L.EC, NO, 20699 555 S. P'41k PANG PK fk1Y. PAMPANO BEACH, FL. 33060 (954p 682-+6651 5 M Z Job Truss Truss Type Qty Ply 420 NE 91 ST 170891 EJ42 Jack -Open 2 1 Job Reference UonN ... 7A !f0•GC•MI ql1qC Dane 1 Cus!om Truss, Delray Beach, FL 33444 Run: 8.130 s Nov i 3 2017 Print. a l ou s my w co i t M' i cn a tivau w�, ti. w i pr " uy� 12-0-3 1 o{,p,urcdDHV6RaIpXYgpyRrozTNae-kdBhcNl3oaNFPajOBUAxzc5X7ugUKflFvxcgzQzNYry 1-0-0 8 0 4-2-0 13-1•U-1�' 1 6-6 2-6-0 CD 0 �nnF12 7 - 12-0-3 1.5x4 11 10.2-0 13-10-13 Scale = 1:25.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.01 7 >999 240 MT20 2441WQo TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.01 7 >999 180 • • • • •••• •••••• BCLL 10.0 * Rep Stress Incr YES WB 0.04 Horz(TL) 0.03 5 n/a n/a • • • • BCDL 10.0 Code FBC2014ITP12007 Matrix -AS • • WAght:19lb • •FT = 20% • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP No.3 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 4=96/Mechanical, 5=19/Mechanical, 9=353/0-8-0 (min. 0-1-8) Max Horz9=129(LC 12) Max Uplift4=-90(LC 12), 9=-197(LC 12) Max Grav4=107(LC 17), 5=38(LC 3), 9=362(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=234/329 BRACING- • TOP CHORD Structural wood sheathing directly appl}el • • • • • BOT CHORD Rigid ceiling directly applied. • • • • • • • • • MiTek recommends that Stabilizer"cPrd4uired crossbracing Ae installed deAh:twuss� erection in accordance with StabRipAl"Wtion guide. • • • • • •• •• •• • •••••• • • • • • •••••• NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-14 to 2-11-2, Intedor(1) 2-11-2 to 4-1-4 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 9=197. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the lop chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CA►RL 0. FORBES FL LIC. NO 20699 555 S. POMPANO PKWY. PA►MPANO BEACH, FL. 33099 (954) 882.6951 5 M It Job Truss Truss Type Ply NE 91 ST 170891 EJ7 Jack -Open 2 1 �420 Job Reference(optional) Cuvom Truss, Delray Beach, FL 33444 Run: o. Pau s Nov i a 201 r Porn o. r.w a my w — 1 ( n . - Nov'=., '. , -F. ­. �.. , 10-2-0 ID:fu8rcdDHV6Ralp)j� ff zTNae kdBhcNl3oaNFPajOBUAxzc5RxuorKecFvxcgzOzNYry LOADING (psl) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 10.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 110_Vo � I 10-2-0 13-2-13 4 4-10-0 - -- CSI. DEFL. in (loc) Well Ud TC 0.52 Vert(LL) -0.03 4-5 >999 240 BC 0.21 Vert(TL) -0.05 4-5 >999 180 WB 0.07 Horz(TL) -0.05 3 n/a n/a Matrix -AS REACTIONS. (lb/size) 3=170/Mechanical, 4=35/Mechanical, 5=566/0-8-0 (min. 0-1-8) Max Horz5=217(LC 12) Max Uplift3=148(LC 12), 4=-1(LC 9), 5=-326(LC 12) Max Grav3=170(LC 1), 4=75(LC 17), 5=573(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=377/162 BOTCHORD 1-5=141/324 WEBS 2-5=-465/594 Scale = 1:22.9 M 6 of PLATES GRIP MT20 2i4l" • • •••• •••••• • • • • • • WAght: 24 lb i • Off = 20% • • BRACING- • TOP CHORD Structural wood sheathing directly appIll • • • : • • • • i BOT CHORD Rigid ceiling directly applied. • • • • • • 0 • • • • • MiTek recommends that Stabilizers%ft& auired croAracidg• De installed dEM:ftSs• erection in accordance with Stabi ije•I•slelletion quide. • • • • 00000 • • • • • •• •• •• • •••••• • • • • • •••••• •• • •• • • • • • •• • NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-14 to 2-11-2, Intedor(1) 2-11-2 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) *This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 4 except (jt=lb) 3=148, 5=326. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL G. FORBES FL LIC. NO: 20699 555 S. POMPANO PKWY. PAMPANO BEACH, FL. 33069 {9 } 682.6651 5 M 31 Job Truss Truss Type Oty Ply 420 NE 91 ST 170891 ERA Jack -Open 16 1 Job Reference(optional) Cu ;tom Truss, Delr&y Beach, FL 33444 Kiln: 8.100 s Nov 13 Nl l Print 8. i 3O s Nov i o zu i / mi i en i—maa, a n:. 166 min cv v :ou.a i cv , a r age 15-2-0 ID:fu8rcdDHV6Ralpro-- r-zTNae-Cpk3pi2hZtV50klciChAWpdbgl7T35pP8bMNVszNYru Scale = 1:22.9 5 4 15-21050 11 15-2-0 18-2-13 1-10-0 ' 0-8-0 ' 4-6-0 LOADING(psf) SPACING- 240 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.04 4-5 >999 240 MT20 244/1�90 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Ved(TL) -0.04 4-5 >999 180 • BCLL 10.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.07 3 n/a n/a • • 0040 • • • • • • BCDL 10.0 Code FBC2014ITPI2007 Matrix -AS • • • Ww9ht: 25 lb • . .Fj = 20% • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=144/Mechanical, 4=18/Mechanical, 5=609/1-4-0 (min. 0-1-8) Max Horz5=217(LC 12) Max Uplift3=130(LC 12), 4=-l(LC 9), 5=-368(LC 12) Max Grav3=145(LC 17), 4=61(LC 17), 5=616(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=377/157 BOTCHORD 1-5=141/334 WEBS 2-5=470/612 BRACING- •••:•• ••�• ••••i• TOP CHORD Structural wood sheathing directly' MM.. • • • • • BOT CHORD Rigid ceiling directly applied. 0000 • • • • • MiTek recommends that Stabilizera mcler'Auired cros aarw id installed CWripl; typo erection in accordance with StaNlli�eLInstallation guide. • • • • • • • •• •• •• • •••••• •••••• • • • • • • •••••• of • •• • • • • • • •• • NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0414 to 2-11-2, Interior(1) 2-11-2 to 6-11-4 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-070 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 4 except Qt=lb) 3=130, 5=368. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL G. FORSES FL LIC. NO: M99 555 S. POMPANO PKWY. PAMPANO EEACH, FL.. 33"69 {9 } 682-+6661 5 N Z Job Truss Truss Type Oty Ply 420 NE 91 ST 170891 EJ7B Jack -Open 3 1 Job Reference optional) Custom Truss, Delray Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov_13 2017 MiTek Industries, Inc. Tue Apr 24 09:56:212018 Page 1 15-2-0 15-2105x4 11 15-2-0 18-2-13 1-10-0 0-8-0 4-6-0 M O M Scale = 1:22.9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.52 Ved(LL) -0.04 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.04 4-5 >999 180 • • • • BCLL 10.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.07 3 n/a n/a • • • 0000 • 660090 BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS • 0 a • Wjght: 25 lb 0 0 OF; = 20% , • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=144/Mechanical, 4=18/Mechanical, 5=609/1-4-0 (min. 0-1-8) Max Horz5=217(LC 12) Max Uplift3=-130(LC 12), 4-1(LC 9), 5=-368(LC 12) Max Grav3=145(LC 17), 4=61(LC 17), 5=616(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-377/157 BOT CHORD 1-5=-141/334 WEBS 2-5=470/612 BRACING- •••••• •••• •••••• TOP CHORD Structural wood sheathing directlyappliea • • • • • BOT CHORD Rigid ceiling directly applied. • • •••• •• • MiTek recommends that StabiliAts agV Elred cross4braAn9 b29nstalled Iringtru�s erection in accordance with Stabilizer Installation guide* • • • •••••• • ••• ••••• • • • • • •••••• NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=B.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-14 to 2-11-2, Intedor(1) 2-11-2 to 6-11-4 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=1b) 3=130, 5=368. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL. G. FORBES F'L. L.IC, NO: 20699 555 S. POMPANO PKWY. PAMPi6►NO aEACH, FL.. 33069 (9") 682-i6681 Job Truss Truss Type Qty Ply 420 NE 91 ST 170891 EJ9 Jack -Open 9 1 Job Reference (optional) Custom Truss, Delray Beach, FL 33444 Run: s.130 S NOV 1 a zv1 r rnnr. M su s Novi s cv u mum n uusu ma, a w. 1 vc P — vu—i l w ­ ­j, 10-2-0 ID:fu8rcdDHV6RalpXVVWNae-Cpk3pj2hZtV50klc1ChAWpdbH15Q35fP8bMNVszNYru 4-5-9 9-0-0 4-5-9 4-6-7 Scale = 1:27:9 Dead Load Deft. = 1/8 in co C? v 3x4 = 5 4 1.5x4 11 10-2-0 10-2-0 14-0-13 1-10-0 -2- 9-0-0 1-10-0 -4• 6-10.0 LOADING (psf) SPACING- 240 CSI. DEFL. in (loc) I/defl Ud PLATES •GRIP • • • • � • � TCLL 30.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.08 4-5 >984 360 • AIT.20 21411V • TCDL 15.0 Lumber DOL 1.25 BC 0.45 Ved(TL) -0.22 4-5 >366 240 • • • • • • • • • BCLL 10.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.12 3 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix -AS Wind(LL) 0.10 4-5 >799 240 • Weight: 30lb _ FT=20% • • LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=264/Mechanical, 4=68/Mechanical, 5=659/08-0 (min. 0-1-8) Max Horz5=279(LC 12) Max Uplift3=220(LC 12), 5-351(1_C 12) Max Grav3=264(LC 1), 4=117(LC 17), 5=667(LC 20) FORCES. (lb) - Max. Ccmp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=457/202 BOT CHORD 1-5=168/378 WEBS 2-5=597/693 BRACING- • • • • • • • • TOP CHORD Structural wood sheathing directly 2bai ' • • • BOT CHORD Rigid ceiling directly applied. • • • MiTek recommends that Stabilizers arld %jZd cross kacingbe installed during truss erection in accordance with StabittzCr IrttAlalion guide. • • • • • • • • • • •••••• • • • • • • • • NOTES- 1) Wind: ASCE 7-10; Vul1=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-14 to 2-11.2, Interior(1) 2-11-2 to 8-11-4 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 3=220, 5=351, 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL O. FORMES FL. LIC. NO: 20699 555 S. POMPANO PKWY* PAMPANO BEACH, FL. 33069 (95t)s82.6651 f M Z Job Truss Truss Type aty Ply NE 91 ST 170891 HJ2 Diagonal Hip Girder 1 1 �420 Job Reference(optimal) 13 2017 MT k Ind Vi s Inc Tue A r 24 09:56:22 2018 Page 1 Cusdom Truss, Delrw Beach, FL 33444 2-2-0 Run: 8.130 s Nov 13 2017 Pnnt. 8.130 s Nov a us e , p ID:fu8rcdDHV6RaIpXYgpyRronTP01 R032J KBdyeulpGvDP31AnFIRRoZxYNF5x1 JzNYrt 2x4 11 13-8-12 v 6 N 7 Scale = 1:13.3 2-6-15 0-5-8 1-8-2 •••• LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES •Ga • AT'20 2 1�0 • TCLL 30.0 Plate Grip DOL 1.25 TC 0.47 Ved(LL) -0.07 4 >279 240 • • TCDL 15.0 Lumber DOL 1.25 BC 0.40 Verl(TL) 0.09 4 >207 240 • • • • • • • BCLL 10.0 ' Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 We n/a • • • • • • • • • • • • • • • • BCDL 10.0 Code FBC2014/rP12007 Matrix -MP - • Weight: 20 Ib • FT = 20% •••••• LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=88/Mechanical, 5=123/0-10-15 (min. 0-1-8) Max Horz3=799(LC 18), 5=799(LC 18) Max Uplift3=122(LC 6), 5=-458(LC 8) Max Grav3=162(LC 31), 5=541(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=559/836, 2-9=531/878, 2-10=-489/855, 3-10=-4141753 BOT CHORD 1-11=799/542, 5-11=799/542 BRACING- • • • • • • • • • TOP CHORD Structural wood sheathing directly'Ni&64•-8-8 oc pujjns e • • • • • • • • BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. • • MiTek recommends that Stabilizers artd required cross kacingbe installed during truss erection in accordance with StabiRz@r Ir1EtAllation guide. • • • • • • • : • • • • • •••••• • • NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. It; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Ut=lb) 3=122, 5=458, 6) Non Standard bearing condition. Review required. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45 Ib down and 92 lb up at 1-5-0, 45 lb down and 92lb up at 1-5-0, and 104 lb down and 174 lb up at 4-2-14, and 142 lb down and 226 lb up at 4-2-15 on top chord, and 12lb down and 44 lb up at 1-5-0, 12lb down and 44 lb up at 1-5-0, and 85 lb down and 151 to up at 4-2-14, and 120lb down and 201 Ib up at 4-2-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are rated as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-3=90, 4-6=20 Concentrated Loads (lb) Vert: 10=166(F=94, B=72)11=-24(F=12, 6=12)12=166(F=95, B=71) CARL G. FORBES FL LIC. NCI: 20699 555� S. POMPANO PFCWY. €�i� MPANO LEACH, FL. 33069 (9") 682-66 1 sM� Job Truss Truss Type ay Ply 420 NE 91 ST 170891 HJ3 Diagonal Hip Girder 2 1 Job Reference(optional) Custom Truss, Delray Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Tue Apr 24 09:56:23 2018 Page 1 12-2-0 10- $r9fu8rcdDHV6RaipXYgpyRrozTNae-9CspEP3y5MpG2S?pdkebEjOR5gzXOEhcvrUalzNYrs NYrs0-7 2-4-5 4-2-3 13-6- 4 1 10.5-141 1-9-14 3.54 F12 7 - 2x4 11 12-2-0 10-2-0 13-6-14 Scale = 1:23.6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES •�.•••• Vir ' • • • • • TCLL 30.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0,02 7 >999 240 •MT•20 244/190 • TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(TL) 0.01 7 >999 240 • • • • • • • ' • • BCLL 10.0 " Rep Stress Incr NO WB 0.02 Horz(TL) 0.06 5 n/a n/a •••••• •••• •••••• BCDL 10.0 Code FBC2014rrP12007 Matrix -MP :Weight: 20lb 0 FT = 20% • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 "Except` 132: 2x4 SP No.3, 63: 2x6 SP No.2 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 4=18/Mechanical, 5=12/Mechanical, 9=462/0-10-8 (min. 0-1-8) Max Horz9=91(LC 8) Max Uplift4=56(1-C 18), 9=-308(LC 8) Max Grav4=88(LC 6), 5=25(LC 3), 9=479(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING- 0000 • • • TOP CHORD Structural wood sheathing directly Alit/ or•4t-3 oc pur:ns.' • • • • • • • • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • • MiTek recommends that Stabilizers a"ng reqused cross bracingsbe ipistalled during truss erection in accordance with Stab*Or lAfflation guide. " ' • • • : • • • • • •••••• NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Fxp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 9=308. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45lb down and.92lb up at 1-4-15, and 45 lb down and 92 lb up at 1415 on top chord, and 12 lb down and 44 lb up at 1-4-15, and 12 lb down and 44lb up at 1-4-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8) 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) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-90, 8-10=20, 6-7=20, 5-6=20 Concentrated Loads (lb) Vert:14=24(F=-12, B=-12) CARL %a. FQRBES FL: LIC. NO., 20699 555 S. POMPANO PIt11V Y. PAItMP'ANO BEACH, FL. 33060 (9 ) 682-+6651 i M Z Job Truss Truss Type Qt Ply 420 NE 91 ST 170891 HJ42 Diagonal Hip Girder 2 1 Job Reference(optional) Cullom Truss, Delre;, Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Tue Apr 24 09.56.23 2018 Page 1 12-0-3 ID:f V6RaipXYgpyRrozTNae-9CspEP3y5VIpG2S?pdkebEj?j5gCX07hcvrUalzNYrs 1-10-4 2-4-5 5-9-15 1-10-4 0-6-1 3-5-11 C) O 3.54 (12 7 12-0-3 2x4 II 10-2-0 13-10-15 Scale = 1:25.2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES P • • • • • � TCLL 30.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.03 7 >999 240 : •AT'R0 2 4190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.04 7 >999 180 sees • BCLL 10.0 ' Rep Stress Incr NO WB 0.02 Horz(TL) -0.06 5 n/a nla • • • • • • • • • • • •' •' • BCDL 10.0 Code FBC2014(rP12007 Matrix -MP •We�ghl: 261b FT = 20% • ••••• LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 82: 2x4 SP No.3, B3: 2x6 SP No.2 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 4=1331Mechanical, 5=31/Mechanical, 9=512/0-10-15 (min. 0-1-8) Max Horz 9=128(LC 8) Max Uplift4=-107(LC 8), 5=-1 O(LC 4), 9=-331(LC 8) Max Grav4=154(LC 25), 5=59(LC 3), 9=542(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=3161197 BRACING- • • • • • • • • • TOP CHORD Structural wood sheathing directly ai�4W Qr•5!�15 oc pains • • • • • • • • BOT CHORD Rigid ceiling directly applied or 6-0-0 oc braci ' • •J-,-u • ••• ••••• �MiTek recommends that Stabilizers ant rpW kd cross lfajigft tistalled d4pq g S • erection in accordance with Stabilter Installation guide. • • • • • • • • •••••• • • • • • •• • •• • • • • • • • • NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 4=107, 9=331. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45lb down and 92lb up at 1-4-15, 45lb down and 92lb up at 1-4-15, and 45lb down and 119 lb up at 4-2-15, and 143lb down and 46lb up at 4-2-15 on top chord, and 12lb down and 44 lb up at 1-4-15,12Ito down and 44 lb up at 1-4-15, and 13 lb down and 431b up at 4-2-15, and at 4-2-15 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 7) Warring: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8) 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) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-4=90, 8-10=-20, 6-7=-20, 5-6=20 Concentrated Loads (Ib) Vert: 15=24(1`=-12, B=-12) 16=-2(B) +EARL G. FORBES FL LIC. NO: 20699 555 S. POMPANO P WY. PAMPANO BEACH, FL. 33069 (954} 682-+6661 s M Z Job Truss Truss Type Qty Ply 420 NE 91 ST 170891 HJ5 Diagonal Hip Girder 2 1 Job Reference (optional) Custom Truss, Delmy Beach, FL 33444 10-2-0 Run: 8.13U S Nov 13 ZU1 / Nnnt 8.13U S NOV 1 J ZUl r Mn a nes; Inc. I Lie Apr Z4 ua:oo:z4 zu i a rage i ID:fu8rcdDHV6RalpXYgpyRrozTNaed _ 11RsotgtCIBNKFt8SFOxV25GTBrgZal6BzNYrr 3-5-14 7-G-2 3-5-14 3-6-3 5 10-2M 11 10-2-0 12-4-14 Scale = 1:18.1 •••• LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES •GRP • TCLL 30.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.03 4-5 >999 360 ; . %20 2a 1V • TCDL 15.0 Lumber DOL 1.25 BC 0.70 Verl(TL) 0.06 4-5 >757 240 • • • •' • • • BCLL 10.0 ' Rep Stress Incr NO WB 0.04 Horz(TL) -0.10 3 n/a n/a • •ease • • • • 000000 BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Wind(LL) -0.04 4-5 >999 240 • Weight: 29 lb FT = 20% • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=74/Mechanical, 4=-127/Mechanical, 5=420/0-11-5 (min. 0-1-8) Max Horz5=153(LC 8) Max Uplift3=96(LC 8), 4=208(LC 17), 5=6 (LC 8) Max Grav3=126(LC 28), 4=133(LC 24), 5=827(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=411/292 BRACING- • • • • • • • ' 0 TOP CHORD Structural wood sheathing directly %i9Jpr.Ef0-0 oc puns e • • *ease BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. a*:*** MiTek recommends that Stabilizers antl ree99uRed cross SriVbetstalled dtjiWjr6s4 a erection, in accordance with Stabil?zgr IntAlation guide. • •••••• • • • • • •••••• • • • • • • • • NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 3 except (jt=lb) 4=208, 5=604. 6) Hahger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45 lb down and 93 lb up at 1-3-9, 45 lb down and 92 lb up at 1-4-15, and 172lb down and 273 lb up at 4-2-15, and 172lb down and 273lb up at 4-2-15 on top chord, and 12lb down and 44lb up at 1-3-9,12 lb down and 44lb up at 1-4-15, and 1151b down and 218 Ib up at 4-2-15, and l l5lb down and 218lb up at 4-2-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8) 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) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-3=90, 4-6=20 Concentrated Loads (lb) Vert:10=219(F=109, B=109)11=-24(1`=12, B=-12) 12=209(F=104, 8=104) CARS:: G. FORBES Fi! LIC. NO: 20699 555 S. POMPANO RliWY. PAMPANO BEACH, FL. 33069 t9 � 882.6651 sM! Job Truss Truss Type aty Ply 420 NE 91 ST 170891 HJ7 Diagonal Hip Girder 2 1 Job Reference o tional Custom Truss, Delray Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek IndustriesInc. Tue Apr 24 09:56:24 2018 Page 1 10-2-0 ID:fu8rcdDHV6RaloXYoovRrozTNae-d00BR14aaii: NKFt8SF6AV3fGSYrgZal6BzNYrr 4-10-14 2-1-2 104= 11 \ 2x4 �10-2-0 13-2-14 Scale = 1:22.5 2-512 6-5-16 4-0-10 2-10-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefi Ud PLATES PIR rV • • TCLL 30.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.07 6-7 >999 360 • 141T20 2*40 90• • • • • • TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(TL) 0.13 6-7 >646 240 • • • BCLL 10.0 ` Rep Stress Incr NO WB 0.08 Horz(TL) -0.10 4 n/a nla • • • •.4etght: • • • • • • • • • • BCDL 10.0 Code FBC2014/1 PI2007 Matrix -MS Wind(LL) -0.09 6 7 >947 240 45 Ib FT = 20% • • LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 *Except' W3: 2x4 SP No.3 REACTIONS. (lb/size) 4=172/Mechanical, 7=450/0.11-5 (min. 0-1-8), 6=28/Mechanical Max Horz 7=215(LC 8) Max Uplift4=107(LC 24), 7=645(LC 8), 6=102(LC 17) Max Grav4=202(LC 17), 7=969(LC 31), 6=286(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-4041107, 2-11=3751121, 2-12=-374/150, 3-12=-272/91 BOT CHORD 1-13=84/401, 7-13=-84/401, 7-14=-165/256, 14-15=-165/256, 6-15=-165/256 WEBS 2-7=4651331, 3-6=320/207 BRACING- 0000 • • • • • TOP CHORD Structural wood sheathing directly applied or 64-0 oc purrs. • • • • BOT CHORD Rigid ceiling directly applied or 6-0-0 dt Irl1g. • • MiTek recommends that Stabilizers ON crossuety ca in wstalled during truss erection in accordance with Slabilrer InslaBation guide. • • • • • • • : • • • • • •••••• NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=B.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 4=107, 7=645, 6=102. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45lb down and 92 lb up at 1-4-15, 45 lb down and 92 lb up at 1415,172 lb down and 273 lb up at 4-2-15,172 lb down and 273lb up at 4-2-15, and 138 lb down and 82 lb up at 7-0-14, and 138lb down and 82 lb up at 7-0-14 on top chord, and 12 lb down and 44 lb up at 1.4-15,12 lb down and 44 lb up at 1-4-15,115 lb down and 218 lb up at 4-2-15, 115 lb down and 218 lb up at 4-2-15, and 25 lb down and 20 lb up at 7-0-14, and 25 lb down and 20 lb up at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=90, 5-8=20 Concentrated Loads (lb) Vert: 12=219(F=109, 8=109) 13=-24(F=-12, B=l2) 14=209(F=104, B=104) 15=29(F=15, B=15) CARL G. FORBES FL LIC. NO: 20699 55 S. POMPANO PKWY. PAMPANO EEACIA, FL. 33069 (964) 682-8681 51411 Job Truss Truss Type Oty Ply 420 NE 91 ST 170891 HJ7A Diagonal Hip Girder 2 1 Job Reference (optional) Custom Truss, Delray Beach, FL 33444 Kun: tf.1 su s Nov a zu i r rnm: U. i sus NOV i s zu v M1 r eK nwu5mes IM i ue Npr w va:oo:co w is rdye r 12-2-0 ID:fu8rcdDHV6RalpXYgpyRrozTNae-5b_Zf55�7McOxlm6gioExvRf?vv8_3DKbeezNYrq 4-10-14 7-0-0 9-10-1 4-10-14 2-1-2 I 2-10-1 v 6 of 12-2-0 2X4 11 2X4 '�) 2-2-0 15-2-14 Scale = 1:22.5 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud `C�RWP ` • • • • • TCLL 30.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.05 6-7 >999 360 rTES : . T120 244/190 • TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(TL) 0.09 6-7 >876 240 • • • : ` ` ` • • 8CLL 10.0 ' Rep Stress Incr NO WB 0.06 Horz(TL) -0.12 4 n/a We • • • • • • • • • • • • • • • • BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Wind(LL) -0.06 6-7 >999 240 * 0 • : ftht: 46lb • FT = 20% • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 *Except* W3: 2x4 SP No.3 REACTIONS. (lb/size) 4=173/Mechanical, 7=771/1-10-10 (min. 0-1-8), 6=14/Mechanical Max Horz 7=215(LC 8) Max Uplift4=-113(LC 8), 7=-629(LC 8), 6=-38(LC 17) Max Grav4=180(LC 17), 7=780(LC 2), 6=165(LC 22) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=335/31, 2-11=304/55, 2-12=299/35 BOT CHORD 1-13=27/342, 7-13=-27/342 WEBS 2-7=-4751437 BRACING- 0000 ` ` ` • • TOP CHORD Structural wood sheathing directly apjli�.o•Ir0-0 oc puAins. • • • • • • • • BOT CHORD Rigid ceiling directly applied or 6-n i4M. • . • • 00000 MiTek recommends that Stabilizers i� Ifffed cross SrWl be stalled d;tipgirtlsi • erection, in accordance with Stabilzer Installation guide. • • • • • •••••• NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCO=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb) 4=113, 7=629. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45 lb down and 92lb up at 1-4-15, 45lb down and 92lb up at 1-4-15,127 lb down and 141 lb up at 4-2-15, 127 lb down and 141 lb up at 4-2-15, and 141 lb down and 66lb up at 7-0-14, and 141 lb down and 66lb up at 7-0.14 on top chord, and 12 lb down and 44lb up at 1-4-15,12 lb down and 44 lb up at 1-4-15, and 20 lb down and 55 lb up at 7-0-14, and 20 lb down and 55 lb up at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=90, 5-8=-20 Concentrated Loads (lb) Vert: 12=91 (F=45, B=45) 13=-24(F=-12, B=12) 14=58(F=29, B=29) CAR , G. FORBES FL LIC. NO: 20599 555 S. POMPANO PKWY.. PA(IiIIPANO BEACH, FL. 33099 {9 } 682.6851 5 M j Job T uss Truss Type ay, Ply 420 NE 91 ST 170891 HJ76 Diagonal Hip Girder 2 1 Job Reference(optional) Custom Truss, Delr4y Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries Inc. Tue Apr 24 09,56:26 2018 Page 1 15-2-0 ID:fu8rodDHV6RalpXYgpyRrozTNae-ZnYysQ h7WBaVIHLDIKPsJnrkNO8lt38A4zNYrp 4-10.14 t 7-0-0 I 9-10-1 ' 4-10-14 2-1-2 2-10-1 Scale = 1:22.5 Io o� 7 5 1 s-z-o 2x4 11 2x4 ti 5-2-0 18-2-14 •••• LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ld PLATES ti1 • • • • • • TCLL 30.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.05 6-7 >999 360 ; . A V0 24411" � TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(TL) 0.08 6-7 >954 240 • • • 0000 • BCLL 10.0 ' Rep Stress Incr NO WB 0.06 Horz(TL) -0.12 4 n/a n/a 000000 • • • • • • • • • • BCDL 10.0 Code FBC20141TP12007 Matrix -MS Wind(LL) -0.06 6-7 >999 240 - _ _ •Weight: 46 lb . FT = 20% • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 *Except' W3: 2x4 SP No.3 REACTIONS. (lb/size) 4=171/Mechanical, 7=771/1-11-6 (min. 0-1-8), 6=23/Mechanical Max Horz7=215(LC 8) Max Uplift4=112(LC 8), 7=623(1-C 8), 6=23(1-C 17) Max Grav4=178(LC 17), 7=785(LC 31), 6=185(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=338/22, 2-11=307/45, 2-12=-301/39 BOT CHORD 1-13=19/344, 7-13=-19/344 WEBS 2-7=470/436 BRACING- 0090 • • • • TOP CHORD Structural wood sheathing directly fti ,600b 0 oc pur:ns.• • • • • • • BOT CHORD Rigid ceiling directly applied or 6-0.0 oc�racing. • • MiTek recommends that Stabilizers a Q egiuied cross bating; i stalled during truss erection, in accordance with Stabillver Inat8lation guide. • • • • • 000 • • • • • •••••• •• • •• • • • •• • NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except Qt=lb) 4=112, 7=623. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45lb down and 92lb up at 1-4-15, 45 lb down and 92 lb up at 1-4-15, 127 lb down and 141 lb up at 4-2-15,127 lb down and 141 lb up at 4-2-15, and 146Ib down and 56Ib up at 7-0-14, and 138Ib down and 82Ib up at 7-0-14 on top chord, and 12 lb down and 44lb up at 1415,12 lb down and 44 lb up at 1-4-15, and 29 lb down and 71 lb up at 7-0-14, and 25 lb down and 20lb up at 7414 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-4=90, 5-8=20 Concentrated Loads (lb) Vert:12=91(F=45, B=45)13=-24(F=-12, B=-12)14=52(F=15, 8=37) CA1R O. FORBES FL L.IL . NO: 20699 565 S. POMPANO PKWY. PAM.PANO BEACH, PL. 33069 (s) 682-6651 s M Z Job Truss Truss Type Oty Ply 420 NE 91 ST 170891 HJ9 Diagonal Hip Girder 2 1 Job Reference 6onal Custom Truss, Delray Beach, FL 33444 Run: 8.130 s NOV 13 2011 Pnnt 8.130 s Nov 13 2017 Mi i ek lrxmsmes, ❑x - 1 m APE cv vn.00., �� i o —9y , 10-2-0 ID:fu8rcdDHV6RalpXYgpyRrozTNae-1z6K4m6S9jFFkfmontAtXDj3YTmjHWXpijWzNYro 4-3-10 - 3-8-6 4-8-0 Scale = 1:25.6 L)ac Defl. = 1/16 in � o of o v 3x4 = 8 2x4 11 b 1 �X4 I I 3x6 --10-2-0 14-0-14 •••• LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefi Ud PLATES GRIP • • • • • • • • TCLL 30.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.07 6-7 >999 240 XT'00 2�4�1� • TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.12 6-7 >965 240 • • • • • • • • • • BCLL 10.0 ' Rep Stress Incr NO WB 0.31 Horz(TL) -0.08 4 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix -MS *Weight: 62lb _ FT = 20% . • LUMBER- BRACING- • • • • • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly a00ied 9r, MO oc purtls. • • • • • • • .. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0c braocing. • • WEBS 2x4 SP No.3'Except' MiTek recommends that Stabilizer an� r�equ�fed cross 4racinF i•stalled during truss WCL3: 2x6 SP No.2I erection in accordance with Stab litdr IrUtalation guide. • • • • • • • • • • REACTIONS. (lb/size) 4=212/Mechanical, 8=573/0-11-5 (min. 0-1-8), 6=277/Mechanical i•• i• i • • • Max Horz8=277(LC 8) • • ; • • • i • • • • • • • Max Uplift4=164(1-C 8), 8=738(LC 8), 6=-228(LC 8) • • • • • • • • • • • Max Grav4=212(LC 1), 8=1137(LC 31), 6=460(LC 28) • • • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. • • • TOP CHORD 1-12=5961243, 2-12=-563/204, 2-13=667/262,13-14=-596/241, 3-14=547/238 BOT CHORD 1-16=212/609, 8-16=-212/609, 8-17=-365/575,17-18=-365/575, 7-18=365/575, 7-19=-3651575, 6-19=365/575 WEBS 2-8=-468/288, 3-7=-284/182, 3-6=-655/417 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=164, 8=738, 6=228. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45lb down and 92 lb up at 1-4-15, 45 lb down and 921b up at 1-4-15,172 lb down and 273 lb up at 4-2-15,172lb down and 273 lb up at 4-2-15,138 lb down and 82lb up at 7-0-14,138 Ito down and 82lbup at 7-0-14, and 88 lb down and 181 lb up at 9-10-13, and 88 lb down and 181 lb up at 0-1013 on top chord, and 12 lb down and 44 lb up at 1-4-15,12Ito down and 44lb up at 1-4-15,115lb down and 218lb up at 4-2-15, 115 lb down and 218 lb up at 4-2-15, 25 lb down and 20 lb up at 7-0-14, 25lb down and 20 lb up at 7-0-14, and 41 lb down and 15lb up at 9-10-13, and 41 lb down and 15lb up at 9-10-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) 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) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-4=90, 5-9=-20 Concentrated Loads (lb) Vert:13=219(F=109, B=109)15=-85(F=-43, B=43)16=-24(1`=12, B=-12) 17=209(F=104, B=104)18=29(F=15, B=15)19=-14(F=-7, B=-7) CARL C. FORBES FL LIC. NO: 20699 555 S. POMPANO PI{1 Y. PAMPANO BEACH, ILL.. 33060 (954) 682-+6681 $ M ! Job Truss Truss Type Qty Ply 420 NE 91 ST 170891 J1 Corner Jack 30 1 102-0 Job Reference (optional) t;uvtom i russ, ueiray beacn, t-L JJ444 null. V. IJV L 14- W N I / Fill It. u. IJv J Iwl N w v nn , cn muwmcq I— , --F, 11 w. w.0 cv ry , .j. I 1-0-0 10-8-13 ID:fu8rcdDHV6RalpXYgpyRrozTNae-1 z6K4m6S9jFFkfmm2Soam4tlZjDLTgVH WXpijWzNYro 1-0-0 3 2x4 = 10-2-0 10-8-13 co Scale = 1:8.1 •••• LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ltd PLATES 6fjIP • • • • TCLL 30.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) -0.00 6 n/r 120 • • AT.20 s' 241/T90 • TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.00 6 n/r 120 • • • "' • • BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a •••••• • •••III •••••• BCDL 10.0 Code FBC2014rrP12007 Matrix -MP •Weight: 4 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 2=88/Mechanical, 3=28/Mechanical Max Horz2=100(LC 20), 3=103(LC 12) Max Uplift2=71(LC 12), 3=-36(LC 12) Max Grav2=88(LC 1), 3=33(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING- •••• •• • ;�---0 TOP CHORD Structural wood sheathing directly ;� W61"O-0 oc pu ins • • • 00000 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. • • MiTek recommends that Stabilizers aM requwed cross bracingbelhstalled dud V Nsi erection, in accordance with Stabi�r InStallatlon guide. " ' • • • • • • • • •••••• NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extertor(2) zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 6) Non Standard bearing condition. Review required. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard tCAR M C. FORBES FL LIC. NO: 20699 5 S. POMPANO PKWY. PAMPANO REACH, FL. 33069 (9"d 682.6651 s M j Job truss Truss Type Oty Ply 420 NE 91 ST 170891 J3 Corner Jack 12 1 Job Reference 8orual Custom Truss, Delray Beach, FL 33444 3-0-0 10-2faun: 8.130 s Nov 13 2017 Prig 8-030 s Nov 13 2017 MiTek Industries, Inc. Tue Apr 24 09.56.28 2018 Page 1 ID:fu8rcdDflV pXYgpyRrozTNae-VAfiH674w1N6MpLycAJplIQrO6U8CGWRIBYFFyzNYm AN-R 5 10-2-0 Scale = 1:12.7 2-6-0 2-6-0 11-6-13 _ 3-0-0 0-6-0 •••• LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP • TCLL 30.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.00 5 >999 360 ; •ft() 2T4r1V • TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(TL) 0.00 4-5 >999 240 • • • • • • • ' BCLL 10.0 ' Rep Stress Incr YES WB 0.08 HorzTL -0.04 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Wind(ILL) -0.00 4-5 >999 240 _ _ _ !Weight: 12 lb . FT = 20% • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=-145/Mechanical, 4=170/Mechanical, 5=646/0-8-0 (min. 0-1-8) Max Horz5=93(LC 12) Max Uplift3=-148(LC 20), 4=170(LC 20), 5=-479(LC 12) Max Grav3=90(LC 12), 4=123(LC 12), 5=653(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=365/632 BRACING- 0000 • • • • TOP CHORD Structural wood sheathing directly ft%lpr.3�b O oc puryns.' • • • • • • • • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • • • •' MiTek recommends that Stabilizers are reeqquired cross blz: �ngwbe stalled d4% jn�s� • erection in accordance with Stabilh�r InAllation guide. • •••••• • • • • • • • • • • •••••• •• • •• • • • NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and GC Exterior(2) zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 3=148, 4=170, 5=479. 6) Warning: Additional permanent and stability bracing for truss system (rot part of this component design) is always required. LOAD CASE(S) Standard CARS. G. FQRBES FL LIC. NO: 2 599 555 S. POMPANO PKWY. PA1tiMPANO BEACH, FL. 33069 {984y 882.6661 S M Z Job Truss Truss Type Qty Ply 420 NE 91 ST 170891 J3A Corner Jack 8 1 Job Reference (optional) Custom Tam, Delray Beach, FL 33444 3-0-0 Run: 8.130 s Nov 13 Z01 / Pnnt 8.131Z2^ 13 zvi r om i eK inousmes, mc. i ue Apr [v uy:oo:zo zvi o rage _i ID:fu8rcc1DHV6R�lgj9VRrozTNae-VAfiH674wl N6MpLycAJ pl lQtX6WnCGZRIBYFFyzNYm 3x6 115 412-2-0 Scale = 1:12.7 3-0-0 3-0-0 _ 13-6-13 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES e iRP • TCLL 30.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4 >521 240 • ►4T20 2 4'" • • • • • • TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(TL) 0.01 4 >967 240 • • • • • • BCLL 10.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 n/a n/a : • BCDL 10.0 Code FBC20141TP12007 Matrix -MP ***:Might: 121b" FT = 20% � �' � • � LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=-13/Mechanical, 5=345/1-2-0 (min. 0-1-8) Max Horz 3=224(LC 20), 5=239(LC 12) Max Uplift3=-17(LC 17), 5=-324(LC 12) Max Grav3=45(LC 12), 5=348(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=574/294, 2-3=330/202 BOT CHORD 1-5=226/567 WEBS 2-5=293/605 BRACING- - • • • • • • TOP CHORD Structural wood sheathing directly applVor i 0&O oc puilins• • • • BOT CHORD Rigid ceiling directly applied or 6.0-0td*lceing. • •' • • MiTek recommends that Stabiliz2ls�aVA§red crosspitcirC nstalled n t s erection in accordance with Stabiliser lutallation guide. • • • • e • • • • • • • • • • • • •••••• NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=B.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 5=324. 6) Non Standard bearing condition. Review required. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL O. FORBES FL LIC. NO.20699 556 S' POMPANO PKWY.. PAMPAN4 BEACH, FL. 33060 (9'S4) 682.6661 f M j Job Truss Truss Type aY Ply NE 91 ST 170891 J3C Corner Jack 2 1 �420 Job Reference (optional) Custom I cuss, DeiraV Beach, FL 33444 12-0-3 nun: 6.130 s rvuv 13 Lv 17 rnnc o. wu 5 nvv W LV 1I MI 1 ek IfiduSt 1eJ, IItlJ. I VC Apf LY Vv' VO LV 10 rage 1 10-2-0 ID:fu8rodDHV6RalpXYgpyRrozTNae-_MD4US8ihLVz_zw9Atr2rVy4?Wu9xkUa_donPzNYnn 1-8-0 3-0-0 13-5-0 -1 r 1 6-0 1-4-1 5.00 12 Scale = 1:23.1 1.5x4 II 4 1.5x4 II 3 2 r� cz O q 8 B2 5 2x4 = 9 1.5x4 1.5x4 If 7 6 1.5x4 11 12-0-3 10-2-0 13-5-0 1-0-0 l 1-8-0 3-0-0 1-0-0 0-9-0 1-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES • •• TCLL 30.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 240 • MT20 20410 • • • • • • TCDL 15.0 Lumber DOL 1.25 BC 0.14 Ved(TL) 0.00 7 >999 240 • • • • : • • • • • • BCLL 10.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.02 5 n/a n/a :**6 • BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP •' • �V(�1ght: 151b• • • • FT = 20% •' • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except* B2: 2x4 SP No.3 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 4=18/Mechanical, 5=6/Mechanical, 9=316/0-8-0 (min. 0-1-8) Max Horz9=93(LC 12) Max Uplift4=40(LC 9), 9=-196(LC 12) Max Grav4=45(LC 10), 5=12(LC 3), 9=324(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-176/262 BRACING- —�--- •••••• TOP CHORD Structural wood sheathing directly applied or 3KYO oc pu#ns A • • • • • • • BOT CHORD Rigid ceiling directly applied or 6-0-0 dcbWng. • • MiTek recommends that Stabilize ed cross 6r cin be stalled during cuss erection in accordance with Stabiker Inst•llalion guide. • • • • • • • • • • • • • • • • • • •••••• NOTES- 1)Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cal. If; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 9=196. 6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL G. FORSES FL LIC. NO: 20999 555 S. POMPANO PKWY. PAMPANO BEACH, FL. 33069 (954) 582-6651 1 N 11 Job Truss Truss Type Oty Ply 420 NE 91 ST 170891 J3D Corner Jack 2 1 Job Reference (optional) Custom Thus, Delray Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print 8.130 s Nov 13 2017 Miiek Industries, Inc. I ue Apr 24 u9:bb:29 tuts Page 1 10-2-0 ID:fu8rcdDHV6RalpXYgpyRrozTNae-_MD4US8ihLVz_zw9Atr2rVy_WWxk?a_donPzNYrm 10-2-0 2-0 0 13-5-0 2-6-0 5.00 12 3x 0 c? c') 4 3 10-2-0 3xfb AO 13-5-0 Scale = 1:23.2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES "ID8 TCLL 30.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.01 3-4 >999 240 • y1T20 •Zpv'% • • • • • • • TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.00 3-4 >999 240 • • • • BCLL 10.0 " Rep Stress Incr YES WB 0.00 Horz(TL) -0.07 2 n/a n/a • • • i • • • • • BCDL 10.0 Code FBC2014/TP12007 Matrix -MR • • • : V*ght: 10 lb* • • • FT = 20% • • • • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=101/Mechanical, 2=80/Mechanical, 3=21/Mechanical Max Horz4=57(LC 12) Max Uplift2=101(LC 12), 3=35(LC 12) Max Grav4=107(LC 18), 2=80(LC 1), 3=37(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING- • • • • • • TOP CHORD Structural wood sheathing directly 3p$l1eedr Z0-0 oc pu:ins • except end verticals. • BOT CHORD Rigid ceiling directly applied or 10-0-OwbrOcing. • • • • • • • • MiTek recommends that Stabilizemadwegired cross blecir� be�installed dedbgtR ps erection in accordance with StabiizePlW101%tion guidg • • • •••••• • • • • • • •••••• 00646 • • • • • •• • •• • • • • • •• • NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=B.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=101. 6) Warning: Additional permanent and stability tracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CART: C: FORBES FL LIC. NO: 20699 655 S. POMPANO PKWY. PAMPANO BEACH, FL.. 33069 (954} 682-+6661 s M ! Job Truss Truss Type Qty Ply 420 NE 91 ST 170891 J3E Corner Jack 1 1 Job Reference (optional) Cu. tom Truss, Delrgy Beach, FL 33444 12-2RLn: 8.130 s Nov 13 2017 Pdnt 8.130 s Nov 13 2017 MiTek Industries, Inc. Tue Apr 24 09:56:30 2018 Page 1 ID:fuBrcd(-(6f�IpXYgpyRrozTNae-SYnSio9LSedgb7ULkbMHNjV4KwE1g9jDV1 WrzNYd 3-0-1 301 0..0 11 13-6-13 c2 v Scale = 1:12.7 LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.02 4 >418 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(TL) 0.05 4 >190 240 BCLL 10.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.08 3 n/a n/a • • • • • BCDL 10.0 Code FBC2014/rP12007 Matrix -MP Wind(LL) -0.06 4 >154 240 • Weight: 12 lb • • • iT = 20% • • • • : • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=-312/Mechanical, 5=645/0-8-0 (min. 0-1-8) Max Horz5=93(LC 12) Max Uplift3=-314(LC 20), 5=-479(LC 12) Max Grav3=213(LC 12), 5=652(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=630/1143 BRACING- • • • : • • • • • TOP CHORD Structural wood sheathing directly a0I%dder43'U-1 oc purllhS. • • • • • • • • BOT CHORD Rigid ceiling directly applied or 10-4"tuiQg. • • • MiTek recommends that Stabilizers ra WWired cross facing to installed dufng truss • erection in accordance with Stabili[er Installation guide:* • • •••••• • ••• ••••• •• •• • •••••• • • • • • •••••• NOTES- •• • •••••• • • 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-(! L'xteAbr(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 3=314, 5=479. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARS. G. FORBES FL L IC. NO* 20699 555 S.. POMPANO PK WY. PAIRfIPANO BEACH, FL. 33069 (9 ) 682.6651 sMl Job Truss Truss Type Oty Ply 420 NE 91 ST 170891 J3F Corner Jack 1 1 Job Retererlce o tional) Custom Truss, Delray Beach, FL 33444 3-0-0 2MQ: U.1 M S Nov 13 ZU1 r vnnC um s Nov i 3 20i r Mi I ek inausmes, irx:. I ue Apr L9 Vd:JO:Jv Lv i o rdye i ID:fuBrcd V IpXYgpyRmzTNae-SYnSio9LSedgb7ULkbMHNjV6JwERgAOjDV1WrzNYd 1252-0 3x6 11 13-6-12 Scale = 1:12.7 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.02 4 >480 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Ved(TL) 0.05 4 >226 240 BCLL 10.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) 0.06 3 n/a n1a e "" BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Wind(LL) -0.06 4 >183 240 • V)(eight: 121b • • • GT = 20% • • • • • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=212/Mechanical, 5=54410-3-0 (min. 0-1-8) Max Horz5=93(LC 12) Max Uplift3=212(LC 20), 5=-397(LC 12) Max Grav3=139(LC 12), 5=550(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-523/941 BRACING- • • • • • • • • TOP CHORD Structural wood sheathing directly applieM or"O oc purifi! • • • ""' BOT CHORD Rigid ceiling directly applied or 10-0-p"W. • • • MiTek recommends that Stabilizers %qraired cross b"ing b%installed cluing Russ • erection in accordance with StabilKer Installation uide.• • • •••••• • ••• ••••• •• •• •• • •••••• • • • • • •••••• • • • • • NOTES- �� •��•�• 1) Wind: ASCE 7-10; Vu1t=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat.11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-( Laterlbr(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) 3=212, 5=397. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL G. FORBES FL L1C. NO: 20899 555 S. POMPANO PKW'Y. PAMPARO f3EAOH, FL,. 33060 (954) 682.6651 S M Z Job Truss Truss Type �r Ply NE 91 ST 170891 J5 Corner Jack 12 �420 1 Job Reference (Optional) Custom Truss, Delray Beach, FL 33444 10 2-0 Run: 8.13u s NOV 1.1 zu1 r rnrn: a. v is tv a MI IUK uuusme5, IIK . I W HPI L4 VJ.JU. V GV 10 rayo I ^ ^ ID:fullrcdDHV6 _ g�yRrozTNae-SYnSio9LSedgb7ULkbMHNjVBEwCngAA)DV1MJrzNYd rid 5 110-"2=011 10-2-0 12-4-13 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.34 Ved(LL) 0.01 4-5 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(TL) 0.01 4-5 >999 240 BCLL 10.0 " Rep Stress Incr YES WB 0.07 Horz(TL) -0.05 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matdx-AS Wind(ILL) -0.02 4-5 >999 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=66/Mechanical, 4=-13/Mechanical, 5=498/0-8-0 (min. 0-1-8) Max Horz 5=155(LC 12) Max Uplift3=69(LC 12), 4=-13(LC 1), 5=-321(LC 12) Max Grav3=74(LC 17), 4=31(LC 10), 5=504(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=291/97, 2-9=281/114 BOT CHORD 1-5=107/277 WEBS 2-5=-350/539 Scale = 1:18.3 PLATES GRIP MT20 244/190 181b •••PT=20% ••••:• BRACING- • • TOP CHORD Structural wood sheathing directly arp& : • • • • • • • • • • • • BOT CHORD Rigid ceiling directly applied. 900000 • • • MiTek recommends that Stabilizers arx+regeired cross beat W bL%stalled duRng truss erection in accordance with Stabililguide. • • • • • • • •••••• • ••• ••••• •• •• •• • •••••• • • • • • •••••• NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; 8=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-14 to 2-11-2, Inte6or(1) 2-11-2 to 4-11-4 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 5=321. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard +CARL G. FORBES FL I, IC. NO: 20699 555 S. POMPANO PMC'WY. PA11MP,4,NO BEACH, FL. 33069 (9U) 882-6661 5 k t Job Truss Truss Type Oty Ply 420 NE 91 ST 170891 J5A Corner Jack 4 1 Job Reference (optional) Custom Truss, Delray Beach, FL 33444 12-2-0 Hun: 8.130 s Nov 1 J 2U1 r Fmrlr: tl. v 13 N 17 Mi i ex mousuies, Im. I ue Hpi 24 09.00:31 201 o rage ID:tuBrcdDHV6 p _ �pyRrozTNae wILrv89zDyIhDH3XHItWw 2LAKWhPdOtR8nvsHzNYrk 5-0-0 121ZE�4 11 12-2-0 14-4-13 LOADING (ps0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.01 4-5 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(TL) 0.01 4-5 >999 240 BCLL 10.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) -0.07 3 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix -AS Wind(LL) -0.02 4-5 >999 240 • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=48/Mechanical, 4=-27/Mechanical, 5=530/1-0-0 (min. 0-1-8) Max Horz5=155(LC 12) Max Uplift3=-56(LC 12), 4=-27(LC 1), 5=-350(LC 12) Max Grav3=60(LC 17), 4=31(LC 12), 5=536(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-287/94, 2-9=276/113 BOT CHORD 1-5=107/277 WEBS 2-5=-362/558 Scale = 1:18.3 r? co r N N N PLATES GRIP MT20 244/190 181b•00016T 20% ••••:• BRACING- TOP CHORD BOT CHORD • • • • Structural wood sheathing directly ai,p?ee.el • • •''' Rigid ceiling directly applied. 609960 • • • • • • • • • ' 000*00 MiTek recommends that Stabilizers aAd,rrprired cross three n•q beinstalled duAhlg truss ' • erection in accordance with Stabili!el la* guide.: • • • • • •••••• • ••• ••••• • • • • • •• •• •• • •••• •• • •••••• • • • • • • •••••• • • • 0 • ' • • • • • • • • • • •• NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; 6=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-14 to 2-11-2, Interior(1) 2-11-2 to 4-11-4 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 5=350. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL G. FORBES FL LIC. NO: 20699 655 S. POMPANO PKWY. PAMPANO BEACH, FL.. 33069 t9y 682.6651 S 11 Z Job Truss Truss Type Oty Ply 420 NE 91 ST 170891 J5B Corner Jack 2 1 Job Reference (optional) Custom Truss, Delray Beach, FL 33444 15-2-0 Run: 8.130 s Nov 13 2017 Pdnt: 8. ov 13 2017 MiTek Industries, Inc. Tue Apr 24 09:56:31 2018 Page 1 ID:fuBrcdDHV6 $ TpyRrozTNae-WLrv89zDylhDH3XHIIWww2KOKVJPdLtRBnvsHzNYrk 5-0-0 Scale = 1:18.3 15-2-8'5x4 11 15-2-0 17-4-13 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.50 Ved(LL) 0.01 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.48 Vert(TL) 0.01 4-5 >999 240 BCLL 10.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) -0.09 3 n/a n/a • • • • BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Wind(LL) -0.02 4-5 >999 240 • Vj(eight: 18 Ib • • • • 0= 20% • • • • •• • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=27/Mechanical, 4=42/Mechanical, 5=566/140 (min. 0-1-8) Max Horz5=155(LC 12) Max Uplift3=-51(LC 9), 4=-42(LC 1), 5=-383(LC 12) Max Grav3=43(LC 17), 4=40(LC 12), 5=572(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-284/92, 2-9=-272/112 BOT CHORD 1-5=-107/277 WEBS 2-5=-376/583 BRACING- • • • . • • • • • TOP CHORD Structural wood sheathing directly apph(tl iO • • • • • • • • • • • • BOT CHORD Rigid ceiling directly applied. • • • • • • • • • MiTek recommends that Stabilizers W4rIVired cross 4ming be installed cluing truss • erection in accordance with Stabili[er Installatlonguide 0 • • • • 00.00 •••••• • ••• ••••• • • • • • • • • • • • • • • •••••• • • • • • • •••••• •••••• 00. •• • •• • • • • • •• • NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-14 to 2-11-2, Interior(1) 2-11-2 to 4-11-4 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 5=383. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL G. FORBES FL LIC. NO, 20699 555 S. POMPANO Pam. PA;MPANO BBACW, FL.. 33069 (9 } 682-6651 5 M Z Job Truss Truss Type oty Fly NE 91 ST 170891 J7 Corner Jack 3 1 �420 Job Reference tonal Custom Truss, Del .ay Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Tue Apr 24 09:56:32 2018 Page 1 10-2-0 - - - ID:fu8rcdDHV6RaIpMy ozTNae-OxvD7UAb_GtYrRekr001T8aUvkuf84aOgoWTOkzNYq Scale = 1:22.9 4-Vo 10-2-0 13-2-13 1-10-0 _.b-4-d __._.. _.._ 4-10.0 ' LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.52 Verl(LL) -0.03 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.05 4-5 >999 180 BCLL 10.0 ' Rep Stress Incr YES WE 0.07 Horz(TL) -0.05 3 n/a n/a • • • • • BCDL 10.0 Code FBC2014/rP12007 Matrix -AS • Weight: 24 lb • • • fT = 20% • • • • • LUMBER- BRACING- • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly al {pm: " • • • • • • • • • • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. • • • • • • • • • WEBS 2x6 SP No.2 • • • i MiTek recommends that Stabilizers ind required cross trating bo installed duling f�russ erection in accordance with StabilRer Insta 12Cion guide i ' � •' REACTIONS. (lb/size) 3=170/Mechanical, 4=35/Mechanical, 5=566/0-8-0 (min. 0-1-8) • • Max Horz 5=217(LC 12) •••••• • ••• ••••• Max Uplift3=148(1-C 12), 4=-1(LC 9), 5=-326(LC 12) • • •• •• • • •• • •••••• Max Grav3=170(LC 1), 4=75(LC 17), 5=573(LC 20) • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. • • • • • •' • • TOP CHORD 1-2=377/162 • : • • • • • BOT CHORD 1-5=141/324 • • • • • • • • • • • WEBS 2-5=465/594 ' • • • • • • •• NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-14 to 2-11-2, Interior(1) 2-11-2 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=148, 5=326. 6) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard i ARL G.R FORSES FL L1C, NO: 20699 655 S. POMPANO PKWY.. PAMPANO BEACH, FL. 33069 (9544) 692.6651 5112 Job Truss Truss Type Qb Ply i420 NE 91 ST 170891 J7B Corner Jack 1 1 Job Reference tional Custom Truss, Delray Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Tue Apr 24 09:56:32 2018 Page 1 10-2-0 ID:fu8rcdDHV6RalpXYgpyRrozTNae-OxvD7UAb_GtYrRekr001T8aaFkuQ85kOgoW TOkzNYd 10-2-0 1 1-10.12 13-2-13 -10-12 LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 10.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 5.00 12 3x co T 0 CO C; 4 3 10-2-0 3*6-A 13-2-13 CSL DEFL. in (loc) I/deft Ud TC 0.18 Ved(LL) 0.00 4 >999 240 BC 0.23 Vert(TL) -0.00 3-4 >999 240 WB 0.00 Horz(TL) -0.04 2 n/a n/a Matrix -MR REACTIONS. (lb/size) 4=91/0-8-0 (min. 0-1-8), 2=70/Mechanical, 3=21/Mechanical Max Horz 4=51(LC 12) Max Uplift2=90(LC 12), 3=38(LC 12) Max Grav4=97(LC 18), 2=70(LC 1), 3=35(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:22.2 PLATES GRIP MT20 244/190 11lb••••oT=20% •••••• BRACING- • • • • • • ' • TOP CHORD Structural wood sheathing directly a 0hdt;1bM010-12 oc ptiAlrR!except end veRitag g • • BOT CHORD Rigid ceiling directly applied or 10-O6Pp644igg. • • • MiTek recommends that Stabilizers ing WWired cross 4.ving be installed duming truss • erection in accordance with Stabiliser Install1ion guide! • • •••••• • ••• ••••• •• •• •• • •••••• • • • • • • • • •••••• • NOTES• • ••• • •••••• 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; 8=4511; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS jdirectional) and QNxienoo(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard tCARL C. FORBES FL LIC. NO, 20699 SSS S. POMPANO PKll1 Y. PJIMPANO BEACH, FL. 33069 (954) 882-6651 S M Z Job Truss Truss Type ay Ply 420 NE 91 ST 170891 MVi Valley 2 1 Job Reference (optional) Custom Truss, Del , y Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Tue Apr 24 09:56:33 2018 Page 1 11 8 4 ID:fu8rcdDHV6RalpXYgpyRrozTNae-s7TbKgBDkZ?PSaDwPj%_?L7n27HytY_AvSGOwAzNYd 2-0-0 11-8-4 2x4 i 5.00 F12 Scale = 1:7.5 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(TL) n/a n/a 999 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a • • • BCDL 10.0 Code FBC2014/TPI2007 Matrix-P • \j eight: 5 lb • . • •:?= 20% • • • • • • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=70/2-0-0 (min. 0-1-8), 2=57/2-0-0 (min. 0-1-8), 3=13/2-0-0 (min. 0-1-8) Max Horz 1=39(LC 12) Max Uplift1=24(LC 12), 2=45(LC 12) Max Grav1=73(LC 17), 2=57(LC 1), 3=25(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING- • • i • • • • • TOP CHORD Structural wood sheathing directly aspiiad#ra240 oc purNn9. • • • • • • • • BOT CHORD Rigid ceiling directly applied or 10.0404% 69. a • • MiTek recommends that Stabilizers! mired cross IjVing big installed duyngrruss' o erection, in accordance with Stabiliser rnstalla{ion guides • • •••••• • ••• ••••• •• •• •• • •••••• • • • • • •••••• NOTES- • • • • • 1) Wind: ASCE 7-10; Vul1=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS Mired onal) and GC &*1crr(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • • 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard (CARS G. FORBES FL. LIC. NO* 20699 555 S. POMPANO PiCV4 Y. PAMPANO BEACH, FL.. 33069 (954) 682.6661 $ M ! Job Truss Truss Type Oty Ply 420 NE 91 ST 170891 MV2 Valley 1 1 Job Reference tional cugtomlruss,ueirayeeacn,rLsuwa lo-1 —,,.— 1,...,1r. _ . .—. 12-4-3 ID:fu6rodDW6RalpXYgpyRrozTNae-s7TbKgBDkZ?PSaDwPjv_?L7hA7Fvtl_AvSGOwAzNYd 4-5-0 12-4-3 2x4 i 2 3 1.5x4 11 Scale = 1:13.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Ved(TL) n/a n/a 999 BCLL 10.0 ` Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a 0000 BCDL 10.0 Code FBC2014/fP12007 Matrix-P VYeight:14lb' , • , 0= 20% • • • • • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=195/4-5-0 (min. 0-1-8), 3=195/4-5-0 (min. 0-1-8) Max Horz 1=110(LC 12) Max Uplift1=-66(LC 12), 3=-112(LC 12) Max Grav1=204(LC 17), 3=207(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING- • e 0 • • TOP CHORD Structural wood sheathing directly ap**1%Mo-0 oc pur",deltcept end vertidbR.* " BOT CHORD Rigid ceiling directly applied or 10440"4q,igg. • • • MiTek recommends that Stabilizers ing "ired cross ljW.ing bg installed dup �ss • erection in accordance with Stabiker Installation guide: • • • •-sue---•—•y--�+•-• •••••• • ••• ••••• •• •• •• • • ••••• • •••••• • • • • • • • • • • •••••• TOP CHORD 2-3=160/267 • • 0 • • • • • • • NOTES- • • ' • • • • • 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C4 Foxte*or(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 4-3-4 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except ()t=lb) 3=112. 6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARM FQRSES FL LIC. NO: 20699 555 S. POMPANO Pi4V4 Y. PAMPANO BEACH, FL. 33D69 t91 632-+66'51 f N It Job Truss Truss Type Oty Ply 420 NE 91 ST 170891 PB1 Piggyback 1 1 Job Reference (optional) Custom Truss, Delay Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MITek Industries, Inc. Tue Apr 24 09:56:34 2018 Page 1 ID:fu8rcdDHV6RalpXYgpyRrozTNae-KJ 1zY9CrVt7F4ko6zQODYZguTnYczHJ76?ZSczNYrh -D 8 l 8-7-14 10-7-14 2-0-0 6-7-14 — -- 2-0-0 Scale = 1:18.1 5.00 12 3x4 = 10 3x4 = 8 2x4 = 6x8 = 2x4 = 20-6-8 i 10-7-14 10-7-14 Plate Offsets (X Y)— (3:0-2-0,0-2-111, i5:0-2-0 0-2-111 f8:0-4-0 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildeff Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.26 Vert(ILL) 0.00 7 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(TL) 0.01 7 n/r 120 BCLL 10.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 6 nla nla 000000 • • so** 000000 BCDL 10.0 Code FBC2014/TPI2007 Matr x-S • • • •Wdfght: 291b • • fT= 20% • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=47W6-8 (min. 0-1-8), 6=288/8-6-8 (min. 0-1-8), 2=28818-6-8 (min. 0-1-8) Max Horz 2=22(LC 10) Max Uplift8=308(LC 8), 6=-170(LC 12), 2=170(LC 12) Max Grav8=487(LC 17), 6=288(LC 1), 2=288(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=362/337, 3-9=-310/306, 4-9=310/306, 4-10=310/306, 5-10=-310/306, 5-6=362/339 BOT CHORD 6-8=222/310, 2-8=-222/310 WEBS 4-8=380/420 BRACING- so**** 0000 • • • • • • TOP CHORD Structural wood sheathing directly Vai%U&,0-0 cc pudins. • • BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. 000000 MiTek recommends that Stabilize ndre ailizerequired cross Yracing be installed 46 �q truss erection, in accordance with StabilizyrlhStAlation guide' • • • ; • •••••• • ••• ••••• • ••• ••• • ••• • ••••••• •••••• • • • • • • •••••• •••••• • • • • • •• • •• • • • • • •• • NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-5-2 to 6-2-15, Interior(1) 6-2-15 to 8.7-14, Extedor(2) 8.7-14 to 10-2-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nowoncurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Bearing at joints) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=308, 6=170, 2=170. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL G. FORSES FL LIC, NO: 20699 555 S. POMPANO PKWY. PAMPAN O BEACH, FL. 33069 (954) 882-6651 sMs Job Tn1ss Truss Type oty Ply 420 NE 91 ST 170891 PB2 Piggyback 1 1 Job Reference (optional) Cuyom Truss,Delray Beach, FL 33444 Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2011 MI I ek Industnes, Inc. 1 ue Apr 24 09:bb:34 zu1 a rage 1 20-6-8 ID:fuBrcdDHV6RalpXYgpyRrozTNae-KJ1zY9CrVt7F4ko6z00DYZgveMczOJ767ZSczNYrh 4-0-0 6-7-14 10-7-14 4-0-0 2-7-14 4-0-0 Scale = 1:18.1 3x4 = 3x4 = 1.5x4 11 2 4 5 10 8 3x4 = 1.5x4 II 3x4 = 20-6-8 0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.01 7 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(TL) 0.02 7 n/r 120 0900 BCLL 10.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 6 n/a n/a • • • • • • • • • : • �T BCDL 10.0 Code FBC2014/TP12007 Matrix-S : .11 *ht: 31 lb = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=347/8-6-8 (min. 0-1-8), 6=347/8-6-8 (min. 0-1-8), 8=359/8-6-8 (min. 0-1-8) Max Horz2=50(LC 11) Max Uplift2=219(LC 12), 6=-219(LC 12), 8=-146(LC 8) Max Grav2=347(LC 1), 6=347(LC 1), 8=395(LC 19) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=371/398, 3-9=288/407, 3-4=291/431, 4-5=-291/431, 5-10=-288/407, 6-10=-371/399 BOT CHORD 2-8=-243/291, 6-8=243/291 WEBS 4-8=238/265 BRACING- •••••• ••:. ••••i• TOP CHORD Structural wood sheathing directly a lli edt r6-0-0 oc pudins. BOT CHORD • Rigid ceiling directly applied or 10 0 oc bracing. • • 000000 FMiTek recommends that Stabilizert an req'duiced cross M�acwg be wstalled during truss erection de! in accordance with StabilizOrtiglMlation gui• • • • V • • • • •• ••• ••• • •••••• • •• • •• • • • •• • NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-2 to 3-5-2, Intedor(1) 3-5-2 to 4-0-0, Exterior(2) 4-0-0 to 6-7-14 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=219, 6=219, 8=146. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL G. FORSES FL LIC. NO 20699 555 S. POMPANO PKWY. PAMPANO BEACH, FL. 93069 {954r 682.6651 1Mi Job Truss Truss Type Qty Ply NE 91 ST 170891 PB3 Piggyback 3 1 �420 Job Reference (optional) Cu gtom Thus, Delay Beach, FL 33444 20.6-8 4x4 = Run: 8.130 s Nov 13 2017 Print: 8.130 s Nov 13 2017 MiTek Industries, Inc. Tue Apr 24 09:56:34 2018 Page 1 ID:tu8rcdDHV6RalpXYgpyRmzTNae-KJ 1zY9CrVt7F4ko6z00DYZggMXaGczml76?ZSczNYrh 10-7-14 5-3-15 6 2x4 = 1.5x4 II 2x4 20-6-8 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 10.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/rP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 CSI. DEFL. in (loc) I/defl Ud TC 0.52 Ved(LL) 0.02 5 n/r 120 BC 0.20 Vert(TL) 0.04 5 n/r 120 WB 0.09 Florz(TL) 0.00 4 n/a n/a Matrix-P REACTIONS. (lb/size) 2=297/B-6-8 (min. 0-1-8), 4=297/8-6-8 (min. 0-1-8), 6=459/8-6-8 (min. 0-1-8) Max Horz2=67(LC 10) Max Uplift2=201(LC 12), 4=201(LC 12), 6=-148(LC 12) Max Grav2=297(LC 1), 4=297(LC 1), 6=487(LC 19) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-352/318 PLATES GRIP MT20 244/190 •••• Weight: 32 Ito RT = 20% Scale = 1:17.9 is O BRACING• •••• i •••• •• TOP CHORD Structural wood sheathing directlgfiK% k&O - P44 • • • • • • BOT CHORD Rigid ceiling directly applied or 10-0-bb ocbracing. MiTek recommends that Stabilizers and required cross bracing be installed d•rinit.,40 erection in accordance with Stabl&PI&FbItation guide • • • • • •••• • •• ••••• •••••• • ••• ••••• • • • • • •• •• •• • •••••• • •••••• • • • • • • • • • • •••••• •••••• NOTES- • • • • • • • • • 1) Unbalanced roof live loads have been considered for this design. • • • 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C'C'Ederior(2) 0-5-2 to 3-5-2, Interior(1) 3-5-2 to 5-3-15, Exterior(2) 5-3-15 to 8-3-15 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=201, 4=201, 6=148. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 8) Warring: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard ICARL G. FORBES FL LIC. NO: 20699 555 S. POMPANO PK WY.. PAMPANO BEACH, FL. 38069 (954} 682.6661 fMZ Job Truss Truss Type Oty Ply 420 NE 91 ST 170891 PB4 Piggyback 4 1 Job Reference too'---" CuVom Tnni DCvay Beach, FL 33444 Run: 8.130 s NOV 13 zut r F nnC s. uu s NOV 13 201 r Mi i ex inousmes, mc. i ue Apr zv 09:56:35 zu is rage i 20-6-8 ID:fuBrcdDHV6RalpXYgpyRmzTNae-oWbLIVCTGBF6iuNJW8xS4mC?6xwVLOOSMml7?3zNYrg 5-3-15 10-7-14 5-3-15 5-3-15 2x4 = 20-6-8 LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 10.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/rP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 4x4 = 1.5x4 II CSI. DEFL in (loc) I/defl Ud TC 0.52 Vert(L-) 0.02 5 n/r 120 BC 0.20 Vert(TL) 0.04 5 n/r 120 WB 0.09 Horz(TL) 0.00 4 n1a n/a Matrix-P REACTIONS. (lb/size) 2=297/8-6-8 (min. 0-1-8), 4=297/8-6-8 (min. 0-1-8), 6=459/8-6-8 (min. 0-1-8) Max Horz2=-67(LC 10) Max Uplift2=-201(LC 12), 4=-201(LC 12), 6=-148(LC 12) Max Grav2=297(LC 1), 4=297(LC 1), 6=487(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=352/318 2x4 = PLATES GRIP MT20 244/190 •••• Weight: 32116 FT = 20% Scale = 1:17.9 0 BRACING- •••• i •••• •• TOP CHORD Structural wood sheathing directly1- a j%I grkO-0 oc p6rl�: • • • • • : • BOT CHORD Rigid ceiling directly applied or 10�o4bracing. MiTek recommends that Stabiliz an required cross bracing be installed 1in1g buss erection in accordance with Stabillt* thga1lation quid • . •••• • •• ••••• •••••• • ••• ••••• • • • • •• ••• •• • •••••• • • • • • •••••• NOTES- • • • • • • • • 1) Unbalanced roof live loads have been considered for this design. • • • • • • 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-5-2 to 3-5-2, Interior(1) 3-5-2 to 5-3-15, Extedor(2) 5-3-15 to 8-3-15 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 2=201, 4=201, 6=148. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARS: O. FORBES FL LIC. NO: 20699 555 S. POMPANO PKVIVY. PAMPANO BEACH, FL. 33069 (954y 682•6651 fM�