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RC-18-694 (2)Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Location Address Permit NO.: RC-3-18-694 Permit IVR Number: 633018 Permit Type: Building (Residential) -n-ruF Work Classification: Addition/Alteration Issue Date:10/15/2018 Parcel Number Permit Status: Approved Expiration: 04/08/2019 Project 122 NE 105 ST, Miami Shores, FL 33138-2033 1121360130680 <NONE> Contacts ROY AND MARGARET MEVERS Owner ROY AND MARGARET MEVERS Applicant 122 NE 105 ST, MIAMI SHORES, FL 331382033 122 NE 105 ST, MIAMI SHORES, FL 331382033 Other:3057560156 Other:3057560156 MIRAN CONSTRUCTION, LLC Contractor JULIO M MIRANDA 750 GREENBRIAR AVE, DAVIE, FL 33325 Business: 7869250084 Inspection Requests: Description: ADDITION WITH 2 BEDROOMS AND 1 BATHROOM Valuation: $ 150,000.00 305 762 4949 Total Sq Feet: 1,017.00 Fees Amount CCF $90.00 Cert. of Compl. for Single Fam and Duplx $50.00 (Manual) DBPR Fee $67.50 DCA Fee $45.00 Education Surcharge $30.00 Notary Fee $5.00 Notary Fee $5.00 Permit Fee $4,500.00 Plan Review Fee (Engineer) $90.00 Scanning Fee $39.00 Structural Review ($90) $90.00 Technology Fee $120.00 Total: $5,131.50 Building Department Copy Payments Date Paid Amt Paid Total Fees $5,131.50 Check # 206 10/15/2018 $4,931.50 Check # 163 03/16/2018 $200.00 Amount Due: $0.00 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws construction and zoning. Futhermore,�thorize the above named contractor to do the work stated. zed Signature: Owner / Applicant Contractor VIC / Agent Date October 15, 2018 Page 2 of 4 -MA iLL BUILDING PERMIT APPLICATION 1F' FRE-C Miami Shores Village q G 31 2018 Building Department BY: 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 20 ) Master Permit No.'R01 �9b q4 Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL F-IPLUMBING ❑ MECHANICAL EPLIBLIC WORKS] CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 122 NE 105TH STREET City: Miami Shores County: Miami Dade Zip: Folio/Parcel#:11-2136-013-0680 Is the Building Historically Designated: Yes NO X Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): Roy Mevers and Margaret Hood Mevers Address:122 NE 105th Street City: Miami Shores State: Florida Tenant/Lessee Name: N/A Email: royatsea@gmail.com CONTRACTOR: Company Name: Miran Construction LLC Address: 750 Greenbriar Avenue e#:305 812-6522 —Zip: 33138 - ne#: N/A one#: 786 925-0084 City: Davie state: Florida Zip: 33325 Phone#: Qualifier Name: Julio M. Miranda 786 925-0084 State Certification or Registration #: CGC1516201 Certificate of Competency #: N/A DESIGNER: Architect/Engineer: Mark A. Campbell Architect Phone#: 305 754-2318 Address:373 NE 92nd Street _ city: Miami Shores State: FL Zip: 33138 Value of Work for this Permit: $ (i Co() - Q(�) Square/Linear Footage of Work: 1017 and 548 sgft Type of Work: 7 Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of work: 1017 sqft Addition of New Master Bedroom, New Closet, New Bedroom #4, Master Bathroom and New 548 sgft Concrete Patio. O)CM-C oC CffNVrac-�nr Specify color of color thru tile: 1 Submittal Fee $ 2''. J- W Permit Fee $ `r I �� CCF e--j0 , 6'0 CO/CC $ Go, M Scanning Fee $ -7� - (50 Radon Fee $ `# _ • (X) DBPR $ � � 5� Notary $ S - O7 Technology Fee $ S Z 0 ' � Training/Education Fee $ }U ` Q Double Fee $ 0 Structural Reviews $ � Q U oz, Bond $ t3.� - (m TOTAL FEE NOW DUE $TL . y� (Revised02/24/2014) 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 dp 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 I u day of /fy l 1/ j 20 by FLUB M IN F-1i S who is personally known to me or who has produced Q L as identification and who did take an oath. NOTARY PUBLIC: 6t09'Lt Neruge_q:S3d6 SSW dd k NOISSI1/11400 Sign: TI38dWMO3SVHO Print: Seal: Signature CONTRACTOR The foregoing instrument was acknowledged before me this 6t� day of AU h'Q 20 19 by Julio M. Miranda Q T , who is personally known to me or who has produced Jii\Ay 1 l C� YOC as identificatio a NOTARY PU LI Sign: Print: Seal: F APPROVED BY (! Plans Examiner ho did take an oath. U,Q "r YANADY PR E 0 — #: M1 COMMISSION # FF 214031 oP EXPIRES: March 25, 2019 t„r Bonded Thru Notary Public Underwriters Zoning Structural Review (Revised02/24/2014) Clerk pF RICK SCOTT, GOVERNOR JONATHAN ZACHEM, SECRETARY o� bFlodda r STATE OF FLORIDA QFESSIONAL REGULATION DEPARTMENT OF BUSINE�ffip-p R C 0 N S T R U CT I,N ENk NG BOARD THE GENER GOTORS EREI«- S-CERTkkff NDER THE, PROVIS OF I-h 7� R $9 F- 1D�i�►► T w UTES E-Ip I`YA' �EB'RI'A .;• '` � `raj r V LICE S EXPIRATI IkQ `CJNIST 31, 2020 Always verify licenses online at MyFloridaLicense.com 0 Do not alter this document in any form. QThis is your license. It is unlawful for anyone other than the licensee to use this document. 1 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: Business Name: MIRAN CONSTRUCTION LLC Owner Name: TuLIo M MIRANDA Business Location: 750 GREENBRIAR AVE DAVIE Business Phone:786-925-0084 Receipt#:GENERALOCONTRACTOR (CERT Business Type: GENERAL CONTRACTOR) Business Opened:08/10/2012 State/County/Ce rt/Reg: CGC 1516 2 01 Exemption Code: Rooms Seats Employees Machines Professionals 1 For Vending Business Only Number of Machines: Vendina Tvoe: Tax Amount Transfer Fee NSF Fee Penalty Prior Years Collection Cost Total Paid 27.00 0.00 0.00 0.00 0.00 0.00 29.70 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 with State or local laws and regulations. Mailing Address: MIRAN CONSTRUCTION LLC Receipt #1CP-16-00017641 750 GREENBRIAR AVE Paid08/01/2017 29.70 DAVIE, FL 33325 • �1 CERTIFICATE OF LIABILITY INSURANCE DATE(MMIDDIYYYY) 01 /18/2018 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 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 NAME: Staci Merchant Merchant Insurance Solutions PNC.N , (239) 823-4382 FAX No): (866) 406-4983 12326 Isabella Drive DR ADE s: smerchant@merchantinsurancesolutions.com INSURERS AFFORDING COVERAGE NAIC # INSURER A: ARCH Specialty Insurance Company Bonita Springs FL 34135 INSURED INSURER B : Florida Citrus Business & Industries Fund INSURERC: MIRAN CONSTRUCTION, LLC INSURER D : 750 Greenbriar Ave. INSURER E INSURER F : Davie FL 33325 COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: 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. 1 �TR TYPE OF INSURANCE p WVD POLICY NUMBER POLICY EFF MM/DDIYYYY POLICY EXP MWDD/YYYY LIMITS A X COMMERCIAL GENERAL LIABILITY CLAIMS -MADE OCCUR AGL0044532-01 01/15/2018 01/15/2019 EACH OCCURRENCE $ 1,000,000 PREMISES Ea occurrence)$ 100,000 MED EXP (Any one person) $ 5,000 PERSONAL & ADV INJURY $ 1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: X POLICY PRO ❑ LOC JECT OTHER: GENERAL AGGREGATE $ 2,000,000 PRODUCTS - COMP/OP AGG $ 2,000,000 $ AUTOMOBILE LIABILITY ANY AUTO ALL OWNED SCHEDULED AUTOS AUTOS NON -OWNED HIRED AUTOS AUTOS COMBINED SINGLE LIMIT If, accident $ _ BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE Per accident $ $ UMBRELLA LIAB EXCESS LIAB HOCCUR CLAIMS -MADE EACH OCCURRENCE $ AGGREGATE $ DED I RETENTION $ $ B WORKERS COMPENSATION AND EMPLOYERS' LIABILITY Y I N ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? ❑N (Mandatory in NH) If yes, describe under DESCRIPTION OF OPERATIONS below N / A 10655591 10/02/2017 10/02/2018 X STATUTE EORH E.L. EACH ACCIDENT $ 1,000,000 E.L. DISEASE - EA EMPLOYEE $ 1,000,000 E.L. DISEASE - POLICY LIMIT $ 1,000,000 DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) License #: CGC 1516201 VtK I IrII.A I t MULUMK GANULLLA I IUN Miami Shores Village Building Department 10050 NE 2ND AVE Miami Shores SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE FL 33138 @ 1988-2014 ACORD CORPORATION. All rights reserved. ACORD 25 (2014/01) The ACORD name and logo are registered marks of ACORD \\ 10050 N.E. SECOND AVENUE ' 1 MIA MI MI SHORES, FLORIDA 33138 2382 TELEPHONE: (305) 795-2207 TRAVIS KENDALL FAX: (305) 756-8972 Planning & Zoning Director DEVELOPMENT ORDER ,File•Number: PZ-1-25-18-06 Property Address: 122 NE 105th Street Miami Shores FL 33161 Property Owner/Applicant: Margaret and Roy Mevers Address: 122 NE 1051h Street Miami Shores FL 33161 Agent: Mark Campbell Address: 373 NE 92 Street, Miami Shores, FL Whereas, the applicant Margaret and Roy Mevers (Owner), has fled an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV, V and VI of Appendix A Zoning, Sec. 400 Schedule of Regulations and Sec. 600. Site plan review and approval required. Rear Addition. Whereas, a public hearing was held on January 25, 2018 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1- The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. 1) The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: Approval is granted as shown on the plans submitted and made a part of this approval. 2) Applicant to maintain two (2) legal parking spaces on site. 3) Applicant to apply for and obtain all required building permits from the Building Department before beginning work. Page) of2 VISIT US ( www.miamishoresvillage.com 4) Applicant to apply for and obtain all necessary permits and approvals from outside agencies. 5) An erosion and sedimentation plan subject to review and approval by the building official is required and must be submitted to the building official with the building permit application. Properly installed soil erosion measures (silt fences, straw barriers, etc.) and anti -tracking area at all construction entrances are required to be put in place and maintained if ground cover is removed or as required by the building official. Required erosion control measures must be in place prior to footings inspection. 6) Applicant to obtain all required permits and approvals from the Miami -Dade Department of Regulatory and Economic Resources, Environmental Plan Review Division (DRER, EPRD) and the Miami -Dade Department of Health (DOH/HRS) as required. 7) Applicant to meet all applicable code provisions at the time of permitting 8) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. The application with conditions was passed and adopted this 251h day of January, 2018 by the Planning and Zoning Board as follows: Motion to approve subject to Staff recommendations by Mr. Brady, seconded by Mr. Bergman and the Motion passed 4-0. Mr. Snow Yes Mr. Bergman Yes Ms. Hegedus Yes Mr. Brady Yes Chairman Busta Absent g Date fSn Vice Chair, Planning Board Page 2 of 2 MIAMI-M Process Number., M2018009594-0 Folio: 1121360130680 Fee Payer: ROY E MEVERS 122 NE 105 STREET Department of Regulatory and Economic Resources Impact Fee Receipt Batch: Site Address: 122 NE 105 ST Collection Date: 05/08/2018 MIAMI SHORES, FL 33138 Fee Type Dist Category Cat 'Category Description : Id Code SufIx AREA 1 i5002 w UNIT SIZE (SQ FT) Collection Number. 123196 Units Fee Extended 'Deferral Deferral Amount Amount -Admin 1, 169.00 $0.92, $1,073.142 Totaki $11,073.114i Deferred Amount: + Deferred Admin: Total Amount Due: $1,073.14: Paid Check: $1,073.14 Paid Cash: $0.00 Paid Credit: $0.00 Paid Convenience Fee: $0.00 Total Paid: $1,073.14 V r ' s - . r 4 to F. 0 0: TAil-A _ - 6 1 \ • � is � -' - 1 � STnL �,Tur:,",L R E�'. APPROVED pAT % RID A 4 s��rP409 — Edward A. (�Y.- LANDERS p.S,348 s CONSULTING ENGI T �� • - id fiE OF Edward A LANDERS, RL CONSULTING ENGINEERS P.E. #038398 (305)823-3938 e �; _/0 1 Z Edward A. LANURS, RL CONSULTING ENGINEERS 6" P.E. #038398 (305)823-3938 Edward A. LANDIRSI P.I. CONSULTING ENGINEERS i P.E. #038398 (305)823-3938 ?, - �, -I ip 1 TABLE3.2.1.2: Reinforced Wall Properties for Load Combinations Not Including Wind or Seismic Concrete Masonry Wall Pro erties Steel _Reinforcerppnt Propertles in E� 29,000,000 psi For Effective Depth d 3.8125 in Fy 60,000 psi (Table Arranged by Increasing Mp) Out -of -Plane Resisting Moment and Shear for Bars Positioned in the Center of the Wall f m = 1,350 psi ' �,� = 1,500 psi Bar Bar Bar Spacing A, M Bar Spacing A Bar Bar Size R p 9 A. M Bar S acin 8 6 8 5 7 8 6 7 8 8 5 7 6 8 7 6 5 7 4 6 8 7 5 8 6 7 t�v (in) (in2ift) (In-lb/Ftj ize (in) (10ft) (in-lb/ft) Size p 9 A° Ma Bar Spacing 8 Gn) (m / tj (in-lblft) Siz, 8 1.19 0.90 20.072 19,008 4 8 24 72 0.10 0.13 8,311 B 8 1.9 1860 2,47 8 8 0.66 17, 730 6 56 0,09 8,310 7,804 7 6 8. 0 0 20,647 q 16 0.59 16,609 5 40 0.09 7,753 g 8 16 0 .66 19,201 7 8 16 0.47 0.45 16,221 15,650 7 6 72 64 Q,10 7,582 5 0.5� 0.45 18,055 16,96 6 5, 24 0.40 15,040 5 48 0.08 0.08 6,829 6,508 7 8 16 6 0.45 16,963 6 16 0.33 14,499 4 32 0.08 6,306 g 24 16 0.40 16,306 $ 8 0.30 14,301 8 06 0.33 15,660 5 24 0.30 14,067 6 72 0.07 6,070 7 24 0.30 15,381 4 32 0.30 13,987 7 96 0.08 5,687 8 32 0.30 15,196 6 40 0.24 13,160 5 56 0.07 5,578 8 46 0.30 14,181 7 16 0.23 13,134 4 40 0.06 5,086 5 16 0.23 14,187 5 32 0.23 12,972 8 120 0.08 4,986 7 32 0.23 13,963 8 24 0.22 12,896 5 84 0.06 4,881 6 24 0.23 13,963 4 48 0.20 12,465 6 96 0.06 4,552 8 48 0.22 13,871 5 40 0.18 12,103 7 120 0.08 4,549 7 40 0.2b 13,392 7 32 0.17 11,758 5 72 0.05 4,339 6 32 0.18 12,592 24 0.16 11,506 4 48 0.05 4,264 5 24 0.17 12,316 5 5 48 0.15 11,374 ' ' 4 56 0.04 3,655 4 18 0.15 12,371 4 16 OAS 11.374 6 120 0.04 3,642 7 48 0.15 12,171 4 40 0.13 10,836. 5 96 0.04 3,254 g 56 0.17 12,479 56 0,17 10,684 4 64 0.04 3,19$ 6 40 0.17 11,479 5 5 66 32 0.13 0.12 9,749 9,598 4 5 72 120 0.03 0,0'►6 Et84 2 7 ••' • 0.13 0.13 10,888 10,432 4 q 64 0.15 9,349 4 96 Oaf 21•� 3 * A4 • 0.15 10,044 5 48 0.11 9,105 4 120 0,02• 1 �e • 6 • . . 0,12 9,643 4 64 0.11 8,530 48 .0.11 9,146 4 7 64 1 0.11 9.128 • ••• . . . ••• . . . . . . . .... ....... . . . . . . . . . . . . ... .. ... . . . . . ... .. .. . . rd4 rm=1,350psi rm =1, 500 psi 7 5%8" 72 0.13 8,928 24 0.10 8,348 72 0.10 8,114 1 56 0.09 7,840 40 0.08 7,786 64 0.08 6,860 96 0.10 6,696 48 0.08 6,534 32. 0.08 6,331 72 0.07 6,097 96 0.08 6,085 66 0.07 5,600 120 0.08 5,357 40 0.06 5,104 64 0.06 4,900 120 0.06 4,868 96 0.06 4,573 72 0.05 4,356 48 0.05 4,278 56 0.04 3,667 120 0.04 3,658 96 0.04 3,267 64 0.04 3,209 72 0.03 2,862 120 0.03 2,614 96 0.03 2,139 120 0.02 1,711 w 0 -J fi i vP _ .. - >.. .. ... .. .. :. .. .. i e /F fA F _ :1 f.. -..0 • • 00 Ci ice. J. ,. ..:....:.:. •. .. 00 u..- r s- Yl �• j E � i` .� . ,r P.E. #038398 Edward A. LANDERS, Me (305)823-3938 CA-tc-5 - CONSULTING ENGINEERS e - 0 Edward A. LARDERS, Poll CONSULTING ENGINEERS P.E. #038398 (305)823-3938 q-,r&•/S Edward A. LANDERS, Me CONSULTING ENGINEERS P.E.#038398 (305)823-3938 _ TABLJC. 8.4 (Cotttinueu') Design values In pounds per 9quat6 inch (psi) ,Species a ra commercial grade Size Bending Tension par6ilel to Shear parallel(perpendicular Compression Co mpressidri Modulus No11-Dense Select 51iuc1urai classification Fp grain F 10 grain to,ri gan parallel of NO-1 Dense 1850.. t F r �Fc1 totgrain IF. Elasticity No.1 2" 4"Ihick 1450 950 90 E Nd.1 Non -tense No-2 Dense 10" wide 1300 1200 775 725 90 90 480 660 1750 17.56 1,7,00,o00 No.2 No 2 Non -Dense 1200 650 625 90 565 480 1600 1500 1,8A0,0 00 1,700.000 No.3 1050 950 575 90 90 660 1650 1,600,000 Dense Select Structural 600 !'S 550 90 565 480 1500 1,700,po0 1.600,000 Select nse set Non -Dense Seleel 2050 1900 1100 90 565 1400 850 1,406,660 1.400,000 Structural No.1 Dense 1750 1050 90 90 660, 1650 ' No.1 No,1 Non-pense " ^"�'�' k 1350 900 725 80 565 480 1800 1700 1.800,000 1,800,000 No.2 enso y�"�tio 1250 1150 675 90 90 660 r,65 170.0 1,700,000 1.860,000 o. Non -Dense — 575 90 ep 480 1600 1500 1,700,000 No.9 550 90 660 1600 i,600i000 • " 575..- 525 325 90 565 480 .14501 1,700,00o 1,fi00,00D Dense Structura186 WrY service cotlditions 80 565 1350 825 1.400,000 fstrilst>Orural72 4`ihtt�c• — 0 1S 16 orIle:ss moisture 'j76-o 1 400 000 Dense St ctural 65 2200 155 5 c"!jfWl?J • 2"$+Mder 1480 � • • • •660 • • •20 :2 Rense Structural 86 Dense Structural2-1/2" 4"thidc (We It service c ortditlo • ' • • • • • • «• • i0 • • • 1.800,,000 1,80q,000 2100 so ••• •• • • • •• Dense Structural 85 l6S 2.1,2"8 wider 1750 1400 1200 145 440 y. , ,. 1600 p: , ;, n am ..M 9;20 1050 • 14 • • 440 • •440• 13t)0 1 • 1,600,000 1' 1. )0O,DDO I :ter • • : •. • 0 �hl'.�t;Lr+rashington. ••• • • • • • •• ••• • * • • • • ••• • • • • •• • • • • • ••• • • • • • •• •• • • DC, 199H Grading Rules Agency SP►S SPIS Dense Select SirvFtural Select Structural 3050 2850 1650 1600 100 too 660 2250 1,90q,000 Non -Dense Select Structural 2650 1350 100 565 2100 1,800000 No.1-Dense. 2000 1100 100 480 660 1950 1,700,000 No,1 26.4'1Nck 1850 1050 100 565 2000 1,660,066 N0.1 Non -Dense 1700 900 100 480 1850 1.700,000 No.2Dense 2"-4"wide 1700 876 90 666 1700 1850 1,600,000 NoZ 1500 • 826 90 565 1,700,000 No.2'Non-Dense 1350 775 90 1650 1,600,000 85D 475 90 480 1600 1,400t000 Stud Stud 875 :500 90 565 565 975 1,4001000 Construction 2"•4"Thick 1100 1625 100 565 975 1,4001000 Standard Utility, 4" wMe 625 :350 90 565 1600 1500 1,5001000 1,300,000 Dense Select Structural 300 27#W 176 1500 90 565 975 1.300,000 Select Structural 2550 140o 90 90 660 2150 1,900,000 Non-Dense:SeleclStructural 2350 1200 90 565 2000 11800,000 No.1 Dense 1750 950 90 480 1850 1,700,600 t No.1 .2"41hick 1650 900 90 660 565 1900 1,BD0,000 No.1 Non -Dense 1500 800 90 466 1750 1,700,000 No.2 Dense 5"-6"wide 1450 775 90 1600 1,600,Oo0 1 Not 1250 725 90 660 1750 1,700,000 i NO-2 Non -Dense 1150 675 90 565 1600 1,600,000 No.3 750 425 90 480 565 1500 1,400,000 1 Stud 775.,_. 425 9p 565 925 925 1,400,000 1,40d,000 Dense Select structural 2450 ' 1350 90 660 2050 Select Structural 2300 1300 90 565 1.900,000 SPIB Non -Dense Select Structural 2100 1100 90 1900 1,800,00o N0.1.Dense 2".4"1hIck 1050 875 90 480 1750 1,700.000 No,t 1500 825 90 660 565 1800 11800,000 No.1 Mon-Dehte g" wide 1350 726 90 • • 14:0 1650 01" ; j 1d6,6156 i'600.000 No.2lDense 1400 675 • 90 • 690 • • • Not No-2 'Non -Dense 1100 650 90 • • S65 • 1i00� • : • 1i50r • - 700,000 No.3 1100 700 600 400 90 09480 0 014504 0 ,GDO,000 • 1.400.000 Dense Solect SIMMUral 2150 -T 1200 565 87560 1,400,000 Select Structural 205p 11A0 so'99._.__. 91 90• • • • 2000 q,900 .ODD • 565 •'I0050 •4 9�00 • • •• •• • • • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • (F .. .... . .... . ... . . ..... . ... ...... ........... ...... . ..... ....... .... .... .. ... 7�3 K-1 )7D cl�S o dv- 40 ..... ...... q!v 0 ..... ... .. •41 - -- - ------ .. ..... ... .... ..... ... . ......... t Edward A. LANDERS, P,E. CONSULTING ENGINEERS P.E. #038398 (305)823-3938 lq2 ... ... . .... ... A.. ... ... ... ... . Got**** 0000 a 0 0 0 :'POO:* 990*00 . ...... ... ........ .. Edward A. IANDERSvPOE, CONSULTING ENGINEERS P.E. #038398 (305)823-3938 0 C,Airuind Version 2.1.0.E per .ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2016 Date Project No. 1615186-01 Company Name Edward A. Landers, P.E. Designed By Edward A. landers, P.E. Address 7850 NW 146th Street Description Wind Pressures City Miami. Lakes, Customer Name NE Street State Florida Proj Location Miami. Shores, Florida File Location: C:\Program Files (x86)\MECAWind\l615186-0l.wnd Directional Procedure Sirapli ficad Di.aph :-agrib Building (Ch 27 part 2) All pressures shown are based upon ASD Design, with a Load Factor of .6 Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 04t,6& Cc = 0.20 1 0 F 50%4D4*ft •••.•• Epsilon = 0.20 Zmin '..' a 15•Q0•ft .� Slope of Roof = 3 : 12 Slope of Roof(Theta�**e#% li.Ob.'Deg eo**** Ht: Mean Roof Ht = 12.50 ft Type of Roof ...:4r, Hipped. RHt : Ridge Ht = 15.00 ft Eht : Eave Height ....= 10.00 ft :"": OH: Roof Overhang at Eave= 1.50 ft Roof Area '...;-' 661.0% :Et^ 2 ..... . .. Bldg Length Along Ridge = 45.00 ft Bldg Width Across Rl'..*'... 5jIM00ft ..... ...... Gust Factor Category I Rigid Structures - Simplified Method • • • Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 �= 0.85 �•••�• •�••�• Gust Factor Category II Rigid Structures - Complete Analysis " ..'. ' Zm: 0.6*Ht = 15.00 lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.92 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi Internal Pressure Coefficient = +/-0.18 Topographic Adjustment 0.33*z = 4.13 Kzt (0.33*z): Topographic factor at elevation 0.33*z = 1.00 Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)]110.5 = 175.00 mph Net Wind Pressures on Walls (Table 27.6-1) Wall Pressures do not include effect of internal pressure 1-fdr-RS-Wall Pressures for :rind Normal to So ft wail L/B = 0.90 ph: Net Pressure at top of wall (windward + l"eeward) = 38.70 psf p0: Net Pressure at bottom of wall (windward + leeward) = 38.70 psf ps: Side wall pressure acting uniformly outward = .54 * ph = 20.90 psf pl: Leeward wall pressure acting uniformly outward = .38 * ph= 14.71 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 23.99 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 23.99 psf ui B _ Oh: Net Pressure at top Of wa!! (.windward + _eward) _ p0: Net Pressure at bottom of Ial1 (windward + -leeward] = ps: Side wail pressure acting uniformly outward = .54 * ph = pi: T eeward wali pressure acting uniformly outward .38 * ph= pwh: Windward wall pressure aCting uniformly outward oh-pl = ow0; Windward wall pressure acting uniformly outward p0-pi = See Fig 27.6-2 for Pars„e t '.;mA 'Mail PreS•,ures Sep Tables ?7.6- l Fiev:it'on Roof Pressures See table 27.6-2 t,,1(_an roof ht- 0.63 38.70 psf 38.70 psf 20.90 psf 14.71 psf 23.99 psf 23.99 psf Net Wind Pressures on Roof (Table 27.6-2): Expcsure Adjustment Factor 1.000 Zone Load Casel Load Case2 psf psf '- 1 .00 .00 2 .00 .00 3 -36.03 .00 A -32.18 .00 5 -26.37 ^.0 Note: A value of '0' indicates that the zone/load case is not applicable. a Gabled Roof Roof Overhang Loads (Figure 27.6-3): Load Case 1: Povhl: Overhang pressure for zone 1 Po h3: Overhang pressure for zone 3 Load Case 2• Povhl: Overhang pressure for zone 1 Povh3: Overhang pressure for zone 3 .00 psf _ -27.03 psf 00 psf .00 psf • • • • • • • • • • • • • • • • • .•.••• • • . • • • • • •••.•• • • • . . 00 0 . • •96 0 Miami Shores Village Building Department 10050 NE 2"d Ave. w iu� 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 t O to perform special inspector services under the Florida�,.,,,! Building Codeth Edition (20171 and Miami Dade County Administrative Code at thel project on the below listed structure as of "7 / Gi - i 1✓" (date). I am a registered architect/professional engineer licensed in the State of Florida. Process Number: ,,� "OV641 Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC Uh Edition (2011) • ` • ` • _ 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 • •••Irv♦ • • Soil Compaction Compaction • • • • • • • • • • Precast Attachments • _ Roofing Applications, Lt. Weight. Insul. Conc. •. :....: Other f e,t A%f Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection" I . 2. 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 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 mand t etions performed by the department. Further, upon completion of work under each Buildin Pe l will s `t to the inspector at the time of the final inspection the completed i ection I fo ealed 't.andicating that, to the best of my knowledge, belief and rofessio,al'' ` '09e iti outlined above meet the intent of the Florida Building Code a r trce t e itival plans. ..__-:.. Engin Architec s -� `` ✓/� � 7 �� Name I 4cf'.-{L A C! edC1/t'Lt�E�� KignAarkP5ealed Print Date: �': ' 1 ` { Address I I I /V L-, "--7' L '�-J—" !`tip 1 S 4-elt" tq- �3/ 3i6 Jax Apex Technology, Inc. FBPE CA NO.7547 4745 Sutton Park Court, Suite 402 Jacksonville, FL 32224/ 904/821-5200 r LFC e_114-13 Evamanon reports are the opinion of the engineer who prepared the report, based on the findings, and in no way constitute or imply approval by a local building authority. The engineer, in review of the data submitted, finds that, in his opinion, the product, material, system, or method of construction specifically identified in this report conforms with or is a suitable alternate to that specified in the Florida Building Code, SUBJECT TO THE LIMITATIONS IN THIS REPORT see* ••• Jeffrey P. Arneson, an employee of Jax Apex Technology, Inc. (Apex Technolo?yl'is the • authorized evaluating engineer of this report. Apex Technology is the prime rofessienal, as defined in Florida Rule 61 G-30.002, authorized to sell the engineering services perooned by • • Jeffrey P. Arneson, and is in no way acting, nor attempting to act, as an approved e v;leation ejity.• Neither Jeffrey P. Arneson, nor any other employee of Apex Technology, has pe , 0tgp 9 • • calculations or testing for the products listed in this report. This evaluation is ba sect§91bly upprlemb* review, under the direct supervision of Jeffrey P. Arneson, of testing and/or calcLd;j40,gs submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as determ • • substantiating data. We reviewed the substantiating data to a degree that allowed us de e4iee.' whether or not the work performed is consistent with the intended use of the product, and that the methods used are in compliance with, or meet the intent of, the Florida Building Code. All test reports were prepared by an approved testing laboratory. REPORT NO.: SIM200802 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors SUBMITTED BY: SIMPSON STRONG -TIE COMPANY, INC. 5956 W. LAS POSITAS BOULEVARD PLEASANTON, CA 94588 I. CERTIFICATION OF INDEPENDENCE: Jeffrey P. Arneson, the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P. Arneson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 9B-72.110. 2. PRODUCT NAME Truss to Wall Connectors MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10 Page I of 13 Simpson Strong -Tie Embedded Truss Anchors META12, META14, META16, META18, META20, META22, META24, META40, HETA12, HETA16, HETA20, HETA24, HETA40, HETAL12, HETALI6, HETAL20, HHETAI2, HHETA16, HHETA20, HHETA24, HHETA40, LTA1, DETAL Wood to Masonry Straps MSTAM24, MSTAM36, MSTCM40, MSTCM60 Girder Tledowns FGTR, FGTRE, FGTRHL, FGTRHR Wood to Masonry Hangers LGUM26-2, LGUM28-2, LGUM210-2, LGUM26-3, LGUM28-3, LGUM210-3, LGUM26-4, LGUM28-4, LGUM210-4, LGUM46, LGUM48, LGUM410, HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.00 3. SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the Florida Building Code, Building, 4. DESCRIPTION: • • • • • • 4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. Tla@i;iSM16 artd • MTSM20 are used to anchor wood trusses, rafters, or beams to maspmrgr congnet8 walls. The MTSM fastens to the wood member with 10d common nZ ft-and fastcMft i'tr the wall with either'/<x2'/" Titan Masonry Screws for a masonry wait Tr 4c13/<" Titer • Masonry Screws for a concrete wail. These connectors are manufactured from 16 gauge steel meeting ASTM A653 SS Grade 33. The galvanized C04MLdmplies with the G90 requirements of ASTM A653. Twist strap fastener schedule%, dimensiojs46 allowable loads are shown in Table I. See Figure 1 for additional defeils-6f twist st for masonry. ra p�s • • 4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The HTSM16 and HTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HTSM fastens to the wood member with 10d common nails, and fastens to the wall with either'/x2%" Titan Masonry Screws for a masonry wall, or %x1Y4" Titan Masonry Screws for a concrete wall. These connectors are manufactured from 14 gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.3 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HM9 fastens to the wood member with Simpson'/ X 1'/" SDS screws (provided with the part), and fastens to the wall with either'/,X2'/e" Titan Masonry Screws for a masonry wall, or %x1%" Titan Masonry Screws for a concrete wall. The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653.- Hurricane tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 2 for additional details of the HM9. 4.4 HGAM10 Hurricane Gusset Angle. The HGAM10 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HGAM10 fastens to the wood member with Simpson % X 1 %" SDS screws (provided with the part), and fastens to the wall with %x2%" Titen Masonry Screws. Allowable loads are shown in Table 2. The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Angle Page 2 of 13 Simpson Strong -Tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 3 for additional details rat tha A7��7r 4.5 META, HETA, HETAL, HHETA Embedded Truss Anchors. Embedded Tru Anchors are used to anchor a wood member (usually a truss) to a masonry or concretes wall. Embedded truss anchors fasten to a single -ply wood truss with 10dx11/2 nails or to a multiple -ply truss with 16d common nails. They are embedded in the masonry or concrete wall to a depth indicated on the side of the anchor (4" for META, HETA, and HETAL, and 51/16" for HETAL. The strap portion of the anchor is 1'/$" wide. The anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, with the exception of the truss seat of the HETAL which is manufactured from steel meeting ASTM A653 SS Grade 33. Steel thickness is as specified in Table 9. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2 for single imsl 'ons and Table 3 for double installations. See Figures 4 and 6 for additi details of sm e e me 4.6 LTA1 Lateral Truss Anchor. The LTA1 is used to anchor wood trusses, ra#0000 tefs:or beams to masonry or concrete walls. The LTA1 fastens to the wood merr>ber wP• • 10dx1'/2" common nails and has legs which are embedded into the weN;system. • • • • • Allowable loads are shown in Table 2. The LTA1 is manufactured frt OM gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating compliedOAt%the Ga • ; requirements of ASTM A653. Truss anchor fastener schedule, dimensions and • • • • allowable loads are shown in Table 2. See Figure 5 for additional deug of the O>A4: - 4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a High (Ilpaciw • • connector used to anchor single -ply wood trusses or rafters to masonry 4r concrbld •' • walls. The DETAL fastens to the wood members with 10dx 1 %" nails.. Jb* are .. . embedded in the masonry or concrete wall to a depth of 4Y2 inches. The strap portion• of the anchor is 1'/8" wide. The strap anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, and the truss seat is manufactured from steel meeting ASTM A653 SS Grade 33. The strap anchors are 16 ga. steel and the seat is 18 ga. steel. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 3. See Figure 6 for additional details of the DETAL. 4.8 MSTAM, MSTCM Wood to Masonry Strap Tie. The MSTAM and MSTCM Strap Tie models are used toyprovide a tension connection between wood members and a larger members. They are installed with 10d common nails to the wood and eithmasonry or concrete structure. The MSTAM Straps are 1YO wide for use on 1Y2" and '/ax2'/a" Titen Masonry Screws to masonry, or Xxl%" Titen Masonry Screws to er concrete. The MSTCM Strap is 3" wide for use on doubled 2-by or single 4-by and larger members. They are installed with 16d sinker nails to the wood and either'/.x2'/," Titen Masonry Screws to masonry, or'/xl%" Titen Masonry Screws to concrete. The MSTCM Strap has countersunk nail slots for a lower nailing profile and coined edges for safer handling. The straps are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, of a thickness as specified in Table 4. The galvanized coating complies with the G90 requirements of ASTM A653. Masonry strap fastener schedule, dimensions and allowable loads are shown in Table 4. See Figure 7 for additional details of wood to masonry straps. 4.9 FGTR, FGTRE, FGTRHL, FGTRHR Face Mount Girder Tie Down. The FGTR is a non -pitch specific girder tie down that can be used in new construction or retrofit applications to tie down a girder truss or beam to a concrete or masonry wall. The Page 3 of 13 Simpson Strong -Tie FGTR can be installed in a single application or can be doubled to achieve a higher uplift capacity. The FGTR fastens to the truss with Simpson Strong -Tie SDS%" wood screws, and fastens to the masonry or concrete wall with Simpson Strong -Tie %z" diameter Titan HD fasteners, which are supplied with the connector. The FGTRE uses a strap that is oriented with its flat dimension parallel to the truss for placement at the end of walls when the truss is parallel to the wall. The FGTRHL and FGTRHR are designed with the flat dimension of the strap at a 45 degree angle to the truss for anchorage of hip trusses. The FGTR straps are manufactured from 7 gauge ASTM A- 1011 Grade 33 steel having Fy=33ksi and F„=52ksi and the plates are made from 3 gauge ASTM A-1011 Grade 33 steel having Fy=33ksi and F„=52ksi. They have a gray powder coat finish. Girder tie down fastener schedule, dimensions and allowable loads are shown in Table 5. See Figure 8 for additional details of face mount girder be down connectors. 4.10 LGUM, HGUM Masonry Girder Hangers. LGUM and HGUM girder hangers are high capacity joist hangers that are used to connect wood girders and beams to masonry or concrete walls. The LGUM and HGUM use Simpson Strong -Tie TitawFib anchors to attach to the masonry or concrete wall, and Strong-Driva ScrBws (whrc!Kke provided) to attach the beam to the hanger. To install the Titen HD drichdrs, drill'Aistes of the same diameter as the anchor into the masonry or concrete. doles should be %.- deeper than the specified Titen HD length. The SDS screws are instailedbest wjth'a low -speed Y2" drill and a %" hex head driver. Predrilling holes for SOO.Krews ism,: required. The LGUM is manufactured from galvanized steel complyhQy4m AST.M A. 653 SS Grade 40 with minimum yield and tensile strengths of 40 and.S5. & (276VAd' 379 MPa), respectively. The HGUM is manufactured from galvanizedaeol complying with ASTM A 653 SS Grade 33 with minimum yield and tensile strengths of 33 aq 4f. ksi (228 and 310 MPa), respectively. The galvanized coating complies wq the 690 requirements of ASTM A 653. The steel thicknesses are 0.099" (2.51•rrmj for tho • • • • LGUM, and 0.173" (4.39 mm) for the HGUM. Girder hanger fastener schedule, ' • dimensions and allowable loads are shown in Table 6. See Figure 9 for additional details of masonry girder hangers. 5. MATERIALS 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in the previous section. 5.2 Wood. Wood members to which these connectors are fastened shall be solid sawn lumber, glued -laminated lumber, or structural composite lumber having dimensions consistent with the connector dimensions shown in Tables1 through 6. Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir -Larch having a minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce - Pine -Fir having a minimum specific gravity of 0.42. 5.3 A comp lails and Bolts. Unless noted otherwise, nails shall be common nails. N I with ASTM F 1667 and shall have the minimum bendingyield stren th Common Nail Nail Shank Diameter Pennyweight inch Fyb (psi) 10d 0.148 90,000 16d sinker 0.148 90.000 16d 0.162 90,000 ails shall s Fyb: Fasteners for galvanized connectors in pressure -preservative treated wood shall be hot -dipped zinc coated galvanized steel with coating weights in accordance with ASTM A153. Fasteners for stainless steel connectors shall be stainless steel. Page 4 of 13 Simpson Strong -Tie 5.4 Concrete/Masonry. Concrete and Masonry design specifications shall be the stricter of the specifications by the engineer of record, the Florida Building Code minimum standards, the following, or as noted in the report: Material6ASTM cation Minimum Compressive Strength Concrete, fc 2500 psi Mason , fmE447 1500 psi Mason UnitAST C90 1900 si Mortar 0 T e S 1800 si or b ro rtionsGroutC476 2000 psi or by ro ortions 6. INSTALLATION Installation shall be in accordance with this report and the most recent edition of the Simpson Strong -Tie Wood Construction Connectors catalog. The Information in this report supercedes any conflicting information between information provided in thli • • • report and the catalogue. • *000 7. SUBSTANTIATING DATA Test data submitted by Testing Engineers Inc. and Product Testing, frig ,'and signed„ and sealed calculations performed by Jeremy Gilstrap, P.E., and Samuelhenseq, P.E., performed in accordance with the 2007 Florida and Residential* ai yin C Page 5 of 13 Simpson Strong -Tie Product ETAL F2 Test Number D844 Date Tested 3/28/94 TAL U lift FDETAL 0797 3/28/08 TAL F1 F2 0795. 0799 0796, 0798 5/12/08, 3/27/08 6105/08, 3/28/08 LTA1 Uplift 02-3616 2113/02 LTA1 F1 02-3616 2/13/02 LTA1 F2 02-3616 2/13/02 MSTAM24 Uplift MSTAM36 Uplift MSTCM40 Uplift 02-3795 95 96 5/17/02, 5/17/02 5/17/02, 5/17/02 5/31102 MSTCM60 Uplift tN471 1/26/07 FGTR Lllift FGTRE U lift 04, 04-5005 10 10/6/04,10/6/04 10/29/04 FGTRHUR U lift 04-4915 10/13/04 LGUM Down M202,M 203, M204, M222, M224 7/13/03, 7/13/O6, 7/13/06, 7/14/06, 8/03/06 LGUM Uplift M211. M212, M213 8/18/06,8/18/06, 8/21/06 .•.. HGUM Down M207, M209,M216, M217 9/11/06, 9/11/06,:10/26/06, 10/261& HGUM Uplift M729. M731 8/3/06, 8/04/O6 • • • • • • • • • 8. FINDINGS • • • • • • • Upon review of the data submitted by Simpson Strong -Tie, it is my dpinfort that the •. models as described in this report conform with or are a suitable alternative to the "" standards and sections in the 2007 Florida Building Code, Building,'andtlie Florida • Building Code, Residential code editions listed in section 10 of this report, subject to • • the limitations below. Maximum allowable loads shall not exceed the allowable loads listed in this report. 9. LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads listed in this report are based on allowable stress design. The loads in this report are not applicable to Load and Resistance Factor Design. 2. Capacity of wood members is not covered by this report. Capacity of wood members must be checked by the building designer. 3. Allowable loads for more than one direction for a single connection cannot be added together. A design load that can be divided into components in the directions given must be evaluated as follows: Design Uplift/Allowable Uplift + Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate + Design Lateral Perp. to Plate/Allowable Lateral Perp.to Plate < 1.0 10. CODE REFERENCES Florida Building Code Building 2007_ Edition Section 104.11 Alternate Materials and Methods Chapter 1714.2 Load Test Procedure Specified Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Page 6 of 13 Simpson Strong -Tie Florida Building Code Residential 2007 Edition R101.2.1 Scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 11. ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE LOADS AND FASTENERS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS Fasteners Allowable Uplift Loads Model Ga Length 160 Truss/Rafter CMU (Then) Concrete (Then) Southern Pine/Dou las Fir- g Spruce -Pine -Fir p No. (in.) MTSM16 16 16 7-10d 4-+/.x2+/, 4'/,x1'/. Larch 875 • • • •T•• MTSM20 16 20 7-1Od 4-+/ax2+/a 4-%ax13/a 875 HTSM16 14 16 8-10d 4-%x2% 4-%xlY4 1175 .... eq . HT 10-10d 4-%x2% 4../x13/ 1175 •••• • 1018 HM9 *1420 - 4-SDS+/4X1+/z 5-%x2% 5-%xl% 805HGAM10' - 4-SDS+/4X1+/z 4-+/4x2% 4-+/4x2% 850 • • • $ • • Notes: •••••• • 1. Loads include a 60% load duration increase on the fastener capacity for wind loading where albwar by the Rorida Building • • • • • • Code. Loads do not include a stress increase on the strength of the steel. No further increag@zpg%permitted. Reduce .' loads where other loads govern. 0 * • 2. HM9 allowable F1 load shall be 635 Ibs (DFUSYP) & 545 Ibs (SFP), and allowable F2 load shall be 200lbs (4KkA6 P) & 170 Ibs (SPF). • � • • 3. HGAM10 allowable F1 load shall be 1005 Ibs (DFUSYP) & 870 Ibs (SFP), and allowable F2 ioadshatl be 11Q91D� • • • • • • (DFUSYP) & 950 Ibs (SPF). • 4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 23q" must be used when framing anchors are installed on each side of the joist or truss. i iJ JJ J 'II j r �9 Moisture barrier not shown Figure 1 Figure 2 Figure 3 Typical MTSMM/HTSM Application Typical HM9 Installation Typical HGAM10 Installation Page 7 of 13 Simpson Strong -Tie TABLE 2 ALLOWABLE LOADS AND FASTENERS Model No. Ga H Uplift Lateral Loads 1 Ply So. Pine Truss 2 or 3 Ply So. Pine Truss F, wjaw a -A Fz ONP&L m --A) Fasteners Load Fasteners I Load META12 18 8 7-10dx1'h 1450 6-16d 1450 340 725 META14 10 7-10dx1'/ 1450 6-16d 1450 340 725 META16 12 7-10dx1'/. 1450 6-16d 1450 340 725 META18 14 7-10dx1 % 1450 6-16d 1450 340 725 META20 16 6-10dx1'/z 1270 5-16d 1245 340 725 7-10dx1'/z 1450 6-16d 1450 340 725 META22 18 7-10dx1'/: 1450 6-16d 1450 3 00 725 META24 20 7-10dx1'/� 1450 616d 1450 340 725 META40 36 7-10dx1'h 1450 6-16d 1450 340 725 HETA12 16 8 7-10dx1'/z 1520 7-16d 1780 340 725 HETA16 12 9-10dx1% 1810 8-16d 1810 340 • 7Q5 HETA20 16 8-i0dx1%: 1735 7-16d 1780 340 • 728 9-10dx1% 1810 8-16d 1810 340 • ' yQ$ HETA24 20 9-10dxl% 1810 8-16d 1810 340 7 5 HETA40 36 9-10dx1Y2 1810 8-16d 1810 1 340 • • 72$ HHETA12 14 8 7-10dxl% 1665 7-16d 1820 . -9" HHETA16 12 10-10dx1 % 2235 9-16d 2235 6 0 • 815 16 9-10dxl'/z 2010 8-16d j3406 e • • •$fHHETA20 0-10dx1%: 2235 9-16d 2235 6 815 HHETA24 20 10-10dx1 % 2235 9-16d 2235 3406 4 HHETA40 36 10-10dx1'4 2235 9-16d 2235 3406 ,bl15: 815 HETAL12 16 7 10-10dx1% 1085 10-16d 1270 415 1100 HETAL16 11 14-10dx1% 1810 13-16d 1810 415 1100 HETAL20 15 14-10dx1'/z 1810 13-16d 1810 415 1100 LTA1 18 3'/6 12-10dx1'h 1420 12-10dx1% 1420 485 1425 •••• •••••• • • • Notes: 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Five nails must be installed into the truss seat of the HETAL 3. Parallel -to -plate load towards face of HETAL is 1975 lbs. 4. Minimum Pc is 2,000psi S. It is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in load capacity. The load per nail can be approximated by dividing the allowable load by the number of fasteners. This concept applies to all member sizes. There should be a minimum of 4 nails installed in the strap. Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6- 16d or 7-10dx1 % fasteners are used with the META anchor. 6. The HHETA allowable F1 load can be increased to 435 pounds if the strap is wrapped over the truss and a minimum of 12 nails are installed. Typical META Inslalled WIN TSS Figure 4 Pao META/HETA/HHETA Tvoical Installation Figure S LTA1 Typical Installation pa p 8, 6 r [3 Simpson Strong -Tie TABLE 3 ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS Model No. Oty. Application Uplift Loads Lateral Loadss 1 Ply Southern Pine Truss 2 or 3 Ply Southern Pine Truss F1 (parallel to wail) F2 (perpen. to wail) Fasteners Load Fasteners Load DETAL20 1 CMU 18-10dx1'/ 2480 - - 20008 1370 Concrete 18-10dx1'A 2480 - - 2000 1505 META 2 CMU Concrete 10-10dxi%z 1985 14-16d 1900 1210 1160 10-10dx1'/ 1985 14-16d 2565 1210 1160 HETA 2 CMU Concrete 10-10dx1% 2035 12-16d 2500 1225 1 1520 10-10dx1'/ 2035 12-16d 2700 1225 1520 HHETA Notac• 2 CMU Concrete 10-10dx1'/s 2035 12-16d 2500 1225 1520 10-10dx1'/ 2035 14-16d 3350 1225 1520 1. Loads include a 60% load duration increase on the fastener capacity in wood for wi&d loading where glowed by the Florida Building Code. Loads do not include a stress Increase on the strengttfdf thA steel.. NbA61her increases are permitted. Reduce loads where other loads govem. *a*:** • • • 2. Minimum f, is 2,500 psi. 3. Install with spoons facing outward and spaced no more than 1/8" wider than the truss width. • • 4. Install half of the required number of fasteners in each strap, except for the DETALke For DETALE07 • install six nails in each strap and six nails in the truss seat. ...... 0 • 5. Lateral loads for META, HETA, and HHETA anchors apply only to 2- or 3-ply applicator %Uh anchors* • spaced a minimum of 3" apart. For single ply applications use lateral loads in TablQ, 2, A4TAL IateraL load apply to single -ply application. . • . 6. DETAL20 Lateral Loading in the F, direction anchored in CMU greater than 1,79014. may result is • • • • • deflection up to 5/32" in the F, direction. w• • 75 F (m Page 9 of 13 { Typical Installation a ' with two METAs Figure 6 DETAL and Double- METAIHETA/HHETA Application Simpson Strong -Tie TABLE 4 MASONRY STRAPS ALLOWABLE LOADS, FASTENERS AND DIMENSIONS Dimensions Simpson Strong -Tie DF/SP SPF Model No. Ga. inches Titen Screws 160 160 W I L CMU Concrete Nails Load Nails Load MSTAM24 18 1'/. 24 5-'/.x2'/. 5-%xl% 8-10d 1500 9-10d 1500 MS 16 1'/. 36 8 %x2'/ 8-'/x13/. 10-10d 1870 11-10d 1870 MSTCM40 16 3 40%.. 14-%x2'/. 14-'/.x1% 22-16d Sinker 4220 26-16d Sinker 4220 MSTCM60 1*6 3 59'/ 14-% 2% 14-Y.xl% 26-16d Sinker 4220 26-16d Sinker 4220 Notes: I. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum edge distance is 1'/" for Titen Masonry Screws. 3. Minimum f- = 1500 psi and minimum f. = 2500 psi. 4. Products shall be installed such that the Titen screws are not exposed to moisture. : • • • • rn • so _.., •Goes• • IW i O� tuft' e O 0 t ;1 o e o o e O �3'� MSTAM36 NSTCM40 Page 10 of 13 Typical MSTAM36 Installation. Figure 7 MSTAMIMSTCM Typical Dimensions and Installation • • •••e• Typical MSTCM60 Installation Simpson Strong -Tie TABLE 5 FGTR SERIES ALLOWABLE LOADS AND FASTENERS Fasteners Model No. Qty. Allowable Uplift Load To Block and Concrete Wall To Truss (160) FGTR 1 2-Titen HD'/2x5" 18-SDS1/4x3 50006 2 4-Titen HD'/2x5" 36-SDS1/4x3 9400 FGTRHUR 1 2-Titan HD'/2x5" 18-SDS1/4x3 3850 FGTRE 1 2-Titen HD Y2x5" 18-SDS1/4x3 46856 FGTRE+FGTR 1 Each I 4-Titen HD %2x5" 36-SDS1/4x3 50006 Notes I. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern, *see 2. Products shall be attached to grouted and reinforced CMU walls or reinforced concrete wads.ttlat Are designed to transfer the uplift loads to the foundation. • 3. Minimum edge distance for the Titen HD is 4" 4. THD's should be spaced in every other hole on the part •":" • 5. Attached members must be designed to resist the applied loads 6. Products used for comer applications shall be limited to 4685 Ibs allowable . • 7. Loads are governed by the grouted wall capacity based on testing of the prodddi$ attached t"o'thg' comer of a block wall at an average ultimate load of 14,800 Ibs. The connectdl'M%;}been t§stud; • attached to a steel column to an allowable load of 11,400 Ibs which can be u§@d t& design•provided the wall is designed by the engineer of record to transfer the uplift forces. • • • • • • a• FGTR Page 11 of 13 FGTRHLTOPVIEW Two FGTRs Figure 8 FGTR/FGTRE/FGTRHUFGRHR Typical Installation Simpson Strong -Tie TABLE 6 — LGUM AND HGUM ALLOWABLE LOADS, FASTENERS AND DIMENSIONS Model No. Ga Dimensions (in.) Fasteners Allowable Loads (Ibs.) W TH B CMU/Concrete Joist Uplift Download DF/SPILVUPSULSL Titen HD SDS Screws (/160) CMU I Concrete (10011151125) DOUBLE 2x SIZES LGUM 26-2 12 3 /ts 5 4 4 - Ye" x 4" 4-'/4"x2'/s 1430 5595 LGUM 28-2 LGUM 210-2 12 12 3 / s 3316 7 9 4 4 6 - 3A" x 4" 8 - W x 4" 6-'/4"x2'/" 8-'/4"x2'/" 2435 3575 8250 9575 TRIPLE 2x SIZES LGUM 26-3 LGUM 28-3 LGUM 210-3 12 12 12 1 5 % 1 5 Y. 5 % 1 5'/ 1 7 % 9'/a 1 4 4 4 4 - 3/." x 4" 6 - s/.- x 4" 8 -'/a" x 4" I 4 - Y."x2%s" 6 - %."x2W 8 -'/a x2'/:" I 1430 2435 3575 1 5610 8290 9715 QUADRUPLE 2x SIZES LGUM 26-4 12 6 /1s 5 /,A 1 4 1 4 - %" x 4" 4 - %4"x2%a J 1430 • • LGUM 28-4 12 6 /1s 7 Ar. 1 4 6-3/a" x 4" 6-'/4"x2'/z" 2435 83W • • .. • LGUM 210-4 12 6 /16 1 9 /1s 4 8 -'/e" x 4" 8-'/4"x2'/a" 3575 • • 9860 • 4x SIZES 000000 . • . . • . • LGUM 46 12 3 % 1 4 % 1 4 1 4 - %e x 4" F 4-'/4"x2%" 1430 1 • • • • • • 560a LGUM 48 12 3 % 6 Y. 4 6 - W x 4" 6 - %-x2%- 2435 • • • • 8260 LGUM 410 12 3 % 8 V. 4 8 - Y." x 4" 8-'/4"x2%:" 3575 • • • • 620 • • .... ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES ft4W DU • .... HGUM5.25 7 5 % 5 % 8 - a/a" x 5" 24 - %"x2%" 10085 • • 14965 0 16015• • HGUM5.50 7 5 % 11 to 30 5'/4 8 - s/e" x 5" 24-'/4"4%" 10125 • • • 14140 • . 16015 HGUM7.00 7 7 5 % 8 - %" x 5" 24-'/4"x2'/s" 10375 0 14770 e • 16015• ... HGUM7.25 7 7'/4 5 % 8 - S/e" x 5" 24-'/"x2'/s" 10415 14 40 16015. HGUM9.00 ..---- 7 9 5'/4 8 - %" x 5" 24 - %"x2%" 10705 • • 14645 . . 1601 1. Uplift loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum fm = 1500 psi and fc = 2500 psi. TV Of LGUM fi6UM .. -, -.. _. • r:.. . $piol LGUM Inalaila®on NOW HOW iabilotion Figure 9 LGUM/HGUM Typical Installation Page 12 of 13 Simpson Strong -Tie 12. IDENTIFICATION Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. i )y, Inc. P.E. .... ...... ...... .. . . . Page 13 of 13 Simpson Strong -Tie WIND CALC.com Design Wind Speed Ultimate Wind Velodty (Mph) 175 Exposure C Internal Pressure Enclosed Height above Zround z) -(ft 0.0 Standard Wall Height - ft 10.0 Mean Roof Height h - ft 15.0 Buildin Width ft 60.0 Buildinlit Length ft 74.0 RoofSlope 1 0.3 Roof An (degrees) 1.43 a EdIte Strip ft 6.00 End Zone (ft) 12.00 Porspet Along Roof Perimeter (ft) Windloadcalc.com Your Window to Success ASCE 7-10 Wall Opening (Windows & Doors) Wind Load Program 2003 - 2016 CFient MMF�Olaso Residence Address 122 N.E.105tb Suer Com Mark A. Campbell, Architect lob Number 17 Preparer Mark A. Campbell, Architect Hill Shane Flat - No Hill H ft 1.0 Lh ft 1.0 : rt 1.0 z a 1.0 FOR. 1APPLYING WIND LOAD(feet) oil r OPENINGEFFECTIVE t WIND LO \I) DESIGN sqft) IN ,01ni'\llox r. - r. r FffiiiiiA W�MF11I,///,lll//I//M ��ii l�IIIII�/IIL'i/I!/►/:/ice �-U - - r'LA, , I )18 Paget • • • ••• •• •• M IAMI•D1ADE MIAMI-DADE COUNTY 031 PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMIMSTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.zov/economy PGT Industries, Inc. 1070 Technology Drive North Venice, FL 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed 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. litthi$ product tw-material...... fails to perform in the accepted manner, the manufacturer will incur the expense of slieh testing ptd the AHJ . • may immediately revoke, modify, or suspend the use of such product or material wrtbm their jWistliction! • • • • • RER reserves the right to revoke this acceptance, if it is determined by Miami —Dade Cg *nty Product Control' .... Section that this product or material fails to meet the requirements of the applicable %p Wg code+ . • 0 0 00000 This product is approved as described herein, and has been designed to comply witb.4w Florida guilding. .: • • . Code, including the High Velocity Hurricane Zone- • : " 09000 ...... cDESCRIPTION: Series "SH-700" Aluminum Single Hung Window— L.M.I. : • 0 APPROVAL DOCUMENT: Drawing No. 4040-20, titled "Alum. Single Hung Vitindclw, Impide'` sheets 1 • through 11 of 11, dated 09/01/05, with revision G dated 06/06/17, prepared by 6044acturer,.sigued and • • • •; sealed by Anthony Lynn Miller, P.E., bearing the Miami -Dade County Product Control Revisiorrsta}rip 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 Iogo, city, state, model/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. ADVERTTSEMENT: 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 q est of the Building Official. This NOA revises NOA# 16-0714.06 and consists of this page 1 ap ev denee pages E-1, E-2 and E-3, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Pkez, +i s 1 NOA No. 17-0630.08 Expiration Date: March 26, 2021 pproval Date: November 30, 2017 Page 1 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBIVIITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA No. 05-1018.01 and 07-0322.06) 2. Drawing No 4040-20, titled "Alum. Single Hung Window, Impact", sheets 1 through 11 of 11, dated 09/01/05, with revision G dated 06/06/17, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. B. TESTS 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 *fee 3) Cyclic Wind Pressure Loading per FBC, TA$ 203 94 • • • along with marked -up drawings and installation diagram of a PYC stiding�gl s.door, • a PVC fixed window and an aluminum sliding glass door, using? XMspace Uri TPS.... • • spacer system, Duraseal® spacer system, Super Spacer® NXTTM sp0 0 r system aj}d Xj • • • • EdgeTM spacer system at insulated glass, prepared by Fenestratioo i sting S.al3ajktory„ .. • Inc., Test Reports No. FTL-8717, FTL-8968 and FTL-891e'; dated. JJJ16/15,• •:..' 06/07/16 and 06/02/16 respectively, all signed and sealed by Idal'm!s OrtegA, P.E. • • • • • • (Submitted under previous NOA No. 16-0714 06) 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 . : • • •' • • • 2) Uniform Static Air Pressure Test, Loading perf Bt TA�6202-94 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 an aluminum single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4957, dated 10/03/06, signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA No. 07-0322.06) 3. Test reports on: 1) Air Infiltration 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 an aluminum single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. FTL4958 and FTL-5063, dated 10/03/06 and 11/21/06, both signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA No. 07-0322.06) Na Vyj g) 0 fA 9,- " Manuel er P.E. Product Contro Ex finer NOA No.-0630.08 Expiration Date: March 26, 2021 Approval Date: November 30, 2017 E - 1 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (CONTWUED) 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 single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4645, dated 08/11/05, signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA No. 054018.01 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 an aluminum single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. FTL-4649 and FTL4723, dated 08/11/05 and 10/05/OS respe ively, both signed and sealed by Edmundo Largaespada, P.E. ...... (Submitted under NOA No. 05-1018.01) • 6. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94'0 0:" " ' """ 2) Uniform Static Air Pressure Test, Loading ;g :$C TAS 202-94 ; • • • • 3) Water Resistance Test per FBC TAS 202'114 • ' A) Small Missile Impact Test per FBC, TAS 241.-4 1 • • : • • • 5) Cyclic Wind Pressure Loading per FBC, TA-42fl3-94 ' • • • • • "":' 6) Forced Entry Test, per FBC 2411.3.2.1, TAS IT194 ' • • 0 • - 0 • along with marked -up drawings and installation diagram of aq aluminum Staf-hung. window, with fin frame, prepared by Fenestration Testing Laborafoi;r, Inc.,OVest : • • 0 • Reports No. FTL-4647 and FTL-4650, dated 08/11/05, both signed and sewed by Edmundo Largaespada, P.E. (Submitted under NOA No. 05-1018.01) 7. 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 single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. FTL4646 and FTL4648, dated 08/10/05 and 08/11/05 respectively, both signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA No. 05-1018.01) 4 an el ere P.E. Product Contr 1 Exa iner NOA No. 7- .08 Expiration Date: March 26, 2021 Approval Date: November 30, 2017 E-2 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC 51h Edition (2014) and FBC 61 Edition (2017), dated 06/22/17, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. 2. Glazing complies with ASTM E1300-04 D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 15-1201.11 issued to Eastman Chemical Company (MA) for their "Saflex Clear and Color Glass Interlayers" dated 03/17/16, expiring on 05/21/21. •••• 2. Notice of Acceptance No.16-1117.01 issued to Kuraray AmQriev, Inc. font it ...... "Trosifol® Ultraclear, Clear and Color PVB Glass Interlayexs•" dated 0-1r/19/17, • expiring on 07/08/19. •••••• •• •••••• ....... . . . F. STATEMENTS • .... .... ..... 1. Statement letter of conformance, complying with FBC 51' Edition g014}and- BC • •: • •' 6th Edition (2017), dated June 22, 2017, issued by manufacturer* signed atici sealed by• • • ; • Anthony Lynn Miller, P.E. """ ' 2. Statement letter of no financial interest, dated June 22, 2017, issued by m jftah Curer„ • signed and sealed by Anthony Lynn Miller, P.E. 0.. ' ' 00 0 """ 3. Laboratory compliance letter for Test Reports No. FTL4957, FTL4958 arnl AL- 5063, issued by Fenestration Testing Laboratory, Inc., dated 10/03/06, signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA No. 07 032Z 06) 4. Laboratory compliance letter for Test Reports No. FTL-4646, FTL4647, FTL- 4648, FTL-4649, FTL-4650, and FTL-4723, issued by Fenestration Testing Laboratory, Inc., dated 08/10/05, signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA No. 05-1018.01) 5. Proposal No.16-0125 issued by the Product Control Section, dated March 09, 2016, signed by Ishaq Chanda, P.E. (Submitted under previous NOA No. 16-0714.06) G. OTHERS 1. Notice of Acceptance No. 16-0714.06, issued to PGT Industries, Inc. for their Series "SH-700" Aluminum Single Hung Window - L.M.I., approved on 08/18/16 and expiring on 03/26/21. 6 r , P.E. Product Co E miner NOArol -0630.08 Expiration Date: March 26, 2021 Approval Date: November 30, 2017 E-3 GENERAL NOTES: IMPACT SINGLE HUNG FLANGED AND INTEGRAL FIN WINDOWS 1. GLAZING OPTIONS: (SEE DETAILS ON SHEET 2) A. 5/16" LAMI CONSISTING OF (2) LITES OF 1/8" ANNEALED GLASS WITH A .090" KURARAY TROSIFOC PVB (BY KURARAY AMERICA, INC.) OR .090" SAFLEX `PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) B. 5/16" LAMI CONSISTING OF (1) LITE OF 1/8" ANNEALED GLASS AND (1) LITE OF 1/8" HEAT STRENGTHENED GLASS WITH A .090" KURARAY TROSIFOL "PVB (BY KURARAY AMERICA, INC.) OR .090" SAFLEX* PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) C. 5/16' LAMI CONSISTING OF (2) LITES OF 1/8" HEAT STRENGTHENED GLASS WITH A 090" KURARAY TROSIFOL "PVB (BY KURARAY AMERICA, INC.) OR .090" SAFLEX® PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) D. 7116" LAMI CONSISTING OF (2) LITES OF 3/18" ANNEALED GLASS WITH A .090" KURARAY TROSIFOC PVB (BY KURARAY AMERICA, INC.) OR .OW' SAFLEX "PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) E. 7/16" LAMI CONSISTING OF (1) LITE OF 3(16" ANNEALED GLASS AND (1) LITE OF 3/16" HEAT STRENGTHENED GLASS WITH A .090" KURARAY TROSIFOL ®PVB (BY KURARAY AMERICA, INC.) OR .090" SAFLEX• PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) F. 7/16" LAMI CONSISTING OF (2) LITES OF 3/16" HEAT STRENGTHENED GLASS WITH A .090" KURARAY TROSIFOL *PVB (BY KURARAY AMERICA, INC.) OR .090" SAFLEX"PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) G. 13116" LAMI IG: (1) LITE OF 1/8" TEMPERED GLASS, AN AIR SPACE AND 5/16" LAMI CONSISTING OF (2) LITES OF 1/8" ANNEALED GLASS WITH A .090" KURARAY TROSIFOL "PVB (BY KURARAY AMERICA, INC.) OR .090" SAFLEX" PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) H. 13/16" LAMI IG: (1) LITE OF 118" TEMPERED GLASS, AN AIR SPACE AND 5/16" LAM] CONSISTING OF (1) LITE OF 1/8" ANNEALED GLASS AND (1) LITE OF 118" HEAT STRENGTHENED GLASS WITH A .090" KURARAY TROSIFOL" PVB (BY KURARAY AMERICA, INC.) OR .090" SAFLEX "PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) I. 13/16" LAMI IG: (1) LITE OF 118" TEMPERED GLASS, AN AIR SPACE AND 5/16" LAMI CONSISTING OF (2) LITES OF 1/8" HEAT STRENGTHENED GLASS WITH A .090" KURARAY TROSIF POL�VB (BY KURARAY AMERICA, INC.) OR .090' SAFLEX" PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) J. 13/16" LAMI IG: (1) LITE OF 1/8' TEMPERED GLASS, AN AIR SPACE AND 7/16" LAMI CONSISTING OF (2) LITES OF 3/16" ANNEALED GLASS WITH A .090" KURARAY TROSIFOL PVB (BY KURARAY AMERICA, INC.) OR .090" SAFLEX" PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) K. 13/16" LAMI IG: (1) LITE OF 1/8" TEMPERED GLASS, AN AIR SPACE AND 7/16" LAMI CONSISTING OF (1) LITE OF 3/16" ANNEALED GLASS AND (1) LITE OF 3/16" HEAT STRENGTHENED GLASS WITH A .090' KURARAY TROSIFOL" PVB (BY KURARAY AMERICA, INC.) OR .090" SAFLEX "PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) L. 13116" LAMI IG: (1) LITE OF 1/8' TEMPERED GLASS, AN AIR SPACE AND 7/16" LAMI CONSISTING OF (2) LITES OF 3/16' HEAT STRENGTHENED GLASS WITH A .090" KURARAY TROSIFOL PVB (BY KURARAY AMERICA, INC.) OR .090" SAFLEX" PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) M.13/16" LAMI IG: (1) LITE OF 1/6" ANNEALED GLASS, AN AIR SPACE AND 5/16" LAMI CONSISTING OF (2) LITES OF 1/8" ANNEALED GLASS WITH A .090' KURARAY TROSIFOL "PVB (BY KURARAY AMERICA, INC.) OR .090" SAFLEX" PVB INTERLAYER (BY EASTMAN CHEMICAL COMPANY) 2. CONFIGURATIONS: "OX" (1/1, VIEW AND RADIUS TOP, ALL W/ LOW OR HIGH SILL OPTION) 3. DESIGN PRESSURES: (SEE TABLES 1-3, SHEET 3) A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300. C. DESIGN LOADS ARE BASED ON ALLOWABLE STRESS DESIGN, ASD. CODES/STANDARDS USED: :�2017 FLORIDA BUILDING CODE (FBC), 6TH EDITION 2014 FLORIDA BUILDING CODE (I.), 1Z EDITION �ASTM E1300-04 *ANSUAF&PA NDS-2015 FOR WOOD CONSTRUCTION -ALUMINUM DESIGN MANUAL. ADM-2015 •AISI S100-12 •AISC 360-10 NOA DRAWING MAP SHEET GENERAL NOTES ............. 1 GLAZING DETAILS ............ 2 DESIGN PRESSURES....... 3 ELEVATIONS.... ................. 4 VERT. SECTIONS ............. 5 HORIZ. SECTIONS............ 5 PARTS LIST ....................... 6 EXTRUSIONS .................... 7 CORNER DETAIL .............. 7 ANCHORAGE .................... B-11 Matedel Min. Fy Min. F Steel Screw 82 ksl 120 ksl Elco UltraCon® 155 kai 177 ksi 410 SS Elco CreteFleAD 127.4 ksl 180.7 ksl BD63-T5 Aluminum 16 ksl 22 ksi A36 Steel 38 kai 58 ksl Gr. 33 Steal Stud 33 ksi 45 ksi 4. ANCHORAGE: THE 33113°% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. SEE SHEETS B THROUGH 11 FOR ANCHORAGE DETAILS. 5. SHUTTERS ARE NOT REQUIRED. 6. FRAME AND PANEL CORNERS SEALED WITH NARROW JOINT SEALANT OR GASKET. 7. REFERENCES: TEST REPORTS FTL-4845, FTL-4646, FTL-4647, FTL-4648, FTL-4649, FTL-4650, FTL-4651, FTL-4723, FTL4957, FTL-4958 AND FTL5063. ANSI/AF&PA NDS FOR WOOD CONSTRUCTION ALUMINUM DESIGN MANUAL •• ••• • • • • • •• 8. SERIES/MODEL DESIGNATION SH700, ALSO REFERRED TO AS SH701. • • • • • • • • • • •• • t•t • • ••• • 9. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMEN;,%& T4i51LO4q B111WING106E, WCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 10. FOR INSULATED GLASS INSTALLATIONS IN THE HVHZ ABOVE 30 FT, ONLY GLAZING OPTIONS WITH TEMPERED CAPS (G-L) ARE ALLOWED. • ••• ••• • • • N. VENICE, R 342t5 IG 5 (941) 460i1t&9 • • • • .'"' • • I:ERT. OF AUTF1.•D295 • ALU)6 S/ kE HUNG WINDOW IMPAG covrnckrem„ o.I.oroe �.r uww °f�:s'" ® stnoa /V7.S 1 s 11 4000,20 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PRODUCT REVISED w complying with tAe FklrHa B"0dmg CO& Acrzp. No fJ'_.1Nlltlllt &I a Ivryol '. *� �,1GENgF No. 58M %� *s �,r-[ fl,'710NAL t1�� A. LYNN MILLER, P.E. FL P.E.# 58705 1/2" NOM. GLASS SITE Part# Desoripillon Material 71 Kommeding 4SG TPS Spacer System See this Sheet br AAaterials 72 Quanex Super SpacernXTwfth Hot Mott Butyl 73 Quanex Duraseal Spacer 74 Cardinal XL Edge Spacer rccrc—l. Mo. ne.r�rt�o:n�wni,awoaaeiu 1/8" ANNEALED OR HEAT STRENGTHENED GLASS 3/16" ANNEALED OR HEAT STRENGTHENED GLASS .090 PVB INTERLAYER 090 PVB INTERLAYER 1/8" ANNEALED OR HEAT STRENGTHENED GLASS 3/16" ANNEALED OR HEAT STRENGTHENED GLASS 5/18" NOM. 7116" LAMINATED 5/16" LAMINATED GLASS 80,81 or 82 7/16" LAMINATED GLASS 83,84 or 85 NOTE: 71-74 71-74 G] EXTERIOR INTERIOR � LAMI IG OUTBOARD �� LITES MAY BE ( 1 }— (ALL SECTIONS) UPGRADED TO 3116" �J WITH NO CHANGE IN 'P - DESIGN PRESSURE. KURARAY TROSIFOL 1/2' NOM. 1 /2' NOM. PVB INTERLAYER GLASS BITE t38: GLASS SITE or SAFLEX•PVB INTERLAYER BY EASTMAN CHEMICAL COMPANY 70 70 4f1/8" ANNEALED OR HEAT STRENGTHENED GLASS 3/16" ANNEALED OR HEAT STRENGTHENED GLASS 090 PVB INTERLAYER .090 PVB INTERLAYER 1/8" ANNEALED OR HEAT STRENGTHENED GLASS 3/16" ANNEALED OR HEAT STRENGTHENED GLASS 5/16" LAMINATED 7/16" LAMINATED AIR SPACE AIR SPACE 118" ANNEALED OR TEMPERED GLASS 1/8" TEMPERED GLASS 13/16" NOM. 13116" NOM. 13/16" LAMI 1G GLASS W/ 5/16" LAMI 86,87,88 or 92 13/16" LAMI IG GLASS W/ 7/16" LAMI 89,90 or 91 ON/ —SILICONE HOT -MELT BUM STRUCTURAL SILICONE ALUMINUM REINFORCEMENT 6/16" NOM. POLYISO- DESICCANT FILL AREA BUTYLENE 5/1e" NOM. SEAL PRODUCT REVISED STRUCTURAL POLVISOBUTYLENE 1/4" NOM. FOAM 3/16" NOM. BUTYL & SILICONE SEAL w complying w Ih the Flarib 9ni1ding Code WITH DESICCANT WITH DESICCANT DESICCANT ROLL -FORMED FOAM STAINLESS STEEL Accc=ca No / •Og Ez ira[ Due Val EXT.GLASS EXT.GLASS EXT.GLASS Sv EXT.GLASS Miarni md<x:t fsY YN '' • • • • • • INT. GLASS INT. GLASS IYT•GLASS • • • • • • • • • • INT. GLASS • • • • • ��11� • 1,lCEN�q�.' �(' / Q�•.' 71 KODISPACE 8 SUPER 8DUASEAC®• •• ' ' xdl- EY�GE"" = 1t.� No•587oe •. 4SG TPS SPACER®NXT'N SPACER SPACER *: =� 1070 TECHO,IM G31is N.v- bLA6IlY(7 bf:fLS F •. �` {DPNICE (ORO ' •' ,• ��` a ND IS CERT. OFAUTKgW2B6 ALUII� Sli HUNG W/NDOW, IMPACT �" w' — �+•- A. LYNSIJ IIAfL�ER, P.E. FJG bV1rob J.J. Z/ld•07 corvrtio"rexen „°u°rs,`cmn"rs veo 8FI70D FUH 2 + 11 4040-20 G FL P.E.# 68705 • • • • • • • • • • • •• •• • • • •• •• 1/1 FLANGE OR INTEGRAL FIN WINDOWS W/ HIGH SILL OPTION BASED ON FLANGED WINDOW TIP -TO -TIP FRAME DIMENSIONS WINDOW HEIGHT WIDTH GLASS TYPE 63" 66" 68" 70" 72" 74" TABLE 1. 76" 48"I A,B,M +80.0 -80.0 +80.0 -80.0 +80.0 -60.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 50" A,B,M +80.0 -80.0 +80.0 -80.0 +80.0 -60.0 +80.0 -80.0 +80.0 -80.0 +80.0 -W.0 +79.0 -79.0 62" A,B,M +60.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +78.8 -78.0 +77.3 -77.3 +76.9 -75.9 53118" A,B,M 1 +80.0 -80.0 +80.0 -W.0 +79.6 -79.6 +78.2 -78.2 +76.9 -76.0 +75.4 -76.4 +74.0 -74.0 UP T053 118 C,D,E,F,G,H,I,J,K L 1 +80.0 80.0 +gp,p -80,0 +80.0 80.0 +80.0 80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 STANDARD VIEW & RADIUS TOP FLANGE OR INTEGRAL FIN WINDOWS W/ HIGH SILL OPTION BASED ON FLANGED WINDOW TIP -TO -TIP FRAME DIMENSIONS WINDOW HEIGHT WIDTH GLASS TYPE 38 3/8" "I. 50 618" 63" 72" 74" TABLE 2. 76" 48" A,B,M +80.0 -80.0 +80.0 -80,0 +80.0 -80.0 +80.0 1 -80.0 +70.0 -70.0 +70.0 -70.0 +70.0 -70.0 60" A,S,M +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +79.9 -79.9 +70.0 -70.0 +70.0 -70.0 +70.0 -70.0 52" A,B,M +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +76.9 -76.9 +70.0 -70.0 +68.8 -68.8 +67.6 .67.6 53118" A,B,M +80.0 -80.0 +80.0 -80.0 +50.0 -80.0 +75.0 -75.0 +68.0 -88.0 +66.7 �.7 +65.5 -65.5 UPTO631/8" C,D,E,F,G,H,I,J,K,L +60.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +70.0 -70.0 +70.0 -70.0 +70.0 CUSTOM VIEW & RADIUS TOP FLANGE OR INTEGRAL FIN WINDOWS W/ HIGH SILL OPTION TABLE 3. BASED ON FLANGED WINDOW TIP -TO -TIP FRAME DIMENSIONS WINDOW HEIGHT MINUS SASH HEIGHT (MAX. WINDOW HT. Wl SASH = 76" FLANGED AND 75" INTEGRAL FIN) WIDTH I GLASS TYPE 17 vir 1 2211116" 1 26 3/16" 1 33 3/4" 1 39 N16" 4413/16" 1 50 3/8" 5515116" 53116" 1 D,E,FAK,O +90.0 1 -80.0 1 +80,0 -80.0 1 +80.0 1 -60.0 1 +80.0 1 -80.0 1 +70.0 1 -70.0 1 +70.0 -70.0 1 +70.0 1 -70.0 1 +70.0 1 70.0 GLASS TYPES: TEST REPORTS TABLE 4. A. 5/16" LAMI - 1/8"A,.090,1/8"A) FTL4647, 4648, 4723, 4957 B. 5/16" LAMI - 1/8"A,.090,1/8"HS) FTL4647, 46" C. 5/16" LAMI - 1/8"HS,.090,1/8"HS) FTL4647, 4648 D. 7/16" LAMI - 3/16"A,.090, 3/16"A) FTL-4645, 4885 E. 7/16" LAMI - (3/16"A,.090, 3/16"HS) FTL4645 F. 7/16" LAMI - 3/16'HS,.090, 3/16"HS) FTL4645 G. 13/16" LAMI IG - 1/8" T, AIR SPACE, 6/16" LAMI - 1/8"A,.090,1/8"A FTL4646, 4723 H. 13/16" LAMI IG -1/8" T. AIR SPACE, 6116" LAMI - (1/8"A,.090,1/WHS) FTL4646 I. 13/16" LAMI IG - 1/8" T, AIR SPACE, 5/16" LAMI - 1/8"HS,.090,1/8"HS FTL4646 J. 13/16" LAMI IG - 118" T, AIR SPACE, 7/16" LAMI - (3/16"A-090, 3/16"A) FTL4649, 4650 K. 13/16" LAMI IG - 1/8" T, AIR SPACE, 7/16" LAMI - (3/16"A-090, 3/16"HS) FTL4849, 4650, 4958 L. 13/16" LAMI IG - 11W T, AIR SPACE, 7/16" LAM[ - (3/16"HS,.090, 3l16"HS) FTL-4W, 466b • • • • • • • M. 13/16" LAMI IG-1/8"A, AIR SPACE, 511W LAMI - 1/8"A,.090, 1/8"A 5063 "O" MEETING RAIL HT. T t SASH I HT. MEETING RAIL SASH W HT. .0- MINUS SASH HT. HT. MEETING RAIL "X" SA SH NOTES: 1. WINDOWS WITH THE LOW SILL OPTION ARE LIMITED TO A POSITIVE DESIGN PRESSURE OF 004.9 P9F OR LOWBR AS SHOWN IN THE TABLES. NEGATIVE DESIGN PRESSURES ARE UNEFFECTED. • • • • • • • • • '• • • 2. FOR INTEGRAL FIN WINDOW DESIGN PRESSURES USE THE ABOVE TABLES BY DEDUCTING 1" FROM THE FLANGED TIP -TO -TIP FRAME DIMENSIONS. 3. AVAILABLE SASH HEIGHTS FOR CUSTOM WINDOWS ARE 12 5M" MINIMUM TO 38" MAXIMUM. 4. GLASS TYPES C, G, H, AND I MAY BE USED IN SASH ONLY 5. REFER TO ANCHOR QUANTITY TABLES 5.8 FOR ADDITIONAL DP Imo TECNNa OGv ORrvE • • • ! • • • LIMITATIONS. N. VENICE. F034216 D SIG P SURES Ieailaeo-�ed! • ,r 110*MWr7 G NO CHANGESTFI/SSHEET. CERT. OFALIT•.W92W • • ALUMwSALEHUNG WINDOW, IMPAC7 0-� �' are' ver utowrwes. mrc. ® gl{7dp NTS 3 . 11 4040-20 F.K. 8Y1N5 J.J. 2/13.D7 ru aiwrteatxI ••• • • • • ••• • • • •• •• • • • •• •• ••• • • • ••• • • PRODUCT REWMID to mmgYm6 wBhM Fbdk Build'me Code Aceeple .No /2 QU -0,6 Lvi-dip DMt/NfiltAI An, 2DZI ��InllUl IV ice �ICENe •• �l�tn * ;' No. 58705 A IENG`�\ A. LYNN MILLER, P.E. FL P.E.# 58705 53 1/8" MAX. FLANGED WIDTH 52 1/8" MAX. I.F. WIDTH 49 5/8" MAX. FIXED D C DLO (ALL) — — I 75" MAX. 75' MAX. 75" MAX. SEE DLO I I.F. A A I.F. � I.F. TABLE j p .l HEY HT STABLE O HEIGHT SEE DLO Q C j HEIGHT L_ 76" MAX. 76" MAX. 76" MAX. FLANGED L FLANGED FLANGED HEIGHT HEI HT HEIGHT SEE DLO 38 /16" TABLE X j SASH SEE DLO X SEE SEE DLO X SEE (MAX.) HEI HT TABLE / NO E 4 TABLE / NT 4 .I— - 48 1/4" MAX. VENT DLO (ALL) DETAIL B DETAIL C DETAIL A VIEW (STANDARD SASH) RADIUS TOP (STANDARD SASH) 1/1 8+1 E--� 75' MAX. I 75" MAX. I.F. HEI 3HT E —j HEI HT STABLE Q STABLE O / I 76" MX.A/ f76"IAX. FLANGED FLANGED HEIGHT HEI HT SEE DLO TABLE X j I SASH SEE DLO TABLE X % SASH HEIGHT HEIGHT PRODUCT REV1SFA usno with ddoFiorfda Buildilding Li;Ceda B Ac aptpoce No DETAIL D DETAIL E �x° rat oo °"` ?O2l VIEW (CUSTOM SASH) RADIUS TOP (CUSTOM SASH) Miarn ada \yam •• ••• • • • • • •• NOTES: • • . • • • • • . �� • ' 110ENS' '�� ', 1. SEE SHEET 5 FOR VERTICAL AND HORIZONTAL SECTION DETAILS. • • • • • • • • • • • Q : F /�F ' 2. SEE SHEET 7 FOR CORNER DETAIL VIEWS. • • • • e • • • • • • o _No, 58 3. SEE SHEETS 8 THROUGH 11 FOR ANCHORAGE INFORMATION. 4. SASH HEIGHTS FOR STANDARD SASH WINDOWS (DETAILS B & C) ARE BASED ON A THREE OVER TWO FORMAT.__ SAT TEp :''.w�� 1070 TE•IWDLtY'"Y DRNE • tr"Yea• �, �31 ''•;�,<OMDA.•'••�� •. VRNtCE. Fa 3427s L IONS %S+�Q ••••• ••NG`�� q24 JR gBAB/17 G NO CHANGES7MSSJ•�ET. CEV 1F • • • ' ALbIMsSINGLE HUNG WINDOW, IMPACT t JR w0 ora mPmuarteam� ® r-- •�.e o..row. a< A. LYNN MILLER, P.E. PG MGUETRE&MG. gFppD NTS 4 d 11 4040-20 G FL P.E.#58705 F.K. &V1Ai8 J.J. P1=7 ,u,t aErrt4 acsmveo • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • rMAX. FIXED LITE DAYLIGHT OPENING OUTSIDE VENT DAYLIGHT I►--2.784"--�{ I INSIDE 7,8OR1 NOTE: MIN. (1) SWEEP LATCH AT VENT CENTERLINE OR OPTIONAL BOTTOM LOCKS, (1) 6" FROM EACH SIDE OF SASH. INSIDE I I- -- I I MAX. VENT DAYLIGHT OPENING —V�I Ii�I- - - MA�- M I �J NOTE: BALANCE PARTS USED BASED ON SASH WEIGHT 9,10,11,15,16 > 2.710" i I I I I OUTSIDE tom ---MAX. FIXED LITE DAYLIGHT OPENING r MAX. WIDTH SECTION A -A INTEGRAL FIN (I.F.) FRAME SECTIONS INSIDE 47 2A46 I HIGH SIL �L W W SILL 49 AW2.�3130 HIGH SILL LOW SILL HEAD \V/ 28 68 53 2,710" I.F. FRAME � II PRODUCT REVISED wLh tn.Ftrida asilding 53 2.946" i)k7 Euildipg Code . Ac¢cpta,co No I __4k ,O 52 2.330" (HIGH SILL) Expiratitm Dieatz (LOW SILL) �y SEE NOTE ABOVE • • • rn I I 7 LYNIV 3 30 12 ULTRALIFT ONLY 69 • • ... .. UIlTRALIFT 1 2 ; _= * :' _ No. 38706 SECTION B-B ONLY SECTION C-C _ (LOW SILL SHOWN) ALTERNATE HIGH SILL RADIUS TOP (HEAD DETAIL - FLANGED VERSION) O 107RTEdW_0L0/Y DRNE R. F o s• • • • • 48:TIONS S %,(cs+s•!2oRroP,.••G��: 1'c 09 '��,�,NAL EN��•` JF 08R?8N7 O NO CHANGEB THIS SHEET. CER•. OF AUTM e29M ;. • AL !SINGLE HUNG WINDOW, IMPACT �•, war: a.eoa F.K EYiNS J.J. 2/1:4D7 corrrtc,rtozmi K TH0 �aionia rtsorvm +�*t SH700 ae.ro/a H ff 5 11 tp40 20 w.. G A. LYNN MILLER, P.E. FL P.E.# 58705 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ITEM DWG.# DESMPT10N PGA# 1 4002A FLANGE FRAME HEAD 612225 2 1155 #8 X 1.000 QUAD PN. SMS 781 PQA 3 4003C FLANGE FRAME SILL (LOW SILL) 612226 5 1626 ADHESNE OPEN CELL FOAM PAD 7PAD1626 6 4004 FLANGE FRAME JAMB 612227 7 4025 SASH STOP 612244 8 4025 ISASH STOP (EGRESS) 1.125 LONG 612244 9 4029 SPIRAL BALANCE, 3B", 518", OR 11/16" 10 1080 BALANCE COVER, 3B" OR 5B" BBALCVR918 11 #8 X.750 PH. PN. SMS 7834AA 12 BALANCE BOTTOM BRACKET 7BALTBKT 13 108511086 SASH TOP GUIDE 42504 15 #8 X 1 PHILLIPS FLAT HEAD S. STL 78X1 FPAX 16 1080-1 BALANCE COVER, 11/16" SBALCVR070 17 4053 SASH STOP COVER 64053 18 4029-1 SASH BRACKET 7ULBRKT 19 #8-32 X 1A2" LG. PH. FH. TYPE F S. STL 7832X12FPFX 21 4054C FIXED MEETING RAIL 64054C 23 4006C SASH TOP RAIL 64006 25 1235 WSTP.,.170 X.270 BACK, FIN SEAL 67S16G 28 1 1096 SWEEP LATCH 71098 27 1018 #8 X.625 PH. FL. SMS 7658 REIN I DWG# I DESCRIPTION PGT# 60 1635 SCREEN SPLINE-.135 DIA HARD 61635K 61 SCREEN CLOTH 61816 63 505 GLAZING CHANNEL (.688 X.500) 6533402 64 1161 #6 X 1.000 PH. BUGLE TEK 706X1 67 GLAZING TAPE,1/16 X 112 - 7/16 LAM 62BV1510 68 4051A SASH BOTTOM RAIL (HIGH SILL) 64051 69 4050A FLANGE FRAME SILL (HIGH SILL) 64050 70 ISILICONE, DOW 791, 899, 995 OR GE 7700 60 A GLASS, 5/16" LAMI, (1B"A.090 PVB,1B"A) 81 B. GLASS, 5/16" LAM, 1B"A.090 PVB,1B"HS 82 C. GLASS, 5/16" LAM, (1B"HS,.090 PVB,l/8"HS 83 D. GLASS, 7/16" LMM, (3/16"A.090 PVB,3/16"A) 84 E. GLASS, 7/16" LAM, (3/16"A.090 PVB,3/16"HS) 85 F. GLASS, 7/16" LAM, (3/16"HS,.090 PV3,3/16"HS) 86 G. GLASS,13/16" LAM IG;1B"T, AIR SPACE, 5/16" LAMI, (1/8"A.090 PVB,1B"A 87 H. GLASS,13/18" LAM IG;1B"T, AIR SPACE, 5/16" LAM, (1BA.090 PVB,1B"HS) 88 I. GLASS, 13/16" LAM IG; 118"T, AIR SPACE, 5/16" LAMI, (1B"HS,.090 PVB,118"HS) 89 J. GLASS, 13/16" LAM IG; 118"T, AIR SPACE, 7/16" LAM, (3/16"A.090 PV8,3/16" 90 K GLASS, 13/18" LAMI IG; 118"T, AIR SPACE, 7/16" LAM, (3/16"A.090 PV8,3/16"HS 91 L. GLASS,13/16" LAM IG;1B'f, AIR SPACE, 7/16" LAM, 3/16"HS,.090 PVB,3/16"HS) 92 M. GLASS, 13/16" LAM IG;1B"A AIR SPACE, 5116" LAM, 1B"A.090 PVB,i/W —' 30 1226 WSTP., BULB VINYL STP249 2.784 31 4008 SASH SIDE RAIL 612231 .062 34 1256 SASH FACE GUIDE 42501 35 1822 LAM SETTING BLOCK 3/32"X25B4"X1" 71622K 1' 30 3.06 36 1052 LAW IGSETTING BLOCK VX3/4"X1/16" 71052K 37 1224 VINYL GLAZ. BEAD BULB (THICK) 6TP247W,K .06;2p 38 1225 VINYL GLAZ. BEAD BULB (THIN) 6TP248K 41 4039B GLAZING BEAD, 5/16 LAM GLASS. 64039E 47 FRAME, I.F. HEAD 42 4044E GLAZING BEAD, 5/16 LAM VWGRILL KIT 644703 #4071A. 6063-T6 44 4222A GLAZING BEAD, 7116" LAM 64222 45 986C GLAZING BEAD, 7/16" LAM W/GRILL KIT 6995 48 FRAME, I.F. LOW SILL 46 4067 GLAZING BEAD, 13/16" LAW I.G. 64087 #4072A. 6063-T8 40 47 4071A FRAME, I.F. HEAD 671 2.808 48 4072A FRAME, I.F. LOW SILL 64072 2.37 49 4073A FRAME, I.F. HIGH SILL 64073 PRODUCT REVISED 50 4074B FRAME, I.F. JAMB 64074 n complying with rho Florid. Huil"It Code 52 4009 SILL LATCH (EGRESS) LOW SILL) 764009 D62NOM Acccpt•aoN./ 53 1088 SPRING, SILL LATCH (EGRESS) 7SPRNG THICKNESS 4.(71 Dire gyp) 54 2740 SILL LATCH (EGRESS) (HIGH SILL) 62740 2' 1 By 55 1014 ISCREEN FRAME (HOR. 3 VER.) 61014 062 NOM Ml•n DedR Product 56 1830 SCREEN CORNER KEY W/RINGS 71 • • • F—.*- THICKNESS 57 1631 SCREEN CORNER KEYVWOUT RINGS 71051 58 1073 SCREEN SPRING7CAS 1824 SCREEN SPLINE -.135 DIA FOAM• • • •O FRAME, I.F. JAMB' 50 #4074B, 6063-T6 = * No. 58705 49 FRAME, I.F. NIGH SILL _ •� • • #4073A, 6063•T6 (USED AS RADIUS TOP HEAD) -_ D to TEdINadbyoRlve • • • ' 'ay • O� •. STA' A.%41)E.P134T76 II/iRT�i LIST ORIDP JRmr. 17 o NOCHANGEs rHIS SHEET. cer�r. of Muni. aro2se • • • ALCV-SINGLE HUNG WINDOW" IMPACT :camxartoav awrere — — owo,R. — A. �'iNlot MILLErfi. P.E. —F — —ij —2 rarrRouarn,es.nc. ® SHMO NTS 6 s 11 4040.2U G FL P.E.# 58705 F.IG &MIDS J.J. 1l23A17 Kl RI6M18 RE461VED • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • I---2.784-1 IL S_ 062 O FLANGE FRAME HEAD #4002A,6063-T6 062 2.830 2.330 L I --2.784--- � 1.749 O FLANGE FRAME SILL (LOW) #4003C, 606376 121.710 1 �-1.513- -j 738 082 .490 082 .040 S OFLANGE FRAME JAMB O #4025 oTSA &OP 17 SH0 #S536063-T5 #4004, 6063-T5 (USED AS RADIUS TOP HEAD) -�{((('��tCCC1��342 .� .155 21 FIXED MEETING RAIL #4054A,6063HD-T6® 3.446 -2.784--I 69 FLANGE FRAME SILL (HIGH) #4050A,6083-T6 r-2.279� 1.17 082 23 SASH TOP RAIL L #4006C, 6063HS-TB I A' 1 0&W7 1 G I NO CHANGES THIS SHEET. 2.328 ---1 2.638 .062 • • • • • • • • • • 68 SASH BOTTOM RAIL (HIGH) #4051 A, 6063-T5 �lE TE4*iNOL03Y DRNE M. VENICE• 1& 34275 6(941)48DOM • •. CEgT. OF AUTJi. 429298 (•�--2.328—►1 T 1.9 79 9.062 1 or 47 I.F. �FRAME /I \2 6or50 6or50 SEALANT ALONG ENTIRE JOINT I.F. FRAME I� \ II SEALANT OR GASKET I AT HEAD AND SILL I VIEW D-D VIEW E-E (111 & VIEW HEAD & SILL, RADIUS TOP SILL) (RADIUS TOP HEAD ONLY) FRAME CORNER CONSTRUCTION - --- 050 1.185 (+- I 878 -�I-T °� 1'3� GLAZING BEAD, 5/16" 41 #40398, 6o63-T5 28 SASH BOTTOM RAIL(LOW) #4007, 6063-T5 O50 44445555I .678 1.096 j O GLAZING BEAD 7/16" #4222,6063-T5 31 SASH SIDE RAIL #4008,6063-TS • • • • • • • .678 • • • • 1.415•�+- •►�� • • 45• GAAC BEAD, 7/16" #985C,6063-T5 (USED W/ GRILL KIT) 050678 1 1.098 - 42 GLAZING BEAD, 5/16" #4044B, 6063•T5 (USED W/ GRILL KIT) •683 .050 �1.097 46 GLAZING BEAD, 13/16" IG #4067, 6063-T5 •1 11LWAh SINGLE HUNG WI ® SH W HaH a7 d 11 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • IMPACT 4040 20 WELD ALONG SCREW BOSS (2) PRODUCT REVISED m co'"PIYNB wilh Dm Find" R"ildi"g Code — —.-- �,ONY LYNNM/ Q�••.•• �ICENSF •.,1�� NO. 58705 10 A. CvHw )�.E. FL P.E.# 58705 ANCHOR QUANTITIES FOR 111 FLANGED WINDOWS TABLE 5. WINDOW HEIGHT SUBSTRATE: 28.603 1 34.603 40.603 46.603 52.603 58.60 1 64.603 76.000 ANCHOR TYPE: C4 U a ' 0cq Ul U a U UN� N'WINDOW UlfqU Z `U O'O�'o NU U �U U GLASS U U c U U c'0(NI0Oci0 U % U U C'0n O U ON U U U O U O U WIDTH TYPE C,D,E,F,G, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 19.125 H'1'J'KL 1 2 1 1 11 1i2 1i1 1 2 2j2 1 2 2i2 212 2 2 2,2 2'2 2 2 212 2 2 2!2 2 2 2j2 2;2 2;2 23 212 33 AB,M 1,2 111 1'1 1'2 111 1 2j2 112 2 212 212 '2' 2 2,2 212 2,12 2,2 212 2;2 2i2 2'2 2;2 2'3 2;2 3 3 C,D,E,F,G 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 H,I,J,K,L 1 2 1;1 1 2 1i2 1'.2 112 2,2 1,2 212 2!2 2 2 2T2 2j2 2 2 2r2 2 3 212 2 '2 2 3 2 2 2 3 3�3 2•'2 3 3 24,000 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1;2 111 12 2,2 1 2 212 2 2 22 2!2 212 2 2 212 213 212 2 12 213 2;2 23 3.3 2'2 3 3 C,D,E,F,G, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 1 2 1 1 2 1 1 �� H,I,J,K,L 112 112 2r2 2!3 112 212 2j3 1 2 21.3 2;3 2i2 2�3 2;3 2,2 2j3 3!3 2�2 3 3 3i4 3 2 3 3 3 4 3!3 4 4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1;2 1,2 2 2 213 1 2 212 2 3 1 2 '2:-3 2:3 22 213 213 2 2-"2,- 3 3'3 2 2 3,3 3i4 3.2 3!3 314 3'3 4'4 C,D,E,F,G, 1 1 1 1 1 1 2 1 1 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 H,I,J,K,L 212 'L 2 212 2,3 1j2 2'3 213 2'2 213 4r3 212 2j3 2j3 2 3 2`3 3!4 2 3 3j3 314,31 3 3j4 315 3i3 4j4 37.000 2 AB,M 2,2 112 Z12 213 112 _ 213 .._.....-. 2z3 _ 22 _ 213 .._ 2?3 212 2?3 23 2'3 2?3 324 2'3 3?3 3?4 33 3?4 3?5 31 3 4i4 PSF 79 C,D,E,F,G, 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 40.000 H,I,J,K,L 2 2 1 2 2;2 213 2 2 23 2i3 2 2 _. _.._ 2 3 2i3 . . 2j3 2!3 2 4 2;3 3';3 3 4 2 3 3,4 335 3�3 3i4 4!5 313 414 ABM 2.-2 2 _ 2 __- 2 _ 2 ...- 2 ...-.._.-_..._ 2 2 2 .._r.. 2 2 2 2 2 2 .. 2 -2!3 2 2 2 2 2 2 2 3j4 3;5 3 3 3'4 4T5 33 444 PSF 79 C,D,E,F,G, 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 44.000 H,IJ,K,L 2 22i2 --- - 212 2 3 2i2 2i3 -- 2;3 - 2'2 _ 3'3 .. 214 2j3 3 3 3 4 I 2 3 3 3 314 2;3 3 4 3 5 3;3 3'4 Ag'M222;22122132,2232;..._- 23 22 2 __..... 2 2 2 2 2 2 . _ 2 2 ..._ 2 2 _2 2 2 ai 2 23j3 2 4 2'3 3i3 3 4 2;3 3J3 3'4 2j3 3,4 3I5 3,3 3i4 PSF 79 79 C,D,E,F,G, 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 48.000 H,I,J,K,L 2 2 212 2 2 2'3 2j2 1 2 3 314 2 3 3i3 3'4 2 3 34 3:;4 2'3 374 315 3j3 3(4 3';5 3;3 4i5 4'6 3,4 5r5 ABM 2 2 2 2 2 -- _ 2 2 - 2 - 2 2 2 2 r.. 2 2 2 2 2 2 3 2 2 _._ 3 2 2 ._._... 2 2 2 2 2 2 2i3 2�2 2;3 3(4 Z 3 313 3,4 213 311 314 3 3?4 3'5 3i3 3i4 3 5 3;3 4i6 4 6 3i4 515 PSF 72 79 79 • • • • • • • • • C,D,E,F,G, 2 2 2 2 2 ....2 2 2 2 2 2 2 3 .2 2. s3 2. 3 2 3 3.. 2.. 53.125 H,I,J,K,L 2;2 2 3 3i4 34 2'3 •�1 3 3 3 3,A �;6 3� 4 34 415 4'6 3',4 ...3.. 516 2 2 2 2 2 3 2;2 2i3 3!4 2 1 2 2 2 12 2 2 2 2 2 2 2 3 2 2 3 2 2 3 2 2 3 2 3 2 2 2 2 2 2 2 3 2'2 2 3 3 4 2 3 3!4 3 4 2 3 3 4 3I4 3 3 3 4 3!5 3j3 4 4 4.5 3 3 4;5 4 6 3 4 415 ANCHORAGE NOTES: 1. ANCHOR TYPES: 1 - 114" ELCO ULTRACONS OR #12 SCREWS INTO METAL 2 -1/4" ELCO SS4 CRETE-FLEX 3 - #12 SCREWS 2. ANCHOR LOCATIONS ARE BASED ON THE FOLLOWIING DIMENSIONS. HEAD - 18 1/2" MAX. FROM TOP CORNERS JAMBS -17 1/2" MAX. FROM TOP CORNERS 15" MAX. FROM BOTTOM CORNERS 6" MAX. BELOW MTG. RAIL SILL - ANCHORS NOT REQUIRED 3. INSTALL PER THE ADJACENT TABLE ANCHOR QUANTITIES USING THE DIMENSIONAL CRITERIA OF NOTE 2. 4. TABLE WIDTH AND HEIGHT DIMENSION ARE FOR FLANGED WINDOWS. INTEGRAL FIN DIMENSIONS ARE 1' LESS. 5. DESIGN PRESSURE LIMITATIONS: SIZE BLOCKS OF THE ADJACENT TABLE WITH A BOLD ITALICIZED VALUE ABOVE THEM, INDICATE A MAXIMUM DESIGN PRESSURE WITH THE QUANTITY OF ANCHORS SHOWN IN BOLD. OTHERWISE, THE MAXIMUM DESIGN PRESSURE FOR THE RESPECTIVE SIZE AND GLASS TYPE IS AVAILABLE. 6. SEE NOTE 4, SHEET 11 FOR METAL SUBSTRATE REQUIREMENTS, TABLE KEY: MAX. PSF (DP LIMITED) 118 HEAD 2 JAMB ABOVE 2 3 MTG. RAIL JAMB BELOW MTG. RAIL (FULL DP) HEAD 2 JAWS ABOVE 2? 3 MTG. RAIL JAMB BELOW MTG. RAIL SEE TABLE 1 FOR FULL DP +os eV DRNE °ioM•K • •i.VW10E,F1TENINOL�80�zre ' GESPAC/NG, 1/1 WINDOWS 7K841)4O34 • _ &,�7 Q NOawr.E8TN1 w*ET. CE,T.OFAU�'6288 • • ALi+MsS/NGLEHUNG WINDOW, IMPAC L Ik1--,. s.waw arN •..e ➢Yrylh 75 . '21 PGTINpUBTREB, MC. ® 5!•l1p0 NT5 8 s 11 4040-20 7/1806 J.J. _223r07_ uL�ucNrs Pessxvsn _. -_ _. ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PRODUCT REVISW as cmvlyu e 14.ldi.90160 M_nL�AA i BONY LYN/V '� .•'' V+GEMS. •. * : No.58705 4V�� ((�� A. LYfJNVN4 f'j FL P.E.# 58705 ANCHOR QUANTITIES FOR STANDARD VIEW AND RADIUS TOP FLANGED WINDOWS TABLE 6. WINDOW HEIGHT SUBSTRATE".....,_.29.655 1 37.155 44.655 52.155 59.655 1 67.155 1 74.655 76.000 ANCHOR TYPE. Tcl U U o 0 U o U U o 0 0 0 0 0 2 zro0 z-11z OzZzzmo z z 0 zM0 z zmo z z 0 .0 o U 0 o U c�r�T WINDOW GLASS 0 ov, o ONQNO�00 0c 0 0(4 0 ONQO 0c, 0 7� Ci U WIDTH TYPE U (iU U U li Ci U i� V C,D,E,F,G, 1 1 4 1 1 1 1 1 1 1 1 1:1 11 _ 2 2 21 __ 22 2:2 21 .-_ _ 2:2 2!2 2!2 22 2 2 212.2 2 22 2 21 . 3 2 2a2 3i2 3'2 2;2 _.H,IJ,K,L 3'2 1fi.125 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1t1 2 2 2;1 2;2 212 21 2i2 2!2 212 2i2 2i2 2 2 212 2,2 2'2 2 2 3i2 2T2 3%2 3.2 212 3i2 PSF 79 C,D,E,F,G, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 24.000 H,I,J,K,L 171 1i1 1;1 2 2 111 2i2 2`2 2,2 2"2 2 2 212 212 2�2 312 3 2 2,2 3i2 3S2 2 2 3i2 3;2 2 2 3;2 1 1 1 1 1 11 L 1 1!1 1 1 2i2 1 1AAM 22 212 2;2 2.2 2 2 2,2 2i2 2,2 3'2 3'2 2;2 3 2 3';2 2'2 3f2 3 2 2:2 3 2 PSF 68 77 C.D,E,F,G, 1 1 1 1 1 1 1 1 1 2 1 1 2 1 1 1 1 1 1 1 1 1 1 1 32,ppp HAJ,K,L 111!1112'222222.32;22'23;322333,33'233332;23.341332413433.243 1 1 1 1 1 1 2 1 1 2 1 1 1 1 1 1 1 1 1 1 1 A,B,M 1 1 - 1 f 1 1 1 _ 2' 2 2 2 2'-_ 2 .. _4 _ 2i3 ...1 2 2 ,._ 2i2 . _, 3i3 _. 2 2 r- 3 3 --...___ 3 3 312 .__ 313 _ . 3j3 2�2 3i3 _...__ 4 3 . _. 312 _... 4i3 _ 4 3 ...-.i _..._...._ PSF 59 67 79 C,D,E,F,G, 1 1 1 2 1 1 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 37.000 H,I,J,K,L 1 1 1�1 1 1 2 2 2i2 2'2 2 3 2';.2 23 3.3 2J2 313 313"3r3 4.313113 r 32 3 3 4'3 3 2 4!3 4 4 32 4i3 1 1- 1 2 1 1 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 A,B,M 1 1 111 1 1 2 2 2 2 _ 2 2 2i3 2l2 2i3 313 2�2 313 3i3 - 313 -.... 4i3 3i3 _ 3i2 313 -- 4i3 - 3T2 - 4 3 414 _ .. 312 ._r.._ 4i3 PSF 54 79 52 78 C,D,E,F,G, 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 40.000 H,I,J,K,L 111111222i22'22132!23i33,32;2334;33i34i3333'34:34,433434;43j35`:.3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 ABM 1111 11222Y22i22322 3:33322 3!34i3 33433.33 34;34T43!34344335i3 PSF 49 79 56 79 79 C,D,E,F,G. 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 44,00p H,I,J,K,L 1 1 1 1 1 1 2 2 2 2 2 3:3 2i2 3i3 3 4 213 313 414 3 3 4'3 4,4 3'3 4 3 4I4 313 4i3 4 4 313 5 4 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1 1 1 1 1 1 2 2 2'2 2 2 33 2':2 3!3 'iT 2 3 3.3 414 3 3 4 3 4'4 3!3 4i3 4 4 3;3 4i3 4!4 3i3 5!4 PSF 45 74 61 74 79 79 C,D,E,F,G, 2 1 2 2 2 2 2 2 2 2 2 2 2 3 2 2 2 2 2 3 2 2 3 2 2 48.000 H,I,J,K,L 1 1 1 1 1 1 2 2 22 2 2 3 3 2;2 3!3 3 4 3;3 3 3 44 3:3 4 4 4l4 33 4 4 4i4 4.3 5'4 44 43 5!4 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 2 2 2 3 2 2 3 2 2 A,B,M 1 1 1 1 1 1 2 2 22 3;3 3 4 313 _.i i3 4'� _- 3 4' 4 _ .. 31iS , 4r4 ¢S 4 3 5;4 4,4 __._ 43 ..._r. 5;4 2 2 3 3 2 2 PSF 41 67 46 67 76 78 • • • • 61 • • • • C,D,E,F,G, ,E,K,L 3 _L.., • � ..._� _ • 2 3 53.125 H 121 121 121 222 2?2 222 333 3?3 3Z3 434 323 4; 4 434 3 4 4 3'9 4 4 'J'' 5 4 3 5.4 5 5 4! 3 5' 4 2 2 2 2 2._. 2 3 2 2 3 2 3 3 2 3 3 2 2 3 2 3 3 2 3 A,B,M 3 3 3;3 4 4 3! 4 4 4 3 3 4,4 4 4 3:3 4 4 5 4 4 3 5�'4 5'4 4i3 5 4 1 1 111 1 1 2 2 2 2 2 2 3 3 �EW!D•e2N 41)48CEW.0FAUW*2M • •• ANCHORAGE NOTES: 1. ANCHOR TYPES: 1 -1/4" ELCO ULTRACONS OR #12 SCREWS INTO METAL 2 - 1/4" ELCO SS4 CRETE-FLEX 3 - #12 SCREWS 2. ANCHOR LOCATIONS ARE BASED ON THE FOLLOWING DIMENSIONS: HEAD -18 1/2' MAX. FROM TOP CORNERS JAMBS -17 1/2' MAX. FROM TOP CORNERS 15" MAX. FROM BOTTOM CORNERS 6" MAX. BELOW MTG. RAIL SILL - ANCHORS NOT REQUIRED 3. INSTALL PER THE ADJACENT TABLE ANCHOR QUANTITIES USING THE DIMENSIONAL CRITERIA OF NOTE 2. 4. TABLE WIDTH AND HEIGHT DIMENSION ARE FOR FLANGED WINDOWS. INTEGRAL FIN DIMENSIONS ARE 1" LESS. 5. DESIGN PRESSURE LIMITATIONS: S1ZE BLOCKS OF THE ADJACENT TABLE WITH A BOLD ITALICIZED VALUE ABOVE THEM, INDICATE A MAXIMUM DESIGN PRESSURE WITH THE QUANTITY OF ANCHORS SHOWN IN BOLD. OTHERWISE, THE MAXIMUM DESIGN PRESSURE FOR THE RESPECTIVE SIZE AND GLASS TYPE IS AVAILABLE. 6. SEE NOTE 4, SHEET 11 FOR METAL SUBSTRATE REQUIREMENTS. TABLE KEY: MAX. PSF (DP LIMTED) 117 HEAD 3 JAMB ABOVE 3 3 MTG. RAIL JAMB BELOW MTG. RAIL FULL DP HEAD;2 MB JAABOVE 2 F2 MTG. RAIL JANB BELOW MTG. RAIL SEE TABLE 2 FOR FULL DP HDRAGE SPACING. STANDARD VIEW •I ALYMP SINGLE HUNG WINDOW, IMPAC 6e."tYO, sat .� ea.yli� 8r700 NTS 1 9 r 11 4040-20 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • H26DUC1' REVIS» . n.moyu%.kh dr FAYite ftildmg Code LYryN 4! No. 587o5 ST Te S,/ONN......VN A.7LYNNp1AI1 kR'P.E. FL P.E.# 58705 ANCHOR QUANTITIES SUBSTRATE: ANCHOR TYPE: ABOVE MEETING RAIL HEAD & JAMBS CUSTOM FLANGED WINDOW HEIGHT NINUS SASH HEIGHT TABLE 7. WINDOW HEIGHT MINUS SASH HEIGHT FROM TABLE S. 17.125 22.668 28.211 33.754 1 39.2 1 44.839 50.382 55.925 0 ++ O O a NO U 0 � Z ON rJ 0 0 0 u a NO U 0,00 � z ON U r? O 0 z NO U 0 � 2 ON U 0 +? O v a NOON U U a U 0 t'? O U Z NO v r Z ON O o t? 0 Qj Ic" Z O O U � Z ON U 0 "? O U Z, NO v cJ z ON C1 0 �? 0 Q$ U a NO U U � Z O v WINDOW WIDTH GLASSY TYPE 19.125 D,E,F,J, K,L 1 1 1 1 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 .2... 1 Z 1 2 1 2 1 3 1 2 1 3 1 3 1 2 1 3. 1 .3_ 1 3 1 ..3.. 24.000 D•E,F,J, K,L 1 1 ....' 1 1 ... 1 1 ...2 1 .. 2_...,2._... 1 1 2 . 1 _2.......2 1 . 1 _...2... 1 2_ 1 ...3... 1 3.....2_ 1 1 ._3...3 1 1 .2,.. 1 .3 1 3..._.3....3_....3.....3....4 1 1 1 1 1 32.000 D,E,FA K,L 1 ........ 1 1 �.. 1 2... 1 .2._....2.. 1 2 3..2. 1 1 _3.....3.. 2 1 3 1 3 1 3 1 2. 1 .3_...4 1 1 .,3..,.4_.._4 1 1 1 3_ 1 4 1 5 1 3 1 .5.. PSF 79 37.000 D,E,F,J, K,L 1 1 1 'j- 1 1 2 2 1 2 2 2 1 2 2 3 2 3 1 3 2 4 2 3 1 3 2 3 2 4 1 3 2 4 2 4 1 4 2 5 2 5 1 4 2 5 23 PSF 79 79 79 79 40.000 D,EYA K,L 2 _1. 2 ..1 2 1 2 2 2 2. 2 2 2 _ ..3 . 2 3 2 4 2 ... 1... 2 4 . 2 4 2 3 2 4 _ 2 _...-4 2 _ 3 2 5 2 . _4 ... 2 4 2 5.....5_ 2 2 4 2 . 8.. 2 .. 3 .. PSF 78 76 79 77 78 79 79 44.000 D,E,F,J, K L 2 2 2 2 2 2 2 2 3 . 2 2 ... 4 2 ._4. 2 4 2 4 2 2 5.. 2 4 . 2 . 3.-....5. 2 2 5._. 2 2 _..5.. 2 - .5.._ 2 .. 4 _. 2 1 1 2 _.. 2.. 2 3 3 PSF 78 79 70 79 79 71 79 73 78 48.000 D,E,F,J, K,L 2 2 2 2 2 2 2 2 ..3. 2 3 3 4 2 ...4 2 4 2 5 2 4 2 5 ...5 3 2 4. 2 ..8...5.. 3 2 4 2 8 3 6.. 2 5 2 6 1- 1 1 2 2 2 3 PSF 71 79 63 71 79 64 74 66 77 69 69 53.125 D,E,F,J, K,L 2 2 2 2 2 2 3 2 2 3 2 4 9 3 5 2 4 3 5 3 6 2 5 3 3 6 2 5 3 7 3 6 2 5 3 7 1 1 1 2 2 2 3 3 3 4 4 8 ANCHOR QUANTITIES AT JAMBS BELOW MEETING RAIL, CUSTOM FLANGED WINDOWS BASED ON SASH HT. TABLE 8. SASH HEIGHT SUBSTRATE: 12.776 1 15.776 18.776 21.77 1 24.776 1 27.776 30.776 31.106 ANCHOR TYPE. N $ 3 N l �0 fV QQ S N �o t.i p 3 z p N Pi z+?o " O o o N Q $ N cg z�0 0 U o g j Z N U " O n$ o �0 N p p N U' zwQ p U o N Q $ N -0 p ' U o � N$ 3 N z z p WINDOW WIDTH 19.125 1 1 1 2 1 1 2 2 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 24.000 2 1 1 2 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 32000 2 1 2 2 2 2 3 2 2 3 1 2 3 3 1 2 1 3 Tj 2 1 3 4 2 3 4 2 3 37.000 79 2 1 2 2 2 2 3 2 3 3 2 3 3 3 3 3 3 3 4 3 3 4 3 4 74 40.000 2 T_2__T 2 2 2 2 3 2 3 3 2 1 3 3 1 3 F3 4 3 3 4 3 4 4 3 4 68 78 • • • s 44.000 2 2 2 2 2 2 3 2 3 3 3 3 4 3 3 •4 3• 44 5• 3 4 5 3 4 63 72 79 • • • • • • a • 48.000 2 2 2 2 2 2 3 2 3 413 3 4 4 4 44 50 3 4 5 3 4 73 68 66 72 53.125 2 2 2 2 2 2 3 3 3 4 3 4 4 3 4 5 3 4 5 3 5 5 3 5 loll WE • • • • 11. VERICE, F•3R275 N H RAGE SPACING (6o+l+eo-16o0 • THIS SHEET. (2=1i. OF AUT•. X2B295 ,„ • ALb !SINGLE HUNG WI ror,iiowm`A., u�inc. ® SH7oO NT$ 10 d 11 ILL .. RE9E • • • • • • • • • • ••• • • • ••• • • ANCHORAGE NOTES: 1. ANCHOR TYPES: 1 - 1/4" ELCO ULTRACONS OR #12 SCREWS INTO METAL 2 -114" ELCO SS4 CRETE-FLEX 3 - #12 SCREWS 2. ANCHOR LOCATIONS ARE BASED ON THE FOLLOWING DIMENSIONS: HEAD - IS 1/2" MAX. FROM CORNERS JAMBS - 17 11r MAX. FROM TOP CORNERS 11 1/2" MAX. ABOVE THE MEETING RAIL 6" MAX. BELOW MTG. RAIL 15" MAX. FROM BOTTOM CORNERS SILL - ANCHORS NOT REQUIRED 3. DETERMINE THE ANHCOR QUANTITIES FOR CUSTOM VIEW WINDOWS FROM TABLES 7. AND 8. USING THE DIMENSIONAL CRITERIA OF NOTE 2. USE TABLE 7. FOR ABOVE THE MEETING RAIL AND TABLE 8. FOR BELOW. 4. AVAILABLE SASH HEIGHTS FOR CUSTOM VIEW WINDOWS ARE 12 5/8" MIN. TO 38" MAX. S. TABLE WIDTH AND HEIGHT DIMENSION ARE FOR FLANGED WINDOWS. INTEGRAL FIN DIMENSIONS ARE 1" LESS. 6. DESIGN PRESSURE LIMITATIONS: SIZE BLOCKS OF THE ADJACENT TABLE WITH A BOLD ITALICIZED VALUE ABOVE THEM, INDICATE A MAXIMUM DESIGN PRESSURE WITH THE QUANTITY OF ANCHORS SHOWN IN BOLD. OTHERWISE, THE MAXIMUM DESIGN PRESSURE FOR THE RESPECTIVE SIZE AND GLASS TYPE IS AVAILABLE. 7. SEE NOTE 4, SHEET 11 FOR METAL SUBSTRATE REQS. TABLE 7. KEY: MAX PSF SEE TABLE 3 FOR (DP LIMITED) 112 FULL DP HEAD 2 JAMB ABOVE 2 MITfG. RAIL F�DP) HEAD 2 B JAMB ABOVE 4 MTG. RAIL PRODUCT REVISED TABLE 8. KEY: es complying with the FIN)& MAX. PSF SDP LWIITED) 112 9" °gcoao j 31 EgdreR�`Dap JAMB BELOW❑2 ay MTG. RAIL MI Di IFULL �``'ONY'LT NA(. f1 // JAMB BELOW 2 MTG. RAIL _Z * ; NO, 58705 - SEE TABLE 3 FOR - - FULL DP R 7 �� -' Vim'.• 6 ATE I7�:�:IJ: ; c�`s' • ..?; '�S70NAL LL,,Rl\I A. LYNNI&LILR1P.E. STOM VIEW 10W IMPACT ww 4040,W G FL P.E.# 58705 NOTES: 1-3/4" MIN. EDGE a EXTERIOR INTERIOR WOOD ANCHOR 1. FOR CONCRETE APPLICATIONS IN MIAMI-DARE COUNTY, USE ONLY MIAMI-DADE COUNTY (ULTRACON ANCHOR) (ALL HEAD AND SILL DETAILS) APPROVED C ELCONCRE ULTRACONS 31 1F SSa CR CONS N MINIMUM DISTANCE FROM (SEE NOTE 2 & 3) ANCHOR TO CONCRETE EDGE IS 1 3!4" FOR ULTRACONS INTO CONC., Z-tR' E.D. FOR 2-1MIN. EDGE CONCRETE ANCHOR 2x WOOD BUCK ULTRACONS AND CRETEFLEX INTO CMU AND CRETEFLEX INTO CONC. (CRETEFLEX ANCHOR) (SEE NOTE 1 3) (SEE NOTE 3) 1' MIN. EDGE 2. FOR WOOD APPLICATIONS IN MIAMI-DADE COUNTY, USE #12 STEEL SCREWS (G5), 3.35 KSI MIN. N 1 1/4" SS4 CRETE-FLEX FOR DETAILS B & D OR 0.131"0 x 2-1/2" COMMON NAILS (F1667 NL CM CONCRETE .: - S-07 Z (8d)) 8d PENNY SS ZINC COATED COMMON NAILS. TYPE I, STYLE 10-FIN MOUNTED 1 3/4" MIN. _ ONLY (SEE DETAILS E, F AND G THIS SHEET) 3. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS Ix ARE BUCKS WHOSE OPTIONAL 1x o �. TOTAL THICKNESS IS LESS THAN 1 1/2". 1 x WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE WOOD BUCK _ N. INSTALLED DIRECTLY TO SOLID CONCRETE OR CMU. WOOD BUCKS DEPICTED AS 2x ARE (SEE NOTE 3) 1 1/2" THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE 1/q• 1/4'AX. ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. MAX 4. FOR ATTACHMENT TO ALUMINUM, THE ALUMINUM SHALL BE A MINIMUM STRENGTH OF SHIM S SHIM 6063T5 AND A MINIMUM OF 1/8" THICK. FOR ATTACHMENT TO STEEL OR STEEL STUDS, DETAIL A DETAIL B THE MATERIAL SHALL BE A MINIMUM STRENGTH OF 33 KSI AND A MINIMUM OF .045" THICK. THE METAL STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL TYPICAL FLANGED HEAD ANCHORAGE SUPPORT TO THE WINDOW FRAME SIMILAR TO THAT SHOWN IN THESE DETAILS FOR 2x 1,/4" MIN. EDGE (ULTRACON INTO CONC.) WOOD BUCKS. THE ANCHOR SHALL BE A #12 SHEET METAL SCREW WITH FULL 1-1/4" MIN. EDGE (CMU) 2-1/2" MIN. EDGE (ULTJCRETEFLEX INTO CMU & CRETEFLEX INTO CONC.) ENGAGEMENT INTO THE METAL. IF THESE CRITERIA ARE MET, THE RESPECTIVE DESIGN 1-3/4" MIN. EDGE (CONC.) PRESSURES AND ANCHORAGE SPACING FOR ULTRACONS MAY BE USED. 1/4" MAX SHIM 1 3/8" 5. ANCHORS ARE NOT REQUIRED AT THE SILL OF FLANGED UNITS. MIN. 6. FLAT HEAD ANCHORS, WHERE REQUIRED, MUST HAVE #12 TRtMF1T HEADS. 1/4" MAX. SHIM II4��------ 7. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO (� 'T CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE CONCRETE ANCHOR, U 1" MIN.EDGE FLORIDA BUILDING CODE. FH BELOW MEETING RAIL. (SEE NOTE 2) WOOD ANCHOR, FH BELOW MEETING 3.35 KSI MIN, CONCRETE RAIL. (SEE NOTE 2) OR 1.5 KSI MIN. CMU 4 INTERIOR (ALL JAMB DETAILS) lx BUCK OPTIONAL WITH SOLID CONCRETE OR EXTERIOR CMU SUBSTRATE (SEE NOTE 3) R DETAIL C DETAIL D v TYPICAL FLANGED JAMB ANCHORAGE 1/4" 5/8" MIN. EDGE 2-1/2" EMBEDMENT MAX.1/4" SHIM WOOD FRAME MAX. 011 WOOD FRAME _SHIM 1 2-1/2' 131" DIA. MIN. I I x 2 1/2" NAIL, AT CORNERS AND 5" O.C. 5/8" va" MAvc. SHIM DETAIL F, (HEAD) 131' DIA. MIN. x 2 1/2" NAIL, AT CORNERS AND 5" O.C. EDGE FRAME EDGE i mnnl � I �lbol� 11 x 24/2' IN", • • AYCORNER• S • • • "15"15C• : • • 1-2-1/2" EMBEDMENT • • • • DETAIL E, (JAMB) DETAIL G, (SILL) PICAL INTEGRAL FIN ANCHORAGE sop TorNDLOGV DRIK • • • • •ANCHORAGE DETAILS 113E.�, IL 3{775 • 0-0 • CERT. (W AUTH. M2929i • ♦ UM. SINGLE HUNG WINDOW, IMPACT covrrtnRTeTon ® — —N —1 o..W- P 1NDUSTRIES.INC. gApD (,/j$ 11 r 11 4040-20 RN, N1 NT6 RCSERVED II • • • • • • • • • • • • • ♦ • • • • • • • • PRODUCT REVISED e camplying with dw Florida IIulldu* Code A-.pumm No 1 O O. O$ �snwo• Dore SD21 `' Y LYN& aO .... NN,�, �'�.•• �,ceNSF ?!- * No.58705 is;01VAL� Lf�cNG``• A LYNN �ILLER, P.E. FL P.E.# 58705 (3�0� lJ I mPAczi- p-awCN o642S MIAMI•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.9ov/economy PGT Industries, Inc. 1070 Technology Drive, Nokomis, Fl. 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed 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 "FD-750" Outswing Aluminum French Door w/ Sidehtes—" L.M.I j 0 ' • • • • • •• • •• . •. APPROVAL DOCUMENT: Drawing No. 8000-11, titled `'Alum. French Door•&*Side Liks, %Apact",.,,;. sheets 1 through 12 of 12, dated 12/23/04, with revision "G" dated 04/10/17, prep;ed by manafacturerp signed and sealed b Anthony Miller P. E., bearing the Miami -Dade County TV66 ct Co r ectiorr >� y Y Lynn g ty u m�� Revision stamp with the Notice of Acceptance number and Expiration date by the 1V'liami DMe'County •; • • ...... . . ..... Product Control Section. • • • ... NIISSILE IMPACT RATING: Large and Small Missile Impact Resistant .. 0 • tABELING: Each unit shall bear a permanent Iabel with the manufacturer's name 8r log8,. c.11% state" • • • • model/ series, and following statement: "Miami Dade County Product Control App� Qved", urle� 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. 16-0629.16 and co sists of is �e I and evidence pages E-1, E-2, E-3 and E--4, as welI as approval document mentione b ve . The submitted documentation was reviewedy J rP. E. NOA No. 17-0504.04 24,2020 Expiration Date: February 242020 It 14117 Approval Date: December 07, 2017 Page 1 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under previous NOA No. 09-1028.10) 2. Drawing No. 8000-11, titled "Alum. French Door & Side Lites, Impact", sheets 1 through 12 of 12, dated 12/23/04, with revision "G" dated 04/10/17, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P. E. B. TESTS I. Reference Test report 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 Sliding Glass Doors (w/ PS, Super, Cardinal & Duraseal Spacers), prepared by Fenestration Testing Laboratory, Inc., Test Reports No(s) FTL-8717, FTL-8970 and FTL-8968, dated 02/15/16, 06/07/16 and 06/20/16, all signed & sealed by idalmis Ortega, P.E. (Submitted under previous NOA No.16-0629.16) 2. Test reports on: 1 Air Infiltration Test, per FBC TAS 202-94 • • • • p ) 2) Uniform Static Air Pressure Test, Loading par FBC, TAS 202-94• • •, • 3) Water Resistance Test, per FBC, TAS 202-94; • • e..9.0 0 0 0 0 : 0 4) Forced Entry Test, per FBC 2411.3.2.1, anTIM 202-940 ; • • • •; along with marked -up drawings and installation diagram of an; ninum• slidu!g glas : ... door using a low sill threshold, glazed with 7/16" laminated.glass, .prepared %; • • • Fenestration Testing Laboratory, Inc., Test Report No. M,49!41, dated /20/09- • • • . signed and sealed by Julio E. Gonzalez, P. E. • (Submitted under previous NOA No. 09-1028.10) ; • • • • • • 3. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94• • • •.. . : •; 2) Uniform Static Air Pressure Test, Loading per FBC, TA4 2b2-94 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 2411.32.1, and TAS 202-94 along with marked -up drawings and installation diagram of an aluminum doors of OXXO configuration, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4921, dated 07/17/06, signed and sealed by Edmundo J. Largaespada, P. E. (Submitted under previous NOA No. 05-0419.03) Jorge M. Plasencia, P. E. Product Control Unit Supervisor NOA No. 17-0504.04 Expiration Date: February24, 2020 Approval Date: December 07, 2017 E-1 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBNUTTED B. TESTS (coNTINUED) 4. 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 2411.3.2.1, and TAS 202-94 along with marked -up drawings and installation diagram of an aluminum doors of OXX.X configuration, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL--4527, dated 02/10/05, signed and sealed by Edmundo J. Largaespada, P. E. (Submitted under previous NOA No. 05-0419.03) 5. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 along with marked -up drawings and installation diagram of an aluminum doors of OXXO configuration, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL4528, dated 02/14/05, FTL-4315, dated 09/13/04, both signed and sealed by Edmundo J. Largaespada, P. E. (Submitted under previou4 N0j1 No. O3"-V449.03) 6. Test reports on: 1) Large Missile Impact Test per FBC, TAS IQl194 „•, • 2) Cyclic Wind Pressure Loading per FBC, TAS;243-94'•.'.' along with marked up drawings and installation diagram of W tduminum• doors of • .... ...... XXXO configuration, prepared by Fenestration Testing Laboratoj;Inc.,.'rEst Deports • No.'s FTL-4529, dated 02/14/05, FTL--4530, dated 02/1.QQ5,.FTI ,431�, dat id; • 09/01/04, all signed and sealed by Edmundo J. Largaespada, PA, •' :" • (Submitted under previous NOA No. 05-0419.03) "' •' • • 7. Test reports on: 1) Uniform Static Air Pressure Test, Loading per F'BC, T.A.S 202-94 • • • • 2) Large Missile Impact Test per FBC, TAS =.-904 •... 3) Cyclic Wind Pressure Loading per FBC, TAS 203-9,r.. •.9 along with marked -up drawings and installation diagram of an aluminum outswing French door, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4312, dated 09/13/04, signed and sealed by Edmundo J. Largaespada, P. E. (Submitted under previous NOA No. 05-0419.03) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC 51h Edition (2014) and FBC 6« Edition (2017), prepared by manufacturer, dated 11/22/17, signed and sealed by A. Lynn Miller, P. E. 2. Glazing complies with ASTM E1300-04/ 09 rge M. Plasencia, P. E. Product Control Unit Supervisor NOA No. 17-0504.04 Expiration Date: February24, 2020 Approval Date: December 07, 2017 E-2 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED D. QUALITY ASSURANCE 1. Miami Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 16-1117.01 issued to Kuraray America, Inc. for their "Trosifol® Ultraclear, Clear, and Color PVB Glass Interlayers" dated 01/19/17, expiring on 07/08/19. 2. Notice of Acceptance No. 17-0712.03 issued to Eastman Chemical Company (MA) for their "Saflex CP - Saflex and Saflex HP Composite Glass Interlayers with PET Core" dated 09/07/17, expiring on 12/11/18. 3. Notice of Acceptance No. 17-0712.04 issued to Eastman Chemical Company (MA) for their "Saflex HP Clear or Color Glass Interlayers" dated 09/07/17, expiring on 04/14/18. F. STATEMENTS 1. Statement letter of conformance with FBC 511 Edition (2014) and FBC 60' Edition (2017), issued by manufacturer, dated 08/16/17, signed and sealed by A. Lynn 1Vliller, � • • • P. E.' 2. Statement letter of no financial interest, issued by manufaett rer, dated. %t/28/17,.,;, signed and sealed by A. Lynn Miller, P. E. " •' .. 0 0 . 3. Lab compliance as part of the above referenced Test Report FTL$71 T, FTL• • • 8970 and FTL-8968. ...... • • 00000 (Submitted under previous NOA No.16-0629.16) • • • •' : " ...... 4. Test proposal No. 16-0152 dated 03/09/16 approved by RER_;' •; •; . 5. Laboratory compliance letter for Test Report No. FTL-5941, issued by Cv"tratidii Testing Laboratory, Inc., dated 05/20/09, signed and sealed by,Tulica E. Gonzalez, P. j� • • • (Submitted under previous NOA No. 09-1028.10) • 6. Proposal No. 08-1891 issued by Product Control, dated 01 /26/09, signed by Ishaq Chanda, P. E. (Submitted under previous NOA No. 09-1028.10) 7. Laboratory compliance letter for Test Reports No.'s FT1,4921, dated 07/17/06, FTL-4527, dated 02/10/05, FTL-4528, dated 02/14/05, FT"315, dated 09/13/04, FTL-4529, dated 02/14/05, FT"530, dated 02/14/05, FTL-4311, dated 09/01/04 and FTL-4312, dated 09/13/04, all issued by Fenestration Testing Laboratory, Inc., all signed and sealed by Edmundo J. Largaespada, P. E. (Submitted under previous NOA No. 05- 0419.03) Jorge M. Plasencia, P. E. Product Control Unit Supervisor NOA No. 17-0504.04 Expiration Date: February 24, 2020 Approval Date: December 07, 2017 E-3 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED G. OTHERS 1. Notice of Acceptance No. 16-0629.16, issued to PGT Industries for their Series "FD- 750" Outs -wing Aluminum French Door w/Sidelites — L.M.I., approved on 07/28/16 and expiring on 02/24/20. a••• Y • • • •••• •••••• • •••• •• •• ••••• •• •• • •••••• • • • • •••••• orge M. Plasencia, P. E. Pro ct Control Unit Supervisor NOA No. 17-0504.04 Expiration Date: February 24, 2020 Approval Date: December 07, 2017 E-4 SERIES 750 OUTSWING IMPACT RESISTANT FRENCH DOOR AND SIDE LITE 1. GLAZING OPTIONS: A. 7/16' LAMI CONSISTING OF (1) LITE OF 3/16' ANNEALED GLASS AND (1) LITE OF 3116' HEAT STRENGTHENED GLASS WITH AN.OW PVS INTERLAYER S. 7/16' LAMI CONSISTING OF (2) LITES OF 3116' HEAT STRENGTHENED GLASS WITH AN .090' PVB INTERLAYER C. 7/16' LAMI CONSISTING OF (1) LITE OF 3116' ANNEALED GLASS AND (1) LITE OF 3/16' HEAT STRENGTHENED GLASS WITH AN .075' INTERLAYER. D. 7/16' LAMI CONSISTING OF (2) LITES OF 3116' HEAT STRENGTHENED GLASS WITH AN .075' INTERLAYER. E. 7/8' LAMI I.G. CONSISTING OF (1) LITE OF 3/16' TEMPERED GLASS OUTSIDE, 1/4' AIR SPACE AND (1) 7/16' LAM[ GLASS ASSEMBLY INSIDE (3/18- A,.090' PVB, 3/16' HS). F. 7/8' LAMI I.G. CONSISTING OF (1) LITE OF W16' TEMPERED GLASS OUTSIDE.1/4' AIR SPACE AND (1) 7116' L.AMf GLASS ASSEMBLY INSIDE (3/16' HS,.090' PVB, 3/16' HS). G. 71W LAMI I.G. CONSISTING OF (1) LITE OF 3116' TEMPERED GLASS OUTSIDE, IM AIR SPACE ANC (1) 7/16' LAMI GLASS ASSEMBLY INSIDE (3/16' A,.075' INTERLAYER, 3/16' HS} H. 7/8' LAMI I.G. CONSISTING OF (1) LITE OF 3/18' TEMPERED GLASS OUTSIDE, 1/4' AIR SPACE AND (1) 7/16' LAMI GLASS ASSEMBLY INSIDE (3/16' HS,.075' INTERLAYER, 3/16' HS). 2. DESIGN PRESSURES: TABLE 1, SHEET 3. A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM El300. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E1300. C. DESIGN LOADS ARE BASED ON ALLOWABLE STRESS DESIGN, ASO. DESIGN PRESSURE RA11NO IMPACT RATING SRATED FOR LARGE 8 SMALL SEE TABLE i ON SHEET 3 MISSILE IMPACT RESISTANCE Group Anchor Type Frame Subsbals MI W Min. Embedment or Member Cn. Metal Tb)ckneas A JTFM;;TW Ali ou ne - 1 All 6063-TE Aiuminurn 3I8' V8' (Gr. 5) Ico Ali rate (mm. 2.65 kvi C 1 B UftmCm® Jamb Holow Black TMC90 2' 14,4' C T/4' 410 Eteo Jamb Holow Block IASTM C90) 1 3/4' 1•114' CreteFleto x® All Southern Pkle (SG = 0.55) 1" 1 1-31F, 1) WHERE SUBSTRATE CONDITIONS REQUIRE ANCHORAGE FROM MORE THAN ONE OF THE ANCHOR GROUPS ABOVE, CHOOSE THE ANCHOR GROUP OF THE LOWEST LETTER FOR ALL TABLES IN THIS APPROVAL 2) ALL ANCHOR HEAD TYIIES ARE APPLICABLE. 3) MIN. OF 3 THREADS BEYOND METAL SUBSTRATE. 3. CONFIGURATIONS: X. O M. XO. OX Xn XXO, OXX, OXO,X)OO(X�(O, OXXX. OR OXXO WHERE O REPRESENTS EITHER THE NARROW JAMB OR FULL JAMB SIDE LITE. ANY TWO ADJACENT X UNITS CAN BE EITHER TWO SINGLE, X DOORS OR A DOUBLE, XX DOOR' BOTH USING EITHER THE STANDARD OR THE LOW-RISE SILL. THE FRENCH DOOR ASSEMBLY BEAM IS USED TO ASSEMBLE X XX AND-0 UNITS TO MAKE THE ABOVE CONFIGURATIONS. 4. ANCHORAGE: THE 33113% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. FOR ANCHORAGE REQUIREMENTS SEE SHEETS 10 THRU 12. 5. SHUTTERS ARE NOT REQUIRED 6. SEALANT: INSTALLATION SCREWS, FRAME AND PANEL CORNERS SEALED WITH CLEAR COLORED SEALANT. VERTICAL ASSEMBLY BEAM SEAM -SEALED ON THE INTERIOR AND EXTERIOR WITH CONTRACTORS SEALANT. 7. REFERENCES: TEST REPORTS: FTL-4311, FTL-4312, FTL-4315, FTL�627, FTL-4528, FTL-4529, FTL-4530, FTL-4921 AND FTL-5941. ANSI/AF&PA NDS FOR WOOD CONSTRUCTION ADM ALUMINUM DESIGN MANUAL S. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). GENERAL NOTES ............ 1 CONFIGURATIONS ........... I GLAZING DETAILS ........... 2 DESIGN PRESSURES...... 3 ELEVATIONS .................... 4 VERT. SECTIONS ............ 5 HORIZ. SECTIONS ........... 6 PARTS LIST ...................... 7 EXTRUSIONS .................. S-9 ANCHORAGE .................... 10-12 Material Min. F,. Steel Screw 92121 120 Eiw UKreC:on® 155 ksi 17j�k/i 410 SS Elco Cr*AFlex0 127. 1 . I S0B3T5 Alurnlnum 16 kal CODES l STANDARDS USED: e2017 FLORIDA BUILDING CODE (FBC), 8TH EDITION s2014 FLORIDA BUILDING CODE FBC), 5TH EDITION eAST'M E1300-08 eAN81/AF&PA NDS 2015 FOR WOOD CONSTRUCTION *ALUMINUM DESIGN MANUAL, ADM-2016 eAISI SI0412 eAISC MG-10 / e • • • •• 1 • • • • • • • s • • • • • • • • •'PVB- =.090' TROSIFOL• PVB BY KURARAY AMERICA. INC. OR SAFL.EX/KEEPSAFE MAXIMUM PVB BY EASTMAN CHEMICAL CO.: VANCEVA BY EASTMAN CHEMICAL CO. MAP ES. IMPACT FDW I N' JLA 1 • 12 1 8000-11 ••• • • • • s•• • • 000 • 0 • ••• 0 0 PRODUCT REVISED as umprylnp wlth the Plodder 8oildlna Code NOA-No. 17.0504.04 axplwtlon Date 0 412020 By Miam • uet ntro LYN1y��''�.,� * ; MD.58705 1 I TB I�.: rr 11111I1f 1L A. LYNN MILLER, P.E. FL P.E.# 58705 7/16" NOM. - 3116" ANNEALED OR HEAT STRENGTHENED GLASS - .090' PVB INTERLAYER - 3/16' HEAT STRENGTHENED GLASS 91 OR 92 5/6" GLASS BITE 7/16" NOM. 3116" ANNEALED OR HEAT STRENGTHENED GLASS .075" VANCEVA INTERLAYER 3116" HEAT STRENGTHENED GLASS 5/6' GLASS BITE EXTERIOR INTERIOR EXTERIOR I I INTERIOR GLAZING DETAIL SETTING BLOCK GLAZING DETAIL SETTING BLOCK 7/16" LAMI GLASS W/ PVB INTERLAYER 7/16" LAMI GLASS W/ VANCEVA INTERLAYER NOM. 7/6" NOM. 3116' TEMPERED GLASS 3/16" TEMPERED GLASS AIR SPACE AIR SPACE 3/16" ANNEALED OR HEAT 3/16" ANNEALED OR HEAT STRENGTHENED GLASS STRENGTHENED GLASS 090' PVB INTERLAYER .075 VANCEVA INTERLAYER 3116"HEAT STRENGTHENED GLASS 3116" HEAT STRENGTHENED GLASS �� 95 oR 96 n 97 oR 98 5/8" GLASS BITE 5/B" GLASS BITE EXTERIOR INTERIOR • • • QTERIOR • • • •DffERIOR SETTING BLOCK • • • GLAZING DETAIL GLAxIN6�ETAIL SETTING BLOCK 7/8" LAMI I.G. GLASS W/ PVB INTERLAYER • • 7/8" CA?AlG.•GEASS WtVANCEVA INTERLAYER 'PVB' n .090' TROSIFOLO PVB BY KURARAY AMERICA, INC. OR .090" SAFLEXIKEEPSAFE MAXIMUM PVB BY EASTMAN CHEMICAL CO.; q� pm, G6ftNG DETAILS VANCEVA BY EASTMAN CHEMICAL CO. • ptttl leo e• • c: *r OpAm awe M. FRENCH DOOR & SIDE LTTES, IMPACT ,R MO/17 0 NEW PVB MMNF/ICTU)OR • leran ... r orra aK F.K 222MM i LT. 4w ewm* gym"` % FU 2 • 12 8000-11 G ••• • • • • ••• • • PRODUCT REVISED as eomplthe Florida swimag yln• •with MOA-Mo. 17-0504.04 Expiration pate 02/24/2020 ey Mlam a ro uct Contra ' No.5B705 ,Q st ,,FS •°taRTO. hi1n111N A. LYNN MILLER, P.E. FL P.E.# 56705 Table 1. Maximum Design Pressures (asfl Configuration Width On) Allowed Glass Types Height On) 79 3/4" (65 o 83 31W' {7) 87 3/4" 91 3/4" 95 3/4" (80 ) French X 37" (3) A,E +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 C,G +100.0 -100.0 +100.0 A00.0 +100.0 -100.0 +100.0 .100.0 +100.0 -100.0 Door )D( 71 3/4" (60) A,E +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 C,G +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 Full Jamb 36 11/18" A,E +70,0 -80.0 +70.0 -80.0 +70.0 .80.0 +70.0 -80.0 +70.0 -80.0 C,G +100.0 -100.0 +100,0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 3011/16" C,G +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 Sidelits, Narmw 3311/16" C,G +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +97A -97.4 Jamb 11/16" A, B, E, F +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80 C,G +100.0 -100.0 +99.9 -99.9 +95.3 -5.3 +91.4-91.4 +87.9 D,H +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 16 +00.0 -100.0 +100.0 E-87J.93 A - /! IV a ml kJ IV A,.VaN'..' JI , V f.-j B - 7116" LAMI (3/16"HS,.090 PV8, 3/18"HS) UPGRADE FTL-4311, 4312, 4315 C - 7/16" LAMI (3/16"A,.075 VANCEVA, 3/16"HS) FTL-4527, 4528, 4629, 45M D - 7/16" LAMI (3/16"HS,.075 VANCEVA, 3116"HS) UPGRADE FTL•4527, 4528, 4629, 4630 E - 718" LAMI I.G. (3118"T, 1/4" AIR SPACE, 3116"A,.090 PVB, 3116'HS) FTL-4311, 4312, 4315 F - 718" LAMI I.G. (3/16"T, 114" AIR SPACE, 3/16"HS,.090 PVB, 3/16"HS) UPGRADE FTL•4311, 4312, 4315 G - 7/8" LAMI I.G. (3116"T, 1/4" AIR SPACE, 3/16"A,.075 VANCEVA, 3116-HS) FTL•4527, 4528, 4529, 4530 H - 7/8" LAMI LG. (3/16T, 1/4" AIR SPACE, 3116"HS,.075 VANCEVA, 3/18"HS) UPGRADE FTL4527, 4528, 4529, 45 OVERHANG LENGTH OVERHANG HEIGHT l o NOTES: .� 1. IF USING THE OPTIONAL LOW-RISE SILL (PART 10, SHEET 8 OF 121 THE OVERHANG LENGTH MUST BE GREATER THAN OR EQUAL TO THE OVERHANG HEIGHT (SEE DIAGRAM). IF NOT, THE MAXIMUM POSITIVE (+) DESIGN PRESSURE IS LIMITED TO +60.0 PSF FOR ALL STYLES AND SIZES OF THE DOOR AND ANY ADJOINING SIDELITES. (REF. FTL-WI ) 2. FOR COMBINED UNITS, THE LOWEST DESIGN PRESSURE OF THE SIDELITE AND THE DOOR GOVERNS THE OVERALL ASSEMBLY DESIGN PRESSURE. PRODUCT REVISED as eompirl� with the Florida Building CCoodd• MCA -no. 17-0504.04 P.xpir•Uon Date 02/24/2020 By • • • • • • • • • • • Na 68705 11. ........ �'�.S/GIAL 0717 a R • • • • �-�s •n65ICNPRESSURES �c>FA+M N i I I III aaaaos ' FRENCH DOOR & SIDE LITES, IMPACT JR oblaf7 a ADDm NOTE2. rt•sn • • • • HIV °i� n. vw •- A. LYNN MILLER P.E. FK � L7. wam �p� PUM NT3 3 • 12 S000.1 f IG FL P.E.# 58705 ••• • • • • ••• • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 73 13/16"MAX. WIDTH —1 95 3/4' MAX HEIGHT ALL OX OR XO 37" i . WIDTH 25' MAX DLO ALL X UNITS i 79118' MAX. DLO ALL �•--- 110 5/8• MAX WIDTH OXO 71 314" MAX. WIDTH --I 36 11/16" MAX WIDTH 25" Do • • • • • •• X XX •• "; 0 Q(ft01-JAMB) NOTES: •• as: •• • • • •• 1. CONFIGURATIONS WITH SIDE LITES CAN BE EITHER NARROW JAMB OR FULL JAMB VERSION. 2, FOR ANCHOR SPACING AND DETAILS SEE SHEETS 10 THROUGH 12. 3. FOR VERTICAL SECTIONS SEE SHEET 5 AND FOR HORIZONTAL SECTIONS SEE SHEET 6. H. Ff.s� • E�fANP • Nt+)1µ+�4t oA a ai7 G aWMS THIS SHEET. R�� • : . • a aw.rBr 1 FA"' 42=04 l.T. 401m 1 145 18" MAX. WIDTH i i OXXO (SHOWING EACH VERSION SIDELITE) 36 11/16" MAX. WIDTH r —11- 33 3l16" ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • r O (NARROW JAMB) OOR & SIDE UTES, IMPACT 4 112 8000-11 1.9 PRODUCT REVISED as comp ng with th• Florida Bofld:. d• NOA-No. 17-0504.04 expiration Data 02/24/2020 By llliam' ds duet Control Y LYNiy/r�''�, No. 5870E A OFF s0 R I D.• � / NAL A. LYNN MILLER, P.E. FL P.E.# 58705 VERTICAL SECTION A NARROW AND FULL JAMB SIDE LITE HEAD MAX. DLO EXTERIOR VERTICAL SECTION C NARROW AND FULL JAMB SIDE LITE SILL VERTICAL SECTION B OUTSWING HEAD ORIGINAL VERSION TOP RAIL ALTERNATE VERSION TOP INTERIOR I EXTERIc MAX. HEIGHT ORIGINAL VERSION BOTTOM RAIL 22 56 ALTERNATE VERSION BOTTOM RAIL 6 1 3 7�• ••s i •'� 23QR2 • VEVTO, E T M D • UTSWING SILL. s • � f 15 dN1,•�� MAX HEIGHT • tl . FRENCH DOOR B SIDE LITES, IMPACT • AM 12 1 5 r 12 '- 8000Lf f O PRODUCT REVISED as eompl with the Florida Building C • N0A-No. 17-0504.04 Expiration Date./2412020 By miaml-1310'Procluct * No. 58705 2 9T1 T.•'.•� %�l� '• e0R10P.. �";,,'ONAL I�NG`�� A. LYNN MILLER, P.E. FL P.E.# 58705 . . 01 o �� '�`�"' � j', � t►.=. Ali �� - -� _ ��f � � � � _ Ilr• Win■ _ �. '��—L� � �� DETAIL G STILES AT ASTRAGAL Ut I AIL r- /\ / \ / / FULL JAMB SIDE LITE (fi 1 r{ 821 r{ 81 7SEENOTE 16) 82 81 SEE NOTE (AT HINGE JAMB) AN L, PRODUCT REVISED v o complyyingg With the Florida Building COAT EXTERIOR NOA-No. 17.0504.04 Expiration Date 0212412020 sy Mlaml- ede due ontrol 4DETAIL i N 1 H a. DETAIL K':AMB�F�HB : •: DETAIL E DETAIL 1 ;': JAMB -FULL JAMB JAMB, NARROW * ; No. 68705 *= NARROW JAMB SIDE LITE HINGE JE J1W8 SIDE LITE JAMB SIDE LITE 'p `� ( !rZ t� sT 0r AT HINGE JAMB NOT SHOWN ABOVE 1 olaov< • •1106CONTAL SECTION DETAILS '�iS�OIYA 0 r t Mft d • • • LW.:RENC14 DOOR & SIDE LRES, IMPACT ...... K;WI7 I flt O REVMW.F2AND/10. t, • • •+ er.c tee•. a. A. LYNN MILLER, P.E. —FA"'11Q3lX L7 46W s as ' FD700• 112 8 r 12 800d-11 O FL RE.A 58705 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • IM756DOO.R(M mm uwcw Di1 14 MAWWTPAR73 1 1006 -HEAD&H1b=1AhW am 2 1WW 0UC4WMSRL 61003A 3 SOW Our sWD*8nLC0VM 6am 4 I D0/ DRV CAP 6m 1 Mk%0.L&JANBWRk7T=9IWSGKBat4(AI33711cW0 6 8007 SC1I8W CDMK 6m 7 WNWAUMATE 6MD9 1 17tANBA6S®f'M.YBOtEW Y1XP PH OUAD7{ 9 1 1M2 AS77lAQAL12IDSEAL 48112 ID 1 IWA 4WINOSRL 48011 DOORPANH. 1 S11LtJ SIEJJ 6/012 20 AD12 21 1014 7'OP ROD 61D14 22 JIM BOTTOM RA14 RMMEWQ 61m 23 D17 TOP SWIW 61017 24 8Dl6 BOTrONSWON 68016 23 SWEEP SOMW5,04XIrr PHR.PH 26 OD11 AffTltAGkLACrJVB&IKACffV0 61DIS 27 921BIGRULIENMJAMBSIDE 6102111 n f020A ImARmw wm 61D2M 2P 1Dlt kEAzHemRmxjjPFiATz 68018 30 OD19A B 8I019A 31 1033 OBAR IXII&M XI 63m 32 x SEl'43CStLVl Y632:u4• 33 (iHAx NTfi SCRHtY Y12= 4"7AUSS HD. 34 GIAR 1CS18WYt2.11WTft=D. 36 677RDA 36 nADGED®CNUrS/16.11 79041RA 37 1 1W9 ITIRMCLAMP 60"m 38 WO S4CiiARIA1MXB AMSN 39 1000 ILAXXMDM 48WO 40 IATWAS9Y9OIBWSY1Xr85PEWLTRt03 7ECZ[PAX 41 1 =7 SBSJDOTB=11I D 42 1 SW 3TAN1U0HLW1BMU W/8SROD A 43 aml 10WTB=WW awl 44 SHOOTBOLT SCRHW"XYY PIM TRM 7iOUM 4S I mm IRKHr-UMMMATEATAsrRAcKLtAmmm4=LzFn uwr.nwuPIATEATA87RAGAL C11VE3RNCID Rom STRumKA765QBW 8.32X3/r SSHBILTRJD nWIZPIA7BM=USa W6.14XLT PH W1110-R81 46 1 803Y. W3110.4481 47 41 7aC36PFDI 7612PPIlC 49 I WM STRRBAA76ATHBAD&SEL 10 SCIREWWS 981 x 1/2 PWLFH 7152ZAX 11 SiRR MA7E8CRBW8 S5iX1RRRILUNDHIWTPH 71XI1PPtBRC 12 9041 ACnVETM SBI' n IM ANMTYD68EC 14 SH4 STABdJ3 Shim .PASSIVBIAO.OBAR 11 $%A& 7WRAILOAGBOLTDOW4aemu 36 INM BOTIDM RAIL OBOLT DEEM OD13A 17 5/16'12 IW LAOBO[]S T116ID0LTX PRODUCT REVISED me complying with the Florida 8.1i rrB Coda NOA-No. 17-0504.04 Expiration Deft 02/24/2020 By Mlam� ro ue�roT 91 7/6" IAMILO 16" T ll4 BPA YIB' AMY 071 VANC7IV Y36` HS `III 115 I 1 f l l l rf' LG 1er 4•FACPoJ1vANCEV Y16 �`��NYIYNN,��'.,� • IM I=R RAMMADe • • • • 106 • • 68026A lot -a— 71W MD • • 68023A ''k /'10. 5070•3 • 109 7/r AhAo• • • • • 68m" I /n 109 12U mims"WapmW20 6TP247 C't 10'71TELY@f♦Dmwamm • • i �•` �i� '•. �COR10�'.• •N M � • • � • • UST �ONAt •tn OPAIQI�� • • • ALWeFRENCH DOOR A SIDE UTES, IMPACT •a»erwsm •r. •e ee•MV r A. LYNN MILLER P.E. a"a a®a• moo• NA 7 + 12 800a71 G FL P.E.# 58705 • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • .062 1.000 I 3.636 #8006 6063-T6 O FRAME, HEAD, JAMB AND SIDELITE SILL J•�-- 3.018 'm O7 #8009 6063-T6 INSTALL PLATE .082 2.238 050 1.180 �+-- Ij I 4.027 1 —1 -�{ 1,353 1.033 .040 3 1 T 3.636 —�{ 050 —T O#8008 OUT -SWING SILL O OS SILL COVER O DRIP CAP 6 O6 SCOREW COVER 1.z78 T-074 T 062 2.000 T 1.940 �{ 1.378 1.498 J 583 1 Ti - -- 3438 --�{ —L 3.990 ---+� 0m 10 #8058A 6063-T6 20 #8012 6063-T6 OUT -SWING LOW SILL STILE .076 T 1.838 .100 1.938 j 8.250 Imo-- — 4 434 22 #8013 6063-T6 BOTTOM RAIL 21 #8014 6063-T5 TOP RAIL 23 O #8017 6063-T5 TOP SWEEP 060 .797 T f22t #8016 6063-T5 24 BOTTOM SWEEP .076 .076 T 1.938 .100 1.031.46 8 T —T 1 —17 } 1.170 �— 8.250 i f 4.434 —� 2.544 --•� O#8013A 6063-T6 5�• • • •; #¢024Atp6$-T•5 ++ 26 #8015 6063-T6 BOTTOM RAIL, LAG BOLT DESIGN • TOP• Ht,+•L," $OIL � D•S1GN ASTRAGAL +4'elv1)41— • •9MOFAti`07i! . NCH DOOR A SIDE LITES, IMPACT —•..k 'r" .. F07e0 f/2 8 s 1P 8000•i1 O PRODUCTREVISED a — p1II%with the Florida NOA-No. 17-0504.04 Expiration Date D 4/2020 By MWmh oduet ontro LY&j.... VtpEnese � Na-6�8�7QS A. LYNN MILLER, P.E. FL P.E.# 88705 2.2075 r— 80 ---►) 27 #8021 B 6063-T6 GEAR HINGE, JAMB 050 .43388 I 2.822 61 #8028 6063—T5 SL HEAD TRIM 045 f .442 ®#8022 6063-T5 BACKBEAD STRUCTURAL XYISOBUTYLENE WITH DESICCANT EXT. GLASS -/ -+{ .742 �- Y,363 Ti 072 28 #8020A 6063—T6 GEAR HINGE, COVER 3.775 --11 125 .060 .325 O#8056 6063—T4 SUBSILL, OPTIONAL .986 j— .045 ®0 #8026A 6063—T5 SL BACKBEAD STRUCTURAL SILICONE 1µ'NOM. FOAM WITH DESICCANT 33�[m7_6Z31 GLASS too �� KODISPACE SUPER 4SG TIPSSPACER'YNXTT" Part # Descripow Material 100 Kommertinp 480 TPS Spacer System See thfs Sheet 101 Quanex Super Spacer nXT with Hot Melt Butyl 102 Quarm D ureseai Spacer Ar MMaterialsa 103 Cardinal XL E - - Edge spacer 142 ' .301 075 1.763 �� -.- 8 1T 29 #8018 6063—T5 30 #8019A 6063-T6 HINGE, BACK—UP GEAR HINGE, DOOR 0821 r-4�j—�1.000 f 3.636 -T 70 #8010 6063—T6 NARROW SL JAMB 7I 045 �{ .818 r�- #8023A 6063—T5 7/16" BEAD *957M— #8024A.437 6063—T5 I.G. BEAD ELT BUTYL KhINI 3/1Ir NOW Slur Nt BUM a DESICCANT FOAM EXT. GLASS GLASS IN ODURASEALO SPACER r+- 1.812 ZIA moo1.000 37 #8039 6063—T6 TRUSS CLAMP �— 2.313 --►1 62 #8029 6063—T5 SL JAMB TRIM POLY180- DE BUTYLENE SEAL ROLL -FORMED STAINLESS STEEL EXT. GLASS GLASS 5 �XL EDGE'" SPACER .. ..• • . • •• • • . . . .• • • ••• • •• ••• •• • • • •• a.... zomfom PROFILES I 1 ?ENCH DOORn-MT" • 9w7ee • 1/2 8 � 12 ••• • • • • ••• • • • • • • • •• •• ••• • • • • • • • • • ••• • • • •• •• • • 'IT FILL AREA 6/1e" NOM. JCONE SEAL GLASS fTE% IMPACT 8wo-1f 0 .125 3.251 1.635 #8033B 6105-T5 �J FD ASS'Y BEAM PRODUCT REVISED ra eom l q I with the FWdda aat mc"o. 17-0504.04 Expiration Data 4/2D20 By rmam o oduet Control `1 L1111111/r,/' Y LYNN ''•,, * No. 511M LE A. LYNN MILLER, P.E. FL P.E.# 58705 3' MIN. HEAD & SILL 11" I` jr TYP. ANCHOR CLUSTER 10.6T1' JAMB JAMB MAX. ANCHORS HT. QTY. 95 3M- - (5) 91 3/4- - (5) 18.500' MAX. O.C. ANCHORS HT. QTY. 95 3/4' - (8) 91 3/4• - (8) _1 87 3/4" - (5) 87 3!4" - (8) (7) 79 3/4' - (6) 11" 79 3/4- - (7) 11" JAMB I — 1 12" 8' 3' V MIN. � HEAD & SILL TYP. ANCHOR CLUSTER (TYPICAL) SEE NOTE 5 ANCHORS 18.500• HT. QTY. MAX O.C. 95 3/4• - (5) 91 3/4' - (5) (2) EQ. 87 3/4" - (5) SP. TYR 83 3/4' - (5) JAMB ANCHORS HT. QTY. 95 3/4' - (8) (3) EQ. 91 3/4" - (8) S, P• TY?. 87 3/4' - (8) rlI�—'�'j 83 3/4' - (� 79 3/4" - (T) DETAIL A (CONCRETE) DETAIL B (WOOD/ALUM.) DETAIL C. (CONCRETE) SEE NOTE 5 I DETAIL D (WOOD/ALUM.) (SINGLE PANEL) (SINGLE PANEL {2 OR MORE PANELS) REGARDING J APPLICABILITY (2 OR MORE PANELS) ANCHOR TYPES: ANCHOR TYPES: ANCHOR TYPES: OF CIRCLED ANCHOR TYPES: B OR C C OR A B OR C ANCHOR C OR A SEE NOTE 4 REGARDING LOCATIONS ANCHORAGE SPACING REQUIREMENTS: APPLICABILITYOFCIRCLED ANCHOR LOCATIONS 1. DETAILS A AND B ABOVE REPRESENT ANCHORING OF SINGLE X DOORS, OR INDIVIDUAL SIDE LITE O PANELS WITH FULL OR NARROW WIDTH JAMBS. DETAILS C AND D ABOVE REPRESENT ANCHORING OF ANY MIXTURE OF DOUBLE XX DOORS, SINGLE X DOORS, NARROW JAMB OR FULL JAMB SIDE LITE PANELS, FOR MULTIPLE -PANEL PRODUCT REVISED INSTALLATIONS OF TWO OR MORE PANELS. UNLESS OTHERWISE STATED, DIMENSIONS OF DETAILS A THROUGH D ARE MAXIMUMS. P ODUCT with the Florida Bonding CoW 2. ANCHOR TYPES: ANCHOR TYPES: SEE TABLE A, SHEET 1 FOR ANCHOR TYPES, SUBSTRATES AND LIMITATIONS. NOA-nw. 17-0604.04 3. SINGLE PANEL CONFIGURATIONS: (DETAILA, CONCRETE SUBSTRATE. DETAIL B, W000/ALUM. SUBSTRATE) Expiration nate02/24/2020 HEAD AND SILL 6' MAX. FROM FRAME CORNERS. Miami- a ro Z Conti JAMBS .............. .......11" MAX. FROM FRAME CORNERS, 18.500" MAX. O.C. CONCRETE SUBSTRATE (DETAIL A) AND 10.571MAX. O.C. WOOD SUBSTRATE (DETAIL B). 4. TWO OR MORE PANEL CONFIGURATIONS: (DETAIL C. CONCRETE SUBSTRATE) HEAD AND SILL: 8' MAX. FROM FRAME CORNERS IF PANEL WIDTH IS IW OR GREATER AND AT 3', 8" AND 9' MAX ON EACH SIDE OF ASSEMBLY BEAM AND/OR ASTRAGAL LOCATIONS (CLUSTER OF 6). JAMBS: I V MAX FROM FRAME CORNERS AND 18.500" MAX O.0 5. TWO OR MORE PANEL CONFIGURATIONS : (DETAIL D. WOOD/ALUM. SUBSTRATE) O iN j " " "i ii, HEAD AND SILL: W MAX FROM FRAME CORNERS AND • • 000 • *'' `•`61 Y LYN/v AT 3, 6-, V AND 12" MAX ON EACH SIDE OF ASSEMBLY BEAM ANWOR ASTRAGAL LOCATION: (t.&u�1;OF•y8).� • • • 1 i.. ' �"'iN ' ... CIRCLED ANCHOR OUTSIDE CLUSTER REQUIRED IF PANEL WIDTH IS OVER 27*3!4', • • • • • • • • No. W705 JAMBS: 11' MAX FROM FRAME CORNERS AND 10.571" MAX. O.0 • • • • • a • : 0.0 •a a • a 'a toPt`•24' lam CHORAGE SPACING ��'css/OVALC� �. JR mm, G rz&mw mams ausTmaw m. Crt IF"U'' —4 • U&. FRENCH DOOR & SIDE LMES IMPACT • sM,Ury • •� A LYNN MILLER, P.E. FX LT. a • • • 1/4 10 • 12 8000}} G FL P.E.#68705 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • TYP. ANCHOR TYPE, TYP. ANCHOR TYPE, TYP. ANCHOR TYPE, TYP. ANCHOR TYPE, EMBEDMENT AND EDGE EMBEDMENT AND EDGE EMBEDMENT AND EDGE EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, DISTANCE PER SUBSTRATE, OPTIONAL DISTANCE PER SUBSTRATE, DISTANCE PER SUBSTRATE, SEE TABLE A. SHEET 1. SEE TABLE A, SHEET 1. SEE TABLE A, SHEET 1. SEE TABLE A, SHEET 1. OPTIONAL 1/4' MAX. 84 114' GROUT, 1/4" MAX. 1/4" MAX 84MAX,LA SEE GROUT GROUT SHIMZ�A— I NOSE SEE SEE NOTE3 NOTE fL- METAL SUBSTRATE PERANCHOR " EDGE DISTANCE —1 w - 1/8' MIN. EMBEDMENT (METAL THICKNESS) TYPICAL SIDE LITE SILL (DIRECT TO METAL) 1 W MIN. EMBEDMENT (METAL THICKNESS) EDGE DISTANCE METAL SUBSTRATE �/4' MAX.PER ANCHORTll� REQUIREMENT ) SHIM 1/4' MAX SHIM :oNCRETEA MU;'!+r EMBEDMENT BUCKSTRIPOR % PER ANCHOR a: (,;;. EMBEDMENT REQUIREMENT '.';� FRAMING, SEE NOTE 1 THIS SHEET EDGE DISTANCE+ Imo- EDGE DISTANCE -►� I+ - TYPICAL SIDE LITE SILL TYPICAL SIDE LITE SILL (DIRECT TO CONCRETE) (DIRECT TO WOOD) r]EXTERIOR INTERIOR ` (ALL HEAD 6 SILL SECTIONS) IXWOOD EDGE DISTANCE �- BUCKSTRIP, SEE EDGE DISTANCE j NOTE I, THIS CONCRETE/CMU :, ::; SHEET. PER ANCHOR .a. CONCRETE/CMU ? 1/4' REQUIREMENT PERANCHOR ; REQUIREMENT EMBEDMENT MAX Y SHIM - -� TYP. ANCHOR TYPE, TYP. ANCHOR TYPE, EMBEDMENT AND EDGE EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, DISTANCE PER SUBSTRATE, SEE TABLE A, SHEET 1, SEE TABLE A, SHEET 1, TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE A, SHEET 1. P OR EMBEDMENT SEE :Uuculofpj t.c -- I r -- TYPICAL SIDE LITE SILL (DIRECT TO WOOD) EMBEDMENT 114" MAX. SHIM 2X WOOD BUCKSTRIP OR FRAMING, SEE NOTE 1, THIS SHEET \ EDGE DISTANCE - -i I+- TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE A, SHEET 1. TYPICAL DOOR & SIDE LITE HEAD TYPICAL DOOR & SIDE LITE HEAD TYPICAL DOOR & SIDE LITE HEAD TYPICAL DOOR & SIDE LITE HEAD NOTES: (DIRECT TO METAL) (DIRECT TO CONCRETE) (THRU 1X INTO CONCRETE) DIRECT TO WOOD) 1. WOOD BUCKS DEPICTED AS 1x ARE LESS THAN 1-1/2" THICK. 1x WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1-1/2" THICK OR GREATER INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO 13E ENGINEERED BY OTHERS OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION (AHJ). 2 FOR PROVIDEFULLSUPPORT TO THE DOOR FRAME SIMILAR TO THAT SHOWN IN T TO ALUM: THE MAT'L SHALL BE A MIN. STRENGTH OF TH DETAILS ON THIS SHET6 AND A MIN. OF ET FOR 2x WOOD BUCTHE ALUM. KS THE ANCHOR RAL MEMBER SHALL BE ABE F#12 SMS A SIZE O �.`��`�YYILYII(�r'`�.,� WITH FULL ENGAGEMENT INTO THE ALUM. IF THESE CRITERIA ARE MET, THE P.9MLAE$8" Or %JEE: 2 tND ANCHORAGE SPACING FOR WOOD SHOWN ON SHEET 10 MAY BE USED. • • • • • • • • • :' 1"� 3. IF SILL 0 TIGHT TO SUBSTRATE, GROUT OR OTHER MATERIAL IS NOT REQUIRES. IF UFO, IIONSHRINK NG"ETAiLIC GROUT, 3400 PSI MIN., (DONE BY OTHERS) = * r Na 58705 MUST FULLY SUPPORT THE ENTIRE LENGTH OF THE SILL THAT IS NOT TIGHT jgfHE jSp JST%-*, A p tPUtSVR. EAR LOAD TO SUBSTRATE. Q PRODUCT REVISED as tomptylny with the Florida At Yr�•cs R. ANCHORAGE DETAILS BalWlnp Coda (Mt/196t600 • Ta„ �� ORIDp .•'' \2� HDA-No. 17-0504.04 CM. OFAM OEM • • t M. FRENCI*DOOR A SIDE LITES, IMPACT F,q,Iratlon Dato 2/24/2020 owr'•wff• • •..ior �r,�tONAL� �� > •a jt •73,pjj.� !2 8000-11 BY ' • • oA- LYNN MILLER, P.E. Miami -De et ControJR py7W17 G *LARFmv &7AR.>!, Aww A(ETAL su rm4TE FX 17113rD0 LT. %; FL P. 58705 ••• • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • ••• • • TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE A, SHEET 1. G] EXTERIOR 1/4- MAX. SHIM i p METAL SUBSTRATE NU PER ANCHOR REQUIREMENT EDGE DISTANCE 1/8' MIN, EMBEDMENT (METAL THICKNESS) TYPICAL DOOR SILL (DIRECT TO METAL) TYP. ANCHOR TYPE, EMBEDMENTAND OP, EDGE DISTANCE PER / SUBSTRATE, SEE ` TABLE A. SHEET 1. EXTERIOR 2 1/4' MAX. 1"0 GROUT, SEE NOTE 3, SHEET711 EMBEDMENT ;`.,i. ='• i•CONCRETE/CMU PER ANCHOR REQUIREMENT TYPICAL DOORSILL (DIRECT TO CONCRETE) 4 TYP. ANCHOR TYPE. INTERIOR EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE A, SHEET 1. I— EMBEDMENT EDGE EDGE DISTANCE I DISTANCE EXTERIOR 1/4' MAX. GROUT, SEE NOTE 3,-, SHEET 11 T EMBEDMENT TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE A, SHEET 1. FRAMING, SEE NO 1�HEET 11 TYPICAL DOOR SILL (DIRECT TO WOOD) TYP. ANCHOR TYPE, INTERIOR TYP. ANCHOR TYPE, EMBEDMENT AND EDGE EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, DISTANCE PER SUBSTRATE, SEE TABLE A. SHEET 1. SEE TABLE A. SHEET 1. EMBEDMENT iroliffisama EDGE k1law DISTANCE „ruww;ri !W. .n:�neuuun; nrauunr nr�, r 4rrrrr1tm TYP. ANCHOR TYPE, EMBEOMENTAND OPTIONAL EDGE DISTANCE PER SUBSTRATE, SEE Sri TABLE A, SHEET 1. G] EXTERIOR 2 1/4' MAX �0 GROUT, SEE NOTE 3, SHEET 11 INTERIOR _1__- EDGE DISTANCE FRAMING, SE NOTE 1, SHEET 1 OPTIONAL DOOR SILL (DIRECT TO WOOD) TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE A, SHEET 1. �1 EMBEDMENT �— 1/4' MAX. SHIM 2XWOOD (tJIII METAL CO SUBNCRETE/CMU BUCKSTRIP OR STRATE ... v, f.". r:: CONCRETEICMU : ; :''; ;,'.:,.. PER PER ANCHOR PER ANCHOR FRAMING, SEE ANCHOR REQUIREMENT ; ;R ' f;' REQUIREMENT NOTE 1, SHEET 11. REQUIREMENT 114- MAX. SHIM �+- 1/W MAX. SHIM 1X WOOD TYPICAL DOOR 3 SIDE LITE JAMB 1 /4' MAX SHIM —^ BUCKSTRIP, SEE ! D NOTE 1, SHEET 11. TYPICAL DOOR 8r SIDE LITE JAMB TYPICAL DOOR S SIDE LITE JAMB TYPICAL DOOR & SIDE LITE JAMB (DIRECT TO METAL) INT ��`� •• ••• • • • • • •• ONY LYNr.. • • • • • • • • • • • N0.58705 +070 TECH OLOWD Iff PRODUCT REVISED es eemply�•g.,rim en. Florida "• v �� ANCHORAGE DETAILS % j'•-.• sr TE of BuAdiny Code (p�1j496fEA0 • • nr i ` PLORtD�'.•••G,\?� eoa �t•. 1-0504.04 CW OF M. F C DOOR SIDE LITES, IMPACT �. �SS�" Expiration Oat•02124Y2020 oon••xr•axr• I�wwe • or•r �.�,�NA1;,1`�� "° ROWNRINER • • W750 t/4: J2 r 12 8000-11 BY Orr A. LYNN MILLER, P.E. MadI uct tro ✓R 04/MON7 Q il"FED&TA&%%&*DMEMSMWA7E FX 1?113rW LT. �R�8�06 FL P.E.#58705 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 0 FORM R405-2017 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2017 Florida Building Code, Energy Conservation via the residential Simulated Performance Method shall include: This checklist Ell 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 (one page) and an input summary checklist that can *of* be used for field verification (usually four pages/may be greater). • • • • ... • ...... .. . ...... Energy Performance Level (EPL) Display Card (one page) • • • • HVAC system sizing and selection based on ACCA Manual S or per exceptions prb"Jed in Section iR403.479: • • • •••••• • • ••••• Mandatory Requirements (five pages) Required prior to CO for the Performance Method: `® Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4. 1. 1 - one page) 9 A completed Envelope Leakage Test Report (usually one page) If Form R405 duct leakage type indicates anything other than default leakage" then a completed Form R405 Duct Leakage Test Report (usually one page) 7/11/2018 2:47.47 PM EnergyGauge® USA 6.0.02 - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 • • r FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Mevers Residence Builder Name: Street: 122 N.E. 105`h Street Permit Office: City, State, Zip: Miami Shores, Florida 33138 Permit Number: Owner: Jurisdiction: Design Location: FL, Miami County: Miami -Dade (Florida Climate Zone 1 ) I. New construction or existing Addition 9. Wall types (904.50 sgft,) Insulation Area 2. Single family or multiple family Single-family a- Concrete Block - Int Insul, Exterior R=5.2 904.50 ft2 b. N/A R= ft2 3. Number of units, if multiple family 1 c. N/A d. N/A R= ft2 R= 4. Number of bedrooms(bedrms in addition) 2(0) 10. Ceiling type (1017.0 sgft.) a. Under attic (vented) ft2 Insulation Area R=30.0 5. Is this a worst case? No b. N/A C. N/A 1017.0 ft2 R= ft2 R= ft2 6. Conditioned floor areas above grade (ft2) 1017 11. Ducts Sup: Attic, Ret: Attic, AH: R ft2a. AH2 6 210.4 Conditioned floor area below grade (f12) 0 0 7. Windows (197.5 sgft.) Description Area 12. Cooling systems kBtu/hr Efficiency y a.U-Factor Sgl, u�.75 197.5 fit a. Central Unit 28.3 SEER:16.00 SHGC: SHGC=0.25 b.U-Factor N/a ft2 • • • • SHGC: 13. Heating systems s : 10tv/hr "' e•fficiency 0 c.U-Factor N/a ft2 a. Electric Strip Heat •'27.3 C,( p:1.00 ' SHGC: d.U-Factor N/a ft2 �"' ••••,• •• • ••••i • SHGC: 14. Hot water system - Supplemental for*ldipon "+ • Area weighted Average Overhang Depth: 0.000 ft. a. Electric Tankld • + I g allo Area weighted Average SHGC: 0.250 ... • •i . jrif , , , • • • • 0.926 8. Floor types (1017.0 sgft.) Insulation Area b. Conservation features • •EF: ' • ++ • • • • • • a Slab -On -Grade Edge Insulation R=0.0 1017.0 f12 None • • • • •. , ' b. N/A R= 15. Credits : : • • Pstat • • : c. N/A R= ft2 I•••••• • • Total Proposed Modified Loads: 39.79 ' ' • • • • • • Glass/Floor Ar 0.174 Total Baseline Loads: 43.04 I her y certify that p sp thi calculation ar ce Review of the plans and specifications covered by thisp06 f THE S742g ' 0 ^'.;. fi . de. calculation indicates compliance �1 with the Florida Energy Code. :; ;' •, = _° :, "A' � P y: -___ DATE: " f 1r/'`r Before construction is completed p this building will be inspected for compliance with Section 553.908 _� ` =' _+ =�-' r a s -.. a 1 -P -_.__ I hereby certify that this building, as designed, is in compliance Energy Code. Florida Statutes. ' f ' � syAl ti OU with the Florida ^, WT. , OWN A ENT--I�'t- C�!�-`-' BUILDING OFFICIAL: DATE: DATE: __.._�-�_l__ _ - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed In accordance with R403.3.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 6.00 ACH50 (R402.4.1.2). 7/11/2018 2:48 PM EnergyGauge® USA Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2017 INPUT SUMMARY CHECKLIST RFPnRT PROJECT Title: 122 NE 1051h Street Bedroom: 2 Address Type: Street Address Building Type: user Conditioned Area: 1017 Lot #: Owner: Total Stories: 1 Block/SubDivision: # of units: 1 Worst Case: No P1atBook: Builder Name: Rotate Angle: 0 Street: 122 NE 105`h St Permit Office: Cross Ventilation: County: Miami -Dade Jurisdiction: Whole House fan: City, State, Zip: MIAMI, Family Type: Single -Family FL, 33138 New/Existing: Addition Comment: CLIMATE v Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Miami FL MIAMI—INTL AP 51 90 70 75 149.5 56 Low BLOCKS Number Name Area Volume 1 blockl 1017 8136 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infill ID• Rnished . . e0oulled Heamd • • f • I Main 1017 8136 No 2 2 1 •••••1'es •�•Y;• y6e;0•;0 FLOORS •••••• # Floor Type Space Perimeter R-Value Area ''' • Tile ' W8od t%okf • 1 Slab -On -Grade Edge Insulation Main 104 0 1017 ft2 • . • • • 0 : • • • • •1� • • •6 • • • ROOF • . . . . ...... Roof Gable Roof Solar SA Imith . Emitt Deck iWh•.. # Type Materials Area Area color Absor. Tested " ' Tested" J41 tDeg) ' 1 Gabled Concrete Tile 1017 0ft2 Medium 0.96 No 0.9 No 0 14 ATTIC / # Type Ventilation v Vent Ration (I in) Area RBS IRCC 1 Full attic Vented 62 1017 fi2 N N CEILING # Ceiling Type Space R-Value Ins Type Area Framing F_rac Truss Type _ 1 Under Attic (Vented) BED AND BATH 30 Blown 1017 f12 0.11 Wood 7/11/2018 2:48 PM EnergyGauge® USA Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2017 INPUT SUMMARY CHECKLIST REPf)RT WALLS ---Dmf A j-a- ent—Wa1 ype space R-Value Pt in. H in. Area ue Fraction Alisor. ra e o ---- 1 N Exterior Concrete Block-Int Insul Main 5 19 8 170.5 ft2 0 0.75 0 — I S Exterior Concrete Block-Int Insul Main 5 33 8 303.0 ft2 0 0.75 0 -- 1 E Exterior Concrete Block-Int Insul Main 5 30 8 279.0 fit 0 0.75 0 — I W Exterior Concrete Block-Int Insul Main 5 22 8 152.0 ft2 0 0.75 0 WINDOWS Orientation shown is the entered, Proposed orientation. Wall V Overhang # Omt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening — I—N— 1—Metal—Smgle(c-fear)- es -0:75--OZ:) I9:SiFZ�-ft: oin ►r`-- lTrapes/B m one — I S I Metal Single(clear) Yes 0.75 0.25 80.0 ft2 2 fL 0 in 2 ft. 0 in Drapes/Blinds None — 2 E 2 Metal Single(clear) Yes 0.75 0.25 26.0 ft2 2 ft. 0 in 2 ft. 0 in Drapes/Blinds None — 3 W 3 Metal Single(clear) Yes 0.75 0.25 72.0 112 2 ft. 0 in 2 ft. 0 in Drapes/Blinds None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000343 321.3 17.64 33.17 .2434 6 HEATING SYSTEM . . • .... ...... # System Type --- - Subtype - Efficiency Capacity - - -- - —. ' • ....• . 0 OBlook .- • Ducts • 1 Electric Heat Pump/Suppleme None HSPF:9 13.5 kBtuthr • •; • •1 .-r• • DWUess COOLING SYSTEM ' .... .. .. ..... • • # System Type Subtype Efficiency Capacity Air F.lg*,. •SHR • -1316 1 PTAC and Room Unit/Supple None EER: 12.5 10.9 kBtu/hr 327.dm...0.75 A Ductless SOLAR HOT WATER SYSTEM • FSEC Collector Stooragee • • Cert At Company Name System Model # Collector Model # Area Volume FEF 7/11/2018 2:48 PM EnergyGauge® USA Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan HeatinJan Feb Feb [[ ]] Mar (X] Mar r Apr May May Jun n Jun Jul rl Jul AugSe rl Aug rl Oct Nov Dec Venting Jan Feb II�X1l Mar Sep Oct X Nov DecDe 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 MASS Mass Type Area Thickness Furniture Fraction Space Default 8 Ibs/s .ft. 0 ft2 Oft 0.3 BED AND BATH 3 Name: Test Rater Rating Compant: Test Rater Signature: 0000 Date: ' . . .... ...... . .. . .. . . ...... .. . ..... . ...... .... . . . . . . . . . .... .. .. .... . ...... .. .. . ...... . ..... • . . . . . . ..... . ..... . .. . .. . . . . 7/11/2018 2:48 PM EnergyGauge® USA Section R405.4.1 Compliant Software Page 4 of 4 2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Mevers Residence Builder Name: Street: 122 N.E. 105" Street Permit Office: City, State, Zip: MIAMI , FL, Permit Number. v Owner: Jurisdiction: w Design Location: FL, Miami v COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERI General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall requirements The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. Breaks or joints in the air barrier shall be sealed. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the The insulation in an dropped insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier.ceiling/soffit Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within comers and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with sealed. a material having a thermal resistance of R-3 per Knee walls shall be sealed. inch minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows, skylights The space between window/door jambs and framing, and .... and doorsg skylights and framing shall be sealed. • • • • • . Rim joists Rim joists shall include the air barrier. Rim joists shall be insula ed. • • • • • • • 0• Floors The air barrier shall be installed at any exposed edge of Floor framing cavityins* Von shall be installed too • (including insulation. maintain permanent wstact with the,undeiside of: • • •: above -garage subfloor decking,dt min i rOGrfl`a 9 c"�yibi�Djulation..... and cantilevered shall be permitted to b be contact rith tir top side, • • • • floors) of sheathing, or continuous insulatan-installed on the underside of flddF fr1hrig and extends from the* . • bottom to the top cff V a tQneter floor flaming • • members. • • • • • • • • • • Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided initeadof loor insulation, insulat r+ .,, a Class 1 vapor retarder with overlapping joints taped. shall be permanentIJ Attaad4ed to tgd#fg ftpace Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit, or narrow Narrow cavities 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 Spec s. Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air fight and IC rated. 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 behindi i Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electrical/phone box or The air barrier shall be installed behind electrical or communication exterior walls boxes or air -seated boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall oo be sealed to the sub -floor or drywall. Concealed When required to be sealed, concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. L j Caulking or other adhesive sealants shall not be used to fill voids / fire syVpWMMt s n fl li a. he on, rnspecbon OT log W811S Shallin acx o ance wrth the provisions of ICC-400. 7/11/2018 2.49 PM EnergyGauge® USA FBC 6th Edition (2017) Compliant Software Page 1 of 1 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods ADDRESS: 122 N.E. 105`i' Sttect Permit Number. MIAMI , FL, MANDATORY REQUIREMENTS See individual code sections for full details. I SECTION R401 GENERAL ML+�J R401.3 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 Statutes) requires the EPL display card to be included as an addendum to each sales contract for both presold 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 verity that the EPL display cans completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate code compliance for the building. A copy of the EPL display card can be found in Appendix RD. 402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of �R Sections R402.4.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5_ D/ R402.4.1 Building thermal envekTfe 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. j •••• R402.4.1.1 Installation.The components of the building thermal envelope as listed in Table R402.4.1.1 spall be, installedip 4Gw1dance WSiL • .. the manufacturer's instructions and the criteria fisted in Table R402.4.1.1, as applicable to the method oft9rjSt u;Uon. 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 rift jm4t exceeding sevefm air � • • • • � changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be condected in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing sRalibe conducted try either • • : • individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth or (i)b1 • • • an approved third party. A written report of the results of the test shall be signed by the party conducting #* tCst and protided to the codts• • • • • official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelepei • • . • • • • • ••••% Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building trergat grmvelope of existing • • • buildings in which the new construction is less than 85 percent 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 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 closed and sealed. 5. Heating and cooling systems, if installed at the time of the test, shall be turned off. 6. Supply and return registers, if installed at the time of the test, shall be fully open. R402A.2 Fireplaces. New wood-buming fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907. R402.4.3 Fenestration air leakagdNiindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfin 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. Exception: Site -built windows, skylights and doors. 7/11/2018 2:48 PM EnergyGauge® USA - FBC 6th Edition (2017) Compliant Software Page 1 of 5 MANDATORY REQUIREMENTS - (Continued) R402.4.4 Rooms containing fuel-buming appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. 2. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential. R402.4.5 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 E283 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 Controls. SECTION R403 SYSTEMS ❑ 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. �V R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shalt be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSVRESNET/ICC 380 by either individuals as defined in#Wdte553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes, to be "substarrtiellyoleak freer in, • • • accordance with Section R403.3.3. ' ' ' ' R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage:* no more than 2 percent of • • • • the design airflow rate when tested in accordance with ASHRAE 193. • • • : • • • • R403.3.3 Duct testing (Mandatory). Duds shall be pressure tested to determine air leakage by one of thefallewing methods: • : 0 • • • • • 0000 • • • • sea** 1. Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.% W PV acros%the system, inrJAr"the mare air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed dul9rtgthe test. ••••••• • •• • 2. Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 ipglyra (25 Pa) acxpss the •' entire system, including the manufacturer's air handler enclosure. Registers shall be lapel or dthIrwise sealed During the, • • • ; • test. •••••• Exceptions: • • • •••••• 1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely withirtthe building thermal envelope. 2. Dud testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as duds or plenums. R403.4 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. R403AA Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory)tieated water circulation systems shall be in accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. ❑ R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature In the piping in accordance with the times when heated water is used in the occupancy. 7111/2018 2:48 PM EnergyGauge® USA - FBC 6th Edition (2017) Compliant Software Page 2 of 5 MANDATORY REQUIREMENTS - (Continued) 12 R403.5.5 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. R403.5.6 Water heater efficiencies (Mandatory). o R403.5.6.1.1 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). R403.5.6.1.2 Shut down. A separate switch or a dearly 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 bumer(s) of combustion types of service water -heating systems to be turned off. R403.5.6.2 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 shall satisfy all stated requirements for the appropriate water -heating category. Solar water heaters shall meet the criteria of Section R403.5.6.2.1. R403.5.6.2.1 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 System 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. R403.6 Mechanical ventilation (Mandatory). The building shall 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 including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampeis that dose when the ventilation system is not operating. • • • • • • • • • • • • R403.6.1 Whole -house mechanical ventilation system fan efficacy.When installed to function as a whole -house meCh�rllraaR • • ventilations system, fans shall meet the efficacy • • •' • • • • • • • • • ys cY requirements of Table R403.6.1. Exception: Where whole house mechanical ventilation fans are integral to tested and listed HV� equipment, they s hall be * • • • • powered by an electronically commutated motor. . , . . . R403.6.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure or {or mechanical ventilation • shall meet the following criteria: • • ; • • ; , • • ; • 00000 00 1. The design air change per hour minimums for residential buildings in ASHRAE 62.2. VentilatioM fo! Acceptab% • • • • : • Indoor Air Quality, shall be the maximum rates allowed for residential applications. • • • • • • • • 2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from afiics, : • • • crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or sag• • ' • • • • • • • • • • • • 3. • • • If ventilation air is drawn from enclosed space(s), then the walls of the spaces) from which air is drawn shall ba • • insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19, space permitting, or R-10 otherwise. IN R403.7 Heating and cooling equipment (Mandatory). R403.7.1 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 that affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM (CFM) MINIMUM EFFICACY a (CFMANATT) AIRFLOW RATE MAXIMU (CFM) Range hoods Any 2.8 cfrNwatt Any In -line fan Any 2.8 cfnUwatt Any Bathroom, utility room 10 1.4 cfrn/watt <90 Bathroom, utility room 90 2.8 cfm/watt Any For SI: 1 cfm = 28.3 Umin. a. When tested in accordance with HVI Standard 916 7/11/2018 2:48 PM EnergyGauge® USA - FBC 6th Edition (2017) Compliant Software Page 3 of 5 RMANDATORY REQUIREMENTS - (Continued) R403.7.1.1 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 403.7, 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. The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer's expanded performance data 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 temperatures 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 multiple -family residential equipment sizing may be selected so that its cooling capacity is less than the 2. calculated total sensible load but not less than 80 percent of that load. When signed and sealed by a Florida -registered engineer, in attached single- and multiple -family units, the capacity of equipment may be sized in accordance with good design practice. R403.7.1.2 Heating equipment capacity. R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section LJ R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. ❑ R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1. ❑ R403.7.1.2.3 Fossil fuel heating equipment The capacity of fossil fuel heating equipment with natttal dAatmosphtMe Burners shall not be less than the design load calculated in accordance with Section R403.7.1. • • • • • • • •••••• •• • •••••• ❑ R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling orJwty equipment oapacity onen • intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have e4lyoment sized or cgntrollecttb* ; prevent continuous space cooling or heating within that space by one or more of the following options: • 0 410 • • • 1. A separate cooling or heating system is utilized to provide cooling or heating to the majorjpment areas_ • 09:09' 2. A variable capacity system sized for optimum performance during base load periods is utilized! • • ..... ••.• ...... ❑ R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units Shall coMply witrAPATs C403 • • • • • and C404 of the IECC--Commercial Provisions in lieu of Section R403. • • • • • •• • •• • • • ❑ R403.8 Snow melt and ice system controls (Mandatory) Snow- and ice -melting systems, supplied through energy service tdthebuilding, shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F (10°C), and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40"F (4.8"C). ❑ R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. ❑ R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation of such switch shall not change the setting of the heater thermostat Such switches shall be in addition to a circuit breaker for the power to the heater. Gas -tired heaters shall not be equipped with continuously burning Ignition pilots. ❑ R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1. Where public health standards require 24-hour pump operation. 2. Pumps that operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. ❑ R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent 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: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required. R403.10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa 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 or LP gas shall not have continuously burning pilot lights. 7/11/2018 2:48 PM EnergyGauge® USA - FBC 6th Edition (2017) Compliant Software Page 4 of 5 R403.10.5 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. 0 R403.11 Portable spas (MandatOffte energy consumption of electric -powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high -efficacy lamps. Exception: Low -voltage lighting. R404.1.1 Lighting equipment (Mandatory)Fuel gas lighting systems shall not have continuously burning pilot lights. • a • • •••• •••••• •••••• •• • ••••% • •••••• • • ••••• • • • • • •••••• 7/11/2018 2.48 PM 31- EnergyGauge® USA - FBC 6th Edition (2017) Compliant Software Page 5 of 5 2017 EPL DISPLAY CARD ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 86 The lower the Energy Performance Index, the more efficient the home. 1. New home or, addition L Addition 11 Dugs, location & insulation level 2. Single family or multiple family 2. S' a. Supply duds R 6.0 m8ie- ly b. Return duds R 6.0 INumber of units, if multiple handy 3. I c. AHU location 13. Cooling system: Capacity 59.8 4. Number of bedrooms 4. 1 a. Split system SEER 16.0 b- Single pacimp SEER 5. Is this a worst case? S. No e, Ground/water source SEER/COP d. Room unWPTAC EER2 6. Conditioned Boor areas (sq. fi) 6- 1017 8 e. Other 7. Windows, type and area 14. Heating system: Capacity 51.5 a. U-factor (w eftd average) 7a 0.500 a. Split system beat pump HSPF b. Solar Heat Gain Coefficient (SHGC) 7b. 0.500 b. Single package beat pump HSPF C. Area lc- 1975112 c. Electric resistance COP 1-0 d. Gas fiance, natural gas AFUE 8. Skylights e. Gas furnace, LPG AFUE a. U-factor (wer&W average) 8a N/A f. Other b. Solar Heat Gain Coefficient (SHGC) 8b. NIA 15. Water heating system 9. Floor type, insulation level: a. Electric Resistance EF• • • d,9�_ a Slab-w-grade (R-value) 9a. 0.0 b- Gas fired, no* gig • • lea � • • a • • • � • b. wood, raised (R-value) 96. a Gas fired, LPG • • EF• • • C. Concrete, raised (R-valm) 9c. d. Solar system wits lank • 1 . •�- • e. Dedicated heater pith tank EF, 10. wall type and insulation: £ Heat recovery urit.. •HeatRcc% -. . • • • • • • '-'--• a Exterior g. Other • 1. Wood frame (Insulation R-value) 10AL • • • • • • • • • • • • • 2. Masonry (insulation R value) 10A2. 16. HVAC credits claimed f?pMjaance if" • • : • • � b. Adjacent 1. Wood frame (Insulation R-value) 10B1. a b. Ceding fits .. . • Cross ventilatian .. • . . • • • • • • • No. ' 2. Masony (Insulation Rvalue) 10132. Q Whole house fla • • . No • . w---... d. Muhizone cooling credit • • . • • • . • 11. Ceiling type and insulation level e. Multlzone beating mat . . ...... a Under attic 1 la R=30.0 E. Programmable tffctmoslbt •yam . b. Single assembly 1lb- • • •' a Knee waWskylight walls IIc. d. Radiant barrier installed 1 id. No 'Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. I certify that this home has complied with the Florida Building Code, Energy Conservation, through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL display card will be completed based on installed code compliant features. Builder Signature: Date: Address of New Home: 1z2 NX. 105m Street, City/FL Zip. _ MIAMI, FL 7/11/2018 2.48:47 PM EnergyGauge® USA 6.0.02 - FlaRes2017 FBC 6th Edition (2017) Compliant Sotlware Page 1 of 1 Air System Sizing Summary for AHU-1 Project Name: Mevers Residence 08/06/201; Prepared by. 11-24P11 Air System Information Air System Name: . ....................... _.._...-AHU-1 Air System Type: .................... . . --. Single Zone CAV Sizing Calculation Information Calculation Months:...................................Jan to Dec Central Cooling Coil Sizing Data Totalcoil load :............................... _.__................. 3.5 Tons Total cog load: ............................ ........................ 41.8 M8H Sensible cal load :.._........................................... 37.9 MBH Coil airflow----_-------------____.___________.....__1953 CFM Sensible heat ratio :................. _.._._.._.._.... ....... 0.906 Area per unit bad: ........ . ............................... . ... 5WA sgfVTon Load per unit arm .... -..... ............. _.................... 23.8 STU/(hr-sgft) Supply Fan Sizing Data Actual max airflow...............................................1953 CFM Standard airflow..................................................1952 CFM Actual max airflow per unit area: ......................... 1.11 CFM/sgft Outdoor Ventilation Air Data Design airflow:.......................................................... 0 CFM Airflow per unit floor area: .................................... 0.00 CFM/sgft Space Sizing Data Number of zones: ................ ... ............................. I Floor Area .................... ----............................ i#r'7.0 SO Location: ............................... . ..... Miami IIAP, Florida Calailatim method: .................. Radiant Time Series Load occurs at :..............................._......___. Nov 1400 OA DB 1 WB:.......... ...................................... 83.7173.9 F Entering 08 / WB:........................................ 75.3163.9 F Leaving DB / WB:................._..._.........._._... 57.3/56.7 F CalADP: ------ _...---- _ ---------- _.------ ------------------ _..56.3 F Bypass Factor..................._---................._.........0.050 ResultingRH:.................... _........... ............. ..._..-54 % Design supply temp...............................:::...........55.0 F Fan motor BHP: ................................................... 0.57 BHP Fanmotor MN: ..................................................... o.42 kW Fan static: .................................... ....................... 1.00 in wg Airflow per person: ............................................... o.00 CFM/person Space Name Maximum Cooling Sensible MBH Design Airflow CFM Time of Peak Load Maximum Heating Load MBH Space Floor Area Space CFM/sgft • • 101-Famly Room 16.5 764 Dec 1400 5.8 440.0 • 9 1974 1014-Mrig Room 3.8 177 Jun 1600 3.4 280.0 • .. • 4)i63 1024Gtchen 2.2 103 Jul 1500 02 175.0 .... A59 103-Breakfast Room 22 101 Jul 1300 1.6 55.0 . • . 41.84 1044aundry 1.4 64 Jul 1400 1.1 55.0 .....16 107-Master Bath •2.8 131 Jul 1400 2.8 215.0 .... 61 10944aster Bed 7.8 360 Nov 1400 4.8 380.0 J795 11041aster Salon 5.5 253 Dec 14001 160.0 1 58 Zone 36.91 1953 Nov 14001 21.81 1760.0 • 1!11 NOW Table contains data for all spaces confrolled by a single thermostat: Space sizing basis: • Peak space load Zone sizing basis: Sum of space airflows .... ...••. • Blodc Load 4.16 Page 1 of System Design Load Summary for AHU-1 Project Naw- Mevers Residence Prepared by: . - - 11:24P1124P 08t - N DESIGN COOLING DESIGN HEATING Nov 1400 OADB/WS83.7F1739F Design Heating OADBIWB46F/38.6F Day Zone Loads based on RTS Details Sensible BTU/hr Latent 87U/hr Details Sensible BTUIhr Laterrt BTWhr Window and SkyWA Solar Loads 349 sgft 25820 - 349 sgft Wall Transmission 1006 sgft 2540 - 1006 sgft 5047 - Roof Tnuistnission 1176090 2586 - 1760 sqft 1901 Window Transmission 349 sgft 2271 - 349 sgft 8383 - Skylight Trarurnission 0 sgft 0 - 0 sgft 0 - Door Loads " 21 sgft 540 - 21 sgft 494 - Roor Transmission 1980 sgft 0 - 1980 sgft 1314 - PartitiornslCei6ngs 0 sgft 0 - 0 sgft 0 Ovedwad Lightiing 0 W 0 - 0 W 0 - Elec bic Equipment 0 W 0 - 0 W 0 - People 1 230 120 0 0 0 Infiltration - 1111 3187 - 4620 2 Miscellaneous - 1800 600 - 0 0 Safety Factor 0% 10% 0 0 0% 0 0 >>TotalZone Loads 36899 3907 21759 2 Thermostat and Pugdown Adiu bind - ". -436 0 - 20409 0 Plenum Wag Load 0% 0 - 0 0 - Plenum Roof Load 0% 0 - 0 0 - Plenurn Lighting Load 0% 0 - 0 0 - Ventilation Load 0 CFM 0 0 0 CFM 0 0 Supply Fan Load 1953 CFM 1448 - 1953 CFM -1448 - >> Total System Loads 37910 3907 -98 2 Central Cooling Coil - 37910 3911 - 0 • . 0 » Total Coil Loads 379101 3911 • • . 0 Y Positive values am loads Negative values are I t g loads Positive d Negativl MOMare GW g bads ...•.. .... .. .. ..... ...... . . ..... ...•.. .. .. . ...... 11 I t Block Load 4.16 Page 2 of 2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Me v :rs Residence Builder Name: Street: 122 N.E. 105`h Street Permit Office: City, State, Zip: MIAMI , FL, Permit Number: Y Owner: Jurisdiction: w Design Location: FL, Miami � COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. AIr-permeable insulation shall requirements The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. Breaks or joints in the air barrier shall be sealed. Ceiling/attic The air baffler in any dropped ceiling/soffit shall be aligned with the The insulation in any dropped ceiling/soffit insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with sealed. a material having a thermal resistance of R-3 per Knee walls shall be sealed. inch minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows, skylights The space between window/door jambs and framing, and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. • • • • • Floors The air barrier shall be installed at any exposed edge of Floor -framing cavity WAlaJon shall bg installed to • • (including insulation. maintain permanent contact with the urstewide of above -garage subfloor decking, or 18&%ming cat* iAsulation • • • • and cantilevered shall be permitted tb'tl2'iA t ontact with the top side floors) • of sheathing, or cop*l fim insulation installed on • • • the underside of floor k+� i and `ehd k from thg. • bottom to the top of pY p,ryneter flpor fr4ong • members. • • •••••• Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided insie" @Moor insulation, insulation LOAA .' a Class I vapor retarder with overlapping joints taped. shall be permaneraly attac lied to toe cxa*rlspaee • • Shafts, penetrations Dud shafts, utility penetrations, and flue shafts opening to • • • exterior or unconditioned space shall be sealed. • • • • • • ` ` ` Batts in narrow cavities shall be cilue flu Sr narrow Narrow cavities 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 spac m. Recessed lighting Recessed light futures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air tight and IC rated. 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 extendind pipino and wiring. Shower/tub The air barrier installed at exterior wails adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated- Electrical/phone box or The air barrier shall be installed behind electrical or communication exterior walls 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. Concealed When required to be sealed, concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. ; Caulking or other adhesive sealants shall not be used to fill voids between fire 1 IIs or ceifinos. a. In addition, inspection of log wags shall be in accordance with the provisions of ICC-400. 7/11/2018 2.49 PM EnergyGaugeO USA FBC 6th Edition (2017) Compliant Software Page 1 of 1 IMI i I Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: Permit # Job Informafion Builder: Community- Lot NA Address: 122 N.E. 105" Street, City: Miami State: FL Zip: 33138 Air Leakage Test Results Passing msuns must meet either the Performance; Pla=phm or ERI Method O PRESCRIPTIVE METHOD -The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour at a pressure of 0.2 inch w-g- (50 Pascals) in Climate Zones 1 and_ 2 PERFORMANCE or ERI METHOD -The building or di WNW unit shall be tested and verified as having an air leakage rate of not exceedng the selected ACH(50) value, as shown on Form R405-2017 (Performance) or R400-2017 (ERQ, section labeled as Infiltration, sub section ACH50. ACH(W) specified on Form R405-2017-Energy Cate (Performance) orR4062017 (ERI): 1 5 317 x 60 = 20925 = 5.00 Method for calaAatina building volume: CFM(50) Building Volume ACH(50) O Rddeved from ar&dle !W �Q PASS /�� , •. .,r..""' .. Code software Y • , When ACH(50) is less than 3. Mechanical Ventilation installation O Field meaWW Kid calcig-a-V f . must be verified by budding department t .... • ; . R402.4.1.2 Testing. Testing shall be conducted in accordance with ANSURESNETACC 380 and reported at a pr�s�e cjf 02 inch w.g. (50 � Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7). Fkvkfa St�esor individu ak- �oarrsed;So Uo'ryn in • 489.105(3)M. (g), or n or an approved third party. A written report of the results of the best shad be signed by the " ibrduc&t the test and • • • • • provided to thecode otkfaL Testing shall be performed at any time after creation of an penetrat tons of the bu&0#111" enwebpe. • During testing: • • , • • 1. Exterior windows and doors, fireplace and stove doors stag be dosed, but not seated, beyond the khWKW w ping Oran khfillaW • • Control measures. , • • 2. Dampers including exhaust. Intake, makeup air, back draft and flue dampers snap be dosed, but not sealed beyond intended kh 6don control measuures. 3. Interior doors. N installed at the fine of the test, shag be open. 4. E. Armor doors for continuous ventilation systems and heat recovery ventilators strait be dosed and sealed. 5. Heating and cooling systens, tf limialled at the lane of the tes% shag be turned OIL 6. Supply and return registers, if installed at the time of the test, drag be fully operh. Testing Company Company Name: Phone: 1 hereby verify that the above Air Leakage results are in acoordance with the 2017 fifth Edition Florida Build'mg Code Energy Conservation requirements according to the compliance method selected above Signature of Tester: Data of Test Printed Name of Tester. LicenselCertification * Issuing Authority: 8I11R018 5:08:54 PM ErtelgyGaugeM USA 6.0.02 - FlaResW17 FBC 61 h Edition (2017) Comet Sollware Page 1 of 1 BOUNDARY SURVEY Property Address: 122 NE 105 STREET MIAMI SHORES, FLORIDA 33138 LEGAL DESCRIPTION: Lots 11 & 12, Block 121 of "MIAMI SHORES SECTION 5" according to the plat thereof as recorded in Plat Book 10 at Page 47 of the Public Records of Miami -Dade County, Florida. SURVEYOR'S NOTES: 1) The above captioned Property was surveyed and described based on the above Legal Description: Provided by Client. 2) This Certification is only for the lands as described. It is not a certification of Title, Zoning, Easements, or Freedom of Encumbrances. ABSTRACT NOT REVIEWED. 3) There may be additional Restrictions not shown on this survey that may be found in the Public Records of this County, Examination of ABSTRACT OF TITLE will have to be made to determine recorded instruments, if any affecting this property. 4) Accuracy: The expected use of the land, as classified in the Standards of Practice (5J-17FAC), is "Residential High Risk". The minimum relative distance accuracy for this type of boundary survey is 1 foot in 10,000 feet. The accuracy obtained by measurement and calculation of a closed geometric figure was found to exceed this requirement. 5) Foundations and/or footings that may cross beyond the boundary lines of the parcel herein described are not shown hereon. 6) Not valid without the signature and the original raised seal of a Florida Licensed Surveyor and Mapper. Additions or deletions to survey maps or reports by other than the signing party or parties are prohibited without written consent of the signing party or parties. 7) Contact the appropriate authority prior to any design work on the herein -described parcel for Building and Zoning information. 8) Underground utilities are not depicted hereon, contact the appropriate authority prior to any design work or construction on the property herein described. Surveyor shall be notified as to any deviation from utilities shown hereon. 9) Area of the Property: N/A 10) Ownership subjects to OPINION OF TITLE. ••.• 11) Type of Survey: BOUNDARY SURVEY . . • • • • • • • • • • • 12) North arrow direction and bearings are based on Recorded Plat Book 1 at Page 4� Qf the PubliL Records of Dade County, Florida. "':' • • • • • • • • • 13) Elevations are based on the National Geodetic Vertical Datum of 1929. •...; • ; 14) Bench Mark Used: Miami -Dade Benchmark #N-397-R. Elevation = +10'1.214GVD%97.: ..... 15) Flood Zone: "X" Base Flood Elev.: N/A as per Miami -Dade Courftf; • Fjorida. FUAA Panel' Number: 120652-0302-L-SEPTEMBER 11, 2009 • • • • • • 16) This PLAN OF SURVEY has been prepared for the exclusive use of tie t'rttities.narrged h eJ'pAII�. •• The Certificate does not extend to any unnamed Party: :..... A.) ROY E MEVERS IV & MARGARET H •• • SURVEYOR'S CERTIFICATE: 1 Hereby Certify to the best of my knowledge and belief that this drawing is a true and correct representation of the BOUNDARY SURVEY of the real property described hereon. I further certify that this survey was prepared in accordance with the applicable provisions of Chapter 5J-17, Florida Administrative Code. Field Date: February 22, 2018 Job* RP18-0193 Pablo J. Alfonso P.S.M. Professional Surveyor & Mapper State of Florida Reg. No.5880 LAN D SURVEYORS, I N C. 6175 NW 153Id STREET, SUITE 103, MIAMI LAKES, FLORIDA 33014 Phone: 305-822-6062 " 305-698-9468 *' Fax: 305-827-9669 F:IBOUNDARY-SURVEY-NOTES1122 NE 105 STREET -MIAMI SHORES - 02-22-18.doc Page 1 of 2 BOUNDARY SURVEY SCALE: 1" = 20' ' N E 105th � STREET _. ,off 16.80' ASPHALT PAVEMENT 75i R1W BLOCK 0 3(i�1 ,_.0,' = .� •0i�,r CORNER FIP. 1 2" F1P.1/2" 9.80 i E, is No I.D. $ 89'27'2r7T'-r , . T: I 5' IRON FENCE 0.3' in 41' M } 22.95' PARKWAY 1.00.00 5'.SIDEWALe 41 `5�j . FIP. 1 /2" z 90'32'33" No I.D. 1{IJ' Q ? �11 � tll i-}� CR .�,0 O it: 29.0' 4'5' IRON FENCE 0.2' �t�3 0 24.70' co o soh 11.65' + r7 1-STORY I GARAGE N RES# 122 F.F.E=10.68' p IL) $ ; z F.F.E=12.47' C-4 m rn M N 19.05' 29.2' o 1_S N $ i N 42.25' > • • -� Q�y ;4fi LEJ VELEV.=1 0.51' ••� • ....�. •. o / • ;r, I LOT-12 BLOCK-121 LOT-11 BLOCKil2t; ; ;• ••••• ill I ...... $ • • • 3 • • $ } $I I • • •• % •••••• •••••• 89'25'15" I .T i 13.4' \ / ' 0.8—�I I SHED Do ' >0 90'34'45" — — FIP. 1/2° 5' CHAIN LINK FENCE TF11P. 1/2" No I.D. _ D I.D. �r 00"0v " /01 :Q �/ors„ 8.10' ASPHALT -ALLEY to �� --- � OH - OH - OH - N LOT-17 BLOCK-121 I LOT-18 BLOCK-121 0 I I ao a Existing Elevations A/C=Air Conditioner LEGEND =catch Basta Conc. =Concrete �n ® =Water Meter A=Arc CH Overhead Wire Line C.B.S. =Concrete Block & Stucco ®=Electric Box D.E. =Drainage Easement BRG=Beoring Z Q rY D.M.E.=Draino a Maintenance Wood Fence S=Sanita Manhole Easement CH=Chord r A -Delta x Chain Link Fence =Sprinkler Pump F.F.E. =Finish Flow Elevation L=Len th =Wood Pole g Z F.I.P. =Found Iron Pipe/Pin R=Radius ❑ Iron Fence 0 =Conc. Pole F.I.R. =Found Iron Reber T=Tongent — - -Monument Line 7¢I =Li9 ht Pole F.N. =Found Nag =Fire Hydrant F.N&D =Found Nail k Disc - — Centerline L.M.E. =Lake Maintenance �OYA ��Oaf V ismQ =Water Valve Easement LAN auRv�r�ro'rxa, rUnIVCL.IProperty Line ® =Inlet (M) =Measured ® C.B.S.Frx=Rorido Power (P) =Platted PHONE: 305-822-6062 * FAX: 305-827-9669 Light Transformer (R) =Record 6175 NW 153rd STREET SUITE 321 ® =Cable Tv Box Res. =Residence MIAMI LAKES FL 33014 SIP/R =Set Iron Pin/Reber ® =Electric Meter Box U.E. =Utility Easement Page 2 Of 2 5,.°R �--,, Miami Shores Village Building Department 10050 NE 2nd 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 Al �/�,1 f'..d to perform special inspector services under the Florida Building Code 6th Edition (2017) and Miami Dade County Administrative Code at the ) Z2 tU 0 10 � Sy' project on the below listed structure as of of - ( ( . 12 (date). I am a registered architect/professional engineer licensed in the State of Florida. Process Number: �pecial Inspector for Reinforced Masonry, Section 2122.4 of the FBC 6th Edition (2017) _ Miami Dade County Administrative Code, Article II Section 8-22 Special Inspector for Trusses > 35 ft. long or 6 ft. high Z6' Framing and Connections welded or bolted 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. 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 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 a o inspections performed by the department. Further, upon completion of work under each uilding Pe it will t to the Building Inspector at the time of the final inspection the completed inspection 1 rm d sealed sta nd' ating that, to the best of my knowledge, belief and professio ud a se p f t ct outlined above meet the intent of the Florida Building Code a re ' u o an proval plans. Engineer(Architect and Sealed Name M A&IC A IRS Z. L Print q Address T 7 3 I W 17- )% k'bf iM IftiA, 1 -5oa, 1 r�-'x- 3? �rUW�rgS• _ . t _, �.. BUILDING PERMIT APPLICATION ❑ BUILDING ❑ ELECTRIC Miami Shores Village RECEIVED Building Department DEC 13 2018 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 �1r r -�/dL� Tel: (305) 795-2204 Fax: (305) 756-8972 Q-'(, INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 20 k-9 Master Permit No. PC 3- Is " b 7'7 Sub Permit No. ❑ ROOFING ❑ REVISION ❑ EXTENSION EJRENEWAL ❑PLUMBING ❑ MECHANICAL PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION SHOP L CONTRACTOR DRAWINGS JOB ADDRESS: i;v4,4v Y City: Miami Shores County: Miami Dade Zia: Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholde Address: /Z T- hone#: City: d[Q111 ;la'`i3O r 1 S State: Zip: Tenant/Lessee Name: Phone#: Email CONTRACTOR: Company Name: (k6&W4Q!n Phone#: 7 (� Address: asp (Oeyt^lyy Y 91t! City: AU)— $ J State: Zip: s3zX State Certification or Registration #: C, (0 C 1 '71� '20 -1 Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ 7 • O a Square/Linear Footage of Work: 12 017 Type of Work: ❑ Addition u Alteration New ❑ Repair/Replace ❑ Demolition Description of Work: Ph-i - /M- sSC S %— 4066�tot Specify color of color thru the: Submittal Fee $ Permit Fee $ Scanning Fee $ Technology Fee $, Structural Reviews $ Radon Fee $ Training/Education Fee $ CCF DBPR $ CO/CC $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ Z �` (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lenders Name (if applicable) Mortgage Lenders 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 o� OWNER or AGENT The foregoing instrument was acknowledged before this day of 20�� by WNCrs P'Un; §Iyy� k o n to uced i 11y� as me or who has pro identification and who did take an oath. Signature , CONTRACTOR The foregoing instrument was acknowledged before mp this day of �� 20 by �[�J Mlrilnow + , who is personally known to me or who has produced :(�1 1 1 s identification and who did take an oath. NOTARY PUBLIC: Print: Seal: K. GONZALEZ MY Bonded Thru Notary Public *:sss�ss***********sss*rs*sss*s****•****ss*********ss**s***s********s******s**s***************�***ssss*sss:* APPROVED BY Plans Examiner Zoning 1 , Structural Review Clerk (Revised02/24/2014) BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO QThis bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este metodo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. L) TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 30' o.c. max. Hasta 30 pies 10 pies maximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies maximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies maximo 60' to 80'* 4' o.c. max. 60 a 80 pies* 4 pies maximo *Consult a Professional Engineer for trusses longer than 60'. `Consulte a un ingeniero para trusses de mas de 60 pies. Q See BCSI-62 for TCTLB options. Vea el BCSI-B2 para las opciones de TCTLB. I - BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 Q Refer to BCSI-67 Summary Sheet - Temporary and Permanent Bracing for Parallel Chord TTr sus S for more information. S0, of 15 Maximum lateral brace spacing 10' o.c. for 3x2 chords 15' o.c. for 4x2 chords Vea el res6men BCSI-67 - Arriostre temporal y permanente de The end diagonal trusses de cuerdas brace for cantilevered paralelas Para mayor trusses must be placed information. on vertical webs in line with the support. Lateral braces 2x4x12' length lapped over two trusses. INSTALLING - INSTALACION Tolerances for Out -of -Plane. — Tolerancias para Fuera-de-Plano. L�J Length--►—Ma�� Max. Bow \\ Max. -Bow Length —� Refer to @CSL3 SummarySheet- Gable End Frame Bracing. C7f Repeat diagonal braces. Vea el res6men lr I BCSI-B6 - Arriostre Repita los arriostres del truss terminal diagonales. de un techo a dos aguas. 1'7( Set first five trusses with spacer pieces, then add diagonals. Repeat LI process on groups of four trusses until all trusses are set. Instale los cinco primeros trusses con espaciadores, luego los arriostres diagonales. Repita este procedimiento en grupos de cuatro trusses hasta que todos Jos trusses esten instalados. t) BOTTOM CHORD — CUERDA INFERIOR Lateral braces 2x4x12'length lapped over two trusses. , 10'-15' max. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web Diagonal braces every 10 truss spaces (20' max.) 10'-15' max. same spacing as bottom chord Some chord and web members not shown for clarity. lateral bracing ADIAGONAL BRACING IS VERY IMPORTANT IEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! Q Tolerances for j Out -of -Plumb. T Tolerancias para I Fuera-de-Plomada. o Plumb bob 0/50 max - 0/50 D (ft.) 1/4" 1, 1/2" 2' 3/4" --3' 1• 4' 1-1/4" 5' M2"�: Diagonal braces every 15 truss spaces (30' max.) Max. Truss Bow Length 3/4" 12.5' 7/8" 14.6' 1" 16.7' 1-1/8" 18.8' 1-1/4" 20.8' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION QDo not proceed with construction until all bracing is securely Maximum Stack Height and properly in place. for Materials on Trusses No proceda con la construcci6n hasta que todos los arriostres est6n colocados en forma apropiada y Segura. Do not exceed maximum stack heights. Refer to @ SDI-B-4 Summary Sheet -Construction Loadino for more information. No exceda las maximas alturas recomendadas. Vea el res6men BCSI-64 Carga de Construcci6n Para mayor informaci6n. Do not overload small groups or single trusses. No sobrecargue pequenos grupos o trusses individuales. Material Height (h) Gypsum Board 12" Plywood or OSB i6" Asphalt Shingles 2 bundles Concrete Block 8" Clay Tile 3-4 tiles high QPlace loads over as many trusses as possible, Coloque las cargas sabre tantos trusses Como sea posible. 1-7f Position loads over load bearing walls. LI Coloque las cargas sabre las paredes soportantes. ALTERATIONS — ALTERACIONES 0 Refer to BCSI-BS Summary Sheet - Truss Damage Jobsite Modifications and Installation Errors. Vea el res6men BCSI-B5 Danos de trusses. Modificaciones en la Obra y Emores de Instalaci6n. Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No torte, altere o perfore ning6n miembro estructural de JOS trusses, a menos que este especificamente permitido en el dibujo del diseno del truss. ©Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se har.sobrecargado d•raroe Iscoostretcidh oflan sido alterados sin Una autorizaci6n previa gel I-aoncarrte. a Irus= S•, plieriT rejucl=O iIpgar ra garanua gel raDricante ae busses. NOTE: The Truss Manufacturer aMRruss Ogs r lAt ?y cTi tpd`fact t%at ke Cr"cTor and crane operator (if applicable) are ca- pable to undertake the work th4 Dave ag do on rtkular project. a ntractor should seek any required assistance regarding construction practices from a competent parry. The methods and procedures outlined are Intended to ensure that the overall construction techniques employed will put floor and roof trusses Into place SAFELY. These recommendations for handling, installing and bracing wood trusses are based upon the collective experience of leading technical personnel in the wood truss Industry, but must, due to the nature of responsibilities involved, be presented only s a GUIDE f use bby�L u�lifled Bull" Igror irection/Installation Contractor. It is not intended that these recommPhda[br� �terpreted� s�erio'r t$ any design spedTatlon �rovided by either an Architect, Engineer, the Building Designer, th=cn/In IlaUon Contyc[or or othVise) for handWg, installing and bracing wood trusses and it does not preclude the use of otPer lvalen metho§Q� forarrW�p�ng and %ovidinnyyssWWbity for the wills and columns as may be determined by the truss Erection/InstallaBoRc2oyntract us,The oSd Truss C�r6II of�rmerlFa ali the Vrd Plate Institute expressly disclaim any responsibility for damagesSirgilg from se, applI W%or relivice on the recowmendati�s and information contained herein. & lld� WOOD TRUS4C"JNGIL OF &MiRIIi • • • • TRUSS PLATE INSTITUTE One wTCA Center • 6300 8rterprim Lane • Madison, WI 53709 • 5834b'Onofrio Drive • Madison, WI 53719 608/274-08491 w�wv voodbrustr.cor* • • • • !08/833-5900 • www.tpinst.org 0 • • 00 0 0 0 • • • • BIWARN11x17 031125 F1 GENERAL NOTES Trusses are not marked in any way to identify .the frequency or location of temporary bracing. Follow the recommendations for handling, installing and temporary bracing of trusses. Refer to BCSI 1-03 Guide to Good Ptactice_for Connected Wood Trusses for more detailed information. Truss Design Drawings may specify locations of permanent bracing on individual compression members. Refer to the B11I-83 Summary Sheet -Web Member Permanent Bracing/Web Reinforcement for more information. All other permanent bracing design is the responsibility of the Building Designer. NOTAS GENERALES Los trusses no estan marcados de ningGn modo que identifique la frecuencia o localizad6n de los arriostres (tracing) temporales. Use las recomendaciones de manejo, instalaci6n y arriostre temporal de los trusses. Vea el baetg Placas de Metaloara pare mayor informad6n. Los dibujos de disefio de los trusses pueden especifcar las localizadones de los amostres permanentes en los miembros individuales en compresi6n. Vea la hoja res6mon BCSI-63 para los arriostres permanentes y refuerzos de los miembros secundarios (webs) para mayor informad6n. El resto de arriostres permanentes son la responsabilidad del Disefiador del Edifido. QThe consequences of improper handling, installing and bracing may be a collapse of the structure, or worse, serious personal injury or death. El resultado de on manejo, instalaci6n y arriostre inadecuados, puede ser la cafda de la estructura o a6n peor, muertos o heridos. Banding and truss plates have sharp edges. Wear ® gloves when handling and safety glasses when cutting banding. Empaques y placas de metal tienen bordes afilados. Use guantes y lentes protectores cuando corte los empaques. HANDLING — MANE]O QAllow no more No permita mas Q Use special care in than 3" of deflec- de 3 pulgadas de windy weather or tion for every 10' pandeo por cada 10 near power lines of span. pies de tramo. and airports. QPick up vertical Levante de la cuerda bundles at the superior los grupos top chord. verticales de trusses. ONE WEEK OR LESS MORE THAN ONE WEEK low. •810 ..aa Bundles stored on the ground for one • week or more should be raised by blocking at 8' to 10' on center. Los paquetes almacenadtV la:ierA por una semana o mas deben •er elevados con bloques a cada 8 o 0:les. • • f 7f For long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. Utilice cuidado especial en dias ventosos o cerca de cables el6ctricos o de aeropuertos. Spreader bar for truss bundles O O Check banding Revise los empaques prior to moving antes de mover los bundles. paquetes de trusses. QAvoid lateral bending. — Evite la flexi6n lateral. GDo not store No almacene unbraced bundles verticalmente los upright. trusses sueltos. • ••• • M Do•rot store orb • Np almacene en • dhevtn ground! •tieAa desigual. • Para almacen-amiento por rrpyor tiempo --- -- -- =-t _ -� cubra los paquetes para preVenir aula nit: • -_- de humedad pero permita ventilad6r• • • • • • • • •• •• • • • •• •• • HAND ERECTION — LEVANTAMIENTO A MANO QTrusses 20' or , - ; % ; ` ' I'7f Trusses 30' or IJ less, support ` ' less, support at at peak. quarter points. r Levante Levante de del pico los los cuartos trusses de 20 de tramo los pies o menos. Trusses up to 20' trusses de 30 pies o menos. Trusses up to 30' Trusses hasta 20' Trusses hasta 30' HOISTING — LEVANTAMIENTO QHold each truss in position with the erection equipment until temporary bracing is installed and truss is fastened to the bearing points. Sostenga cada truss en posici6n con la gr6a hasta que el arriostre temporal este instalado y el Do not lift trusses over 30' by the peak. No levante del pico los trusses de mas de 30 pies. HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGITUD DEL TRUSS Tagline Toe -in , ��.�x-mazo- _ r r. c T` oe-in Spreader bar to _� Tagline I DIY`/� 2/3 truss length TRUSSES UP TO 60' TRUSSES HASTA 60' 60- or less a- Approx. 1/2 �I truss length TRUSSES UP TO 30' TRUSSES HASTA 30' Locate Spreader bar Attach above or slid r b 10' o.o. max. mid -height Spreader bar 2/3 I 3/4 truss length —►Ij Tagline TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60' BRACING — ARRIOSTRE QRefer to BCSI-B2 Summary Sheet - Truss Installa- tion and Temporary Bracing for more information. Vea el res6men BCSI-B2 - Instalaci6n de Trusses y Arriostre Temporal pare mayor informac6n. Do not walk on unbraced trusses. No camine en trusses sueltos. QLocate ground braces for first truss directly in line with all rows of top chord temporary lateral bracing. Coloque los arriostres de tierra para el primer truss directamente en linea con cada una de las filas de arriostres laterales temporales de la cuerda superior. Brace first truss well .— before erection of additional trusses. Top Chord Temporary Lateral Bracing (TCTLB) min. I-WILT!/-:1-'.A.0-2.►`-[- TRUSSCORP INTERNATIONAL INC. ENGINEERING COVER SHEET This cover sheet is provided as per Florida Statute 61 G15-31.003 in lieu of signing and sealing each individual sheet. An index sheet of ( 15 ) truss design are attached with the identification and date of each drawing. ENGINEER OF TRUSS DESIGN PACKAGE ULTIMATE ENGINEERING DESIGNS, INC. Armando R. Perez FL Reg. Eng. No. 28026 1811 SW 33 CT. MIAMI FL. 33145 PH:(305) 882-8826 Project Name: MIRAN CONST - MEVERS RES. 122 NE 105 ST MIAMI SHORES, FL Building Authority: MIAMI SHORES, FL ROOF 30-15-0-10 psf. WIND: 175 mph / EXP: C / Kd:.85 / HVHZ Design Load: DOL= LUMBER 1.33 PLATE:1.00 FBC 2017 / TPI 2014 / ASCE 7-10 Building Code: (Ch 23 Sec. 2303.4.1.4.1) Software Used: MITEK 2017 v 8.130 Addition Attachments: Truss placement diagrams Truss profile list, Product approvals, VaNg9)(- tetgil;� Wed brac- ing recommendatioh . '•' :: ••' Project Engineer of Record: . ... . ... ...... .. .. . .. .. .. . ..... . ... . ...... . .... s Trusscorp International, Inc. To: Reaction 9590 NW 8th Ave Job Number: J1800211 Medley, FL 33178 (305) 882-8826 Fax: (305) 887-6008 Page: 1 Date: 11/27/18 14:54:35 Project:-MIRAN CONST - Block No: Model: 122 NE 105 ST MIAMI Lot No: Contact: Site: Office: Deliver TO: Account No: 254504030 Designer: / Name: Phone: Salesperson: Inside Sales Fax: F. Quote Number: 131800212 P.O. Number: Qty: Truss Id: Span: Truss Type: Slope Reactions: 07-11-00 Joint 2 Joint 5 2 M 1 MONO TRUSS 3.88 557.69 417.10 -769.61-440.54 07-11-00 Joint Joint 1 M1A MONO TRUSS 3.88 427.40 427.40 495.62-506.28 07-11-00 Joint 1 Joint 4 1 MGl MONO TRUSS 3.88 2878.52 2952.03 -1082.54-1107.48 33-00-00 Joint 2 Joint 10 10 Tl COMMON 3.88 1935.00 1935.00 -1096.48-1096.48 33-00-00 Joint 2 Joint 9 I T2 COMMON 3.88 1937.42 1812.58 -1103.59-939.78 33-00-00 Joint 2 Joint 9 3 T3 COMMON 3.88 1937.42 1812.58 -1103.59-939.78 02-00-00 Joint 1 Joint 2 1 V2 VALLEY 0.00 21.29 21.29 I V20 20-04-10 VALLEY 0.00 Joint 7 Joint 8 Joint 10 Joint 11 433.72 729.20 762.15 324.12 -293.33-365.88-365.90-179.09 20-04-10 Joint 8 Joint 9 Joint 10 Joint 12 Joint 13 I V20A VALLEY 3.88 306.43 365.62 656.84 647.55 318.70 -589.23-323.09-326.96-155.52 20-04-10 Joint 7 Joint 8 Joint 9 Joint 11 Joint 12 1 V20B VALLEY 3.88 383.34 436.76 574.80 571.02 303.87 -418.99-133.99-285.03-289.12-139.91 20-04-10 Joint 6 Joint 7 Joint 9 Joint 10 1 V20C VALLEY 3.88 479.55 626.51 793.23 335.69 452.29-221.57-406.90-172.70 I V20D 20-04-10 VALLEY 0.00 Joint 7 Joint 8 Joint 10 Joint 11 441.83 720.80 754.62 326.79 -313.76-345.67-373.55-171.22 I V20E 20-04-10 VALLEY 0.00 Joint 7 Joint 8 Joint 10 Joint 11 457.78 704.45 739.48 333.53 -331.90-325.69-376.55-170.06 04-00-00 Joint 1 Joint 3 1 V4 VALLEY 3.88 273.20 273.20 -218.19-275.81 06-00-00 Joint 1 Joint 3 I V66 • • • • • • • • &WALLEY 3.88 323.20 323.20 • • • • • • • • -361.25-412.78 • ••• • • • • •• • •• • • • •• ••• •• ••• ••• ••• • ••• • •• • • •• • •• • • • • ••• • • • • ••• • • • • • • • • • • •• •• • • • •• •• • • • ••• • • • ••• Job Truss Truss Type Qty Ply 122 NE 105 ST MIAMI SHORES, FL MEVERS M1 MONO TRUSS 2 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Nov 27 14:38:03 2018 Page 1 I D: VuQ9w2wMDdi9kkYEgJQuw?yF?Yx-xpUkaV75aOAPiiKCKhFOQjbMA3W WBtgPS?_5GOyEzD -1-4-0 4-O-6 7-11-0 1-40 4-0-6 3-10-10 2x4 I I Scale = 1:21.9 4 3.88 F12 2x4 3 10 2x4 I I 2 11 4x6 =5 3x6 = 7-11-0 7-11-0 Plate Offsets X Y -- 1:0-2-1 0-1-0 5:0-3-0 0-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.25 Vert(LL) -0.20 5-9 >473 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.44 Vert(CT) -0.29 5-9 >326 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.01 2 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight: 38 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-3-2 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=558/0-8-0 (min. 0-1-8), 5=417/0-8-0 (min. 0-1-8) Max Horz 2=445(LC 4) Max Uplift2=-770(LC 4), 5=441(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-668/583, 3-10=-593/592 BOT CHORD 2-11=-786/613, 5-11=-786/613 WEBS 3-5=-649/832 NOTES- (5) 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Corner(3) -1-4-0 to 2-10-15, Exterior(2) 2-10-15 to 7-9-4; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 770 lb uplift at joint 2 and 441 lb uplift at joint 5. 4) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 5) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 LOAD CASE(S) Standard •• ••• • • • • • •• •• ••• •• • • • •• • ••• • ••• ••• ••• • • •• • •• • • •• ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• Job Truss Truss Type Qty Ply 122 NE 105 ST MIAMI SHORES, FL MEVERS M1A MONO TRUSS 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Nov 27 14:38:03 2018 Page 1 ID:VuQ9w2wMDdi9kkYEgJQuw?yF?Yx-xpUkaV75aOAPiiKCKhFOQjbLy3WRBsiPS? 5GOyEzD 4-0-6 7-11-0 4-0-6 3-10-10 2x4 11 Scale = 1:21.9 3 3.88 12 2x4 8 2 I I i 1 J 9 5x6 = 4 3x6 = 7-11-0 7-11-0 Plate Offsets X Y -- 4:0-3-0 0-2-12 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.27 Vert(LL) -0.20 4-7 >473 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.44 Vert(CT) -0.29 4-7 >321 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.01 1 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 34 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-3-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS. (lb/size) 1=427/0-8-0 (min. 0-1-8), 4=427/0-8-0 (min. 0-1-8) Max Horz 1=374(LC 4) Max Upliftl=-496(LC 4), 4=-506(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-696/759 BOT CHORD 1-9=-981/646, 4-9=-981/646 WEBS 2-4=-683/1038 NOTES- (5) 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Corner(3) 0-0-0 to 4-2-15, Exterior(2) 4-2-15 to 7-9-4; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 496 lb uplift atjoint 1 and 506 lb uplift at joint 4. 4) This truss has been designed for a moving concentrated load of 200.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 5) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 LOAD CASE(S) Standard •• • • • • • ••• •• • • % • • ••• • • •• • • • •• ••• •• ••• ••• ••• • ••• • •• • • •• • •• • • • • ••• • • • • ••• • • • • • • • • • • •• •• • • • •• •• • • • ••• • • • ••• Job Truss Truss Type Qty Ply 122 NE 105 ST MIAMI SHORES, FL MEVERS MG1 MONO TRUSS 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Nov 27 14:38:04 2018 Page 1 ID: VuQ9w2wMDdi9kkYEgJQuw?yF?Yx-P?26nr8kLKl FKsvOuOmdzx8XVSrPwDNYhejeoTyEzD 4-3-7 7-11-0 4-3-7 3-7-9 2x4 I I Scale = 1:22.1 3 3.88 F12 46 2 1 10 11 12 5 13 9 3x8 II 5x6 = 4 412 = 4-3-7 7-11-0 4-3-7 3-7-9 Plate Offsets X Y -- 1:0-0-0 0-0-5 2:0-2-0 0-2-0 4:0-3-1 0-3-5 5:0-4-12,0-1-8 LOADING (psf) SPACING- 1-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) -0.05 5-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.46 Vert(CT) -0.08 5-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 85 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x6 SP No.2 REACTIONS. (Ib/size) 1=2879/0-8-0 (min. 0-1-8), 4=2952/0-8-0 (min. 0-1-8) Max Horz 1=186(LC 14) Max Uplift1=-1083(LC 4), 4=-1107(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5526/1950 BOT CHORD 1-9=-1285/3311, 1-10=-1975/5260, 10-11=-1975/5260, 11-12=-1975/5260, 5-12=-1975/5260, 5-13=-1975/5260, 4-13=-1975/5260 WEBS 2-5=-1172/3720, 2-4=-5724/2150 NOTES- (9) 1) 2-ply truss to be connected together with 16d (0.131"x 3.5") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc clinched. Webs connected as follows: 2x4 - 2 rows staggered at 0-3-0 oc clinched, Except member 4-2 2x4 - 1 row at 0-9-0 oc clinched. 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; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3) 0-0-0 to 4-3-7, Exterior(2) 4-3-7 to 7-8-4; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing atjoint(s) 4 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 1083 lb uplift at joint 1 and 1107 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loadjo 4808MI9 d n� %9 T up at • • 1-10-12, and 1803 lb down and 569 lb up at 3-10-12, and 1803 lb down and 569 lb up at 5-10-1 on bottopl c cd. he • • • design/selection of such connection device(s) is the responsibility of others. • • • • • • • • • • • 9) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 • • ' • • • • •• ••• •• • • • •• LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 • • • • • • • • Uniform Loads (plf) . . . . . • • • Vert: 1-3=-45, 4-6=-10 • • • • • • • • Concentrated Loads (lb) • • : • • • : • : • : • Vert: 10=-1803(F) 12=-1803(F) 13=-1803(F) • • • • • • • • ••• • • • • ••• • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss Truss Type Qty Ply 122 NE 105 ST MIAMI SHORES, FL MEVERS T1 COMMON 10 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Nov 27 14:38:04 2018 Page 1 ID:VuQ9w2wMDdi9kkYEgJQuw?yF?Yx-P?26nr8kLKIFKsvOuOmdzxBTZSn1 wBnYhejeoTyEzD -1-4-01 5-8-13 A 11-6-9 16-6-0 21-5 7 2733 33 0 0 34 4 0 '9-4-U' S-8-13 S-9-12 411-7 4-11-7 5-9-12 5-8-13 1-4-0 I Scale = 1:56.9 3.88 12 5x6 = 6 26 27 4x6 5 7 4x6 4 8 ' 3 9 25 28 1 2 10 I' o 29 16 15 30 t4 31 13 12 32 5x6 WB= 4x10 = 5x6 WB= 3x8 = 3x8 = i 8-0-13 16-6-0 24-11-3 33-0-0 B-0-13 8-5-3 8-5-3 8-0-13 Plate Offsets X Y -- 1:0-2-1 0-1-8 4:0-3-0 Ed e , 8:0-3-0 Ed a 11:0-2-1 0-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.32 12-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.74 Vert(CT) -0.62 12-14 >635 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.16 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 161 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-10 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1935/0-8-0 (min. 0-2-5), 10=1935/0-8-0 (min. 0-2-5) Max Uplift2=-1096(LC 4), 10=-1096(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-25=458812204, 3-25=-4501/2219, 3-4=-4176/2036, 4-5=-4102/2047, 5-26=-2978/1609, 6-26=-2898/1623, 6-27=-2898/1623, 7-27=-2978/1609, 7-8=-4102/3047, 8-9=-4176/2036, 9-28=-4501/2219, 10-28=-4588/2204 BOT CHORD' 2-29=-1948/4283, 16-29=-1948/4283, 15-16=-1586/3526, 15-30=-1586/3526, 14-30=-1586/3526, 14-31 =-1 586/3526, 13-31=-1586/3526, 12-13=-1586/3526, 12-32=-1948/4283, 10-32=-1948/4283 WEBS 6-14=-636/1408, 7-14=-1002/570, 7-12=-140/600, 9-12=-509/343, 5-14=-1002/570, 5-16=-140/600, 3-16=-509/343 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -1-4-0 to 1-11-10, Interior(1) 1-11-10 to 13-2-6, Exterior(2) 13-2-6 to 16-6-0, Interior(1) 19-9-10 to 31-0-6; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1096 lb uplift at joint 2 and 1096 lb uplift at joint 10. 6) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 LOAD CASE(S) Standard • • ••• • • • • ••• • • • • • • • • • • • • • • ••• • • • ••• Job Truss Truss Type Qty Ply 122 NE 105 ST MIAMI SHORES, FL MEVERS T2 COMMON 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Nov 27 14:38:04 2018 Page 1 I D: VuQ9w2wM Ddi9kkYEgJQuw?yF?Yx-P?26nr8kLKIFKsvOuOmdzx8TXSnOwBhYhejeoTyEzD 1-0-0 5 8-13 11-6-9 0 21-5 7 27-3-3 3%0-0 1 4 0 5-8-13 5 9-12 4-1116-6 -7 4 11-7 5-9-12 5 8-13 Scale = 1:57.6 3.88 F12 4x6 = 6 3x4 23 24 3x4 4x6 5 7 2x4 4 2x4 3 8 25 22 2x4 11 2 oo 1 YR 9 Icc . 11 26 14 13 27 12 28 11 10 29 3x4 = 5x6 WB= 4x10 — 5x6 WB= 3x4 = 3x8 — - 3x8 = - 8-0-13 16-6-0 24-11-3 33-0-0 8-0-13 8-5-3 8-5-3 8-0-13 Plate Offsets X Y -- 1:0-2-1 0-1-0 , 4:0-3-0 Ed a 9:0-0-0 0-0-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.32 12-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.74 Vert(CT) -0.62 12-14 >634 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.16 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 157 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-4 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-0-5 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=1813/0-8-0 (min. 0-2-2), 2=1937/0-8-0 (min. 0-2-5) Max Horz 2=53(LC 4) Max Uplift9=-940(LC 4), 2=-1104(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-4595/2225, 3-22=-4508/2240, 3-4=-4184/2058, 4-5=-4109/2069, 5-23=-2985/1631, 6-23=-2906/1645, 6-24=-2906/1644, 7-24=-2985/1630, 7-8=-4205/2129, 8-25=-4541/2326, 9-25=-4625/2312 BOT CHORD 2-26=-2020/4290, 14-26=-2020/4290, 13-14=-1659/3533, 13-27=-1659/3533, 12-27=-1659/3533, 12-28=-1677/3540, 11-28=-1677/3540, 10-11=-1677/3540, 10-29=-2113/4321, 9-29=-2113/4321 WEBS 6-12=-647/1412, 7-12=-1010/593, 7-10=-195/620, 8-10=-523/390, 5-12=-1002/570, 5-14=-140/600, 3-14=-509/342 NOTES- (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -1-4-0 to 1-11-10, Interior(1) 1-11-10 to 13-2-6, Exterior(2) 13-2-6 to 16-6-0, Interior(1) 19-9-10 to 29-8-6; cantilever left and right exposed; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 940 lb uplift at joint 9 and 1104 lb uplift at joint 2. 5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • • •• • •• • • •• • • • • • • • • • • • •• •• • • • •• •• Job Truss Truss Type Qty Ply 122 NE 105 ST MIAMI SHORES, FL MEVERS T3 COMMON 3 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Nov 27 14:38:05 2018 Page 1 ID:VuQ9w2wMDdi9kkYEgJQuw?yF?Yx-uBcV?A9M6dQ6xOTaS6HsV8geGs7FfexhwlTBKvyEzD 1-4-0 5 8-13 11-6-9 16 6-0 21-5-7 27-3-3 33 0 0 1 4-0 5 8-13 5 9 12 4-11-7 4 11-7 5-9-12 5-8-13 Scale = 1:57.6 3.88 12 4x6 = 6 3x4 23 24 3x4 46 5 7 2x4 4 2x4 i 3 8 25 22 2x4 112 co 1 Ed —9 Icc ; 26 14 13 27 12 28 11 10 29 = 3x8 = 3x4 = 5x6 WB= 410 5x6 WB= 3x4 = 3x8 = 8-0-13 16-6-0 24-11-3 33-0-0 B-0-13 8-5-3 8-5-3 B-0-13 Plate Offsets X Y — 1:0-2-1 0-1-0 4:0-3-0 Ed a 9:0-0-0 0-0-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.32 12-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.74 Vert(CT) -0.62 12-14 >634 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.16 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 157 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-4 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-0-5 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS. (lb/size) 9=1813/Mechanical, 2=1937/0-8-0 (min. 0-2-5) Max Horz 2=53(LC 4) Max Uplift9=-940(LC 4), 2=-1104(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-4595/2225, 3-22=-4508/2240, 3-4=-4184/2058, 4-5=-4109/2069, 5-23=-2985/1631, 6-23=-2906/1645, 6-24=-2906/1644, 7-24=-2985/1630, 7-8=-4205/2129, 8-25=-4541/2326, 9-25=4625/2312 BOT CHORD 2-26=-2020/4290, 14-26=-2020/4290, 13-14=-1659/3533, 13-27=-1659/3533, 12-27=-1659/3533, 12-28=-1677/3540, 11-28=-1677/3540, 10-11=-1677/3540, 10-29=-2113/4321, 9-29=-2113/4321 WEBS 6-12=-647/1412, 7-12=-1010/593, 7-10=-195/620, 8-10=-523/390, 5-12=-1002/570, 5-14=-140/600, 3-14=-509/342 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136niph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -1-4-0 to 1-11-10, Interior(1) 1-11-10 to 13-2-6, Exterior(2) 13-2-6 to 16-6-0, Interior(1) 19-9-10 to 29-8-6; cantilever left and right exposed; 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 940 lb uplift at joint 9 and 1104 lb uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 LOAD CASE(S) Standard •• • • • • • ••• •• • ••• • • • • % • to. to. • • • •• ••• ••• ••• ••• • ••• • •• • • •• • •• • • • • ••• • • • • ••• • • • • • • • • • • 06 00 • • • 00 • • • MEVERS I V2 I VALLEY 11 I 1 I Job Reference s Sep 25 2017 Print: 8.130 s 2-0-0 2-0-0 Scale = 1 2 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 0.90 TC 0.00 Vert(LL) n/a n/a 999 TCDL 15.0 Plate Metal DOL 0.90 BC 0.00 Vert(CT) n/a n/a 999 BCLL 0.0 Lumber DOL 0.90 WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Rep Stress Incr YES Matrix-P Weight: 6 lb FT = 0% Code FBC2017fTP12014 LUMBER- BRACING- BOT CHORD 2x8 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=11/2-0-0 (min. 0-1-8), 1=11/2-0-0 (min. 0-1-8) Max Grav2=21(LC 3), 1=21(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- (4) 1) Gable requires continuous bottom chord bearing. 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 moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with other live loads. 4) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• ••• ••• • • • • • • • ••• • • • • • ••• • • • • • • • • • • •• •• • • • •• •- ••• • • • ••• • • VALLEY 1 1 1 0 Job MEVERS Trusscor Job Reference (optional) Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Nov 27 14:38:05 2018 Page 1 ID: VuQ9w2wMDdi9kkYEgJQuw?yF?Yx-uBcV?A9M6dQ6xOTaS6HsV8gi WsGKfq 1 hwITBKvyEzD 4-0-0 4-0-0 2x4 2 4 1 3 2x4 11 Scale = 1:1 LOADING (psf) SPACING- 2-%0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.20 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.16 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 12 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=161/4-0-0 (min. 0-1-8), 3=161/4-0-0 (min. 0-1-8) Max Horz 1=178(LC 4) Max Upliftl=-218(LC 4), 3=-276(LC 4) Max Grav 1=273(LC 8), 3=273(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-132/290 Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (6) 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Corner(3); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. .4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 218 lb uplift atjoint 1 and 276 lb uplift at joint 3. 5) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, noncwncurrent with any other live loads. 6) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 LOAD CASE(S) Standard •• • • • • • ••• •• • ••• • • • • of • •• • • • •• ••• •• ••• ••• ••• • ••• • •• • • •• • •• • • • • ••• • • • • ••• •• •• • • • •• •• • • • ••• • • • ••• Job Truss Truss Type Qty Ply 122 NE 105 ST MIAMI SHORES, FL MEVERS V6 VALLEY 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Nov 27 14:38:06 2018 Page 1 ID: VuQ9w2wM Ddi9kkYEgJQuw?yF?Yx-MNAtC WA_txYzZA2nOpp52LDn8Ga4OHGr8yCIsLyEzD 6-0-0 6-0-0 2x4 I I Scale = 1:14.5 2 3.88 F12 4 1 5 3 3x4 I 2x4 II Plate Offsets X Y -- 1:0-3-15 Edge], 2:0-2-13 0-0-4 3:0-2-8 0-1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.32 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 19 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=271/6-0-0 (min. 0-1-8), 3=271/6-0-0 (min. 0-1-8) Max Horz 1=282(LC 4) Max Upliftl =-361 (LC 4), 3=-413(LC 4) Max Grav1=323(LC 8), 3=323(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-222/437 NOTES- (6) 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Corner(3) 0-11-2 to 5-2-0 , Exterior(2) 5-2-0 to 5-10-4; cantilever left and right exposed; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 361 lb uplift at joint 1 and 413 lb uplift at joint 3. 5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • • ••• • ••• ••• ••• Job Truss Truss Type Qty Ply 122 NE 105 ST MIAMI SHORES, FL MEVERS V20 VALLEY 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Nov 27 14:38:06 2018 Page 1 ID:VuQ9w2wMDdi9kkYEgJQuw?yF?Yx-M NAtC WA_txYzZA2nOpp52LDrQGaTOFDr8yCIsLyEzD 6-3-7 12-8-3 18-11-10 20-4-10 6-3-7 6-4-12 6-3-7 1-5 0 Scale = 1:33.4 3x4 = 2x4 II 3x6 = 2x4 II 3x4 = 1 t2 2 3 4 13 5 6 lu 11 14 10 9 8 15 7 2x4 II 3x4 = 3x6 = 3x4 = 2x4 II 6-3-7 12-8-3 18-11-10 6-3-7 6-4-12 6-3-7 Plate Offsets X Y — 7:0-2-0,0-0-8 11:0-2-0 0-1-0 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCDL 15.0 Plate Grip DOL 1.00 Lumber DOL 1.33 TC 0.38 BC 0.29 Vert(LL) 0.00 5 n/r 180 Vert(CT) 0.01 6 80 MT20 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.13 n/r Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-SH Weight: 92 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 18-11-10. Installation guide (lb) - Max Horz 11=-204(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 11=-179(LC 4), 7=-293(LC 4), 10=-366(LC 4), 8=-366(LC 4) Max Grav All reactions 250 lb or less atjoint(s) except 11=324(LC 10), 7=434(LC 1), 10=762(LC 1), 8=729(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-7=-379/322 WEBS 2-10=-609/443, 4-8=-578/396 NOTES- (7) 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 17-4-10, Exterior(2) 17-4-10 to 20-4-10; cantilever left and right exposed; end vertical right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 179 lb uplift at joint 11, 293 lb uplift at joint 7, 366 lb uplift at joint 10 and 366 lb uplift at joint 8. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 LOAD CASE(S) Standard •• • • • • • ••• •• • ••• • • • • •• • •• • • • •• ••• •• ••• ••• ••• • ••• • • • • f • • • • •• • • • • • • •• • •• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • •• 00 • • • •• •• • Job Truss Truss Type Qty Ply 122 NE 105 ST MIAMI SHORES, FL MEVERS V20A VALLEY 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Nov 27 14:38:07 2018 Page 1 ID: VuQ9w2wM Ddi9kkYEgJQuw?yF?Yx-gakFQsBceFggBKdzZXKKbZmOOgxL7jj_NcylPnyEzD 5-7-7 11-2-14 16-11-9 18-11-10 20-4-10 5-7-7 5-7-7 5-8-11 2-0-1 T 1 3.88 12 Scale = 1:33.7 7 3x6 = 4x6 = g 1 15 2 3 4 5 14 co Li U Li 13 16 12 17 11 10 18 9 19 8 3x6 = 5x6 = 5-7-7 11-2-14 16-11-9 18-11-10 5-7-7 5-7-7 5-8-11 2 O 1 Plate Offsets X Y -- 8:0-3-0 0-2-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) 0.00 6 n/r 180 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.25 Vert(CT) -0.01 7 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) -0.00 8 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-SH Weight: 81 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 18-11-10. (lb) - Max Horz 13=127(LC 4) Max Uplift All uplift 100 lb or less atjoint(s) except 8=-589(LC 4), 13=-156(LC 4), 12=-327(LC 4), 10=-323(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 8=306(LC 15), 13=319(LC 11), 9=366(LC 14), 12=648(LC 1), 10=657(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-8=-219/376 WEBS 2-12=-530/388, 4-10=-543/380, 5-8=-108/268 NOTES- (8) 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. Il; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 17-4-10, Exterior(2) 17-4-10 to 20-4-10; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 2x4 MT20 unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 589 lb uplift at joint 8, 156 lb uplift at joint 13, 327 lb uplift at joint 12 and 323 lb uplift at joint 10. 7) This truss has been designed for a moving concentrated load of 200.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• ••• ••• • • • • • • • • • • Job Truss Truss Type Qty Ply 122 NE 105 ST MIAMI SHORES, FL MEVERS V20B VALLEY 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Nov 27 14:38:07 2018 Page 1 ID:VuQ9w2wMDdi9kkYEgJQuw?yF?Yx-gakFQsBceFggBKdzZXKKbZm_Kgxz7jw_NcylPnyEzD 4-11-7 9-10-14 14-11-9 18-11-10 20-4-10 4-11-7 4-11-7 5-0-11 4-0-1 1-5-0 3.88 FIT Scales 1:33.7 5 4x6 = 13 1 14 2 3 4 0 r; 12 15 11 16 10 9 17 8 18 7 3x6 = 4x6 = 4-11-7 9-10-14 14-11-9 18-11-10 4-11-7 4-11-7 5-0-11 4 0-1 Plate Offsets X,Y -- 7:0-3-0 0-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) 0.00 5 n/r 180 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.21 Vert(CT) -0.00 6 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 82 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. All bearings 18-11-10. (lb) - Max Horz 12=208(LC 5) Max Uplift All uplift 100 lb or less atjoint(s) except 7=-419(LC 4), 12=-140(LC 4), 8=-134(LC 4), 11=-289(LC 4), 9=-285(LC 4) Max Grav All reactions 250 lb or less atjoint(s) except 7=383(LC 1), 12=304(LC 11), 8=437(LC 1), 11=571(LC 1), 9=575(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-7=-321/399 WEBS 4-8=-340/170, 2-11=-467/344, 3-9=-477/336 NOTES- (8) 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 17-4-10, Exterior(2) 17-4-10 to 20-4-10; cantilever left and right exposed; end vertical right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 2x4 MT20 unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 419 lb uplift at joint 7, 140 lb uplift at joint 12, 134 lb uplift at joint 8, 289 lb uplift at joint 11 and 285 lb uplift at joint 9. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 LOAD CASE(S) Standard • • • • • • • • • • • • • ••• • • • • •• • •• • • • •• ••• •• ••• ••• ••• • ••• • • • • • • • 00 • •• • •• • • • • • • • • • • • • • • •• •• • • • •• •• • Job Truss Truss Type Qty Ply 122 NE 105 ST MIAMI SHORES, FL MEVERS V20C VALLEY 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Nov 27 14:38:07 2018 Page 1 I D: VuQ9w2wMDdi9kkYEgJQuw?yF?Yx-gakFQsBceFggBKdzZXKKbZmz_gwW7il_Ncyl PnyEzD 6-5-13 12-11-9 18-11-10 20 4-10 6-5-13 6-5-12 6-0-1 1-5 0 - 3.88 12 Scale = 1:34.4 3x4 II 5 4 11 3x4 11 2x4 11 46 = 1 12 2 3 ri ci v 10 13 9 8 7 14 6 2x4 11 2x4 11 3x6 = 2x4 11 5x6 = 6-5-13 12-11-9 18-11-10 6-5-13 6-5-12 6-0-1 Plate Offsets X Y -- 6:0-3-0 0-2-12 10:0-2-0 0-1-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.45 Vert(LL) 0.00 4 n/r 180 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.31 Vert(CT) 0.02 5 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 82 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 18-11-10. (lb) - Max Horz 10=215(LC 5) Max Uplift All uplift 100 lb or less at joint(s) except 6=-452(LC 4), 10=-173(LC 4), 7=-222(LC 4), 9=-407(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 6=480(LC 1), 10=336(LC 10), 7=627(LC 1), 9=793(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-6=-401/443 WEBS 3-7=-498/280, 2-9=-659/478 NOTES- (7) 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 17-4-10, Exterior(2) 17-4-10 to 20-4-10; cantilever left and right exposed; end vertical right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 lb uplift at joint 6, 173 lb uplift at joint 10, 222 lb uplift at joint 7 and 407 lb uplift at joint 9. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 LOAD CASE(S) Standard Soo *00 • •• • • • • • •• ••• •• • • • •• • ••• • ••• ••• or •• • •• • • •• • • • • • • • • • • • • ••• • • • ••• • Job Truss Truss Type Qty Ply 122 NE 105 ST MIAMI SHORES, FL MEVERS V20D VALLEY 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Nov 27 14:38:07 2018 Page 1 I D: VuQ9w2wMDdi9kkYEgJQuw?yF?Yx-gakFQsBceFggBKdzZXKKbZm?Pgwj7iU_NcylPnyEzD 6-3-7 12-8-3 18-11-10 20-4-10 6-3-7 6-4-12 6-3-7 1-5-0 Scale = 1:33.4 06 = 2x4 II 3x6 = 2x4 II 46 = 1 12 2 3 4 13 5 6 11 14 10 9 8 15 7 2x4 II 46 = 3x6 = 46 = 2x4 11 6-3-7 12-8-3 18-11-10 6-3-7 6-4-12 6-3.7 Plate Offsets X Y -- 7:0-2-0 0-0-4 11:0-2-0 0-1-4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) 0.00 5 n/r 180 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.29 Vert(CT) 0.01 6 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 85 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 18-11-10. (lb) - Max Horz 11=-126(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 11=-171(LC 4), 7=-314(LC 4), 10=-374(LC 4), 8=-346(LC 4) Max Grav All reactions 250lb or less atjoint(s) except 11=327(LC 10), 7=442(LC 1), 10=755(LC 1), 8=721(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-7=-387/340 WEBS 2-10=-607/440, 4-8=-574/398 NOTES- (7) 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 17-4-10, Exterior(2) 17-4-10 to 20-4-10; cantilever left and right exposed; end vertical right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 171 lb uplift at joint 11, 314 lb uplift at joint 7, 374 lb uplift at joint 10 and 346 lb uplift at joint 8. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 LOAD CASE(S) Standard •• • • • • • ••• •• • ••• • • • • •• • •• • • • •• ••• •• ••• ••• ••• • ••• • • • ••• • • • • ••• • • • • • • • • • • •• •• • • • •• •• • • • ••• • • • ••• Job Truss Truss Type Qty Ply 122 NE 105 ST MIAMI SHORES, FL MEVERS V20E VALLEY 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Tue Nov 27 14:38:08 2018 Page 1 ID:VuQ9w2wM Ddi9kkYEgJQuw?yF?Yx-ImHddCBEPYohoTC97ErZ7m IAz4Gms9k8cGhsxEyEzD 6-3-7 12-8-3 18-11-10 20-4-10 , 6-3-7 6-4-12 6-3-7 1-5-0 Scale = 1:33. 3x4 11 2x4 11 3x6 = 2x4 11 3x4 11 1 12 2 3 4 13 5 6 11 14 10 9 8 15 7 2x4 11 2x4 11 3x6 = 2x4 II 2x4 11 6-3-7 12-8-3 18-11-10 6-3-7 6-4-12 6-3-7 Plate Offsets X Y -- 7:0-2-0,0-0-8 11:0-2-0 0-1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) 0.00 5 n/r 180 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.31 Vert(CT) 0.01 6 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight: 61 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 18-11-10. (lb) -Max Uplift All uplift 100 lb or less at joint(s) except 11=-170(LC 4), 7=-332(LC 4), 10=-377(LC 4), 8=-326(LC 4) Max Grav All reactions 250 lb or less atjoint(s) except 11=334(LC 10), 7=458(LC 1), 10=739(LC 1), 8=704(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-7=-405/358 WEBS 2-10=-605/440, 4-8=-571/394 NOTES- (7) 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 17-4-10, Exterior(2) 17-4-10 to 20-4-10; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 11, 332 lb uplift at joint 7, 377 lb uplift at joint 10 and 326 lb uplift at joint 8. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• go ••• ••• ••: ••: i i •• • ••• • ••• ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • •• • • •• •: 000 •:• i• •• s BCIS Home Log In j User Registration ` Hot Topics Submit Surcharge j Product Approval USER: Public User Or Stats S Facts Publications t FBC Staff I BCIS Site Map I links Search Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL17232-R3 Application Type Revision Code Version 2017 Application Status Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer USP Structural Connectors, a MiTek Company Address/Phone/Email 14,305 Southcross Drive Suite 200 Burnsville, MN 55306 (952)898-8635 ewalden@mii.com Authorized Signature Erin Walden ewalden@mii.com Technical Representative Erin Walden Address/Phohe/Email 14305 Southcross Drive Ste 200 Burnsville, MN 55306 (952) 898-8602 ewalden@mii.com Quality Assurance Representative Todd Asche Address/Phone/Email 14305 Southcross Drive Suite 200 Burnsville, MN 55306 (952) 898-8602 tasche@mii.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) ICC Evaluation Service, LLC ICC-ES Evaluation Service, LLC 12/31/2020 Terrence E. Wolfe P.E Validation Checklist - Hardcopy Received • • • • • • • • • • • • FL17232 fi3 COI &+ 4 titj:ffid jelidence for Evaluation odf • • •• • • • • ••• •• Standard•e ••• •• • • • •• YgM ANSI/AWC NDS 2015 ASTM D7.t47•9• • ••• ••; •;• 2005 •• ••• :• ` Equivalence of Product Standards �. : • • • • • Certified By_ 6 t•L 7 ••• • • • • ••• • • • • • ••• • • 1/5 https l w flondabuilding;prg/pr/pr_app_dtLaspx7param=wGEVXQwtDgvOQpGCIvtVmPeW@FY91a°16iI�st cjVSVQuDt*9ygl1u7ChLAw%3d%N u,J .•• . . . ••• 0 0 Sections from the Code rl Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved tt Summary of Produc�s, Go to Page Method 1 Option C 12/13/2017 12/14/2017 12/21/2017 0 it Paoe 1/ 2 0 0 17232.E •; • QU$26; HUS�8,4�115210, HUS375, Slant Nail Joist Hanger >. https://www.floridabuilding.org/pr/pr epp•atl.aspx?par�n=iglaO tDgvOQpGQvtVmPeWoFY51g%2bst3PcNSWuDL2Tygltu7ChLAw%3d%3d 2/5 HUS177; HUS179, HUS24-2, HUS26- 2, HUS28-2, HUS210-2, HUS212-2, HUS46, HUS48, HUS410, HUS412 Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL17232 R3 II ESR-3445 odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17232 R3 AE ESR-3445.Ddf 17232.7 JL24, IL26 Standard Joist Hangers Limits of Use Installation Instructions Approved for use In' HVHZ: No FL17232 R3 II ESR-3445,Ddf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17232 R3 AE ESR-3445.odf 17232.8 I JL28, JL210 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A besign Pressure: N/A Other: 17232.9 JN26-2, JN28-2, JN26E, JN28E, JN210E Limits of Use Approved for use in HVHZ: No ! Approved for use outside HVHZ: Yes i Impact Resistant: N/A Design Pressure: N/A I Other: Standard Joist Hangers Installation Instructions FL17232 R3 II ESR-3445.Ddf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232 R3 AE ESR-3445.Ddf Power Nail Hangers Installation Instructions FL17232 .113 •II ESR-3445.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Parry: Evaluation Reports FL17232 R3 AE ESR-3445.12df j 17232.10 JUS24, JUS24-2, JUS44 Slant Nail Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: No FL17232 R3 II ESR-3445.12df Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC 1 Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports j Other: ^� _ _ FL17232 R3 AE ESR-3445.Ddf 17232.11 JUS26, JUS28, JUS210, JUS36, Slant Nail Joist Hanger JUS38, JUS310, JUS26-2, JUS28-2, JUS210-2, JUS214-2, JUS46, JUS48, JUS410, JUS412, JUS414, JUS26-3, JUS28-3,3US210-3,JUS212-3, JUS214-3 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL17232 R3 II ESR-3445.Ddf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC I Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: _ J _ _ FL17232 R3 AE ESR'-3445 odf r17232.12 LGU325, LGU363, LGU525, MGU363, . Girder Hanger MGU525, MGU550, MGU562, MGU700, HGU363, HGU525. HGU550, HGU562, HGU700, HGU725, HGU900 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL17232 R3 II ESR-3445.Ddf Approved for use outside HVHZ: Yes- ° y*ri§"B)x ICC E*jlufi�!Wce;-LLC. nt Impact Resistant: N/A CreatecCb)%4ependeand Party: Design Pressure: N/A 6valuaftrsR2p,$rt4 ; •; • • Other: �El!17.222 R3. aE R9R-1446." 17232.13 SUH24, SUH24R, SUH34, SUH24-2, Joist Hanger SUH44, SUH4411, SUH26-3 • • • • • • • • • • : • i - LimitsofUse .;�y >:..., ' Insfillalilonsnstridhs•,:s_ :-•_w..: �,.:,_, Approved for use In HVHZ. No • •FLI:232 112.11 ESR-3445.r1tif • Approved for, use. outside HVHZ:. Yes-- _. Verified.By:.ICC EvaluationService.ELC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A tlglugtion iteponts • • • • • - ,. Other: 117Z:2_Rj 4-:SR-3441Ddf w.floridabuilding.org/pr/pr app. itU.aspx?param=wGE VXQwtQgvOQpGQvtVmPeWorysig%2ftt3PcNMdDL"2Tygltu7.ChLAwo/aid /per 17232.14 SUH26, SUH28, SUH210, SUH214; Joist Hanger SUH1710, SUH1714, SUH2611, SUR28R, SUH210R, . SUH214R,SUH2310, SUH2314, SUH36, SUH310, SUH314, SUH2610, SUH2614, SUH26-2, SUH28- 2,SUH210-2,SUH214-2 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL17232 R3 II ESR-3445 pdf Approved for use outside NVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: iDesign Pressure: N/A Evaluation Reports Other:. FL17232 R3 AE ESR-3445.pdf 17232.15 SUH46, SUH48, SUH410, SUH414, Joist Hanger SUH4611, SUH41011, SUH28-3, SUH210-3, SUH2310-2, SUH2314-2, SUH310-2, SUH66, SUH610, SUH66R, SUH610R Limits of Use Installation Instructions Approved for use to HVHZ: Yes FL17232 R3 1I ESR-3445 i3nf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant:. N/A Created by Independent Third Party: Design,Pressure: N/A Evaluation Reports -Other: FL17232 R3 A - R- 445 pdf 17232.16 THD26, THD26max, THD28, Face Mount Hanger - THD28max,.THD210, TH13230max, ' - THD175, THD177, THD179, THD26- 2, THD28-2, TH13210-2, THD210-3, THD210-4; THD46, TH048, THD410, THD412, THD414, THD610, THD612, J THD614,THD7210 Limits of Use Installation Instructions (-Approved for use in HVHZ: Yes FL17232 R3 II ESR-3445. Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: F1_172J2 R3 AE R-3445.pdf 17232.17 THDH26, THDH28, THDH210,�- Face Mount Hanger j THDH27925,THDH27112,THDH2714, THDH26-2, THDH28-2, THDH210-2, . j THDH212-2, THDH214-2, THDH3210, i THDH3212, THDH46, THDH48, THDH410, THDH412, THDH414 Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL17232 R3 II ESR-3445.odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17232 R3 AE ESR-3445.1df 17232.18 THDH26-3,THDH28-3, THDH210-3, Face Mount Hanger THDH212-3,THDH214-3, THDH5210, i THDH5212, THDH5214, THDH610, THDH612, THDH614, THDH26-4, THDH28-4, THDH6710, THDH6712, THDH6714, THDH7210, THDH7212, THDH7214 Limits of Use Installation Instructions Approved for use to HVHZ: Yes FL17232 R3 II ESR-3445 pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: -N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: • • • • • • • • • • • • • • • • • • • FL17232 R3 AE ESR-3445.pdf 17232.19 •. • • • •.. • • TMDMgg26 *, THDAQ26-3, THDHQ26- Girder Truss Hanger • •, • • • • • :T911)NQ46, 4, TIiDHQ2$•-2, THUHQ28-3, THDHQ28-4, THDHQ210-2, THDHQ210-3, THDHQ210-4, 1-1tM4$!jHDHQ410 Limits o&,,Qse • • • ' • • Approvedrfor Use to HWiZ:#let . cApp''roviesl=for use outside HVHZ: Yes `Tmp�ct iesistant: N/A *vw - � Installation Instructions . FL17232 R3 II ESR-3445.pdf Verified By:^ICC Evaluation -Service, LLC - _.. Created by Independent Third Party: Evaluation Reports FL17232 R3 AE `gSR 3445.odf. :.. .:4/5 a DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06 05 23—WOOD, PLASTIC, AND COMPOSITE FASTENINGS REPORT HOLDER: MiTek USA, INC. (FORMERLY USP STRUCTURAL CONNECTORS) 14305 SOUTHCROSS DRIVE, SUITE 200 BURNSVILLE, MINNESOTA 55306 EVALUATION SUBJECT: MiTek USA, INC.: USP® FACE MOUNT HANGERS ACC Imo: Icc, Look for the trusted marks of Conformity) "2014 Recipient of Prestigious Western States Seismic Policy Council ..: ' • : • • • • (WSSPQ Award in Excellence" A Subsidiary of ICC-ES Evaluation Reports are not to be construed as representing aest tt s I'any ocher attribute hot • specifically addressed, nor are they to be construed as an endorsement gPthe Abject a(he import or a Ko recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. • • •r, Copyright ° 2017 ICC Evaluation Service, LLC. All rights reserved. . . . . • 0 r 9:. . . .. .. IMES Evaluation Report ESR-3445 Reissued October 2016 Revised December 2017 This report is subject to renewal October 2018. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: MiTek USA, INC. (FORMERLY USP STRUCTURAL CONNECTORS) 14305 SOUTHCROSS DRIVE, SUITE 200 BURNSVILLE, MINNESOTA 55306 (952)898-8772 www.uSpconnectors.com info(&uspconnectors.com EVALUATION SUBJECT: MiTek USA, INC.: USP® FACE MOUNT HANGERS 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2015, 2012, 2009 and 2006 International Building Code® (IBC) ■ 2015, 2012, 2009 and 2006 International Residential Code® (IRC) Property evaluated: Structural 2.0 USES The MiTek USA, Inc. USP® structural connectors described in this report (see Table 15 for complete listing) are used for connecting wood framing members in accordance with Section 2304.10.3 of the IBC (Section 2304.9.3 of the 2012, 2009 and 2006 IBC). The connectors may also be used in structures regulated under the IRC when an engineered design is submitted to, and approved by, the code official, in accordance with Section R301.1.3 of the IRC. 3 0 DESCRIPTION 3.2 HD Face Mount Hanger: The HD Face Mount Hanger is designed to support headers, joists and trusses. The HD Face Mount Hanger is cold -formed from No. 14 gage steel; and is prepunched for 16d common nails into the supporting member, and either 16d common, 10d common or 10d-by-11/2-inch nails into the supported member. See Table 2 and Figure 2 for product dimensions, fastener schedule, allowable loads, and typical installation details. The HD, THD, THE and THFI offer increased allowable download and/or uplift values by installing additional nails into the triangular holes. Minimum ('min') load values require the installation of the specified nails into all round holes of the hanger to support the corresponding allowable loads. Maximum ('max') load values require the installation of the specified nails into all round and all triangular holes of the hanger to support the increased loads. Interpolation is not allowed between the min -max allowable load values and nail count. 3.3 HUS Slant Nail Joist Hanger: The HUS Slant Nail Joist Hanger is designed to provide double shear nailing for joist/truss-to-beam connections. The HUS Slant Nail Joist Hanger is cold -formed from No. 14 gage or No. 16 gage steel and is prepunched for 16d common nails into both the joist and the header. See Table 3 and Figure 3 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.4 JL Standard Joist Hangers: The JL Standard Joist Hangers are designed as face mount hangers for connecting nominal dimension lumber to headers, beams or girders. The JL hangers are cold -formed from No. 20 gage steel. The hangers are prepunched for 16d common or 10d common nails into the header, and 10d-by-11/2-inch nails into the joist. See Table 4 and Figure 4 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.5 JN and JNE Power Nail Hangers: JN and JNE Joist Hangers are designed to support 3.1 CLPBF Butterfly Hanger: one- and two-ply nominally 2-by-6 and 2-by-8 dimension The CLPBF Butterfly Hanger is a face -mount hanger with lumber joists. The JN joist hangers are cold -formed from triangular header flanges having�prepunc he snail holes for No.18 gage steel and have a seat depth of 15/8 inches joist -to -header or trus,J-tQ-tt,Vss oonnestions. T%CLPBF (41 mm). The JNE joist hangers are cold -formed from Butterfly Hanger is cold#erm;J 1rairi 1V&.18 gage steel No. 20 gage steel and have a seat depth of 2 inches and is prepunched fei• 1dd coWor: PAily' jNo %er header (51 mm). JN and JNE joist hangers are not prepunched for and 100-by-1 t/2-inch nails into the joist. See Table 1 and nails. See Table 5 and Figure 5 for product dimensions, Figure 1 for product dimensions, fastener schedule, required fastener schedule, allowable loads, and a typical allowable loadslaM aMPical itiStallv%n detei:.• • • installation detail. ]CC -ES Evaluation Reports are not to be construed as representing aesthetics nr any other attributes not specifically addressed nor are they to be construed as an endorsement to uny fib R or otherr matte ♦ntrk rh �eRoort,�tpas� eayyp oducrtonfor its use. There is velweII �y the report. no warranty by /CC Evaluation Service, LLC, express or implied, as Copyright C 2017 ICC Evad$tba y:ervit, LLC. f10 A..ghts reservad. Page 1 of 21 • • ..• . ESR-3445 I Most Widely Accepted and Trusted Page 2 of 20 3.6 JUS Slant Nail Joist Hanger: 3.12LGU/MGU/HGU Girder Hanger: The JUS Slant Nail Joist Hanger is designed for face -mount applications to provide double shear nailing for joist/truss-to-beam connections. The JUS Slant Nail Joist Hanger is cold -formed from No. 18 gage steel and is prepunched for either 10d common or 16d common nails into both the joist and the header. See Table 6 and Figure 6 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.7 SUH Joist Hanger: The SUH Joist Hanger is designed as a face -mount hanger to support nominal dimension lumber joists. The SUH Joist Hanger is cold -formed from No. 16 gage steel. The SUH Joist Hanger has prongs in the header flanges to temporarily position the hanger on the header. The hanger is prepunched for 10d common or 16d common nails into the header and 10d-by-11/2, 10d common, or 16d common nails into the joist. See Table 7 and Figure 7 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.8 THD Face Mount Hanger: The THD Face Mount Hanger is designed to support metal -plate -connected wood trusses and can also support LVL, LSL and PSL members. The THD Face Mount Hanger is cold -formed from either No. 12 gage, No. 14 gage, or No. 16 gage steel; and is prepunched for 16d common nails into the header, and either 10d common or 10d-by-11/2-inch nails into the joist. See Table 8 and Figure 8 for product dimensions, required fastener schedule, allowable loads, and a typical installation detail. 3.9 THDH Face Mount Hanger: The THDH Face Mount Hanger is designed as a hanger for metal -plate -connected 'wood trusses and can also support LVL, LSL and PSL members. The THDH Face Mount Hanger is cold -formed from No. 12 gage steel and is prepunched for 16d common nails. See Table 9 and Figure 9 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.10THF Face Mount Hanger: The THE Face Mount Hanger is designed to . provide lateral top chord support for 1-joist-to-header applications. The supporting header may be wood I -joists, LVL, LSL, PSL, or solid sawn lumber. The THE Face Mount Hanger is cold -formed from either No. 18 gage, No. 16 gage, or No. 12 gage steel; and is prepunched for 10d common nails into the header, and either 10d common or 10d-by-11/2-inch nails into the joist. See Table 10 and Figure 10 for product dimensions, fastener schedule, allowable loads - and and a typical installation detail. 3.11THFI Face Mount Hanger: The THFI Face Mount Hanger is designed to provide lateral top chord support for 1-joist-to-header applications with the added benefit of having six locking prongs in the hanger seat. The supporting header may be wood 1-joists, LVL, LSL, PSL, or solid sawn lumber. The locking prongs provide a consistent uplift capacity for 1-joists of all bottom flange thicknesses without the need of hanger -to -joist nails. The THFI also has a patented self-supporting top tab that securely grips to the header and holds the hanger in place without needing manual assistance while fasteners are installed. The THFI Face Mount Hanger is cold formed from No. 18 gage steel and is . pre -punched for 10d common nails into the header. See Table 11 and Figure 11 for product dimensions, fastener schedule, allowable loads and a typical installation detail: The LGU/MGU/HGU Girder Hangers are designed as face mount hangers for attaching glulam beams to glulam headers. Header fasteners are located high on the side flanges to allow a deeper supported member to be attached top flush to a shallower supporting member. The LG.U/MGU/HGU Girder Hangers are cold formed from either No. 10 gage or No. 7 gage steel and are pre -punched for '/4-inch-diameter MiTek Pro Series WS3 (3-inch-length) wood screws. The MiTek Pro Series wood screws are proprietary screws described in ESR-2761 and are shipped with the hangers. The LGU/MGU/HGU Girder Hangers can also be used to attach LVL, LSL and PSL beams and headers together. See Table 12 and Figure 12 for product dimensions, fastener schedule, allowable loads and a typical installation detail. 3.13THDHQ Girder Truss Hanger: The THDHQ Girder Truss Hangers are designed as face mount hangers for attaching multi -ply metal plated wooded girder trusses together. The THDHQ hangers are cold formed frgm No. 12 gage steel and are pre -punched for '/4-inch-diameter MiTek Pro Series WS3 (3-inch-length), WS45 (41/2-inch-length) or WS6 (6-inch-length) wood screws. The MiTek Pro Series wood screws are proprietary screws described in ESR-2761 and are shipped with the THDHQ hangers. The THDHQ hangers can also be used to connect LVL, LSL and PSL beams and headers together. See Table 13 and Figure 13 for product dimensions, fastener schedule, allowable loads and a typical installation detail. 3.14Materials: 3.14.1 Steel: The specific types of steel and corrosion protection for each product are described in Table 14 of this report. Minimum steel base -steel thicknesses for the_ different gages are shown in the following table: GAGE NO. MINIMUM BASE -STEEL THICKNESS (inch) 20 0.033 18 0.044 16 0.055 14 0.070 12 0.099 For SI: 1 inch = 25.4 mm. 3.14.2 Wood: Wood members must be sawn lumber or structural glued laminated timber with a minimum specific gravity of 0.50, or approved structural engineered lumber (structural composite lumber, alternative strand lumber, or prefabricated wood I joists) with a minimum equivalent specific gravity of 0.50, unless otherwise noted in the applicable table within this report. Wood members must have a moisture content not exceeding. 19 percent (16 percent for engineered wood products, except as noted in Section 4.1. For connectors installed with nails, the thiaknesl cl q3cr*Vo4d:n%MBer must be sufficient such:that them spa fiie�tf s rs' Flo not protrude through the oNosife. side of -thl Te"*r, unless otherwise pennVed h*tfie applicable table within this report. Wood members that are structural engineered lumber must be recggni" in, aqd used in a woralave with, a current ev�iluptioi� repojt.'Ret%r to Section 3.14.4 for issues related to,,,treated,IVood;. . :. 3.14.3 Falteners Required fastener types and sizes for use with the MiTek structural connectors described in this rgipgrt.are j;peciliedap this section and Tables 1 through 130, NailD W f4 connectors described in this . .. .. . . . .. . . ..... . . ... . . ' ESR-3445 I Most Widely Accepted and Trusted Page 3 of 20 report must comply with material requirements, physical properties, tolerances, workmanship, protective coating and finishes, and packaging and package marking requirements specified in ASTM F1667; and must have lengths, diameters and bending yield strengths as shown in the following table: FASTENER DESIGNATION FASTENER LENGTH (inches) SHANK DIAMETER (inch) MINIMUM REQUIRED Fyb (psi) P-nail' 1.375 0.105 100,000 10d x 02 1.5 0.148 90,000 10d Common 3.0 0.148 90,000 16d Common 3.5 0.162 90.000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. 'The fastener designation "P-nail" refers to power -driven nails described in ESR-1539. The fastener must have a minimum diameter, length, and bending yield strength as specified in this table. . MiTek Pro Series screws used for LGU/MGU/HGU and THDHQ hangers are described in ESR-2761. 3.14.4 Use in Treated Wood: Connectors. and fasteners used in contact with preservative -treated or fire -retardant -treated wood must comply with Section 2304.10.5 of the IBC (Section 2304.9.5 of the 2012, 2009 and 2006 IBC); Section R317.3 of the IRC (Section R319.3 of the 2006 IRC). The lumber treater or the report holder (MiTek), or both, should be contacted for recommendations on the appropriate level of corrosion resistance to specify for the connectors and fasteners as well as the connection capacities of the fasteners used with the specific proprietary preservative -treated or fire -retardant -treated lumber. 4.0 DESIGN AND'INSTALLATION 4.1 Design: The allowable load capacities in Tables 1 through 13 are based on allowable stress design. The use of the allowable load values for the products listed in Table 15 of this report must comply with. all applicable requirements and conditions specified in this report. Tabulated allowable loads are for normal load duration and/or short load duration, based on load duration factors, CD, in accordance with Section 11.3.2 of the National Design Specification® for Wood Construction (NDS) (Section 10.3.2 of the NDS, for the 2012, 2009 and 2006 IBC and IRC), as indicated in Tables 1 through 13 of this report. No further -increases are permitted for load durations other than those specified. Tabulated allowable loads are for connections in wood seasoned to a maximum moisture content of 19 percent (16 percent for engineered wood products) or less, used under continuously dry conditions and where sustained temperatures are limited to 100°F (37.8°C) or less. When connectors are installed in wood having 'a moisture content greater than 19 percent (16 percent for engineered wood products), or where the in-service moisture content is expected to exceed this value, the applicable Vat s9erVice factor' r+M,• nMt be applied. Unless otherowse MeQ iQ tt, tt4es of *this report, the applicable'.yret; sNigA tFAr,t*C�,,,� is as specified in the NDS for lateral loading of dowel type fasteners. When connectors are installed in wood that will experience seltainsd• expeowe� 40 teralawa ttzes exceeding 100OF (3i.80", thi-e .Towable loads in.this evaluation report rrtast be adjusted. by* the* tai4perafte factor, Cc, specified in Section 11.34 o1Me NDS'(Sectlon 1.0.3.4 of the NDS for the 2012, 2009 and 2006 IBC and IRC). Connected wood mwnit grj§ linupt be clfegM for load -carrying capacity at tpe QDn*p:or= in epcoiiance . . . . . . . . . . with NDS Section 11.1.2 (Section 10.1.2 of the NDS for the 2012, 2009 and 2006 IBC and IRC). 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions. 4.3 Special Inspection: 4.3.1 Main Windforce-resisting Systems under the IBC: Periodic special inspection must be ' conducted for components within the main windforce-resisting system, where required in accordance with Sections 1704.2 and 1705.11 of the IBC, Section 1705.10 of the 2012 IBC, Sections 1704 and 1706 of the 2009 IBC, and Section 1704 of the 2006 IBC. 4.3.2 Seismic Force -resisting Systems under the IBC: Periodic special inspection must be conducted for components within the seismic force -resisting system, where required in accordance with Sections 1704.2 and . 1705.12 of the IBC, Section 1705.11 of . the 2012 IBC, and Sections 1704 and 1707 of the 2009 and 2006 IBC. 4.3.3 Installations under the IRC: Special inspections are normally not required for connectors used in strictures regulated under the IRC. However, for components and systems requiring an engineered design in accordance with IRC Section R301, periodic special inspection requirements and exemptions must be in accordance with Sections 4.3.1 and 4.3.2 of this report. 5.0 CONDITIONS OF USE The MiTek Structural Connectors described in this report comply with, or' are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the manufacturer's published installation instructions must be available at the jobsite at all times during installation. In the event of a conflict between this report and the manufacturer's published installation instructions, this report governs. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.3 Connected wood members and fasteners must comply with Sections 3.14.2 and 3.14.3, respectively, 5.4 Adjustment factors, noted in Section 4.1 of this report and the applicable codes, must be considered where applicable. 5.5 Use of connectors and fasteners with preservative - treated or fire -retardant -treated lumber must be h accordance with Section 3.14.4. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), approved February 2017. 7.0 IDENTIFICATION The connectors described in this report are identified by the product model (stock) number, the number of the ICC-ES index evaluation report for MiTek ESR-2685, and by one or more of the following designations: MiTek USA, Inc.; USP Structural Connectors, a MiTek® Company; USP; or United Steel Produch Company. ESR-3445 I Most Widely Accepted and Trusted Page 8 of 20 TART C '1-411 IC CI ANT NAII -InIST WAN(:FR At I nw ARI F I nAn--q1, '3,1,8 DIMENSIONS (in.) FASTENER SCHEDULE ALLOWABLE DESIGN LOADS (lbs) STOCKNO. STEEL GAGE W H D A Header Joists Download Uplift QtyT Type Qty Type CD = 1.0 CD = 1.15 CD = 1.25 CD = 1.6 HUS26 16 15/6 57/,6 3 2 14 16d Common 6 16d Common 2760 3140 3400 2035 HUS28 16 15/6 73/16 3 2 22 16d Common 8 16d Common 4170 4745 5090 2950 HUS210 16 15/6 93/16 3 2 30 16d Common 10 16d Common 5455 5825 6040 4110 HUS175 16 113/16 53/6 3 2 14 16d Common 6 16d Common 2760 3140 3400 2035 HUS177 16 113/,6 71/a 3 2 22 16d Common 8 16d Common 4170 4745 5090 2950 HUS179 16 _ 113/16 91/6 3 2 30 16d Common 10 16d Common 5580 6040 6040 4110 HUS24-2 14 31/e 37/,6 2 1 4 16d Common 2 16d Common 850 965 1035 760 HUS26-2 14 31/6 5'/4 2 1 4 16d Common 4 16d Common 1085 1235 1330 1070 HUS28-2 14 3'/6 7'/6 2 1 6 16d Common 6 16d Common 1625 1850 1865 2390 HUS210-2 14 3'/s 9'/6 2 1 8 16d Common 8 16d Common 2170 2465 2660 2390 HUS212-2 14 3'/e 11'/6 2 1 10 16d Common 10 16d Common 2710 3080 3325 3825 HUS46 14 35/s 5 2 1 4 16d Common 4 16d Common 1085 1235 1330 1070 HUS48 14 35/8 7 2 1 6 16d Common 6 16d Common 1625 1850 1865 2390 HUS410 14 35/6 8r/6 2 1 8 16d Common 8 16d Common 2170 2465 2660 2390 HUS412 14 35/6 10% 2 1 10 16d Common 10 16d Common 1 2710 3080 1 3325 3825 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Allowable loads have been adjusted for load dUration factors, CD, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. ZAloowable loads shown are for installations in wood members complying with Section 3.14.2. Wood members must also have a reference compression perpendicular to grain design value, F p.p, of 625 psi (4.31 MPa) or greater. 3See Section 3.14.3 for required fastener dimensions and mechanical properties. 4HUS hangers provide torsional resistance, where torsional resistance is defined as a moment not less than 75 pounds (334 N) times the depth of the joist, at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 'Joist nails must be driven horizontally into the joist at an angle of 30- to 45-degrees from normal, such that they penetrate through the joist and into the header. 'HUS-IF inverted flange hangers are available in widths of 2 /4 inches or greater at the same design loads as corresponding HUS models. HUS }" (6 45' ib w+k* a TYPICAL HUS INSTALLATION TYPICAL HUS DOUBLE TYPICAL HUS-IF SHEAR NAIL INSTALLATION IN TE41N A1:GJINVILL.A'f!c?N+•• • FIGURE 3—HUS SLANT NAIL �OIST.44NW'•' ; : ••� . . •. • •• • • •. • . . • . • . • • . f- N ESR-3445 I Most Widely Accepted and Trusted Page 14 of 20 TABLE 9—THDH FACE MOUNT HANGER ALLOWABLE LOADS''2.3A STOCK NO. STEEL DIMENSIONS (in.) —W FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) GAGE H D Header Joist Download Uplift City Type Qty Type Co = 1.0 Co = 1.15 Co = 1.25 Co = 1.6 THDH26 12 16/6 5'/,6 5 20 16d Common 8 16d Common 4375 4895 5245 2865 THDH28 12 16/6 73/16 5 36 t6d Common 12 16d Common 7595 8130 8130 4445 THDH210 12 15/6 93/16 5 46 16d Common 16 16d Common 9310 9710 9710 5260 THDH27925 12 23/4 91/6 4 46 16d Common 12 16d Common 9020 9020 9020 4445 THDH27112 12 23/4 101/B 4 56 16d Common 14 16d Common 9710 9710 9710 4445 THDH2714 12 2314 12'l4 4 66 16d Common 16 16d Common 11185 11760 11760 5260 THDH26-2 12 37/16 53/6 4 20 16d Common 8 16d Common 4375 4895 5245 2865 THDH28-2 12 37/16 7'/8 4 36 16d Common 10 16d Common 7360 8130 8130 3165 THDH210-2 12 3'/16 91/6 4 46 16d Common 12 16d Common 9020 9020 9020 4445 THDH212-2 12 3% 10112 4 56 16d Common 14 16d Common 9710 9710 9710 4445 THDH214-2 12 33/6 12'/4 4 66 16d Common 16 16d Common 11760 11760 11760 5260 THDH3210 12 33/16 93/6 4 46 16d Common 12 16d Common 9020 9020 9020 4445 THDH3212 12 33/16 106/6 4 56 16d Common 14 16d Common 97,10 9710 9710 5260 THDH46 12 39/16 53/6 4 20 16d Common 8 16d Common 4375 4895 5245 2865 THDH48 12 39/16 71/6 4 36 16d Common 10 16d Common 7360 8130 8130 3165 THOH410 1 12 39/16 91/6 4 46 16d Common 12 16d Common 9020 9020 9020 4445 THOH412 12 39/,6 101/2 4 56 16d Common 14 16d Common 9710 9710 9710 5260 THDH414 12 39/15 13'/,6 4 66 16d Common 16 16d Common 11760 11760 11760 5655 THDH26.3 12 51/6 57/16 4 20 16d Common 8 16d Common 4375 4895 5245 2865 THDH28-3 12 51/6 73/16 4 36 16d Common 12 16d Common 7595 8130 8130 4445 THDH210-3 12 516 93/16 4 46 16d Common 16 16d Common 9710 9710 9710 5260 THDH212-3 12 5'/6 113/16 4 56 16d Common 20 16d Common 9740 9740 9740 5260 THDH214-3 12 51/6 133/16 4 66 16d Common 22 16d Common 11760 11760 11760 5655 THDH5210 12 53I6 9'/6 4 46 16d Common 16 16d Common 9710 9710 9710 5260 THDH5212 12 5% 11'/6 4 56 16d Common 20 16d Common 9740 9740 9740 5260 THDH5214 12 5% 131/6 4 66 16d Common 22 16d Common 11760 11760 11760 5655 THDH610 12 5'/2 9 4 46 16d Common 16 16d Common 9020 9020 -9020 5260 THDH612 12 5'12 11 4 56 16d Common 20 16d Common 9740 9740 9740 5260 THDH614 12 5'/2 13 4 1 66 16d Common 22 16d Common 11760 11760 11760 5655 THDH26-4 12 69/16 57/,6 4 20 16d Common 8 16d Common 4375 4895 5245 2865 THDH28-4 12 67/16 79/16 4 36 16d Common 12 16d Common 7595 8130 8130 4445 THDH6710 12 67/e 87 1% 4 46 16d Common 12 16d Common 9020 9020 9020 4445 THDH6712 12 67/6 1073/16 4 56 16d Common 14 16d Common 9020 9020 9020 5260 THDH6714 1 12 67/6 1213/,6 4 66 16d Common 16 16d Common 11760 11760 11760 5655 THDH7210 12 71/4 9 4 46 16d Common 12 16d Common 9020 9020 9020 4445 THDH7212 -12 71/4 101/2 4 56 16d Common 14 16d Common 9020 9020 9020 5260 THDH7214 12 71/4 12'l4 4 66 16d Common 16 16d Common 11760 11760 1 11760 5655 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Allowable loads have been adjusted for load duration factors, Co, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 2Allowable loads shown are for installations in wood members complying with Section 3.14.2. 3See Section 3.14.3 for required fastener dimensions and mechanical properties. 4THDH hangers provide torsional resistance, up to a maximum joist depth of H + 1.0 inch (H + 25.4 mm) where torsional resistance is defined as a moment not less than 75 pounds (334 N) times the depth of the joist, at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the oist is 0.125 inch (3.2 mm). Allowable loads shown are for installations in wood members complying with Section 3.11.2. 'Wood members must also have a minimum reference compression perpendicular to grain design value, F,,,P, of 625 psi. Joist nails. must be driven horiiontally into the joist at an angle of 30- to 45-degrees from normal, such that they penetrate through the joist, and into the header. Al TYPKAL THOH DOUBLE SHEAR • • • • • • • NAn WKr;. ar 1 Arrfw • i i FIAURE 9—THDH FACE MOUNT HANGER YYPICA1. THUH INVALLAPON lomwomwa%, III wmwImel U—V ,vmm.!w polio ul glow= TYPE BRACING 'MATERIALS • GIENJE��NOTLS" tATNALWAMM=WM" rAWAMvc2"0==Ammrmlm,T,,, mmOYAQUAUPW Tollon LX 4 JIND. 45 SP A 40P, lX4#28R8(ETF,HF,8PF) L W10"WONO AlrTNUM"Amum UXrM%N.AND AT,VfflM4f=9==NA 1"remm Th"WrHm SO.W M-fDf4WW$rMFWWMAC9Z 4 OWMlbrLA7WAWMj*&MYm=v"*" 9-1611 Awnw)Kma FORM Owma LATIFALMAND malerwilm"W=mm 2 X 3 ft SM GMT ($PF. OF, HF, OR SP) 4 LATEMOLqMSHOLUDdamniomANpIM1100VM1NNTMM$FAOE 2X4A$MGMW(8PF,DF,HF,ORSP) FWAOMM&OUVANNA83MMONOWAMP COMMAODMOULT WM704WO"URM-MLIN& OFOAM 2 X 0 13 OR MrM (SPF, DF, HF, OR 7 XVWTOVWMTWUONWDPAWMFQRWUAWWFOM. IL TAMUMV&MAFEUMONAVOL-136 FOR STABILIZERS: .. PMA MOSOFIrOA OILY WrlKL�Tm=w"mwrpwcmw a ye NUTInMFORTMA.LLA&LUOU YlNALOMO"WWMFWUA0LM5ft AT%TO U 0 IA 11 111 mmo-,Uw W XWOr" yr RZAWM wmmavmvmwsgmgrmnL A MY RVMcwvm BLOCKM TK= IMAIM MM =for braft of ft kdftd Wa web mmber i M%= =bbmimO**V m.my ed be rxpW for the sbWty the Ovwd MdrfimLTrAmOw*Om hem Ispdone . OW Me can to WW ID pcW* sMbft ag"t web bWft• OONTINWUS LATERAL RESTRAINT 2-10dNAILS (SEE 90M 4) sips 41 00 0 .0 a 0 ARk ". PF—REZ- . tt - PE. # ftUftl 1811 SW 33 so 060 PON 21 • 00 • DATE QI ?I 000 0 • so 0 0.6• V "KOtf 7777T ., L-BRACE DETAIL Nalling Pattern . L-Breve size Nab Slieuag Spacb 1x4 or 8 10d 8° O.C. 2x4,.6, or 8 16d 8° O.C. Note: Nall along entire be o of L-Brace (On.TWo-P" Nail to Both Piles) Nef e SPACING Jr 1-11 Section Detail -�— L Brace Wab Note: L-Bracing to be used -when continuous lateral bracing ts'linpractiml. L-brace must cover 90% of well length. L-Brace Size for Oho -Ply Truss Specified Continuous Rowe.otLatierai Bradng Web Size 1 2 2x33 or 9x4 1 x4 H, 2x6 1 xe Ht .2xS 2x6 •.. 'DIRECT SUs6TITUTT0N NOT ApLICA6LE. ' L-Qrac I Size for Two -Ply Truss [SpeClBed Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 Hf 24 2x6 H• 2xe 2xB Hi DIRECT SUBSTITUTION NOT APLICASLE ARMANDO R. PEREZ PE. # 28026 1811 SW 33 CT MIAMI, FL. 45 (305) 21 44$ v r_ DATE j L-Smoe must be same'specles g►gd9 (ar Deit9t) a3Areb'tl�mbet.• 4 .,,:�u.za•..r.7:.=.ac.•�'s= . - - �.�.:•. _.• • • . • ,:•!—•«.�+s-�i•' •';�b�:r.w.w.,a.w-_- .,.., .w;:•...m....�..-.s.,.�. _ .. TRUSSED VALLEY SET DETAIL ( -I(?iCAil) GABLE END, COMMON TRUSS OR GIRDER TRUSS /mil? �A 4 44� Ou efj 1069 ' Page 1 of 1 NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING BASE TRUSSES VALLEY TRUSS TYPICAL , TYPICAL (24" O.C. ) (24" O.C. '' L LLL 11 1 , I LL rE L7 S 5 t�l>n1 VALLEY TRUSS TYPICAL 1. INSTALL BASE TRUSSES. 2. APPLY SHEATHING TO TOP CHORD OF SUPP( TRUSSES. VALLEY TRUSSES MAY PROVIDE BRACING IF SHEATHING IS NOT APPLIED. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUK AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C BELOW. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. — V.V.1 P F12 '// M.A*a jiA SEE DETAIL A, B. OR C BELOW (TYP.) TOE - NAIL VALLEY TO 2t � BASE TRUSS W/ (,I) 16d TOE NAILS 12 71 ATTACH 24CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W1 TWO 16d (.131" x 3.5") NAILS INTO EACH TRUSS BELOW VALLEY TRUSS DETAIL A (GREATER THAN 3/12 PITCH) ATTACH BEVELED 2x4 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO 16d (.131" x 3.5*) NAILS INTO EACH TRUSS BELOW ATTACH VALLEY TO BEVELED 2x4 W/ (2) 16d TOE NAILS DETAIL C TOE - NAIL VALLEY TO (GREATER THAN 3112 PITCH BASE TRUSS W/ LESS THAN 12/12 PITCH) ( 2 )16d TOE NAILS 9 10 ATTACH 2x4 CONTINOUS NO.2 SPF BLOCK TO THE FACE OF THE ROOF W / --K��,97 16d (.131" x 3.5") NAILS INTO EACH TRUSS BELOW. EACH TRUSS BELOW MUST HAVE A BLOCK ATTACHED TO IT. TOE - NAIL VALLEY TO B SE TRUSS W/ (�)16d TOE NAILS �-- 5 Tot 14A1t,5 DETAIL B (3/12 PITCH OR LESS) Riff,N 0R. P R1Z P E 2 8 0 2 6 786-255-4344 DATE r/16/2013 •• ••• • • • • • •• 1.8;1 5;w 3:c , �a.314.5 0 000 -•-4