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RC-16-2241 (2)
,-.cLTRICAL- ` `IBUILDING V J I .-. 1" - - '- - r, -'. * .4 1. 1 1# 1�7� 11; 141 - f- -1i, 1 0,rt ;0 :-, ;�? - I WIV 09 IV V 7J 'Z�lz ?F A: � ��:.Certificate of Completion :fix: Miami Shores Village X 10050 N.E. 2nd Ave, Miami Shores, Florida 33138 Tel: 305-795-2204 Fax: 305-756-8972 v Building Inspection Department Description: TERRACE ENCLOSURE 'n Permit Type Building (Residential) Bldg. Permit No. RC-8-16-2241 Owner RACHELSANON Contractor Arco Construction Corporation Subdivision/Project Date Issued 05/26/2020 "N Construction Type V-13 Occupancy Single Family Type Square Footage 230.00 Flood Zone X Location If the building is located in a special flood hazard area documentation of the as -built lowest floor 10250 NE 2 AVE elevation or lowest horizontal structural member has been provided and is retained in the records of Miami Shores, FL Miami Shores Village. This certificate issued pursuant to the requirements of the Florida Building Code certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. -1 Building Officials Approval Not Transferable POST IN A CONSPICUOUS PLACE AIR FZ; ,U- Ismael Naranjo, CBO it t 4P RON M:: G/s f SCALE: I" V�� 2 0' SKETCH NO.: 20-0775 LDRAWN BY: O.C. I SIDE 2 OF 2 BLOCK 13 k h _Z11-11 - CNO,161 Ki r* inxrA 4ZTPP'rT PINNELL SURVEY INC. 5300 W. HILLSBORO BLVD., SUITE 215-A COCONUT CREEK FI ORIDA 33073 PHONE(954)4184940 FAX(954)41&4941 EMAIL: order@a8endmd CERTIFICATE NO.: LB6857 SURVEY ADDRESS: CERTIFY TO: IM50 N.E. 2ND AVENUE 1. RACHEL SANON MIAMI SHORES, FLORIDA 33138 RC-8-16-2241 BASE FLOOD ELEVATION: N/A CONTROL PANEL NO.: 120652-0302-L DATE OF FIRM INDEM 09/11/09 POTENTIAL ENCROACHMENTS: 1.5 FOOT C.B.S. WALL CROSSES OVER THE NORTHERLY PROPERTY LINE. 2.5 FOOT WOOD FENCE CROSSES OVER THE NORTHERLY AND SOUTHERLY PROPERTY LINES. 3.6 FOOT WOOD FENCE CROSSES OVER THE SOUTHERLY PROPERTY LINE. LEGAL DESCRIPTION: LOT 3, AND THE SOUTH M2 OF LOT 2, BLOCK 13, OF "MIAMII SHORES SECTION ONE", ACCORDING TO THE PLAT THEREOF, AS RECORDED 1N PLAT BOOK 10, AT PAGE 70, OF THE PUBLIC RECORDS OF MIAMI-DADS COUNTY, FLORIDA. LEGEND & ABBREVIATIONS: A - ARC D.S. - DRAINAGE EASEMENT P.C. - POINT OF CURVATURE A/C - AIR CONDITIONER EI.EV. - ELEVATION P.E. - POOL EQUIPMENT A.E. - ANCHOR EASEMENT B.S. - ELECTRIC SERVICE PJL - POINT OF INTERSECTION B.M. -BENCHMARK F.P. A L - FLORIDA POWER & LIGHT P.R.C. - POINT OF REVERSE CURVE B.C.R. - BROWARD COUNTY RECORDS L.B. = LICENSED BUSINESS P.O.B. - POINT OF BEGINNING C.H.S. - CONCRETE BLOCK STRUCTURE L-P. - LIGHT POLE P.O.C. - POINT OF COMMENCEMENT CHATT. - CHATTAHOOCHEE M.H. = MANHOLE P-P. - POWER POLE C.O. - CLEANOUT M -MEASURED R - RADIUS CONC. - CONCRETE NAVD - NORTH AMERICAN VERTICAL DATUM R/W - RIGHT-OF-WAY C.L.F. = CHAIN LINK FENCE NGVD - NATIONAL GEODETIC VERTICAL DATUM T - TANGENT C.L.P. = CONCRETE LIGHT POLE NO. -NUMBER (TYP.) - TYPICAL (C) -CALCULATED O.H. -OVERHANG U.E. - UTILITY EASEMENT C.B. = CHORD BEARING O.R.B. - OFFICIAL RECORDS BOOK W.F. - WOOD FENCE C.R. - CABLE RISER O/S - OFFSET W.M. - WATER METER (D) -DEED (P) -PLAT - DELTA OR CENTRAL ANGLE D.B. - DEED BOOK P.B.C.R = PALM BEACH COUNTY RECORDS CENTERLINE M-D.CJL_ MIAhG_DADE COUNTY RECORDS P.B. - PLAT BOOK �z' - ELEVATION GENERAL NOTES: 1. TYPE OF SURVEY: BOUNDARY 2. IF THIS SURVEY HAS BEEN REVISED AS INDICATED IN THE REVISION BOX SHOWN HEREON, THEN ANY AND ALL PREVIOUS VERSIONS OF THIS SURVEY PREPARED BY PINNELL SURVEY, INC. ARE NULL A VOID. 3. THE PROPERTY SHOWN HEREON WAS NOT ABSTRACTED FOR OWNERSHIP, RIGHTSOF-WAY, EASE M[EN TS OR OTHER MATTERS OF RECORD BY PINNELL SURVEY, INC THERE MAY BE ADDITIONAL RESTRICTIONS THAT ARE NOT DEPICTED ON THIS SURVEY THAT MAY BE FOUND IN THE PUBLIC RECORDS OF THE COUNTY, FOR WHICH THE SUBJECT PROPERTY IS LOCATED IN. 4. UNLESS OTHERWISE NOTED, FIELD MEASUREMENTS ARE IN AGREEMENT WITH RECORD MEASUREMENTS. 5. ELEVATIONS SHOWN HEREON (IF ANY) ARE RELATIVE TO NOVD 1929, UNLESS OTHERWISE NOTED. 6. UNDEROROUND IMPROVEMENTS AND UTILITIES ARE NOT LOCATED. 7. FENCE AND WALL OWNERSHIP IS NOT DETERMINED. 8. THIS DRAWING IS THE PROPERTY OF PINNELL SURVEY, INC. AND SHAH NOT BB USED OR REPRODUCED, WHOLE OR IN PART WITHOUT WRITTEN PERMISSION & AUTHORIZATION FROM PINNELL SURVEY, INC. 9. ALL EASEMENTS SHOWN ON TENS ATTACHED DRAWING ARE PER THE RECORD PLAT (UNLESS OTHERWISE NOTED} CERTIFICATION: THIS IS TO CERTIFY THAT I HAVE RECENTLY SURVEYED THE PROPERTY DESCRIBED IN THE FOREGOING TITLE CAPTION AND HAVE SET OR FOUND MONUMENTS AS INDICATED ON THIS SKETCH AND THAT SAID ABOVE GROUND SURVEY AND SKETCH ARE ACCURATE AND CORRECT TO THE BEST OF MY KNOWLEDGE AND BELIEF. I FURTHER CERTIFY THAT T 41S SURVEY MEETS THE STANDARDS OF PRACTICE UNDER RULE SJ-17, FLORIDA ADMINISTRATIVE CODE, ADOPTED BY THE FLORIDA STATE BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS. THIS SURVEY IS NOT VALID WITHOUT THE ORIGINAL SIGNATURE AND SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER JASON H. ILL, PROFESSIONAL SURVEYOR & MAPPER LICENSE NO.5734, STATE OF FLORIDA SKETCH NO.: 20-0775 DATE OF SURVEY: 05/01/20 CHECKED BY: O.C. FIELD BOOK/PAGE: 613/42 ,., ............ ....... ............. otno l nv , )NSPECTION RECORD Miami Shores Village 10050 N.E 2nd Avenue Miami Shores, FL 33138-0000 Phone (305)795-2204 Fax '305)756-8972 Permit NO. F%-8-16-2241 Permit Type. Residential Construction Work Classi catron;, Alteratlo[t issue Date: 10/1312017 Ex Tres: 04/ 1 1/201 S - P� INSPECTION REQUESTS: (305)762-+4949 or Log on at https://bidg.miamisi-ioresvillage.com/cap REQUESTS ARE ACCEPTED DURING 8:30AM - 3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Residential Construction inarcei #:1132060131710 Owner's Name: RACHEL SANON Owner's Phone:—�i Job Address: 10250 NE 2 Avenue Total Square Feet: 230 k4iwni Shores, FL Total Job Valuation: $ 28,425.00 I Rona Number: 3528 ,zv - WORK IS ALLOWED: MONDAY THROUGH FRIDAY, 8:OOAM - 7:OOPM. Contractor(s) ne ._ s.. Pri ontraaor SATURDAY 8:OOAM - 6:OOPM. ARCO CONSTRUCTION P ' 305 89�"6bi07 7 �` Ye�j NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS. jor r- J0 BUILDING AND ROOFING INSPECTIONS ARE DONE l: IL t MONDAY THROUGH FRIDAY. )�,v A—t ;4/F,�-f,- I ?'40 INSPECTION WILL BE MADE UNLESS THE PERMIT GARD IS DISPLAYED AND HAS BEEN Ai'PROVED PLANS ARE READLY AVAILABLE IT IS THE PERMIT APPLICANT'S RESPUNSIBILI i Y TO ENSURE THi.T WORK IS c,G' SSIBLE ANJ FXPUSED FOP !NSPECTION P'JRPOSES. NEITHER THE BUILDING OFFIC AL NOR THE CITY SHALL BE LIAbLr FOR F xPENSE Er!TA LED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW !NSPECTION WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU arvITEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN .ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF �si3!NlMENCEMENT. INSPECTION RECORD DATE INSP Foundation Stemwa ll Slab Columns (1st Lift) Columns (2nd Lift) Tie Beam Truss/Rafters Roof Sheathing Bucks Interior Framing Insulation Ceiling Grid Drywall FirewaII Wire Lath Pool IS Pool Deck Final Pool Final Fence Screen Enclosure Driveway Driveway Base Tin Cap Roof in Progress Mop in Progress Final Roof Shutters Attachment Final Shutters Rails and Guardrails ADA compliance DOCUMENTS Soil Bearing Cert Soil Treatment Cert Floor Elevation Survey Reinf Unit Mas Cert Insulation Certificate Spot Survey Final Survey Truss Certification STRUCTURAL COMMENTS Excavation INSPECTION Temporary Pole 30 Day Temporary Pool Bonding Pool Deck Bonding Pool Wet Niche Underground Footer Ground Slab Wall Rough Ceiling Rough Rough Telephone Rough Telephone Final TV Rough TV final Cable Rough Cable Final Intercom Rough Intercom Final Alarm Rough Alarm Final Fire Alarm Rough Fire Alarm Final Service Work With ELECTRICAL DATE I INSP DATE I INSP INSPECTION DATE I INSP Water Service rFire °dughut prinklers Tank Sewer Hook-up Roof Drains Gas LP Tank Well Lawn Sprinklers Main Drain Pool Piping Backflow Preventor Interceptor Catch Basins Condensate Drains HRS Final PLUMBING COMMENTS INSPECTION DATE INSP Underground Pipe Rough Ventilation Rough Hood Rough Pressure Test Final Hood Final Ventilation Final Pool Heater Final Vacuum COMMENTS Arlenis Silvera From: Ismael Naranjo Sent: Friday, May 29, 2020 2:47 PM To: Rachel Sanon Cc: Michael Orta; Lazaro Remond; Arlenis Silvera; Sindia Alvarez Subject: RE: property at 10250 ne 2nd ave Good afternoon Ms. Sanon, As you know the roof was partially approved pending the legalization of the enclosure, Now that the enclosure has been legalized and the permits are close I will proceed to close the roof permit. At this time there are no open permits for your property. As for the case with Code Enforcement, Mike is aware and we will talk to Mr. Remond the Director for Code Enforcement as soon as he is back in the office next week. Mr. Remond will let you know the requirements. Thank you. Ismael Naranjo, BO Building Director Miami Shores Village 10050 NE 2 Ave Miami Shores, FL 33138 Office: 305-795-2204 Fax: 305-756-8972 www.miamishoresvillage.com Nc. ANTES IN �► \O RiD/ From: Rachel Sanon <sanon_rachel@hotmail.com> Sent: Friday, May 29, 2020 11:43 AM To: Ismael Naranjo <Naranjol@msvfl.gov> Subject: Re: property at 10250 ne 2nd ave good morning, I would like to know how to close the permit on the flat roof is there any possibility we can meet or not. I have some many questions and no answer. thank you 1 From: Ismael Naranjo <Naraniol@msvfl.pov> Sent: Tuesday, May 26, 2020 2:46 PM To: Rachel Sanon <sanon rachel@hotmail.com> Cc: Michael Orta <OrtaM@msvfl.gov> Subject: RE: property at 10250 ne 2nd ave Good afternoon Rachel, That is great news, I have included Mr. Orta on the email, he should be able to guide you in the right direction. Thank you. Ismael Naranjo, BO Building Director Miami Shores Village 10050 NE 2 Ave Miami Shores, FL 33138 Office: 305-795-2204 Fax: 305-756-8972 www.miamishoresvillaae.com _. .,_.1 H •w From: Rachel Sanon <sanon rachel@hotmail.com> Sent: Tuesday, May 26, 2020 2:39 PM To: Ismael Naranjo <Naraniol@msvfl.gov> Subject: property at 10250 ne 2nd ave Greeting, I hope you are doing well and staying healthy. Lester has completed the work on the house and final inspection was completed. I want to know what's the next step in resolving the lien on the house. please give me a call at 786-319-2743 Rachel Sanon Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 FCORiDp' Permit No. RC-8-16-2241 Pe Permit Type: Residential Construction rill'it Work Classification: Alteration Permit Status: APPROVED Issue Date: 10/13/2017 1 Expiration: 04/11/2018 Project Address Parcel Number Applicant 10250 NE 2 Avenue 1132060131710 Miami Shores, FL Block: Lot: RACHEL SANON Owner Information Address Phone Cell RACHEL SANON 10250 2 Avenue MIAMI SHORES FL 33138- 10250 2 Avenue MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone ARCO CONSTRUCTION 305-892-6507 In Review Date Approved:: In Review Date Denied: Tvoe of Construction: TERRACE ENCLOSURE it Setback: Setback: Submitted: Yes -ate Date: Fees Due Amount Bond Type - Owners Bond $500.00 CCF $17.40 CO/CC Fee $50.00 DBPR Fee $12.80 DCA Fee $8.53 Education Surcharge $5.80 Notary Fee $5.00 Permit Fee $852.75 Plan Review Fee (Engineer) $120.00 Plan Review Fee (Engineer) $120.00 Plan Review Fee (Engineer) $120.00 Scanning Fee $12.00 Technology Fee $23.20 Total: $1,847.48 Occupancy: Single Family Exterior: Rear Setback: Right Setback: Bathrooms: Certificate Status: Additional Info: Classification: Residential Valuation: $ 28,425.00 Total Scl Feet: 230 Pay Date Pay Type Amt Paid Amt Due Invoice # RC-8-16-60929 10/13/2017 Check #: 2676 $ 1,797.48 $ 50.00 08/09/2016 Check #: 2641 $ 50.00 $ 0.00 Bond #: 3528 AVallaDle Inspection Type: Final PE Certification Window Door Attachment Framing Insulation Drywall Screw Window and Door Buck Fill Cells Columns Review Building Review Electrical Review Electrical Review Electrical Review Planning Review Planning Review Planning Review Building Review Building Review Building Review Building Review Plumbing Review Structural Review Structural Review Structural Review Mechanical Review Mechanical In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFqDAVIT: xrtif that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction/aAd zoning/ the m e. I authorize the above -named contractor to do the work stated. October 13, 2017 r '/ \Applicant / Contractor / Agent Building Department Copy October 13, 2017 1 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION jEfBUILDING ❑ ELECTRIC ❑ ROOFING FBC 201 q Master Permit No. pa& - z2_ 4 1 Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: I D 2-7IJ IV 6 Zr c\ f� ✓\P City: Miami Shores County: Miami Dade Zip: 3��7 Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): �C.� Cir 1 �l >G11Yi Q V 1 Phone#:7-71P� - -3 (el- f 3 Address: 10 2 S'O N 'e' 7 h E".p City: t (tea State: i--::%___ Zip: Tenant/Lessee Name: o..i 4,4 Phone#: Email: CONTRACTOR: Company Name: A2(-10 60V?� A (Ly r-""' 1)(A WlO Phone#: � - � 7 Q� Address: 12 Ne �D�" �?� � City: �� State: Zip Qualifier Name: ne#: IG S 9 d State Certification or Registration #:u� Ulf I (o ZCertificate of Competency #: DESIGNER: Arch itecct1/Engineer: II !N 1%�1�.1) E- Z Phone#: Address: "c p VJ /�i� �/ J�i�l`Q_ ' � City: / �Y� ( State: _ j• _Zip: - Value of Work for this Permit: $ � �►� Y Square/Linear Footage of Work: _ �� Is Type of Work: ❑ Addition EO--A Iteration ❑ New ❑ Repair/Replace ❑ Demolition Specify color �o/f�color thru tile: M Submittal Fee $ 33 , � Permit Fee $ 6 �Z ' 5 CCF $ - L4 6 CO/CC $ SO' W Scanning Fee $ I Z CA Radon Fee $ _ '0' 3 DBPR $ 1 2 -� N t $ Technology Fee $ Training/Education Fee $ Structural Reviews $12-G- M IZd. M _ (Revised02/24/2014) o ary Double Fee $ z rnrn Bond $ qY3 ' W TOTAL FEE NOW DUE $ i • 8 1/ q 8 Bonding Company's Name (if applicable) Bonding Company's Address 1 � City. State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and einspc tion fee will be charged. Signature Signature OWN E rAGENT CO TRAC OR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this Oq_ day of OJM2;F--)L20 by t ( day off 20 by aifd(. S�x,N ___,who is personally known to ��`�� who is personally known to me or who has produced TtZi IutNS�-' as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY BLIC: NOTARY PUB I Sign: Sign: Print: ( lP =� Print: S: cytifVW Y w'v Y 7r Seal: 9Poe Notary Public State of Florida 45eal: y °�YP�e� Notary Public State of Florida ( Sindia Alvarez { k ; Sindia Alvarez { QQ My Commission FF 156750 It My commission FF 156750 "nor Expires09/0312018 't i* for Fro° Expires0910312018 { APPROVED BY ' Plans Examiner Zoning Structural Review _ Clerk (Revised02/24/2014) 0 n a 9 003233 Local Busi R Hess Tax Receipt Fn�w k,�_ �t,—L-10v Uounty, State of Florida- -THIS IS NOT A BILL - Dn NnT env 2758275 BUSINESS NAME/LOCATION., ARCO CONSTRUCTION CORP RECOPT NO:x• EXPIRES 1665 NE 137TERR RENEWAL SEPTEIMBER 30, 2018 NORTH MIAMI FL-33181' 2889732 Must be displayed at place of business Pursuant to County Code Chapter MA — Art. 9 & 10 OWNER ARCO CONSTRUCTION CORP SEC. TYPE OF BUSINESS 196 GENERAL BUILDING CONTRACTOR PAYMENT RECEIVED Worker(s) 1 CGC1505163 BY TAX COLLECTOR $45.00 09/22/2017 This ment CHECK21-17-092056 permit oar aBcert�ifical on of the ess Tax Receipt older'sogoali( cations, to do business. Holder must comply with is not a any governmental "nongovernmental regulatory laws and requirements which nnnty n, N,e P....____ The RcC CPT NU. above must be displayed on all commercial vebi1:IOX r,Miami—Dede�q For more information, visit Hlww.rniam'ded' poy „±, wu . ; F» Arco Construction Corporation October 10, 2017 State of Florida County of Miami Dade Before me this day personally appeared Lester Jensen who, being duly sworn, deposes and says: That he will be the only person working on the project located at: 205 NE 101 Street, Miami Shores, FL 33138 Sworn to (or affirmed) and subscribed before me this _ A day of October , 2017 ,by Personally know Or Produced Identification Type of Identification Produced r V'Y'1FYY-YYYY'Y YIv Y u • r y iW "",at_ Notary Public State of Florida F . . Sindia Alvarez r N 447 My Commission FF 156750 t of c� Expires 0910312018 Print, Type-6 Stamp Name of Notary General Contractors/CGCI50516311665 N.E. 1370 Terrace/N. Miami, FL 33181 305.892-6507 Notice to Owner — Workers' Com Miami Shores Village Building Department 10050 N,E,2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 nation Insurance Exemption Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officer% in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees, including the owner, must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if. . The officer owns at least 10 percent of the stock of the corporation, or in the case of an LLC, a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State, Division of Corporations; and 3. The corporation is registered and listed as active with the Florida Department of State, Division of Corporations. No mare than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption and has acknowledge that he or she will not use day labor, part-time employees or subcontractors for your project. The contractor has provided an affidavit stating that he or she will be the only person allowed to work on your project. In these circumstances, Miami Shores Village does not require verification of workers' compensation insurance covera om the contractor's company for day labor, part-time employees or subcontractors. BY SIGNING aFLOW YET AC LEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. /' / I (( / State of Florida County of Miami -Dade The foregoing was acknowledge before me this By�e,N>v�- NON J "C' day of �U , 20j_. who is personally known to me or has produced SE as identification. Notary: . ray►+"' "osG� Notary Public State of Florida SEAL: Sindia Alvarez 'A My Commission FF 156750 •fOF fti�p Expires 09103/2018 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the .... residential Simulated Performance method shall include • • • • "": This checklist • ...... ...... 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, e-ratio and the pass or fail status along with summary • areas and types of components, whether the home was simulated as a worst -case: • • • • • • orientation, name and version of the compliance software tool, name of individual ...... completing the compliance report (1 page) and an input summary checklist that can • • • "' . be used for field verification (usually 4 pagesIrnay be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: O Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4. I., - one page) O A completed Envelope Leakage Test Report(useraliv 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) EnergyGauge® - LiSRCZB v5.1 1/26/2017 9:37:12 PM Page 1 of 1 FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Fortis - La Casita Builder Name: Street: 2106 Joan ave Permit Office: City, State, Zip: Panama FL , Permit Number: Owner: Jurisdiction: Design Location: FL, Panama City County:: Bay (Florida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types (2995.0 sgft.) Insulation .,"a a. Frame - Steel, Exterior R=34.0 -2 • • 2. Single family or multiple family Single-family 2. b. Frame - Steel, Adjacent •A:.34.0 280.00 ftf 3. Number of units, if multiple family 1 c. N/A " R= i • • • •ft. **so 1 d. N/A 4. Number of Bedrooms 10. Ceiling Types (1380.0 sgft.) • • • 6IR9Ulation Area : • • 5. Is this a worst case? No a. Under Attic (Vented) • • •9i=40.0 4 380.00 ft' • •ft2 • 6. Conditioned floor area above grade (ft') 1975 b. N/A c. N/A • • • Q _ • • • � •••jt' • • ••• Conditioned floor area below grade (ft') 0 11. Ducts • • i • + rt ft ' • • • • 7. Windows(1424.0 sgft.) Description Area " • • 150 a. Su 6 p AC 1, Ret: AC 1, AH: AC 1 b. Sup: AC 2, Ret: AC 2, AH: AC 2 • • • • • • 6 150 a. U-Factor: Dbl, U=0.66 1376.00 ft= • SHGC: SHGC=0.25 12. Cooling systems o I�tu/hr Wiici o o • • . b. U-Factor: Sgl, U=1.00 48.00 ft' a. Central Unit *,,so :6.0 S,FoP*:18.Q0 • SHGC: SHGC=0.50 b. Central Unit 23.8 SEER:! 0.40 c. U-Factor: N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft' a. Electric Heat Pump 55.5 HSPF:12.00 SHGC: b. Electric Heat Pump 23.8 HSPF:13.00 Area Weighted Average Overhang Depth: 2.000 ft. 14. Hot water systems Area Weiahted Average SHGC: 0.258 a. Electric Tankless Cap: 1 gallons 8. Floor Types (1380.0 sgft.) Insulation Area EF: 0.990 a. Crawlspace R=12.2 1380.00 ft' b. Conservation features b. N/A R= ft' None c. N/A R= ft' 15. Credits None Total Proposed Modified Loads: 68.46 PASS Glass/Floor Area: 0.721 Total Baseline Loads: 68.55 a� s� I hereby certify t�t�at�t {aIonS• • •dip �I�4�, J2�*'u covered by ' TcTdci Energy Review of the plans and specifications covered by this T A OF �E �r r� this calculatior,�ar� e5n 1VW t; •• calculation indicates compliance Code. :. / with the Florida Energy Code. • A 93 L �� PREPARES YY: Before construction is completed DATE: • u-4 _ this building will be inspected for ` _._ y compliance with Section 553.908 Statutes. h: ✓ 'y� w� I herebycerti h Ts uidit' \�e iZn compliance fY,I p � 9, Florida �' t) Cpp � with the Florida En rgj,ode,. • • . •' 4 a, OWNER/AGENT: �,,�'$F�}'� BUILDING OFFICIAL: - DATE: DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance requires a roof absorptance test and a roof emittance test in accordance with R405.7.2 Compliance with a proposed duct leakage Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.040 Qn for whole house. 5/20/2016 3:19 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 r ll1 RA M A n C nn�A I VI\IVI I\TVJ-�V I PROJECT Title: Fortis - La Casita Bedrooms: 1 Address Type: Street Address Building Type: User Conditioned Area: 1975 Lot # Owner: Total Stories: 2 Block/SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 2106 Joan ave Permit Office: Cross Ventilation: No County: Bay Jurisdiction: Whole House Fan: No City, State, Zip: Panama , Family Type: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE """ • IECC Design Temp Int Design Temp aaesrgn• Daily Tew" Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer LlV j4jqpys Moisture Ranges FL, Panama City FL_PANAMA_CITY_BAY 2 32 91 70 ! 75 T2b• iSf• • • •• • Lo • •••• BLOCKS ... Number Name Area Volume • •' • ' 1 Block1 750 7500 "' • 2 Block2 1225 12250 900� • SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfIID Finished Cooled Heated 1 AC! 750 7500 No 2 0 1 Yes Yes Yes 2 AC 2 1225 12250 Yes 3 1 2 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Crawlspace AC 1 90 ft 22 500 ft' 12.2 1 0 0 2 Crawlspace AC 2 118 ft 22 880 ft' 12.2 1 0 0 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Metal 1495 ft' 0 ft' Unfinishe 0.3 Yes 0.7 Yes 0 22.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RIBS IRCC 1 Full attic Vented 150 1380 ft' Y N 3i2U%2U 16 3:1y Fivi Lnergy-66 uy ;'vvr. r ,:a�:r.::: EnDne EDAnr- 00-1A CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) AC 1 40 Double Batt 500 ft2 - 0 Metal 2 Under Attic (Vented) AC 2 40 Double Batt 880 ft2 0 Metal WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space 0 _ 1 N Exterior Frame - Steel AC 1 34 21 0 20 0 420.0 ft2 0 0 0.3 0 2 E Exterior Frame - Steel AC 1 34 24 0 20 0 480.0 ft2 0 0 0.3 0 - 3 W Exterior Frame - Steel AC 1 34 24 0 20 0 480.0 ft2 0 • • • • 0 • • • •0. 3 •: • , - 4 N Exterior Frame - Steel AC 2 34 7 0 20 0 140.0 ft2 • • • •00 • 0 • • V 0 _ 5 E Exterior Frame - Steel AC 2 34 10 0 18 0 180.0 ft2 •"• • • 0 • dti •U • 6 W Exterior Frame - Steel AC 2 34 31 6 18 0 567.0 ft2 •"• • • 0 t.3 i0, • _ 7 S Exterior Frame - Steel AC 2 34 28 0 16 0 448.0 ft2 •� • U• • • • Y• • 0 • b.e • • •0• • 8 W Garage Frame - Steel AC 2 34 20 0 14 0 280.0 ft2 0000 • i• • • • 0 •0.f11• • • • - • • DOORS •••••• • Ornt Door Type Space Storms U-Value Width • Heigll • • • • • Area Ft • In • Ft Mn :0 0 1 W Insulated AC 2 Metal .5 3 • • 09 • 0000 •27 ft2 •• WINDOWS Orientation shown is the entered, Proposed orientation. / Wall Overhang v # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Vinyl Double (Tinted) Yes 0.66 0.25 36.0 ft2 2 ft 0 in 9 ft 0 in IECC 2012 None _ 2 N 1 Vinyl Double (Tinted) Yes 0.66 0.25 49.5 ft2 2 ft 0 in 9 ft 0 in IECC 2012 None 3 N 1 Vinyl Double (Tinted) Yes 0.66 0.25 49.5 ft2 2 ft 0 in 9 ft 0 in IECC 2012 None 4 N 1 Vinyl Double (Tinted) Yes 0.66 0.25 36.0 ft2 2 ft 0 in 9 ft 0 in IECC 2012 None -_ 5 N 1 Vinyl Double (Tinted) Yes 0.66 0.25 36.0 ft2 2 ft 0 in Oft 1 in IECC 2012 None 6 N 1 Vinyl Double (Tinted) Yes 0.66 0.25 49.5 ft2 2 ft 0 in Oft 1 in IECC 2012 None 7 N 1 Vinyl Double (Tinted) Yes 0.66 0.25 49.5 ft2 2 ft 0 in 0 ft 1 in IECC 2012 None 8 N 1 Vinyl Double (Tinted) Yes 0.66 0.25 36.0 ft2 2 ft 0 in 0 ft 1 in IECC 2012 None 9 E 2 Vinyl Double (Tinted) Yes 0.66 0.25 49.5 ft2 2 ft 0 in 13 ft 0 in IECC 2012 None 10 E 2 Vinyl Double (Tinted) Yes 0.66 0.25 49.5 ft2 2 ft 0 in 13 ft 0 in IECC 2012 None 11 E 2 Vinyl Double (Tinted) Yes 0.66 0.25 49.5 ft2 2 ft 0 in 13 ft 0 in IECC 2012 None 12 E 2 Vinyl Double (Tinted) Yes 0.66 0.25 49.5 ft2 2 ft 0 in 13 ft 0 in IECC 2012 None 13 E 2 Vinyl Double (Tinted) Yes 0.66 0.25 60.5 ft2 2 ft 0 in 0 ft 6 in IECC 2012 None 14 E 2 Vinyl Double (Tinted) Yes 0.66 0.25 60.5 ft2 2 ft 0 in 0 ft 6 in IECC 2012 None 15 E 2 Vinyl Double (Tinted) Yes 0.66 0.25 55.0 ft2 2 ft 0 in 0 ft 6 in IECC 2012 None 16 E 2 Vinyl Double (Tinted) Yes 0.66 0.25 55.0 ft2 2 ft 0 in 0 ft 6 in IECC 2012 None 17 W 3 Vinyl Double (Tinted) Yes 0.66 0.25 49.5 ft2 2 ft 0 in 13 ft 0 in IECC 2012 None 18 W 3 Vinyl Double (Tinted) Yes 0.66 0.25 49.5 ft2 2 ft 0 in 13 ft 0 in IECC 2012 None _ 19 W 3 Vinyl Double (Tinted) Yes 0.66 0.25 49.5 ft2 2 ft 0 in 13 ft 0 in IECC 2012 None 20 W 3 Vinyl Double (Tinted) Yes 0.66 0.25 49.5 ft2 2 ft 0 in 13 ft 0 in IECC 2012 None 21 W 3 Vinyl Double (Tinted) Yes 0.66 0.25 55.0 ft2 2 ft 0 in 0 ft 6 in IECC 2012 None __ 11 n CI-D.. nA4 a C....ti.... Dnnr. A 1 C pliant CnAur.ra Paoe 3 of 5 r' M K A MAnc I]n4A rVRIVI R4UJ'LV IY WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang # Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade - Screening 22 W 3 Vinyl Double (Tinted) Yes 0.66 0.25 60.5 ft' 2 ft 0 in 0 ft 6 in IECC 2012 None 23 W 3 Vinyl Double (Tinted) Yes 0.66 0.25 60.5 ft' 2 ft 0 in 0 ft 6 in IECC 2012 None 24 W 3 Vinyl Double (Tinted) Yes 0.66 0.25 55.0 ft' 2 ft 0 in 0 ft 6 in IECC 2012 None 25 N 4 Vinyl Double (Tinted) Yes 0.66 0.25 27.0 ft' 2 ft 0 in 13 ft 0 in IECC 2012 None 26 N 4 Vinyl Double (Tinted) Yes 0.66 0.25 24.0 ft' 2 ft 0 in 0 ft 6 in IECC 2012 None 27 E 5 Vinyl Double (Tinted) Yes 0.66 0.25 27.0 ft' 2 ft 0 in 13 ft 0 in IECC 2012 None 28 E 5 Vinyl Double (Tinted) Yes 0.66 0.25 27.0 ft' 2 It 0 in 13 ft 0 in IECC 2012 None 29 W 6 Vinyl Double (Tinted) Yes 0.66 0.25 21.0 ft' 2 ft 0 in 4 ft 0 in IEC 0XA § • 0 None 30 S 7 Vinyl Double (Tinted) Yes 0.66 0.25 25.0 ft' 2 ft 0 in 8 go in. �. IECC fM V NoV • • 31 S 7 Vinyl Double (Tinted) Yes 0.66 0.25 25.0 ft' 2 ft 0 in 8 1 Q ins IEC0020�10 0. No0000 32 S Skylt Metal Single (Tinted) Yes 1 0.5 8.0 ft' 0 ft 0 in 0 %9 it:. • IECC 201Z Norge •••• 33 S Skylt Metal Single (Tinted) Yes 1 0.5 32.0 ft' 0 ft 0 in 0 1 a"• . IECO20l 2• Nome 34 S Skylt Metal Single (Tinted) Yes 1 0.5 8.0 ft' 0 ft 0 in 0 ft Q In * •••••• IECC2012• •••• NoAe • •••• GARAGE •• •• •••• •••• # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height • Exposed Wall OsulaiMn **eel 1 300ft' 384ft' 50 ft loft . •�• 1 ;•�• INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 -- 1 BySpaces Proposed CFM(50) .000127 250 13.72 25.81 .0983 1.9947 2 BySpaces Proposed CFM(50) .000078 250 13.72 25.81 .0603 1.2245 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF:12 55.5 kBtu/hr 1 sys#1 2 Electric Heat Pump None HSPF:13 23.8 k6tu/hr 2 sys#2 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER: 18 56 kBtu/hr 1500 cfm 0.75 1 sys#1 2 Central Unit None SEER: 20.5 23.8 kBtu/hr 714 cfm 0.75 2 sys#2 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric Tankless AC 1 0.99 1 gal 60 gal 120 deg None __ .- i is n CL.O..r7rN A S2CtC.- DA(5 A 1 !"'mm�li�nt gnfhAinrp Paoe 4 of 5 r—MRA MAnr 7nAA FlJ[Afvl IIYVJ-GV IY SOLAR HOT WATER SYSTEM FSEC Collector Storage Cent # Company Name System Model # Collector Model # Area Volume FEF None None ft2 DUCTS / --- Supply ---- --- Return --- Air CFM 25 CFM25 HVAC # v # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 AC 1 6 150 ft2 AC 1 50 ft2 Proposed Qn AC 1 -- cfm 30.0 cfm 0.04 0.00 1 1 2 AC 2 6 150 ft2 AC 2 50 ft2 Proposed Qn AC 2 — cfm 49.0 cfm 0.04 0.00 2 2 TEMPERATURES •.•. Programable Thermostat: N Ceiling Fans: • • • Cooling �Xjl3n Heating XJan [X] Feb [X] Feb N Mar Mar j[XX]] [XAppr Apr j[XX]] [X] May May {{XY]] Jun jX] Jul [X] Jun Jul [X] Au Au[ ( Sep • • •� •C�ctNov SeP �,XQct X :ov Noy [XI q,,c X Cuc• • X Dt'c Venting X Jan X Feb Mar (X Apr [[XXJJ May [[XX]) Jun [X] Jul l [X] Aug lxl •: [X Se X ct Thermostat Schedule: FloridaCode 2014 Hours .. • •.. .... •; Schedule Type 1 2 3 4 5 6 7 8 y' • •' 10 • �1 1 G o• Cooling (WD) AM 75 75 75 75 75 75 75 75 75 75 • 75 75 5 75 75• 75 7% PM 75 75 75 75 75 • • • • o Cooling (WEH) AM 75 75 75 75 75 75 75 75 675 • 75 75 75 • 75 7�, 711 • • • PM 75 75 75 75 75 75 75 ...75 • Heating (WD) 72 72 72 72 72 72 72 2 7 72 72 72 72 72 126 72 •72 72 PAM M 72 2 72 72 Heating (WEH) AM 72 72 72 72 72 72 72 72 72 72 72 72 72 72 72 72 72 72 72 72 72 72 72 PM 72 i• _ _ .. ..I:.. _+ c..cl....,... P.— S of q J%LU!'GU 10 .7:-IZ rIv1� FORM R405-2014 ' ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 100 The lower the EnergyPerformance Index, the more efficient the home. 2106 Joan ave, Panama , FL, 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area a. Frame -Steel, Exterior R=34.0 47.15�0 ft' 2. Single family or multiple family Single-family b. Frame - Steel, Adjacent • R=34.0 •62689,pL ft' 3. Number of units, if multiple family 1 c. N/A • • • R� • ft' • • • @ • • • d. N/A R= • • • ft' • • 4. Number of Bedrooms 1 10. Ceiling Types *see •• • •• • Insulation Area •••••• 5. Is this a worst case? No a. Under Attic (Vented) • • "--40.0 138•u.00 ft' • • 6. Conditioned floor area (ft') 1975 b. N/A • • • R • • • ft2 •••• i •••• • • c. N/A ft' ••••• 7. Windows" Description Area 11. Ducts • • • • • • R• • ft' • • *so** a. U-Factor: Dbl, U=0.66 1376.00 ft' a. Sup: AC 1, Ret: AC 1, AH: AC 1 • •' • • • o o : •6 150 *so*** SHGC: SHGC=0.25 b. Sup: AC 2, Ret: AC 2, AH: AC 2 6 150 • In. U-Factor: Sgl, U=1.00 48.00 ft' • • • • SHGC: SHGC=0.50 12. Cooling systems • PBtu/hr :4WL1epcy • • • • • • c. U-Factor: N/A ft' a. Central Unit • • 56.0 46EER:18.00 23.8 • • • • • • • • SHGC: b. Central Unit • • • 4WZR:2.n.50 • • d. U-Factor: N/A ft2 13. Heating systems kBtu/hr Effic eney SHGC: a. Electric Heat Pump 55.5 HSPF:12.00 Area Weighted Average Overhang Depth: 2.000 ft. b. Electric Heat Pump 23.8 HSPF:13.00 Area Weighted Average SHGC: 0.258 8. Floor Types Insulation Area 14. Het water systems Cap: 1 gallons a. Crawlspace R=12.2 1380.00 ft' a. Electric EF: 0.99 b. N/A R= W b. Conservation features c. N/A R= ft' None 15. Credits None I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address of New Home: Date: City/FL Zip: *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 5i20/2016 3:19 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: 2106 Joan ave Permit Number: Panama , FL, MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law (Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both 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 verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R40�A.1.1•and R402..4.1" The sealrnrg• • • • methods between dissimilar materials shall allow for differential expansion and contraction. ' • •' ; • • • • • • R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R404.4A olsoigall be installed ion accorr WV@ • with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the jpgt :4jf constructiop. Where • . required by the code official, an approved third parry shall inspect all components and verify complVl1'. .. • • • • • • R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leal?A- P- late of nofexce ing 5 air**. • • changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 throulle%.•Testing shall tgjpppducted VVjC •' blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, te4ipj 5fp1 be cord VVjd by an • • • • • • approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code • • official. Testing shall be performed at any time after creation of all penetrations of the building thermal VvLope. • • • • • •••••• During testing: • • • • • 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond theiiftet: ed weatherstripping or* • • • • other infiltration control measures; • • 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond inomfided infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air leakageVVindows, 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 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or A AMANdDMA/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. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. �1 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 tvt that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. y� R403.2.2 Sealing (MandatoryAll ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct 'tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm (85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: 1. The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 5/20/2016 3:19 PIVI _ EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com ' T'Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105•F (41•C) or below 55•F (13°C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. Al R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. •••• R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertigel pipEbrisers sh lili v• • • • • • • heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially availatiie• dbt sap or a • • • downward and upward bend of at least 3 % inches (89 mm) in the hot water distribution line and cold water line lob t gas c lose a:possitl. • • • • i • to the storage tank. • • • • • • • • •••••• R403.4.4 Water heater efficiencies (Mandatory). • • • • • • • • • O R403.4.4.1 Storage water heater temperature controls • • • • • R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with auton"ro l;p"erature ccGti4i capably, • i • • • of adjustment from the lowest to the highest acceptable temperature settings for the intended use•Tt1b Titimum to m i erature settin� • • • • range shall be from 100•F to 140°F (38•C to 60°C). • R403.4.4.1.2 Shutdown. A separate switch or a clearly marked circuit breaker shall be provide: to perr:it the paver sypplied to • • • • i • electric service systems to be turned off. A separate valve shall be provided to permit the energy tuppliV to the rtVTri't1t ftr(s) of • • combustion types of service water heating systems to be turned off. • • • • i • • • • 000000 O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum effic ewes 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 met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. • R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 5/20/2016 3:19 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Corn Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O 0000 R403.6.1.2 Heating equipment capacity • • • •••• •••••• R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as c41cVVed.4accordinqto Section • R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than th : design cooling loa(L • • R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4e"@f tl;e design requirements • • calculated according to the procedure selected in Section R403.6.1. *ego • • . • R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with 1 ,stewl draft atnosphenc burneWS • • • shall not be less than the design load calculated in accordance with Section R403.6.1. 000000 • • • • • i • • •• •• •••• •••••• O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or hea tin equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have egwpr ent sized ortontrolled to • prevent continuous space cooling or heating within that space by one or more of the following options: ' . • •: • • • • • • • 1. A separate cooling or heating system is utilized to provide cooling or heating to the major eotert4nraent areAs. • • • • 2. A variable capacity system sized for optimum performance during base load periods is utilized. • • 0 �j R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. �j R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55'F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40'F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. VI RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or rnnrrP.tP rierk rnofs do -not have sufficent space, R_1 Q is.allowed. _ 5/20/2016 3:19 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com age e 3 of.3 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Fortis - La Casita Builder Name: Street: 2106 Joan ave Permit Office: City, State, Zip: Panama , FL , Permit Number: Owner Jurisdiction: Design Location: FL, Panama City COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. X Breaks or joints in the air barrier shall be sealed. • ' • • Air -permeable insulation shall not be used as a sealing material. • • • • Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the • : • insulation and any gaps in the air barrier shall be sealed. X Access openings, drop down stairs or knee wall doors to unconditionea attic .••. • ' • spaces shall be sealed. • • • • • • Corners and headers shall be insulated and the junction of the fggup jjj on .... Walls and sill plate shall be sealed. . �' • •; The junction of the top plate and the top or exterior walls shall be sealed. X Exterior thermal envelope insulation for framed walls shall be installeVrO6 • • substantial contact and continuous alignment with the air barrier. ; • •.;. ' Knee walls shall be sealed. : • • • : • Windows, skylights and doors The space between window/doorjambs and framing and skylights and '.;X framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. X Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside of X and cantilevered floors) subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. X Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or X unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity X spaces. X Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air X tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in N/A exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air N/A barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or N/A air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be X sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have N/A gasketed doors 5/20/2016 3:19 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software rage 1 of 1 r FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Fortis - La Casita Builder Name: Street: 2106 Joan ave Permit Office: City, State, Zip: Panama , FL, Permit Number: Design Location: FL, Panama City Jurisdiction: Cond. Floor Area:: 1975 sq.ft. Cond. Volume: 19750 cu ft. Envelope Leakage Test Results Regression Data: C n: C;- 1- — AA. dti Dnint Tcct nmtn R: HOUSE PRESSURE FLOW: 1 Pa cfm 2 Pa cfm 3 Pa cfm 4 Pa cfm 5 Pa cfm 6 Pa cfm Leakage Characteristics••••• . . •••• •.•••• •• • •• • • CFM(50): • •.:. • 0 • •....• ' ELA: -11-• ••�-.� . • . • . •••••• •••• ••••• EgLA: —.•-•-•--w•:. ••.... • •••••. •. ACH: •••••• •" SLA: R402.4.1.2 Testing: The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. __ I hereby certify that t�pi,n diV2ae�elope leakage performance re` !�°s� eft��Al;airV&q liance JI with Florida Ejr�f;gdeTegrJlr�t�rlt�s°Ir� accordance SIGNATUR ATE PRINTED a'A F DATE: �,,�P''13FI J319'►�5,`�� Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. =2 BUILDING OFFICIAL: DATE: ' c' D 1►'E 5/20/2016 3:19 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Fortis - La Casita Builder Name: Street: 2106 Joan ave Permit Office: City, .State, Zip: Panama , FL , Permit Number: Design Location: FL, Panama City Jurisdiction: Duct Test Time: Post Construction duct Leakaae Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 i cfm25(Out) _ 2 System 2 _ _ cfm25(Out) —_ _ _= cfm25(Out) 3 System 3 4 System = _cfm25(Out). 5 Total House Sum lines 1-4 Duct System Divide by Leakage (Total Conditioned Floor Area) I certify the tested di.6t0bMa�Vto1gytside, Qn, is not greater than Vtvg 4ge Qn specified on F `l,�k05 20114'^.• Of SIGNATUPli 'Ia�A Ile, • �� N:j ®F Ly X PRINTED /x L O Wv. •'1 • DATE: ••••°•• Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. BUILDING OFFICIAL: DATE: 5/20/2016 319 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Ccrr.al;ant S Page 1 of 1 2/11/2017 ' Florida Building Code Online — — BCIS Home ! Log In User Registration Hot Topics ! Submit Surcharge Stats & Facts =1�rida Product Approval 1.u�' r USER: Public User Product Approval Menu > Product or Application Search > Application List ` Search Criteria 7= Publications FBC Staff ? BCIS Site Map Links Search Refine Search Code Version 2014 FL# 14569.6 Application Type ALL Product Manufacturer 0000 ALL Category ALL Subcategory 000000 ALL • • • • • • • • Application Status ALL Compliance Method *.so ; • • • ALL • • Quality Assurance Entity ALL Quality Assurance Entity Contract Expired 000000 • • • • ALL • • • •: • Product Model, Number or Name ALL Product Description • • •: • • • ALL • • Approved for use in HVHZ ALL Approved for use outside HVHZ 0000 • • • ALL : • • • • Impact Resistant ALL Design Pressure • • • • ALL • • • • • • • • • • • Other ALL •••••• •••• •••• ••• •• •• •••• •••••• cnarrh Ramdtc - Annliratinnc • FL# Type Manufacturer Validated'Bv • • • 5 . FL14569- Revision JELD-WEN FL#: FL14569.6 • National At creel Ration & • Managemer"n*stl:ute • • • • Approve-0 ; • R7 History r Model: Contours Steel, Wood Edge (804) 684-5124 • • Description: Opaque Door, Outswing, w/ or w/o Sidelite, 8'-11" x 6'-8" Category: Exterior Doors Subcategory: Swinging Exterior Door Assemblies -Approveo Dy UbFK. Approvals Dy UDFK snail oe rewewea ang rauiieu py the r anu/or uic l 111111—Url n—L—Ndry. Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: 01M Ed Credit Card Safe https://wAtw.floridabuilding.org/pr/pr_ppp_Ist.aspx 1/1 2/11/2017 — j,} SCIS Home Log In User Registration Hot Topics ;i Product Approval USER: Public User Florida Building Code Online Submit Surcharge I Stats & Facts Publications FBC Staff BCIS Site Map!. Links Search Product Approval Menu > Product or Application Search > Application List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method FL14569-R7 Revision 2014 Approved *Approved by DBPR. Approvals by DBPR shall be re,4il;Vtd and ratified by the POC and/or the Commission if necessary. • • •••••• • •• •••••• • ]ELD-WEN 3737 Lakeport Blvd •••••• • . •••• • • • ••••• Klamath Falls, OR 97601 •• •• '••• •••••• (800) 535-3936 • • • • • • • • fbcl@jeld-wen.com ' ' ' 666e• Kaede McLaughlin • • • 096 • • • fbcl@jeld-wen.com ' •; ]ELD-WEN Corporate Customer Service 3737 Lakeport Blvd. Klamath Falls, OR 97601 (800) 535-3936 customerserviceagents@jeld-wen.com Exterior Doors Swinging Exterior Door Assemblies Certification Mark or Listing National Accreditation & Management Institute National Accreditation & Management Institute Standard Year TAS 201 1994 TAS 202 1994 TAS 203 1994 Method 1 Option A Date Submitted 11/11/2015 https:/Mrww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquxTVBjriRcYg%2fDEHWlXNZWIDOuyPOG87LWwGxpHtrgMQ%3d%3d 1/3 2/11/2017 Florida Building Code Online Date Validated 11/13/2015 Date Pending FBC Approval Date Approved 11/20/2015 Summary of Products FL # Model, Number or Name Description 14569.1 Contours Steel, Wood Edge Full Lite Door, Outswing, 6'-0" x 6'-8" Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL14569 R7 C CAC NI006255-R7 Certificate.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 09/30/2019 Design Pressure: +60/-60 Installation Instructions Other: Product must be installed per manufacturer FL14569 R7 II 3WO509-03 Installation.Ddf instructions as stated on drawing 1W0509-03 Verified By: Hermes Norero 73778 Created by Independent Third Party: Yes Evaluation Reports FL14569 R7 AE PER3392.Ddf Created by Independent Third Party: Yae �. 14569.2 Contours Steel, Wood Edge Full Lite Door, Inswing, 6'-8'px 61t8" ;'• ', '� Limits of Use Certification Agency CeMicks Approved for use in HVHZ: Yes FL14569 R7 C CAC NI00§255.0233 Certif c te. f : • • • • Quality Assurance Contrac iratio$tkitA. Approved for use outside HVHZ: Yes Impact Resistant: Yes 06/30/2019 0000 • • • • • • • • Design Pressure: +60/-65 • Installation Instructioris• • • • • • • • • • • • • • Other: FL14569 R7 II 3W0509-Q4 *Ipst5llation DAf Verified By: Hermes Norero 73778 • Created by Independent;ITii�:nrty: Yes Evaluation Reports • • • • • • • • • • • ••••• FL14569 R7 AE PER339.3,p�1f• • • • Created by Inde endent'f S rt • • • • • • P %Y y � Y �i� • • • • 14569.3 Contours Steel, Wood Edge Full Lite Door, Outswing, 6'-0" x 8'-0" Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL14569 R7 C CAC NIO06254-R5 Certificate.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 09/30/2019 Design Pressure: +50/-50 Installation Instructions Other: FL14569 R7 II 3W0509-01 SS 2015-07-02.Ddf Verified By: Hermes Norero 73778 Created by Independent Third Party: Yes Evaluation Reports FL14569 R7 AE PER3391.odf Created by Independent Third Party: Yes 14569.4 Contours Steel, Wood Edge Opaque Door, Inswing/Outswing, w/ or w/o Impact & Non - Impact Rated Glazed Sidelites, 12'-0" x 6'-8" Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL14569 R7 C CAC NIO11062 NI011062.01 Certificate.Ddf Quality Assurance Contract Expiration Date Approved for use outside HVHZ: Yes Impact Resistant: Yes 04/30/2020 Design Pressure: N/A Installation Instructions Other: FL14569 R7 II 3W032012FL Installation.Ddf Verified By: Hermes Norero 73778 Created by Independent Third Party: Yes Evaluation Reports FL14569 R7 AE PER3321.Ddf Created by Independent Third Party: Yes 14569.5 Contours Steel, Wood Edge Opaque Door, Inswing/Outswing, w/ or w/o Impact & Non - Impact Rated Glazed Sidelites, 8'-4" x 8'-0" Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL14569 R7 C CAC NI011061-R1 Certificate.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 04/30/2020 Design Pressure: +45/-45 Installation Instructions Other: FL14569 R7 II 3W072012FL Installation.pdf Verified By: Hermes Norero 73778 Created by Independent Third Party: Yes Evaluation Reports FL14569 R7 AE PER3322.Ddf Created by Independent Third Party: Yes 14569.6 Contours Steel, Wood Edge Opaque Door, Outswing, w/ or w/o Sidelite, 8'-11" x 6'-8" Limits of Use I Certification Agency Certificate https://www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDquxTVBjriRcYg%2fDEHW1XNZW1D0uyPOG87LWwGxpHtrgMQ%3d%3d 2/3 2/11/2017 Florida Building Code Online Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: FL14569 R7 C CAC NIO11082-R1 Certificate.Ddf Quality Assurance Contract Expiration Date 08/31/2019 Installation Instructions FL14569 R7 II S-2104 Installation.Ddf Verified By: Hermes Norero 73778 Created by Independent Third Party: Yes Evaluation Reports FL14569 R7 AE PER3398.Ddf Created by Independent Third Party: Yes 14569.7 Contours Steel, Wood Edge Opaque Door, Outswing, w/ or w/out Sidelites, 8'-11" x 8'-0" Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL14569 R7 C CAC NI011096-R1-NI011096.01- Approved for use outside HVHZ: Yes Rl Certificate.Ddf Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: N/A 08/31/2019 Other: Installation Instructions FL14569 R7 II S-2108-01.Ddf Verified By: Hermes Norero 73778 Created by Independent Third Party: Yes• 000, Evaluation Reports • • • • • • • • • • • FL14569 R7 AE PER3832.odf i •• • •• Created by Independent TW4 evty: Y4 • • 066&• 0000*0 •••••• Back FEE • • • • • •••• • •• ••••• • •••••• •••• ••••• •• •• •••• •••••• Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 • • • • • • • • The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Ac i fti ;t t• a emegj :: Refund State en • • • •••• • Under Florida law, email addresses are public records. If you do not want your e-mail address released in response t4 a public -records rgquest, :o not send electronic, mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please -ontatt 860.487.1395. *Pursuant to Sewt6o• • • • 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the 1lbpartmint with 1lAhail address if t•ey have* one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do Poj @ish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a liceMsee under Chapter 455, F.S., please click here . Product Approval Accepts: eCMck Credit Card Safe https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquxTVBjriRcYg%2fDEHW1XNZW1D0uyPOG87LWwGxpHtrgMQ%3d%3d 3/3 NOTICE OF PRODUCT CERTIFICATION rr h«.,,AA�ngy Company: JELD-WEN Exterior Doors Certification No.: N1011082-R1 3737 Lakesport Drive Certification Date: 05/01/2012 • �t Klamath Falls OR 97601 Expiration Date: 08/31/2019 � M I ' Revision Date: 05/05/2015 Product: "Energy Saver/Contour" Opaque Wood -Edge Steel Door w/ or w/o Sidelite (wood frame) Specification: TAS 201/202/203-94 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within NAMI's Certified Product Listing at www.Namicertification.com. NAMI's Certification Program is accredited by The American National Standards Institute (ANSI). Inswing Glazed Design Water Missile Test Report Number Configuration or or Maximum Pressure Test Impact Drawing Number & Outswing Opaque Size Pos/Neg Pressure Rated Comments X O/S Opaque 3'2" x 6' 10" +66/-70 10.0 psf Yes CTLA-696W Single Max Panel Size: 3'0" x 6'8" g Installation Details: S-2104 1-8) OX/XO O/S Door -Opaque 4'5" x 6'10" +66/-70 10.0 psf Door -Yes CTLA-696W Single w/Sidelites Sidelite-Glazed Sidelite-No Max Panel Size: 3'0" x 6'8" Sidelite DLO: 6" x 5'3" (1/8" Tempered Glass) Installation Details: S-2104 (1-8) OXO O/S Door -Opaque 5' 10" x 6'10" +66/-70 10.0 psf Door -Yes CTLA-696W Single w/Sidelites Sidelites- Sidelites-No Max Panel Size: 3'0" x 6'8" Sidelite DLO: 6" x 5'3" (1/8" Tempered Glass) Glazed Installation Details: S-2104 (1-8) XX O/S Doors -Opaque 6'3" x 6'10" +57/-57 8.55 psf Doors -Yes CTLA-696W Double Max Panel Size: 3'0" x 6'8" Installation Details: S-2104 (1-8) OXXO O/S Doors -Opaque 8' 11" x 6'10" +57/-57 8.55 psf Doors -Yes CTLA-696W Double w/Sidelites Sidelites- Sidelites-No Max Panel Size: 3'0" x 6'8" Sidelite DLO: 6" x 5'3" (1/8" Tempered Glass) Glazed Installation Details: S-2104 (1-8) National Accreditation & Management Institute, Inc./4794 George Wa$hingtoll 3W0ri k1:H1& >avay/Hayes, VA 23072 Tel: (804) 684-5124/Fax: (804) 69'45122 : : : : :•: •. NAMI AUTHORIZED SIGNA.*rM: : • •: • • . • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • JELB'WEN@ Steel .675" TYP. CONTOURS STEEL DOOR, WOOD EDGE 6'-8'• OPAQUEOUTSWING IMPACT DOOR UMTS WITH 6 WITHOUT NON -IMPACT stba ES GENERAL NOTES 1. THIS PRODUCT IS DESIGNED TO COMPLY WITH THE CURRENT FLORIDA BUILDING CODE AND HAS BEEN TESTED IN ACCORDANCE WITH HIGH VELOCITY HURRICANE ZONE HVHZ" REQUIREMENTS. 2. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. 3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED PER ANCHOR LOCATION DRAWINGS. ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. 4. SEE TABLE 1 ON THIS SHEET FOR DESIGN PRESSURE RATINGS. 5. THIS PRODUCT MEETS THE WATER REQUIREMENTS FOR 'MMZ" ZONES. SEE THE DESIGN PRESSURE CHART BELOW. 6. DOORS ARE IMPACT RATED AND DO NOT REQUIRE MIAMI-OADE APPROVED IMPACT RESISTANT SHUTTERS. 7. MIAMI-DADE APPROVED IMPACT RESISTANT SHUTTERS ARE REQUIRED FOR SIDELITES 8. SIDELITES ARE AN OPTION AND CAN BE USED IN A SINGLE OR DOUBLE � CONFlGURATION. J RESIDENTIAL INSULATED STEEL DOOR TCammon to all frame candtions) Face sheets: 24 go. (0.020) minimum thickness, Galvanized Steel A-525 commercial quality - AKDO per ASTM 620 with average minimum yield strength Fy(ove.)=24,600 psi. Core desion: Expanded polystyrene with 1.0 to 1.25 Ibs./cf density, by JELD-WEN, INC. Door Panel Construction: The active and inactive panels are constructed from 246A. (0.020" min.) galvanized steel. The face sheet tops and bottoms are bent 90• over the top and bottom rails. The top LVL rail measures 1.87' wide x 1.042" high. The steel bottom rail is roll formed 0.021' galvanized steel measuring 1.67" wide x 1.21" high. The sides of the face sheet are roll formed onto the LVL latch stile and Ponderosa Pine hinge stile which measure 1.67" x 1.0". The interior cavity is filled with polystyrene. The face sheets are glued to the polystyrene. Fixed Life Coast, The sash is constructed from 24GA (0.020" min.) galvanized steel. The edges of the face sheet are bent 90' over the polystyrene core and glued to it. The sidelite panels are routed to receive the ODL Lip Lite Frames or the optional Trinity Light Frames. (See sheet 7 for glazing details.) The lite frames are sealed w/ OSD glazing compound on the exterior. Frame Construction: The frames are constructed from Ponderosa Pine jambs measuring 1.25' wide x 4.5625" deep. The door and sidelite head jambs are mortised and butt joined to the side jambs and attached with (3) 16GA. 2" x 7/16" crown wire staples. The units use a standard bump face Pemko threshold measuring 4.041' deep x 1.0" high. The threshold is attached to 80" MAX. O.A. PANEL HEIGHT 81.25" MAX. OA FRAME HEIGHT 0.625" .875" TYP. 80' MAX. D.A. PANEL HEIGHT 81.25" MAX. OA FRAME HEIGHT 0, 625' - 74.5" MAX. O.A. FRAME WIDTH - - - - .125" 36.625" MAX. OA PANEL WIDTH 36" MAX. O.A. W/ASTRAGAL PANEL WIDTH INACTIVE ACTIVE 6 37.75" MAX. OA FRAME WIDTH - 36' MAX. OA. PANEL WIDTH I oio 9,l z • � LII .: a: SINGLE OUTSWING IMPACT UNIT (X) VIEWED FROM EXTERIOR TARI F 1 70,25' MAX. OA FRAME WIDTH 75" TYP. + 75" MULL �� 36 PANEMAX WIDTH 80" MAX. O.A. PANEL HEIGHT 81.25" MAX. G.A. FRAME HEIGHT 0.75' J 0.625' 107' MAX. OA FRAME WIDTH - .875" .125" .75" MULL. TYR 36.625" MAX. OA BAR TYP. PANEL WIDTH 36" MAX. DAL W/ASTRAGAL PANEL WIDTH A ® ® ®I INACTIVE ACTIVE 80' MAX. O.A. PANEL HEIGHT 6 81.25" p FRAME HEIGHT • •• • • • • • • • 0.75" 0.625" DESIGN PRESSURE RATING -WHERE WATER maranON REX1111MIENT IS NEEDED Stri DOOR EMT (X, ox X0, OXO) +56 psi -70 psi W/WV NON-WPACT SlOaM DOUOLE DOOR UNIT (XX, OXX AQ WO) +57 psi -57 psi W/100 NON-81PACT SIOEIRES 15.5' MAX. O.A. ' SIDELITE FRAME WIDTH 14' MAX. OA PANEL WIDTH 0 C) 0 to 6"MAX. Zx�M O OA D.L.O. "t N W WIDTH ; x 63.125' 0 J g MAX. c� OA 7M][a D.L.O. HEIGHT k' W = �W ow SINGLE OUTSWING IMPACT o g o Q a UNIT (OXO) W/ NON-IMPAC r_- SIDELITES VIEWED FROM EXTEWR U W 15.5" MAX. O.A. ZI zo „� z SIDELiTE FRAME WIDTH W oS _ m w za � � 14' MAX. D.A. N PANEL WIDTH o o a K 0 U o �O �3 � a 6" MAX a e ERN S OA D.L.O. WIDTH 63.125" MAX. OA. D.L.O. HEIGHT • • • • i •w i ft( 7 - / : V � Prepared By: SCALE: N. T. S. -ur• • • • • • - * * - DWG. BY: JWJ • • i • • • • 2 It 7 2 © CHK. er S. SAFFELL 090 • • • d� •.• q P • (V DRAWING No.: Ngitally signed by Hermes F. Norero, P.E. Aq1• BUILDING DROPS, INC. S-2104 eason:I am approving this document � � � Phone: 954-399-8478 rate: 2015.02.1812:44:49-05'00' rearz z QK . zesza Fax: 954-744-4738 sHEET _L of 8 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 0.75' MIN. CONCRETE/ EDGE DIST. MASONRY 1.50' BY OTHERS MIN p EMB SEE DETAIL 7 ON SHEET 5 81.25' MAX. OA FRAME HEIGHT ;EE NOTE 9 SHT. 0.75" MIN, CONCRETE/ EDGE DIST. MASONRY 1.50' BY OTHER MIN, 1 EMB. 0,250' YY % // 7// MAX. 11 SHIM / j 32 SEE DETAIL 7 1 ON SHEET 5 31 17 SEE NOTE 6 ON 29 SEE NOTE 3 0 SHE 4 SHT. 4 1.750" MIN 1.750" MIN. PANEL THK PANEL THK. 36 17 SEE NOTE 2 ON 23 SHT. 4 38 45 0.125' MIN. 4 , CLASS THK. Nil ERIOR EXTERIOR SOT80.0" INTERI R EXTERIOR 81.25' MAX. MAX. SEE GLAZING Mom' PANEL OA HEIGHT FRAME DETAILS, SHEET PANEL 7 HEIGHT HEIGHT SEE NOTE 2 ON 2 SHT. 4 1 17 EE NOTE 6 ON SHT. 4 29 0 EE NOTE 8 ON 33 SHE 4 16 12 SEE DETAIL 7 ON SHEET 5� SEE NOTE 3 ON SHT. 4 li DESCRIPTION 1 DOOR STEEL FACE SHEET 24GA. 0.020"MIN. STEEL 2 FRAME HEAD FINGER JOINTED PONDEROSA PINE WOOD 3 FRAME HINGE JAMB FINGER JOINTED PONDEROSA PINE WOOD 4 FRAME LATCH JAMB FINGER JOINTED PONDEROSA PINE WOOD 5 4' x 4" BUTT HINGE 12 a. BY HAGERSTEEL 6 19 X I" PFH WOOD SCREW HINGE 70 DOOR) STED 7 DOOR LATCH STILE LVL 8 OUTSWING PEMKO BUMP FACE THRESHOLD ALUMINUM 9 BRAD TRIM NAIL 16G4 X 1' FOR MULLION CAP STEEL 10 COMPRESSION WEATHERSTRIP FOAM 11 DOOR TOP RAIL LVL 12 DOOR BOTTOM RAIL STEEL 13 DOOR HINGE STILE FINGER JOINTED PONDEROSA PINE WOOD 14 110 x 1 3 4" PFH WOOD SCREW STEEL 15 LOCK BLOCK FINGER JOINTED PONDEROSA PINE WOOD 16 3 16' ITW TAPCON ANCHOR W/ 1 1/4" MIN. EMBED. STEEL 17 EXPANDED POLYSTYRENE 1.0 to 1.25 Ib. cT DENSITY BY JELD-WEN FOAM 18 NOT USED 19 2x WOOD SUB BUCK WOOD 20 SHIM 0.25 MAX. THK. HIGH DENSITY PLASTIC OR GREATER 21 KWIKSET 400 SERIES KNOB STEEL 22 KWIKSET TITAN 700 SERIES DEADBOL7 NOT SHOWN STEEL 23 18 x 1 1 2" PLASCREW ODL LITE FRAME STEEL 24 18 x 2' PFH WOOD SCREW STEEL 25 8 x 2 1 2' PFH WOOD SCREW STEEL 26 110 x I' PFH WOOD SCREW IMPERIAL ASTRAGAL TO DOOR STEEL 27 110 x 2' PFH WOOD SCREW STEEL 28 MULLION CAP WOOD 29 SILICONE CAULK CR LAWRENCE 33 C SILICONE 30 1 GLAZING COMPOUND (OSD BY ODL SILICONE 31 BRAD TRIM NAIL 16GA. x 3 4" FOR 3 8' QUARTER. ROUND. STEEL 32 3 8" QUARTER ROUND SIDEUTE STOP WOOD 33 CORNER BLOCKS FOR STEEL DOOR BOTTOM RAIL MDF 34 SCHLAGE KNOB SET f51 STEEL 35 SCHLAGE GFADBOLT B360 NOT SHOWN STEEL 36 SIDEUTE STEEL FACE SHEET 24GA 0.020' MIN. STEEL STEEL 37 1 8" TEMPERED CLASS BY PPG GLASS 38 ODL LITE FRAME SG SPARTECH POLYCOM PP5530 C13 POLYPROP. 39 PRESSURE TREATED MULLION BAR 3 4" x 4 9116 x 81 i 4' P.T. 'WOOD 40 ALUMINUM EXTRUDED ASTRAGAL BY IMPERIAL ALUMINUM 41 ASTRAGAL STRIKE PLATE BY IMPERIAL STEEL 42 YALE KNOB HERITAGE SERIES STEEL 43 YALE DEADBMT HERITAGE SERIES NOT SHOWN STEEL 44 SIDEUTE FRAME HEAD, SILL AND JAMBS (FINGER JOINTED PONDEROSA PINE) WOOD 45 LITE FRAME BY TRINITY FOR 1 2" I.G.U. POLYPROP. 46 12' INSULATED TEMPERED CLASS BY TRINITY AMPAC GLASS 47 LITE FRAME BY TRINITY FOR I' GLASS POLYPROP. 48 1" INSULATED TEMPERED GLASS BY TRINITY AMPAC CLASS 49 LITE SVft 16 x 12" LONG AN LEAD Lft TRIN STEEL 50 CLAZYIG COMPOUND Wlws 0 SILICONE 51 10 � O INS7ALtATION•9SREN W I-_' ON. EMBEDMENT STEEL 52 DOOR H S I STEEL 53 DOON i4TCH Qa% BOLT*%RIKE QLATE 1 Li STEEL 1.25" 2.50' MIN MIN. EDGE DIST. EMB. �l VERTICAL CROSS SECTION WIT TILL HIGH DAM THRESHOLD 1.25"'.r MIN. CONCRETE EMB. / MASONRY BY OTHERS . ' ` CONCRETE/ 1.75' 2.50" MIN MASONRY MIN. EDGE DIST. BY OTHERS �B1 VERTICAL CROSS SECTION AT ELITESIDSASH • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • ;. A • �� 1' O _ * e� 77g _ T - , 7 $i TE i = - ip '�/ • to e Q CAa.c. �Ta 2 E` p ��"}e ,ax e z yn . "57e Prepared Sy: BUILDING DROPS, INC. Phone: 954-399-8478 Fax: 954-744-4738 DATE: 9-11-01 SCALE: N.T.S. DWG. er: JWJ GHK. BY. S. SAFFELL DRAWING NO.: S-2104 -- 2 or 8 • • • • • • • • • • ••• • • • ••• • • SEE NOTE 4 ON SHE 4 l 13 6 5 6 3 20 19 2 SEE NOTE 7 ON SHE 4 0 0 EXTERIOR EXTERIOR m g 1.750" MIN. Z vi M PANEL THK. W Q = CONCRETE/ MASONRY > M Y a ° BY OTHERS 1 INTERI R INTERIOR 7 • �� ��� 51 10 10 51 ° 0.75" MI c 1 17 17 1 ��� 0.75" MIN. o EDGE DI 7.� SEE DETAIL 5 SEE DETAIL 5 ° ° EDGE DISi. a $ g o ON SHEET 5 ON SHEET 5 I a a Q Z C HORIZONTAL CROSS SECTION 0.250" MAX. BUCK SHIM �P1 HORIZONTAL CROSS SECTION 0.250" MAX.LATCHJAMBTO HINGE JAMBTO BUCK fA. 1.50" MIN. SHIM1.50' MIN.CONCRETE/EMBED. EMBED. o MASONRY i BY OTHERS 0 SEE NOTE 1 ON SHE 26 40 ASTRAGAL THROW BOLTS (2) TOTAL; (1 EACH) 0 a 3 e XTE ERIOR 0.31" DO x 9.0" LG. AT TOP & BOTTOM 17 15 1 7 40 52 7 1 15 21 4234 INA TIV XE iEBl4B ACTIVE 1.750 MIN / PANEL THK INTERIOR SEE NOTE 4ZSEE DETAIL ON SHE 47 1 ON THIS 10 1 17 SHEET E HORIZONTAL CROSS SECTION AT IMPERIAL ASTRAGAL SEE NOTE 26 1 SHE 4 INT RI R 1 •• ••• • • • 1•• • •,� tGA: i S E TTACHMFNT • • • • NOTE* ITOM 2161WT SHOWN THIS • • • • • OW !OR•C j �S F. • ••• • ••• riiy� • • • • • • = * . • •f • • • • • • po .T/£ P T E 1 a • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • DeTE; 9-11-01 Prepared By: SCALE N.T.S. k = Q DWG. Err: JWJ CHK. Irr: S. SAFFELL DRAWING NO.: BUILDING DROPS, INC. S-2104 Plane: 954-399-8478 2ce7e Fax: 954-744-4738 SHEEP 3 OF t3 SEE NOTE 4 24 44 28 9 ON SHT. 4 4 52 7 32 SEE NOTE 3 31 ON SHT. 4 SEE GLAZING DETAILS, SHEET 7 SEE NOTE 6 ON SHT. 4 0.750" EXTERIOR 25 SEE NOTE 5 U 17 ON SHT. 4 SEE DETAIL 5 ON SHEET 5 %F'N HORIZONTAL CROSS SECTION AT SIDELITE TO LATCH JAMB 1.750' MIN. X r RI R I PANEL THK. INTERIOR SEE NOTE 5 25 ON SHE 4 SEE DETAIL 5 ON SHEET 5 HORIZONTAL CROSS SECTION 4 AT SIDELITE TO HINGE JAMB NOTES: CONCRETE/ I. SPACING FOR ITEM 126 THE 110 x 1' PFH SCREWS ATTACHING THE IMPERIAL ASTRAGAL TO THE INACTIVE DOOR IS MASONRY AS FOLLOWS: FROM THE TOP DOWN & THE BOTTOM UP: 1.0 2.5, 4.0" 5.5, 13.0, 18.0' & 26.0". BY OTHERS 2. SPACING FOR ITEM 123 THE 18 x 1 112" PLASCREW IS AS FOLLOWS: TOP & BOTTOM. HORIZONTALLY, SIDELITE PANEL: 3.0" IN FROM EACH CORNER. ON THE SIDES, VERTICALLY, FOR THE SIDELITE PANELS: 3.0 13.0 26.0 39.0", 52.0' & 63.0". 3. SPACING FOR ITEM 131 THE 16GA x 314' BRAD TRIM NAIL ATTACHING THE QUARTER ROUND TO THE SIDELITE AND ITEM /9 THE 16GA. X 1" BRAD TRIM NAIL ATTACHING THE MULLION CAP TO THE MULLION BAR VERTICALLY, IS AS FOLLOWS: TOP & BOTTOM HORIZONTALLY (FOR THE 318' QUARTER ROUND): 1.25" IN FROM EACH CORNER WITH • : ` (1) NAIL MID -SPAN. ON THE SIDES VERTICALLY (FOR BOTH 3/8" QUARTER ROUND & MULLION CAP) 1.25" FROM EACH END & SIX MORE EQUALLY SPACED ON THE FIELD.° ° 4. WHEN ATTACHING THE STRIKE PLATE TO THE JAMB AND BUCK USE ITEM 125, A 18 x 2 1/2" PFH WOOD SCREW. WHEN ATTACHING THE STRIKE PLATE TO THE JAMB AND SIDELITE JAMB AT THE MULLION USE ITEM 124, A /8 x 2" ' PFH WOOD SCREW. 5. SPACING FOR ITEM 125 THE 18 x 2 112' PFH WOOD SCREWS ATTACHING THE JAMBS TOGETHER AT THE MULLION, •e. IS AS FOLLOWS: 6.0" FROM EACH VERTICAL CORNER WITH (4) MORE SCREWS EQUALLY SPACED ON THE FIELD, 6. THE SIDELITE PANEL IS SECURED INTO THE SIDELITE JAMB W/ ITEM 129 SILICONE CAULK ON THREE SIDES AND 3/8" QUARTER ROUNDS SECURED WITH ITEM 131 BRAD TRIM NAILS x 314" LONG. 0,75' IN. 7. WHEN ATTACHING THE HINGE TO THE JAMB AND BUCK USE ITEM 127, A 110 x 2" PFH SCREW. WHEN ATTACHING EDGE DIST e ` THE HINGE TO THE JAMB AND SIDELITE JAMB AT THE MULLION USE ITEM 114, A 110 x 1 3/4" PFH WOOD SCREW. 8. SPACING FOR ITEM 149 THE /6 x 1 112' PANHEAD SCREW (TRINITY LITEFRAME) IS AS FOLLOWS: ., SIDELITE LITEFRAME FROM THE TOP DOWN VERTICALLY: 3.25, 18.0625", 32.8125 47.5625' & 62.625'. SIDELITE LITEFRAME TOP & BOTTOM. FROM THE LEFT: ONE (1) SCREW AT 4.4375". e CHARACTERISTICS CAN BE 9. ALTERNATE CONCRETE/MASONRY INSTALLATION ANCHORS OF EQUIVALENT PERFORMANCE USED UPON APPROVAL OF THE ARCHITECT OR ENGINEER OF RECORD FOR THE PROJECT OF INSTALLATION. 10. USE ITEM 151 WHEN INSTALLING INTO WOOD SUBSTRATE AT HEAD & JAMBS. USE ITEM 125 WHEN INSTALLING INTO MULLIONS. USE ITEM 116 WHEN INSTALLING INTO CONCRETE/MASONRY SUBSTRATE AT SIDEUTE SILLS. NOTE 3 SHT. 4 NOTE 7 SHT. 4 SEE NOTE 2 2 ON SHT. 4 29 SEE NOTE 6 \ ON SHT. 4 0.750' SEE GLAZING DETAILS, SHEET 7 SEE GLAZING DETA LS, SHEET 7 EXTERIOR 0.125' MIN. J INTERIOR CLASS THK. •m NpTE•24 13 N 9HT.•• `• • H• 01• SE;.W6TE 2 Af I ON SHT. 4 ��� �g F. SEE DETAIL 5 <v p • 000 ON SHE Te5• r a I •' p.250• Mj.0 i • • • * • • • SHIM • • ••• 1T%i u•I• • • • • n •_ 9i ,• • i • F!P - !` , �ALltid£1n14glW0. 29578 yrll • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 0 U m Z a W W�O°po oJQtn -Mxa DATE: 9-11-01 Prepared By: SCALE: N.T.S. DWG. BY. JWJ Q CHK. BY: S. SAFFELL DRAWING NO.: BUILDING DROPS, INC. S-2104 Phone: 954-399-8478 Fax: 954-744-4738 ISHEEr 4 OF 8 MAX. O.A. FRAME WIDTH SEE DETAIL 2 ON THIS SHT. SEE DETAIL 4 ON THIS SHT. 6.00" .00' TYR 12.50' 6.00' TYP. I I T ITT]-3.00" TYR 6 TYP. I 1 1 1 III I 7.375' 51 51 � TYP. TYP. 31' 5 SPACES ® 13.85' SEE DETAIL 5 81.25' — r ON THIS SHT. — MAX. O.A. / FRAME 5.50"I HEIGHT — — 31' 36.625" 16 TYP. a --3.00" TYP. 12.125" TYP. 6.00 7.00" TYP. TYP. SEE DETAIL 3 ON THIS SHT. DOUBLE DOOR WITHOUT SIDELITES ANCHOR LOCATIONS VIEWED FROM INTERIOR 25 16 14 2 SEE NOTE — 7 SHEET 4 41 / \ / oo \ / / • • \ O I 6 .. 6 41 DETAIL 2 - ® HEAD JAMB DETAIL 3 - ® THRESHOLD DETAIL ASTRAGAL STRIKE PLATE ASTRAGAL STRIKE PLATE HINGES TO JAMB & DOOR 81.25" MAX. O.A. FRAME 52 _ DETAIL5 STRIKE PLATES TO ASTRAGAL SEE DETAIL 4 ON THIS SHT. .15' MIN. C-SINK. SINGLE DOOR WITH SIDELITES ANCHOR LOCATIONS / \ VIEWED FROM INTERIOR I 16 51 25 [77 • • 53 • • • • • • • SEE NOTE 10 • • • • • • • • • ON SHEET 4 — / • • • • • • • • • • • • • • �i11 DETAIL 7 `%x OUNTERSINK FOR INSTALLATION ANCHORS FNO,��i • • 24 25 S NOTE* • :� '4"•' ' Q 7g&�= O Prepored By: J�j / • • • • _• T 1520 •• • ••• O'er ry// P ' EP DETAIL" ,,.L, '�'° BUILDING DROPS, INC. Phone: 954-399-8478 STRIKE PLATES TO JAMB rare y z Qn . 2957e Fax: 954-744-4738 • • • • • • • • • • • • • • • • • • • • • • ••• • • • ••• • • LQ 5 O O to 0 �J U 0 zzo 2 m o¢ W c D�o o a a. 9-11-01 N.T.S. JWJ BY: S. SAFFELL NG NO.: S-2104 5 OF 8 8125" MAX. O.A. FRAME 4.50' TYP. 3.00" lY . 3.00" TYP. 6 TYR 5 SPACES ® 13.85' 07.00' MAX. O.A. FRAME SEE DETAIL 2 ON SHEET 5 16.41' TYP. .00" TYP. 13.41" TYP. .00" TYP. F�6.00" TYP. 00' TYP- 00" TYP. I II I I ill III I I 11 I I 51 51 TYP. YP. SEE NOTE 5 / 25 ON SHEET 4 - - SEE DETAIL 5 ON SHEET 5 I 5.50"1 1 25 S a 36.625" TYP. i t t l r,/ 1 1 3.00" TYP-J L. 3.00" TYP--{ I-j 00' TYP. 3.00' TY - 7.00" TYP. 7.00" TYP. 1b SEE DETAIL 3 ON SHEET 5 DOUBLE DOOR WITH SIDELITES ANCHOR LOCATIONS VIEWED FROM INTERIOR SEE DETAIL 4 ON SHEET 5 s P R 5 SPACES ® 13.85 SEE DETAIL 4 ON SHEET 5 • • ... SIN L�IYITH�O JI T S��LITES ANCHOR LOCATIONS ... • • • • • i"E1'cD iROM INTERIOR • •• • • • • ••• • F. IV • • • • • • • • A_7 1' - Prepared .r ) BUILDING DROPS, INC. R AC , Phone: 954-399-8478 EBPE zA -P o. 29579 Fox: 954-744-4738 • • • • • • • • • • • • • • • • • • • • • • ••• • • • ••• • • 0 c J U cc Ln Z a ¢ 00 00 x _3iu- ¢ d 3 DATE: 9-1 I -01 SCALE: N.T.S. Dwa. Br: iv"i CHK. B: S. SAFFELL S-2104 SHEET 6 of 8 0 50 EXTERIOR m oc 0.125" MIN. Z a M TEMP. GLASS ZaQ� ICKNESS W X = 0 ¢ tn a CL INTERIOR GLASS GLASS BITE 17 29 50 29 46 50 38 23 SEE NOTE 2 ON SHE 4 z EXTERIOR 0.500" MIN. GLASS THK. 0.125' TEMP. GLAZING DETAIL 1 0.250" AIR o OOL LITE FRAME SINGLE PANE GLASS SPACE 1/8" TEMPERED GLASSY o SPARTECH 2Ir z POLYCOM PPPP5530 C73 m ry 25' x 0.125' TEMP. �I 0.50 INTERCEPT GLASS INTERIOR GLASS STEEL SPACER o) BITE ~ � - a 50 SEE NOTE 8 a' a 17 29 29 48 50 45 49 ON SHE 4 U m EXTERIOR 0. 125' TEMP. GLAZING DETAIL 2 o o w GLASS TRINITY LITE FRAME N 1/2"INSULATED TEMPERED GLASS ti a LUPOY EU-5007 WIJ 4 0 1.000' MIN. tz :� 0.750" AIR SPACE 45 GLASS THK. a a zi L1 .75' x .50" INTERCEPT 0.125" TEMP. ALL GLAZING ONFIGURATIONS o o ? ? INTERIOR STEEL SPACER GLASS • • • • • • • • • SHALL COMPLY WITH SAFETY 0.50" • • •• • • • • • ^N�NNN • • • • • • • • • • • GLAZING REQUIREMENTS OUTLINED GLASS o a e v BITE • • • s • • • • • IN FBC SECTION 2406. •• • • •• • • • `h�rrilrrrrrA �o_� 50 47 49 ON SHE 4OTE 8 �s F. O'���i olU m ¢ •' ,tY% S) DATE: 9-11-01 • • • • ri,i O GLAZING DETAIL 3 • • • • • • • • _ iJ 37 •� J'; _ Prepared By: SCALE: N.T.S. TRINITY LITE FRAME • • • • • • -_ * * _ DWG. aY: JWJ 1' INSULATED TEMPERED GLASS • • • • • • .• a •qT{�f� = ® CHK. BY: S. SAFFELL LUPOY EU-SOOT • • • • • i mac•, - • • • i • • i •• 7j P !(� DRAWING NO.: BUILDING DROPS, INC. S-2104 e Phone: 954-399-8478 veEE �tr A a Qa o. 2.578 Fax: 954-744-4738 SHEET 7 OF 8 • • • • • • • • • • ••• • • • ••• • • 1.670" -I 1.670' - 1.670" - f 1.670' - 4.5625T2.188" 1.210• %�j// 1.000- 1.000• 1.042" ////// / �// 0.750' L 1 /// 0.500' m DOO12 2R4GA BOTTOM � 02�M) STEEL 13 FINGEDR�JOINTED PONDEROSA O7 11 LVL p 3 WOOD J R HINGE STILE e a DOOR LATCH STILE R TOP RAI Z -- 0 PINE WOOD LW FINGER JOINTED cv 4 44 PONDEROSA PINE W w 00 3�ad. 0.513' 1 441 -I r 0.125' W r� 2 d r 1.645" -) 0.529" 0.380" 0.500" V�2 1.544" 1.544" 1.T 0.831r0.140' - 1.750' �- 1.750" �) 52" --1 LQ0.5�.- .521` - 2.519" 21' CORNER BLOCK FOR COMPRESSION WEATHERSRTIP Y 1112" I.G. TRINITY LITE FRAME ' I . T iTY T FRAME 1 ` S.G. ITE FRAM v� 33 STEEL BOTTOM RAIL 10 SCHLEGEL O-LON ODS 650 POLYPROP. 47 POLYPROP. 38 POLYPROP. z MDF x 3.0` LONG TRINITY PLASTIC LITE KIT MATERIAL TRINITY PLASTIC LITE KIT MATERIAL ODL PLASTIC LITE KIT MATERIAL s a 1.500' - APPROVED UNDER MM 107-0828.01 APPROVED UNDER NOA 107-0828.01 APPROVED UNDER 90A >P10-1209.01 S z o 1.250" - 1.109- - 0.868" s m z 0.482` 0.585" ®0.375" o } 0.375- 0.624' ® I O O O318" QUARTER ROUND I 71 o _-- o 32 SIDELITE STOP ❑ o1.750" 1.736'0.675 2.040' PINE ao _2.500` 2.137"1.012 O O ASTRAGAL HAS 1W0 0.3125' a DIA x 9' LONG BOLTS; O -1 1 375- I- L N 5 3 I I 1 ON TOP, 1 ON BOTTOM ® O I f 1.025"L �,� 1.381- 0.0.097" I f- I� 4.000" -{ E m " El ell DOOR LATCH STRIKE PLATE DOOR LATCH DEAD = ASTRAGAL (IMPERIAL) ASTRAGAL STRIKE PLATE g2 MULLION CAP HALER STEEL BUTT HINGE 40 6063-T6 ALUMINUM 41 IMPERIAL 0.125" STEEL STEEL 53 BOLT STRIKE PLATE PL TE 28 PINE O " ( ) O STEEL O (81.25" LONG) 4 x 4" x 0.097" THK. STEEL w= _ 11.875' DIA. VARIES WITH HARDWARE USED b 0 4.000" WOOD LOCK BLOCK 15 FINGER JOINTED PONDEROSA PINE 1.710" 0.582" 1.000" } • • • • • • •• yl • • • • • • • 4.041 " • • • • • • • • • • • • • • T I T M A THRESHOLDNo • • • • • „ FD ALUMINUM - BY PEMKO �-S O Pflt WOOD INSERT • •• = 11 7 1'; Prepored By. • • • • _ * , • or : * _ • • i i • �•, BUILDING DROPS, INC. f. Phone: 954-399-8478 FSK ipC_ ppgt o. 2.370 Fax: 954-744-4738 000= Ea ¢ sasoz2 �����cw, W v_ G= c r d _��/ y j,! �/ /• )/ l r/ ��/) I• /i i � ^ N O O O o O N.T.S. DWG. BY: JWJ CNK. er. S. SAFFELL S-2104 SHEET 8 of 8 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• 0 • BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Product Evaluation Report Of 398 East Dania Beach Blvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 954.744.4738 FX contact@buildingdrops.com JELD-WEN, inc. • • • • • • Contours Steel Door, Wood Edge . . •.. • ; .... ...... • .. • 6'-8" Opaque Outswing Impact Door Units ... • • • • • • • • • • With & Without Non -Impact Sidelites .... .. ;••••; .... . .. ..... ...... .... ..... for.... .... ...... . . . . ...... Florida Product Approval • Report No. 3398 Current Florida Building Code Method: Category: Sub — Category: Product: Material: Product Dimensions: 1— A (Certification) Exterior Doors Swinging Exterior Door Assemblies Contours Steel.Door, Wood Edge Steel/Wood 107"X 81.25" (Maximum) Prepared For: JELD-WEN, inc. 3737 Lakeport Blvd. Klamath Falls, OR. 97601 Prepared by: Hermes F. Norero, P.E. Florida Professional Engineer # 73778 Date: 02/02/2015 Contents: Evaluation Report Pages 1 — 4 Digitally signed by Hermes F. Norero, P.E. 1++++111W, Reason: I am approving this document Hermes F. Norero, P.E. Date: 2015.02.18 12:18:39-05'00' Florida No. 73778 /a/A\\ BUILDING DROPS 015 6 A Perfect Solution in Every Drop Date: 0 o: 33 8 Certificate of Authorization: 29578 Report NO: 9 Manufacturer: JELD-WEN, inc. Product Category: Exterior Doors Product Sub -Category: Swinging Exterior Door Assemblies Compliance Method: State Product Approval Method (1)(a) • • • • • • • • • • ...... . .. ...... Product Name: Contours Steel Door, Wood Edge • • • • • 107" X 81.25" (Maximum) •••••• .... . .. ..... Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL # 331.19) for JELDSWEN, inc...:..' based on Method la of the State of Florida Product Approval, Florida Department of Business and • • • • • • Professional Regulation - Florida Building Commission. :":'; ' '• . . . . ..... . Hermes F. Norero, P.E. does not have nor will acquire financial interest in t'ileeompany • • • • manufacturing or distributing the product or in any other entity involved in the approval p .ss of the product named herein. Limits of Use: This product has been evaluated for use in locations adhering to the current Florida Building Code. See Installation Instructions 5-2104, signed and sealed by Hermes F. Norero, P.E. (FL # 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the current Florida Building Code, including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this door product complies with Section 1609.1.2 of the current Florida Building Code and does not require an impact resistant covering on outswing doors. 4. Non -Impact sidelites do require an impact resistant covering when used in areas requiring wind borne debris protection to comply with Section 1609.1.2 of the current Florida Building Code. 5. Site conditions that deviate from the details of drawing 5-2104 require further engineering analysis by a licensed engineer or registered architect. 6. See Installation Instructions 5-2104 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 4 • BUILDING DROPS 015 A Perfect Solution in Every Drop Date: 0 Report No:o: 33 3398 Certificate of Authorization: 29578 Quality Assurance: The manufacturer has demonstrated compliance of products in accordance with the Florida Building Code for manufacturing under a quality assurance program audited by an approved quality assurance entity through National Accreditation & Management Institute, Inc. (FBC Organization #QUA1789). Performance Standards: The product described herein has been tested per: • • • • 609066 • TAS 201-94 • TAS 202-94 • • • • • • • TAS 203-94 ' ....' ' . • • Referenced Data: ..'..' ..:. ...... 1. Product Testing performed by Certified Testing Laboratory, Inc • • • • • (FBC Organization # TST1577) ; ;•�.•; .'. Report #: CTLA696W, Report Date: 11/01/2001 0 •'00 . ' 2. Quality Assurance National Accreditation and Management Institute (FBC Organization #: QUA1789) 3. Component Material Testing of Dylite Expandable Polystyrene by Intertek Testing Services NA, Inc. ASTM E84-08 Report#: 3113726SAT-001 R1 Report Date: 03/13/2009 Equivalence of Test Standards: Various test standards have been evaluated for differences in test methodology, if any, between tested editions of the test standards listed below and those editions referenced in the current Florida Building Code. JELD-WEN, inc. has tested their products to the following test standard edition(s): 1) ASTM E84-08 Chapter 35 of the current Florida Building Code references the following editions of the above mentioned test standards: 1) ASTM E84-09 After review of the above mentioned referenced standards and editions, it has been found that no significant technical changes have been made to the test standards that would affect the results. All referenced standards have been found to be equivalent. All materials test results meet minimum requirements of the current FBC including HVHZ provisions. Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 installation: 1. Approved anchor types and substrates areas follows: Date: 02/02/2015 Report No: 3398 Through Frame Installation: A. For two by (2X) wood buck substrate, use #10 Wood Screw type installation anchors of sufficient length to achieve a minimum embedment of 1.50" into the wood substrate. B. For concrete or masonry substrate where one by (1X), non-strpctgr2L woodbm Ling is • • • • • • employed, use 3/16" diameter ITW Tapcon type concrete screVanchors oj1wfI`%ent .... length to achieve minimum embedment of 1.25" into concrete oran..asonry. .. :60*9:. C. For concrete or masonry substrate where wood bucking is NO*fe"proyed, asea'�16" ..... diameter ITW Tapcon type concrete screw anchors of sufficieMf VMh to achtmec • •: • • • minimum embedment of 1.25" into concrete or masonry. 00 •' "" "" j' ...... 00 . . ...... Refer to Installation Instructions (S-2104) for anchor spacing and more details of the init". 14iUn requirements. 0 .. • ... • • • • • • • • Design Pressure: Design Pressure XX, OXXO X, OXO, XO, OX Positive 57 PSF* Positive 66 PSF* Outswing Negative 57 PSF Negative 70 PSF *Units meet water infiltration requirements corresponding to noted design pressures. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 M IAM I•DADE MIAMI--DADE COUNTY, FLORIDA e PRODUCT CONTROL SECTION DEPARTNTENT OIL REGULATORY AND EC0NOlI1C RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADDIINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599, NOTICE OF ACCEPTANCE (NOA) WMI)Y.Illlaniidicle.gov/ccOlilniy Eco Window Systems, LLC 9114 NW 106 Street Miami, F1.33178 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of cpt9ft%ti011 materials. The documentation submitted has been revie-Nved and accepted by Miarni—Dade Coui1?y'RER— Product Control Section to be used in Miami —Dade County and other areas where allolvedby tho %utnerity '. ...... . .. Having Jurisdiction (AHJ). ' ...... This NOA shall not be valid after the expiration date stated below. The Miami Bade Coul y Product •••• Control Section (In Miami —Dade County) and/ or the AHJ (in areas other than Miarn%V idt Cour:yj 1es'Crve • • the right to have this product or material tested for quality assurance purposes. If ai:.pucrduct ori':3terial ..;..' fails to perform in the accepted manner, the manufacturer will incur the expense of stict4testing a*4 Le AHJ ...... • may immediately revoke, modify, or suspend the use of such product or material-wi4itr_ their jurisdiction. • RER reserves the right to revoke this acceptance, if it is determined by Miami+ -Dade Cougr Product • • • • • Control Section that this product or material fails to meet the requirements of the apllicaJ)!gbuildAig code. • •; This product is approved as described herein, and has been designed to comply wit'u'tlre'Floricl'e4i: iug ' Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "ECO—Guard Clipped" Aluruivam Tube Mullion — L.M.I.. APPROVAL DOCUMENT: Drawing No. M14-01, Series titled "Aluminum Tube Mullion", -sheets 01 through 09 of 09, dated 05/19/14 with the .latest rev.isica dated 05/23/14, prepared by Al—Farooq Corporation, signed and sealed by Javad Ahmad, P. E., bearing the Miami —Dade County Product Control Section Approval stamp with the Notice of Acceptance nurnber and Approval date by the Miami —Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile 1inpact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, series, and following statement: "Miami —Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/ or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically tenninate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami —Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of this page 1 and evidence pages E-1 and E-2, as well as approval document Mentioned above. The submitted documentation was reviewed by Jaime D. Gascon, P. E, NOA No. 14-0529.16 M1AMl•DADE COUNTY �`` <.,.h`�` Expiration Date: October 23, 2019 NNW3% 4r, 1 Approval Date: October 23, 2014 Page 1 Eco Window Systems, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. M14--01, Series titled "Aluminum Tube Mullion", sheets 01 through 09 of 09, dated 05/19/14 with the latest revision dated 05/23/14, prepared by Al— Farooq Corporation, signed and sealed by Javad Ahrnad, P. E. • �, B. TESTS 1. Test reports on: 1) Au' Infiltration Test, per FBC, TAS 202-94 • • •; • • • • 2) Uniform Static Air Pressure Test, Loading pM'r�`FsC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94;,, • ; * • •, • along with marked —tip drawings and installation diagram of.a."pped a�.y;imim mullion at fixed windows, prepared by Hurricane Engineering -A-Testing? iir&., Test Report No. BETI-0.8-2192A, dated 01/15/09, signed and sealed icy Vandido F. Font, P. E. ...... 2. Test reports on: 1) Large Missile Impact Test per FBC, TAS 24l .94; 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 •.: along with marked —up drawings and installation diagram of a clipped aluminum mullion at a fixed window/ a single hung window, prepared by Hurricane Engineering & Testing, Inc., Test Reports No.'s HETI-08-2192B and HETI-08-2166C, both dated 01/15/09, signed and sealed by Candido F. Font, P. E. 4. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Forced Entry Test, per FBC 241.1.3.2.1, and TAS 202-94 along with marked —up drawings and installation diagram of a clipped aluminum mullion single hung window, prepared by Hurricane Engineering & Testing, Inc., Test Report No. HETI-08-2166A, dated 01/15/09, signed and sealed by Candido F. Font, P. E. C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-2010 and FBC 51h Edition (2014), prepared by Ai—Farooq Corporation, dated 05/05/14, signed and sealed by Javad Ahmad, P. E. D. QUALITY ASSURANCE i. Miami Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. E-1 Jaime D. Gascon, P. E. Product Control Section Supervisor NOA No. 14-0529.16 Expiration Date: October 23, 2019 Approval Date: October 23, 2014 Eco Window Systems, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of no financial interest, conformance to and complying with FBC-2010 and FBC 5`h Edition (2014), issued by Al—Farooq Corporation, dated 05/23/14, signed and sealed by Javad Ahmad, P. E. 2. Department of State Certification of Eco Window Systems, LLC as a limited Iiability company, active and organized under the laws of the State of Florida, datejl•J3t21/13 . . .... ...... and signed by Kurt S. Browning, Secretary of State. • • • 3. Laboratoiy compliance letter for Test Reports No.;� • •TI;I�• �2192A, • HETi-08-2192B, HETI-08-2166A and HETI-08-2166"%all issued by . • Hurricane Engineering & Testing, Inc., dated 01/15/09, �igrrpd• and :s paled by Candido F. Font, P. E. eve* • •' "•" 4. Proposal No. 08-0236 issued by the Product Control, dated* 0VI4/08, • siFi'e'd by * * 6 6 0 • Manuel Perez, P. E. G. OTHERS ' 1. None. • • • • • • Jaime D. Gascon,_F. E. Product Control Section Supervisor NOA No. 14-0529.16 Expiration Date: October 23, 2019 Approval Date: October 23, 2014 E-2 II MULLION SYSTEM IS RATED FOR LARGE MISSILE IMPACT. AND CAN BE USED WITH ALL MIAMI—DADE COUNTY APPROVED IMPACT AND NON —IMPACT RESISTANT PRODUCTS. RECTANGULAR ALUMINUM TUBE MULLIONS USING MULLION PROPERTIES ONLY S THIS PRODUCT HAS BEEN DESIGNED AND TESTED 70 COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ). ALL GLAZING PRODUCTS USED WITH THESE MULLIONS MUST MEET THE APPLICABLE BUILDING CODE REQUIREMENTS I.E: WIND LOAD, WATER INFILTRATION, FORCED ENTRY RESISTANCE, SAFEGUARDS ETC. WOOD BUCKS BY OTHERS. MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL COVERING (STUCCO, TILE FTC.). ANCHORING CONOTTIONS OTHER THAN THOSE SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL. A LOAD DURATION INCREASE IS USED W DESIGN OF ANCHORS INTO WOOD ONLY. MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/METAL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMLAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BLDG. CODE. INSTRUCTIONS: USE CHARTS AND GRAPHS AS FOLLOWS. STEP 1 DETERMINE DESIGN LOAD REQUIRED PER ASCE 7 FOR PARTICULAR OPENING. STEP 2 USE MIAM1—DADE COUNTY APPROVED GLAZING PRODUCTS MEETING ABOVE LOAD REQUIREMENTS. STEP 3 USE CONNECTION TO MULLION AS PER PRODUCT APPROVAL. USING CHARTS ON SHEET 3 SELECT MULLION SIZE WITH STEP 4 DESIGN RATING MORE THAN DESIGN LOAD SPECIFIED IN STEP 1 ABOVE. USING ANCHOR TYPES ON SHEETS 5 THRU 9 AND ANCHOR CHARTS STEP 5 ON SHEET 4, SELECT ANCHOR TYPE WITH DESIGN RATING MORE THAN THE DESIGN LOADS SPECIFIED IN STEP 1 ABOVE. 1 IL 'I TUdUTAR SHAPES 2.000_J ALLOY = 6063—T6 MULLIONS CONTAINING TYPICAL GLAZING PRODUCTS HORIZONTAL OR VERTICAL SEE WINDOW OR DOOR APPROVAL FOR FASTENERS SIZES AND SPACING •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• Engr; JAVAD AHMAD CVIL FL. PE Y 70582 CAN., ApOpAmJ'vcd xnpdyMg n!!1 VAe�T s il15 Pimidn 13. 11N C. • �m A�•IT4 • IN •• • • •_�• • • • +3, '8 • •• • • • 'fhi' •'I ... . . • . ... . . ••• • • • ••• • • :T iFowing no. M14-01 1 1.000 r 125 1.000 .125 -1 1.000 '1 I� - .125 .375 125 4.000 J.000 125 Ix = .9502 IN\4 Ix = 2.0374 IN\4 Ix - 1.538 IN\4 Sx - .6335 w\3 Sx - 1.0187 IN\3 Sx - 1.0254 IN\3 1 X 3 1 X 4 1 X 3 STD, MULLION STD, MULLION CUSTOM MULLION 6063-T6 I 6063-T6 I 6063-T6 1/2- 65�-- MIN. ANGLE CUP 6053-T6 Nzs; OPTI MULLION CLIP 6063-TB ,.Ooo .375 4.000 .125 .375 Ix = 3.1878 IN\4 Sx - 1.5939 IN\3 1 X 4 CUSTOM MULLION 6063-T6 Ix - 2.9762 IN\4 Sx = 1.4881 IN\3 2 X 4 STD, MULLION 6063-76 NOTCH OPTIONAL 1/2• MIN. /2" MIN. 125 15 Ix = 8.2757 IN\4 Sx = 2.7586 IN\3 2 X 6 STD. MULLION 6063-T6 4pmrt4 ro oomplyina 11181 INe n�- 1.,r� is mnIBI • •• • • • • ••• • CIVIL FV. PE 1 70592 C.A.N. 538 • • •0. • \•: • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Ix - 15.2031 IN\4 Sx = 5.0677 w\3 2 X 6 HEAVY MULLION 6063-T6 m I - K droving no. M14-01 DESIGN LOAD CAPACITY - PSP (TUBE MULLIONS) DIMS. 1X3 1 X4 1X3 1 X 4 2 X 4 2X8 2X6 ulnl c.AN STD. STD. CUSTOM CUSTOM STD. STD. HEAVY r0. _r2' 19X1/8" 0 118 42' (I6" 1 �!IY 19 1/8' 20i ip I�tS7- l2' I48' 50-5/8" 54' I60" 166" /72' 1/2' 30" �J7" I] 42' 48' 63" 80' 38.9 73.9 63.0 115.7 IO8.0 120.0 120.0 68'67.2105.1 90.2 120.0 120.0 72' 32.4 61.6 52.5 96.4 1 90.0 120.0 120.0 DESIGN LOAD CAPACITY - PSP (TUBE MULLIONS) inNDOW DIMS. I 1 X 3 STD. 1 X 4 STD. CUSTOM 1 X 3 1 X 4 CUSTOM 2 X 4 STD. 2 X 6 STD. 2 X 8 HEAVY WIDTH (W) MULL SPANI 19-1/8" 26-1/2' 30' 37' 42" 48' 54' 60' 66' 72" 74-1/4' 74.6 120.0 120.0 120.0 120.0 1 120.0 120.0 53.8 115.4 87.1 120.0 120.0 120.0 120.0 47.5 101.9 78.9 120.0 120.0 120.0 120.0 38.5 82.6 62.4 120.0 120.0 120.0 120.0 33.9 ' 72.8 55.0 113.9 106.4 120.0 120.0 29.7 63.7 48.1 99.7 91.1 120.0 120.0 26.4 56.6 42.7 88.6 82.7 1200. 120.0 23.8 51.0 36.5 79.7 74.4 120.0 120.0 21.8 48.3 35.0 72.5 67.7 120.0 120.0 - 42.5 32.1 66.5 62.0 120.0 120.0 19-1/8' 26-1/2- 30' 37" 42" 48' 54' 60' 66' 72' 84' 51.5 110A B3.4 120.0 120.0 120.0 120.0 37.2 79.7 60.2 120.0 118.4 120.0 120.0 32.8 70.4 53.1 110.2 102.8 120.0 120.0 26.6 57.1 43.1 89.3 83.4 120.0 120.0 23.4 50.3 38.0 78.7 73.5 120.0 120.0 20.5 44.0 33.2 68.8 64.3 120.0 120.0 - 39.1 29.5 61.2 57.1 120.0 120.0 - 35.2 28.6 55.1 61.4 112.6 120.0 - 32.0 24.2 50.1 46.7 102.4 120.0 - 29.3 22.1 45.9 42.8 1 93.8 1 120.0 19-1/0' 28-1/2' 30" 37' 42' 48' 54" 60' 66' 72' 96" 34.5 74.0 55.8 115.8 108.1 120.0 120.0 24.9 53.4 40.3 83.5 78.0 120.0 120.0 22.0 47.2 35.6 73.8 68.9 120.0 120.0 - 38.2 28.9 59.8 55.9 120.0 120.0 - 33.7 25.4 52.7 49.2 120.0 120.0 - 29.5 22.3 46.1 43.1 107.8 120.0 - 26.2 - 41.0 1 38.3 95.8 120.0 - 23.6 - 36.9 34.4 86.2 120.0 - 21.4 - 11.5 31.3 78.4 120.0 - - - 30.7 28.7 71.5 120.0 19-1/8" 26-1/2' 30' 37" 42" 48' 54' 60' 66' 72" 108" - - - 81.3 75.9 120.0 120.0 - - - 58.7 54.8 120.0 120.0 - - - 51.8 48.4 120.0 120.0 - - - 42.0 39.2 109.1 120.0 - - - 37.0 34.8 95.1 120.0 - - - 32.4 30.2 84.1 120.0 - - - 28.8 26.9 74.7 120.0 - - - 25.9 24.2 67.3 120.0 - - - 23.6 22.0 81.2 112.3 - - - 21.6 20.2 56.1 103.0 ALL LOADS ARE EXT.(+)/INT.(-). I NOTE* MULLIONS RATED IN THESE CHARTS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY. (INTERPOLATION BETWEEN WIDTHS ALLOWED) MULLIONS DESIGN LOAD CAPACITY - PSP (I IYIND011 DIMS. 1 X 3 1 X 4 1 X 3 BOTH (W) MULL SPAN STD. STD. CUSTO) 30" - - - 37" - - - 42' - - 48' 120' - - - 54• 60' - - - 66' - - - 72" - - - 19_1/8• 26-1/2' - - - 30" - - 37" - - - 42' - - - 48' 132' - - - 54' - - - 60" - - - 68 - - - 72" - - - 19_1/8• 26_1/2• 30" - - - 37" - - 42" - - - 48' 114" - - - 54" - - 60" - - - 66" - - - 72" - - - NICHES TO BE INSCRIBED INSIDE RECTANGULAR SHAPE GLAZING GLAZING PRODUCT IIII PRODUCT • W • • •• • • • • ••• • TYPICAL MULLION ARRANGEMENTS (ngr: JAVAD AHMAD CML FLA PE D 70592 y1MU11 - WI + W2 Cd N. 3538' Apj--d �n; I�•iu�R>ftJ�R • y • • • • • • • • Plolidn DI Bdlllrcfhve-•••• • -• `'• • • •Y. ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • DNS) t' y Z r 9. 0 O 0 1 O C .1 0 5 eri Cl d .0 j !•1 00 C h Q p~Q NmQ .LLI.1 N N- 2 X 4 STD. 2 X 6 STD. 2 X 8 HEAVY 55.3 120.0 120.0 399 111.0 120.0 35.3 98.1 120.0 28.6 79.5 120.0 25.2 70.1 120.0 22.0 61.3 112.6 - 54.5 100.1 - 49.0 90.1 - 44.8 81.9 - 40.9 75.1 41.6 115.6 120.0 30.0 83.4 1 120.0 26.5 73.7 1 120.0 21.5 59.8 109.8 PRODUCT III PRDU T MULLION drawing no. M14-01 DESIGN LOAD CAPACITY - PSF DESIGN LOAD CAPACITY - PSF DESIGN LOAD CAPACITY - PSF 1INDOW DIMS. ANCHORS TYPE WINDOW DINS. I ANCHORS TYPE WINDOW DIMS. ANCHORS TYPE �U o 1WDT �I (1Y) MULL SPAN A2 A4 AB B2 B4e B4b YADTH (W) MULL SPAN A2 A4 A6 B2 Bon B4b YADTH (W) MULL SPAN A2 A4 AS B2 R4n Bob I 191'I/8' 26I/2' 3O" Jp7' Z 120.0 120.0 120.0 120.0 120.0 120.0 19-1/8' 26-1/2" 30' 37" 42" 120.0 120.0 120.0 101.4 120.0 120.0 19-1/8" 26-1/2' 30" 37' 42" 97.9 120.0 120.0 62.7 90.4 120.0 Z O F IL 0 •ry Q (ggq C 120.0 120.0 120.0 120.0 120.0 120.0 114.2 120.0 120.0 73.2_ 105.4 120.0 70.6 120.0 120.0 45.3 65.2 90.6 120.0 120.0 120.0 120.0 120.0 120.0 100.6 120.0 120.0 64.6 93.1 120.0 62.4 108.8 120.0 40.0 57.6 80.0 120.0 120.0 120.0 101.4 120.0 120.0 81.8 120.0 120.0 52.4 75.5 104.8 50.6 88.2 120.0 32.4 46.7 64.9 120.0 1200. 120.0 89.3 120.0 120.0 72.0 120.0 120.0 45.2 66.5 92.4 44.6 77.7 116.6 28.6 41.1 57.1 6' (0' 12" 38-3/8' 48" 54' 60" 66' 72" 74-1/4' 48' 54" 60" 88" 72" 120" IL IX 0 () a o W 0 D. LL Y PHA pt g p H 120.0 120.0 120.0 78.2 112.6 t20.O 63.0 109.9 120.0 40.4 58.2 80.8 39.0 68.0 102.0 25.0 36.0 50.0 108.4 1200. 120.0 89.5 100.1 120.0 S6.0 97.7 120.0 35.9 51.7 71.8 34.7 60.4 90.7 22.2 J2.0 44.4 97.6 120.0 120.0 62.5 90.1 120.0 50.4 87.9 120.0 32.3 48.5 64.6 31.2 54.4 81.6 20.0 28.8 40.0 88.7 120.0 120.0 58.9 81.9 113.7 45.8 79.9 119.9 29.4 42.3 58.8 28.4 49.5 74.2 - 26.2 36.4 81.3 120.0 120.0 52.1 75.0 104.2 42.0 7J.3 109.9 26.9 38.8 53.9 26.0 45.3 68.0 - 24.0 33.J 19 1/8" 26. 1/2" 120.0 170.0 120.0 120.0 120.0 120.0 19-1/8" 28-1/2" 120.0 120.0 120.0 89.6 120.0 120.0 19-1/8 26-1/2" 89.0 120.0 120.0 57.0 82.1 114.1 1>a. W 120.0 120.0 120.0 120.0 1200. 120.0 100.9 120.0 120.0 64.7 93.2 120.0 64.2 112.0 120.0 41.2 59.3 82.3 0' 30" 30" IL Z N LD = 0 120.0 120.0 120.0 114.3 120.0 120.0 89.1 120.0 120.0 57.1 82.3 114.3 56.7 98.9 120.0 36.4 52.4 72.7 120.0 120.0 120.0 92.7 120.0 120.0 72.3 120.0 120.0 46.3 66.7 92.7 46.0 80.2 120.0 29.5 42.5 59.0 7" 37' 37" Q Z `e� 120.0 120.0 120.0 61.6 117.6 120.0 63.7 111.0 120.0 40.6 58.8 81.6 40.5 70.6 106.0 26.0 37.4 51.9 1 2' 42' 42" UI i I e 42' 111.4 120.0 120.0 71.4 102.9 120.0 48" 84" 55.7 97.1 120.0 35.7 51.4 71.4 48" 132" 35.5 61.8 92.7 22.7 32.7 45.5 0 99.0 120.0 120.0 63.5 91.4 120.0 49.5 86.3 120.0 31.7 45.7 63.5 31.5 54.9 82.4 20.2 29.1 40.4 '.1 i4" 10 6' ,I p,r2' 54" 60" 66" 72" 54" 60" fie" 72' J (n J Z 0 (/1 m 89.1 110.0 120.0 57.1 82.3 114.3 44.6 77.7 115.6 28.6 41.1 57.1 28.4 49.5 74.2 - 26.T 36.4 81.0 120.0 120.0 51.9 74.5 103.9 40.5 70.8 106.0 26.0 3%.4 51.9 25.8 45.0 67.4 - 23.8 33.1 74.3 120.0 120.0 47.6 68.6 95.2 37.1 64.8 97.1 23.8 34.3 47.6 23.6 41.2 61.8 - 2Le 30.3 104 1/8" 20q-1/2' I f,0' �1i 7' 120.0 120.0 120.0 120.0 120.0 120.0 19-1/8" 26-1/2" 30' 37" 42' 120.0 120.0 120.0 78.4 112.9 120.0 19-1/8" 26-1/2" 30" 37" 42" 81.6 120.0 120.0 52.3 75.3 104.6 J 2 7 W f Ld } m Cn 3 �- W ^ LL N m 120.0 120.0 120.0 107.3 120.0 120.0 88.3 120.0 120.0 56.6 81.5 113.2 58.9 102.6 120.0 37.7 54.3 75.5 120.0 120.0 120.0 94.8 120.0 120.0 78.0 120.0 120.0 50.0 72.0 100.0 52.0 90.7 120.0 333 48.0 66.7 119.9 120.0 120.0 76.9 110.7 120.0 63.2 110.3 120.0 40.5 58.4 81.1 42.2 73.5 110.3 27.0 38.9 54.1 105.7 120.0 120.0 67.7 97.5 120.0 55.7 97.1 120.0 35.7 51.4 71.4 37.1 64.8 97.1 23.8 34.3 47.6 142' 48- 54" 60' 50-5/8" 48' 54" 60" 96' 48' 54" 60" 144" 0 Z Z O I") 92.4 120.0 120.0 59.3 85.3 118.5 48.3 85.0 120.0 31.3 45.0 62.5 32.5 56.7 85.0 20.8 30.0 41.7 82.2 120.0 120.0 52.7 75.9 105.3 43.3 75.6 113.3 27.8 40.0 55.6 28.9 50.4 75.6 28.7 37.0 74.0 120.0 120.0 47.4 68.3 94.8 9.0 65.0 102.0 25.0 36.0 50.0 26.0 45.3 68.0 - 24.0 33.3 67.2 117.2 120.0 43.1 62.1 86.2 �3"' 61.8 92.7 22.7 J2.7 45.5 41.2I72"81.8 66' 66" 72" B63.8 72" Q 0 V 107.5 120.0 39.5 56.9 79.0 2.5 56.7 88.0 20.0 30.0 41.7 21.7 J7.8 56.7 - 20.0 27.11 ll1 1/8' 120.0 120.0 120.0 119.5 120.0 120.0 19-1/8" 108.8 120.0 120.0 69.7 100.4 120.0 W m w 21 r 1/2" I 130 37' 120.0 118.9 96.4 120.0 120.0 120.0 120.0 120.0 120.0 86.3 76.2 61.8 120.0 109.7 89.0 120.0 120.0 120.0 26-1/7" 30" 37" 78.5 69.3 56.2 120.0 120.0 93.0 120.0 120.0 120.0 50.3 44.4 30.0 72.5 64.0 51.9 100.6 88.9 72.1 TYPICAL INCIIORS TYPICAL ANCHORS MCHES TO BE INSCRIBED INSIDE RECTANGULAR SHAPE HORIZONTAL MULLION 0 'I42" 'I48" 63' 154" 84.9 74Z 66.0 120.0 120.0 115.1 120.0 120.0 120.0 54.4 47.6 42.3 78.4 68.6 61.0 108.8 95.2 84.7 42" 48" 100" 54" 49.5 43.3 38.5 86.3 75.6 67.2 120.0 113.3 100.7 31.7 27.8 24.7 45.7 40.0 35.6 63.5 55.5 49.4 VERTICAL MULLION z GLAZING PRODUCT 3 ii 80" 59.4 103.6 120.0 38.1 54.9 76.2 60" 34.7 60.4 90.7 22.2 J2.0 44.4 j 66" 54.0 94.2 120.0 34.6 49.9 69.3 66" 31.5 34.9 82.4 20.2 29.1 i0.4 GLAZING GLAZING D vdi PRODUCT PRODUCT \ANCHOR OETAA. /1 `o 72' NOTE; 49.5 88.3 120.0 31.7 45.7 63.5 72" ALL LOADS ARE EXT.(+)/INT.(-). 2B.9 50.4 75.6 26.7 J7.0 • • • GLAZING GLAZING PRODUCT PRODUCT CAL I01A • • • W • 2 IP MULLION SPAN I 0 3 TMANCHORS S _ ANY ANCHOR CONDITION SHOWN HEREIN MAY COVER • • • • • • • • LOCATIONS AT HEAD, SILL OR JAMB ENDS. •• •; ; ; :YE:LU6 ARRANGEMENTS FOR ANCHORS DESCRIPTION SEE SHEETS 5 THRU 9. BETWEEN WIDTHS OR SPANS ALLOWED) • • • • • • • • WIDTH (W) = - Y71+ 1Y2 Engr:JAVAO AHNAO(INTERPOLATION Cn1L2 EU. PE / 70592AppmVed rtc -plying mill N•w CDctI ••••• •••�Pm CAN. 3538An1iRR ANCHORS • • • • • • • • • IL =a.�,, • ppry� �nY `� `;} l,U l� I III sheet q. of 9 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ,d TYPICAL ANCHORS J9e - 2 PER CLIP (1 ON EACH WING) R L A 5);UR TYPICAL ANCHORS 1 PER ANGLE \ \ \ ORRN�RETE y , ,®+ ®+1 F 1 I Is i t------------ I I 1 I FLOATING CLIP I I I I SNUG FIT INSIDE MULL #14 SMS I I 114 SIAS 1-3/4" O.C. MIN. I I 1-3/4' O.C. MIN. 4 PER CLIP 2 PER ANGLE 1 n ANCHORS TYPE 'A2' l TYPICAL ANCHORS 4 PER CUP (2 ON EACH WING) 44\'\41 \ j + +. 1 1 \� {{ I I 1 0 I I n dG CUP FIT INSIDE MULL 114 SMS 1-3/4' O.C. MIN. 2 PER ANCLE 014 SMS 1-3/4" O.C. MIN. 4 PER CUP ANCHORS TYPE 'A4' TYPICAL At 2 PER 2 X 2 X 1/8" ALUM ANGLE TYPICAL ANCHORS: ANCHOR TYPES I SUBSTRATE IMIN. EMBED. LAIN. EDGE GIST. 1/4" DIA. ULTRACONS BY 'ELCO' (Fu-177 KSI, Fy-155 KSI) CONCRETE 1-3/4' 2-1/2' 1/4' OIA. SELF DRILLING SCREWS (GRADE 5 CRS) METAL 1/8" 3/4" CONCRETE - f. - 3000 PSI MIN. METAL - 1/8" MIN. THK. STEEL Fy - 36 KSI MIN. \\ � �DN�RETE 1/8" MIN. THK. ALUMINUM (6063-T5 MIN.) OR M AL 5T UC E ANCHORS MAY BE HEX OR FLAT HEAD. ALL CUPS AND ANGLES TO FIT SNUG INTO BE MULLIONS. CLIPS OR ANGLES CONNECtEO DIRECTLY TO MASONRY TO BE PROTECTED WITH ALKAU-RESISTANT COATINGS. SUCH AS BITUMINOUS PAINT OR WATER -WHITE METHACRYLATE IACOUER. 2 X 1/8' ANGLE •• ••• • • • • • •• • •• • • • • ••• • En9r: JAVAO AHMAD CIVIL AP,rorcd m u'n ,,lying ,rid, lllc FLA PE 1 70592 PlmiJe O'dad� /"+CaQc (laic = O • • • CAtl.. 538 • • • \ • //1 NOAB �- MI u1 P, (b- • • • • • • :• • ,y .. hil�Fr�f101� ... . . • . .. • . . . . . . . . . . . . . •. .. • . . .. .. ... . . . ... . . drawing no. M14-01 TYPICAL AN 8 PER CLIP (3 ON EACH 3ft�Er\ \Iq. `, 114 SMS 1-3/4' O.C. MIN. 6 PER CUP kNCHORS TYPE `A6' TYPICAL ANCHORC 3 PER ANGLE I III I L FLOATING cup j SNUG FITT INSIDE MULL #14 s1As I-3/4' O.C. M11N.7 'I 3 PER ANGLE . OONERfr\\ x2x 1/8' UM ANGLE TYPICAL ANCHORS: ANCHOR TYPES SUBSTRATE IMIN. EMBED. MIN. EDGE DIST. 1/4' DIA. ULTRACONS BY 'ELCO' CONCRETE 1-3/4" 2-1/2" (Fu=177 KSI, Fys)55 KSI) 1/4" DIA. SELF DRILLING SCREWS METAL 1/8' 3/4' (GRADE 5 CRS) CONCRETE a fc - 3000 PSI MIN. METAL - 1/8' MIN. THK. STEEL Fy = 36 KSI MIN. 1/8" MIN. THK. ALUMINUM (6063-T5 MIN.) ANCHORS MAY BE HEX OR FLAT HEAD. ALL CLIPS AND ANGLES TO FIT SNUG INTO TUBE MULLIONS. CUPS OR ANGLES CONNECTED DIRECTLY TO MASONRY TO BE PROTECTED WITH ALKALI -RESISTANT COATINGS, SUCH AS BITUMINOUS PAINT OR WATER -WHILE METRACRYIATE LACQUER. •• ••• • • • • • •• • •• • • • • ••• • Engr. JAVAD AHMAD CML FLA. PE 1 70592 APPrt11od omaplYlogoJa�1T[e CAN. 3538. NOAfL /Q. G7 Ml aJ I'm • • • • • • y. • • • �.•�\,• •�'onbu/�•'-^-• • • • PfiAY• a1�T ... . • . . • . . • • .. ... . . . • 00 . • ••• . . . • • • . . • • • . ... . • I a E J drawing no. M14-01 TYPICAL ANCHORS TYPICAL At 2 PER CUP (I ON EACH WING) 1 PER I\ 7ER i > ANCHORS TYPE 'B2' MIN. 2 7/e' TYPICAL FLOATING CLIP SNUG FIT INSIDE MULL J14 SMS 1-3/4' O.C. MIN. 2 PER ANGLE fRLEO OR 2 X 2 X 1/B' ALUM ANGLE TYPICAL ANCHORS TYPICAL ANCHORS 4 PER CLIP (2 ON EACH WIINGG)%�� 2 PER ANCLEA\ OR I3 1 1 I I I_ / I I (_FLOATING CLIP / U L2 X 2 x 1/e• J I I SNUG FIT INSIDE INSIDE MULL J ALUM ANGLE I e14 SMS 1 1 114 SIAS I 1 1-3/4" O.C. MIN. 1-3/4" O.C. MIN. 4 PER CLIP 2 PER ANGLE ANCHORS TYPE 'B4a' Z F 0F. i 0 F Z. � (L �" o 0 J IL as Os Uo if 0 O0 Sp 0°���3 o ((3Ji LL h QLzi�f O o � J Z O m TYPICAL ANCHORS: J � I- ANCHOR TYPES SUBSTRATE MIN. EMBED. IAIN. EDGE GIST. 1/ 4' DIA. ULTRACONS 8Y 'ElCO' MASONRY 1-3/4" 2-1/2" m W (Fu-177 KSI, Fy-155 KSI) MOOD 1-1/2' 1' :w) 'n� I- 3 O WOOD 28Y WOOD BUCKS OR WOOD STRUCTURE S.G. 0.55 MIN. MASONRY = C-90 HOLLOW/FILLED BLOCK tam Q 2000 PSI MIN. Z Z 3 LL IBY OR 28Y WOOD BUCKS NOT BY ECO WINDOW j 3 Z o M MUST SUSTAIN LOA05 IMPOSED BY GLAZING SYSTEM AND YRANSFER � � � J THEM TO BUILDING STRUCTURE. U W W rn� ANCHORS MAY BE HEX OR FLAT HEAD. •• ••• • • • • • •• • • • • • • • • • • • •• ••• •• • • • •• En9r. JAVAD AHMAD CML PE Approrcd of mu�plyh�g Ntt11 F1le H C70592 AN. 357a fluddo Uni)AI g« • • • • • • • • worm — 9• (� I. • • • • • q: * • Uy -__. _._ .. •0 0 • . , • �t . •• •• 00 . •• •• ... . . . ... . . droving no. M14-01 4' DIA. ULTRACONS 8Y 'ElCO' MASONRY 1-3/4" 2-1/2" m W (Fu-177 KSI, Fy-155 KSI) MOOD 1-1/2' 1' :w) 'n� I- 3 O WOOD 28Y WOOD BUCKS OR WOOD STRUCTURE S.G. 0.55 MIN. MASONRY = C-90 HOLLOW/FILLED BLOCK tam Q 2000 PSI MIN. Z Z 3 LL IBY OR 28Y WOOD BUCKS NOT BY ECO WINDOW j 3 Z o M MUST SUSTAIN LOA05 IMPOSED BY GLAZING SYSTEM AND YRANSFER � � � J THEM TO BUILDING STRUCTURE. U W W rn� ANCHORS MAY BE HEX OR FLAT HEAD. •• ••• • • • • • •• • • • • • • • • • • • •• ••• •• • • • •• En9r. JAVAD AHMAD CML PE Approrcd of mu�plyh�g Ntt11 F1le H C70592 AN. 357a fluddo Uni)AI g« • • • • • • • • worm — 9• (� I. • • • • • q: * • Uy -__. _._ .. •0 0 • . , • �t . •• •• 00 . •• •• ... . . . ... . . droving no. M14-01 droving no. M14-01 TYPICAL ANCHORS 4 PER CUP (2 ON EACH WING) p 4 SATs 1-3/4" O.C. MIN. 6 PER CUP NCHORS TYPE 'B4b' TYPICAL ANCHORS z m j 2 PER ANGLE C I- z \ \ \ C ILL OR I O wo m OD ST U 0 d y�LI LL D ou I III z 0IL4oDATING CLIP L VUG FIT INSIDE MULLd14 X 1 e' W U ALUM ANGL( Q; 0 skisi 1-3/4" O.C. MIN.1 I 3 PER ANGLE LL 2 N" 19 J (ry4_ Q W 1 U o O � m TYPICAL ANCHORS: J � m o wF c~il ANCHOR TYPES SUBSTRATE AIIN. EMBED. MIN. EDGE DIST. 1/4- DIA. ULTRACONS BY 'ELCO' (Fu=177 KSI, Fy-155 K51) 1.1ASONRY 1-3/4' 2-1/2" YIOOO 1-i/2" 1' O On N WOOD = 2BY WOOD BUCKS OR WOOD STRUCTURE S.G. = 0.55 MIN. MASONRY Z m - C-90 HOLLOW/FILLEO BLOCK T'm - 2000 PSI MIN. Z IBY OR 2BY WOOD BUCKS NOT BY ECO WINDOW 7 n MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER Q O THEM TO BUILDING STRUCTURE. W rn E ANCHORS MAY BE HEX OR FLAT HEAD. c — Engr: JAVAD AHUOLD Appn,,cd u woq,lylag MC TSe CmL FLAL dE � 70592 CAN, 5}e 1'Inndn Duild Ig Flnlo NOAN • f • �f. • _-� Ali ) • • • • • • • • • • • - •�1 • • - : rah 4 2 .. • . . . . ... • . . . . . •• •. • • . • . . • ..• . . . . • . .•• .• .. . • a •1 � u k drawing no. M14-01 .. .. . . .. . . . . .. • • •f• • • • . ••• • • • • • • C �F• W�tT gUANT IUD TUBE MULLION SE • ••• ••• • •• __--- ____—_ •• • • • •• ••• •• • • • • • • • •pl4 FH•SMS • • • f • • • • • • 2/ SI•E` • • • • • IV �WCI=ALUM CHANr�CL I 1 EN H 70 FR SNRTOIG 1 I • • • • • • • •IR(0 }II�UON TUBE MULLION I I I I TUBES MAY BE NOTCHED AS SHOWN TO ALLOY/ INSTALLATION OF CUP ANGLE CAULK JOINT AFTER ASSEMBLY —1 2' 4 FH SMS ///---1 O.C. AIIN. ACCESS HOLE OR / SEE C TIES / FQUANTITIES THIS SCREW CAN BE INSTALLED IN ETIHER I III I #14 FH SdS DIRECTION It I 2 PER CUP I' O.C. MIN. 1-3/4' X 2' X 1/8' (FOR 2BY 3/4' X 2' X I/8' FOR (1BY ALUM CUT TO FIT SNUG INSIDE ANCHORS DETAIL #1 METAL TO METAL CONNECTION 114 SMS SUBSTRATE Ed. - MIN. EDGE DIST. MIN. CL TO CL SPACING i ALUMINUM 1 5/8' 1/2- ANCHOR N0. OF CHART EVYS ttPE A2 2 ttPE A4 IYPE A6 AfTmwd u MdW ...ml,0u8dyhts nhll Ik¢Y 1 r:eMi1 CML ETA_ PE ) 70582 CA.N` 3038 FllCf ;'f..;1 7.01b (a�U Z n 0 "w 0� a O OG v 0 0&a 0 0 1- Q W3dai LLwo o aw E0 U o VI J Z m O m F W } W m W w � N n n 0 _Z _j ^� Z 3 LL Qp �Q W rn� dhdll-Nfi� -wing no. M14-01 COUNTY MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 209 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 _NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy Mr. Glass Doors & Windows, Inc. 7440 N. W. 66 Street Miami, FL. 33166 SCOPE: This NOA is being issued tinder 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 (Al'.. This NOA shall not be valid after the expiration date stated below. The Miami -Dade Cou0 Product CoMfitol Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) rekgrve• the rigrt etShave this • • product or material tested for quality assurance purposes. If this product or material fails Ig: "form in the accepted • manner, the manufacturer will incur the expense of such testing and the AHJ may imme4ately revQIW, tgodify,:!•••; suspend the use of such product or material within their jurisdiction. RER reservns*tk&6right:o'ra,%ke tW6,.. acceptance, if it is determined by Miami -Dade County Product Control Section that thisipwKkiat or makwiial failset4000 00 meet the requirements of the applicable building code. • • • • • • • • 0040• • This product is approved as described herein, and has been designed to comply with the FidA0A:3uilding Code, •, including the High Velocity Hurricane Zone. :...:. DESCRIPTION: Series "MG-500" Aluminum Outswing French Door — L.M.I. • • 009 • ; • • • •; APPROVAL DOCUMENT: Drawing No. WII-40 Rev B, titled "Series MG-500 Alum. Outswing FrerNe a oor (L.M.I.)", sheets 1 through 11 of 11, including sheet 3.1, dated 07/15/11 and last revised on 03/16/16, prepared by Al- Farooq Corporation, signed and sealed by Javad Ahmad, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant Limitations: 1. See Design Pressure charts for Single or Double door w/wo transom, glass type, lock type, hinges type and head, sill and jambs anchors. Lower Design Pressure shall apply to the entire assembly. 2. The Single Door with Transom is limited to Maximum Design Pressure DP = + 90 PSF. 3. Only Single Door w/ High Threshold option item E-2B (part # ES-9026) is rated for external Positive +120 PSF Water Resistant Rating, all other condition and thresholds are not rated for water Resistant Ratings. 4. Single Door w/wo transom utilizing Saddle Threshold option item E-2A (part #ES-9015) is limited to Maximum Design Pressure DP =+/90 PSF. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, Barranquilla, Columbia and series and following statement: "Miami -Dade County Product Control Approved", 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. NOA No. 15-0826.32 Expiration Date: December 24, 2018 {`L'110 Approval Date: April 28, 2016 Page I MIAMI•DADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.mianiidade.gov/economy This NOA revises NOA # 13-0820.12 and consists of page 1, this page 2, and evidence pages E-1 & E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Jorge Plasencia, P.E. • • • • . . .... ...... ...... . .. ....% .... . .. ..... ...... .... ..... .. .. .... ...... . . . . ...... .... % NOA No. 15-0826.32 MIAMI•DADECOUNTY �IL` Ito Expiration Date: December 24, 2018 1 Approval Date: April 28, 2016 Page 2 IMr. Glass Doors & Windows, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under previous NOA's #10-0301.03) 2. Drawing No. Wll-40 Rev B, titled "Series MG-500 Alum. Outswing French Door (L.M.I.)", sheets 1 through 11 of 11, including sheet 3. 1, dated 07/15/11 and last revised on 03/16/16; prepared by Al-Farooq Corporation, signed and sealed by Javad Ahmad,*17.1.. . . B. TESTS ...... . .. ...... 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 • • • • • • ; �, �; 2) Uniform Static Air Pressure Test, Loading per MMAS 202.94. ' 3) Large Missile Impact Test per FBC, TAS 201-5�� , , go g o ; • 4) Large Missile Impact Test per FBC, TAS 201-94%...:. ...... 5) Cyclic Wind Pressure Loading per FBC, TAS 2@3;94 •� 6) Forced Entry Test, per FBC 2411. 3.2.1TAS 202-94 :... ; • • • • • • , 0 along with marked —up drawings and installation diagram of an Ah m. 4Swtswie Entrance :....: Door, prepared by Fenestration Testing Laboratory, Inc., Test Report No FTL-e_%4 dated 05/10/08, signed and sealed by Carlos S. Rionda, P.E. (Submitted under previous NOA's #10-0301.03) 2. Test reports on: 1) lJniform Static Air Pressure Test 2) Large Missile Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along marked -up drawings of an Alum. Outswing Entrance Door, prepared by FTL, Inc., Test Report No. FTI,-5556, dtd 04/27/08, signed and sealed by Carlos S. Rionda, P.E. (Submitted under previous NOA's #10-0301.03) 3. Additional test reports along with marked -up drawings of a single (X) aluminum outswing door per TAS 201, 202 (Full) and 203-94, issued by Fenestration Testing lab, Inc., Test Report No. FTL-5992, dated 09/09/09, reissued on 2/2/11 signed & sealed by Marlin D. Brinson, P. E. (Submitted under previous NOA's #12-0306.07 & 10-0301.03) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-2014, prepared by Al Farooq Corporation, dated 05/29/15, 01/14/16 and last revised on 03/14/16, signed and sealed by Javad Ahmad, P.E. (Submitted under NOA No. 15-0602.09) 2. Glazing complies w/ ASTME-1300-09. D. QUALITY ASSURANCE 1. Miami Dade Department of Regulatory and Economic Resources (RER). Jorge Plasencia, P.E. rod Control Unit Supervisor NOA No. 15-0826.32 Expiration Date: December 24, 2018 Approval Date: April 28, 2016 E -1 IVIr. Glass Doors & Windows Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 14-0916.11 issued to Kuraray America, Inc. for their "Sentry Glas® (Clear and White) Glass Interlayers" dated 06/25/15, expiring on 07/04/18. 2. Notice of Acceptance No. 14-0916.10 issued to Kuraray America, Inc. for their `Butaeite® PVB Glass Interlayer" dated 04/25/15, expiring 12/11/16. ...• F. STATEMENTS ' ' ' 1. Statement letter dated 08/06/16, compliance to FBC2014 (5'h edition) a,%J."To fma4ci%.' interest, prepared by Al Farooq Corporation, signed and sealed by Java& A -1mad, P.E. • 2. Lab Compliance statement, part of above referenced test report. "' .... . .. G. OTHER ' 1. Notice of Acceptance No. 13-0820.12, issued to Mr. Glass Doors & Wiiiie ors, Inc. foxtheir "Series MG-500 Aluminum Outswing French Door -L.M.I.", apprc;velon 09/lvjl�-Cnd expiring on 10/13/18. • 2. Distribution agreement ES Windows-Energia Solar, S.A. and ES Windows,'LLC, Wad 10/20/10, signed by Ms. Carla G. Torrente and Andres Cha.morro respectively. (Submitted under NOA # 10-0301.03) 3. Private labeling agreement document in conformance of RER guideline dated 07/19/2011. (Submitted under NOA # 11-0720.10) 4. Test proposals # 07-4070 & 09-0165, approved by BCCO. (Submitted under NOA# 08-0813.04) I z� Jorge Plasencia, P.E. Product Control Unit Supervisor NOA No. 15-0826.32 Expiration Date: December 24, 2018 Approval Date: April 28, 2016 E -2 D.L.O. HEIGHT (DOOR) FRAME HEIGHT - 15.250* (STD. THRESHOLD) D.L.O. WIDTH (DOOR) FRAME WIDTH - 14,0625" D.L.O. HEIGHT (TRANSOM) FRAME HEIGHT - 5,125' D.L.O. WIDTH (TRANSOM) FRAME WIDTH - 7" LEAF HEIGHT - FRAME HEIGHT - 2,938" (STD. THRESHOLD) 4 1/2- MAX LEAF WIDTH = FRAME WIDTH - 5.188" HEAD SILL CORNERS THE$E DOORS ARE RATED FOR LARGE h SMALL MISSILE IMPACT. SHUTTERS ARE NOT REQUIRED. AMG500 ALUMINUM OUTSWING ENTRANCE DOOR SEE CHARTS ON THIS SHEET FOR DESIGN LOAD CAPACITY OF SINGLE DOORS WITH OR WITHOUT TRANSOMS. SEE CHARTS ON SHEET 2 FOR DESIGN LOAD CAPACITY OF DOUBLE DOORS WITH OR WITHOUT TRANSOMS. /�- DOORS CAN ALSO BE USED WITH SERIES MG5000 OR SERIES 9500 C STOREFRONT SYSTEMS UNDER SEPARATE APPROVAL. MULLION ATTACHMENT, END LOAD AND CAPACITY TO BE REVIEWED BY BUILDING OFFICIAL. DOUBLE DOORS WITH STANDARD, SADDLE AND HIGH THRESHOLD AND SINGLE ODORS WITH STANDARD AND SADDLE THRESHOLD ARE NOT' APPROVED r io 'a FOR INSTALLATIONS WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. '1O SINGLE DOORS USING ES-9026 (HIGH THRESHOLD OPTION) ARE APPROVED m FOR WATER INFILTRATION RESISTANCE. o o SEE SHEET 4 FOR DETAILS. o THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE g REQUIREMENTS OF THE 2014 (5TH EDITION) FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ). 10Y OR 20Y WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL. A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. ALL SHIMS TO BE HIGH IMPACT, NON-METALLIC AND NON -COMPRESSIBLE. MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/METAL SCREWS, THAT SURFACE APPLIED COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE FALSE MUNTINS onu FLORIDA RUIMING CODE_ MAY BE USED TABLE -`1- V DOORS LOAD CAPACITY - PSI' SINGLE DOORS WITHOUT TRANSOM (X) OR WITH TRANSOM*(0/X) GLASS LACKS BINGi.]Nj. DOOR DIMS. TYPE 'A' TYPE 'B'%C' OPTION /L OPTION /2 OPTION /3 OPTION /1 FRAME WIDTH FRAME HEIGHT ExT. (+) INT. (-) EXT. (+) INT. - EXT. (+) IN (-) EtIT. (t) WT. (-) EXT. (+) INT. (-) EM. (+) INi. (-) EXT. (+) INT. (-) 47' 98-1/2' 80.0 120.0 80.0 90.0 120.0 80.0 120.0 47' 110-1/2' 80.0 120.0 80.0 90.0 120.0 80.0 120.0 SINGLE VUU1 ff- 0-- 1nnno.1- u,,.,,c,. ,,. .....-, --.- --- SEE SHEET 8 FOR GLASS TYPES DESCRIPTION SEE SHEET 0 FOR LOCKS AND HINGES DESCRIPTION JAMB ANCHORS LOAD CAPACITY - PSP TABLE 2 SINGLE DOORS WITHOUT TRANSOM (X) OR WITH TRANSOM (0/X) t/4- SHIM SPACE 3/8" SHIM SPACE 1/2" SHIM SPACE SPACING AT 16" O.C. SPACING AT 8" O.C. AT 18" U.C. AT B" O.C. AT 18 O.C. AT B" O.C. ANCHOR ANCHOR ANCHOR ANCHOR ANCHOR ANCHOR ANCHOR ANC110R ANCILOA ANCHOR ANCHOR ANCIIOR ANCf10R ANCHOR DOOR DIMS. 'A' 'C' 'D' A. 'C' 'D' 'A' 'C' 'A' 'C' 'A' 'C' A. 'C' FRAME TRAME EXT.(+) EXf.(+) EXT.(+) EXT.(+) EXT.(+) EXT.(+) EXT.(+) EXT.(+) ExT.(+) EXT.(+) EXT.(+) EXT.(+) EXT.(+) EXT.(+) WgTH HEIGHT INL(-) OUT.(-) INT.(-) INi.(-) INT.(-) TNT.(_) INT.(-) INT.(-) INT.(-) INT.(-) OUT.(-) INT.(-) WT. - INT.-) 40' 110-1/2' 112.5 120.0 112.0 120.0 120.0 120.0 90.5 117.4 120.0 120.0 70.2 22.7 110.0 120.0 120.0 47' 110-1/2' 95.7 111.0 05.0 120.0 120.0 120.0 77.0 100A 120.0 120.0 59.7 78.9 93.7 SEE SHELL s WK AN{ -A U-nm,s.n ANCHOR TYPES A', 'C' OR D' SEE SHEET 3 FOfl� DESCRIPTION 47' (6) ANCHORS AT TRANSOM DOOR FRAME WIDTH ENDS A N � � o � J I II / I II( Al i D ((�; cc 01 r ,! B \ Jilt i ACTIVE S :v ACTIVE U3 Z m 3 4 1/2' MAX. pk q HEAD/SILL p E] CORNERS a 0 ti0 p a 1 4z H ' I l7 O Qb�f� U b Z U § 0p. FF coN �w o h m °D o 12 N J2 15/16- � gy SURFACE APPLIED 32 15/16" J.g FALSE MUNTINS D.L OPG. _ V MAY BE USED o a 41 13/16' ,n 41 13/16" ,n c LEAF WIDTH_.I >r R ANCHOR TYPES 'Al' INTO CONC. IFAF WID4 1'- R AT STD. AM HIGH THRESHOLD. TYPICAL ELEVATION TYPE 'Cl' AT SADDLE THRESHOLD TYPICAL ELEVATION 8 SEE SHEET 3 FOR DESCRIPTION 3 (X) _ (O/X) NOTE: N „ GLASS CAPACITIES ON THIS SHEET ARE o o • • • • • • • • • S1" L130-M(3 SEC. GUSTS)0 : :: •111LIO�UiDIN0G C09MISSION •CLRYVATEMENT a o A am DCA05-DEC-219 SINGE DOORS WITH OR WITHOUT TRANSOMS • • • • USE CH4 TS AS FOLLOWS • • • • • • • • • • • • FOR IKE CORRESPONDING ODOR SIZE 4�11�n1 A� 77r�7 1- FOR GLASS TYPE, LOCK AND HINGE OPTIONS r'""••�i OBTAIN LOAD CAPACITIES FROM TABLE 1. PRODUCT REVISED �EN8B J� ♦; 2- SELECT THRESHOLD TYPE TO BE USED FOR as complying with the Florida WATER RATING. • • • • • I9uI1di1sgR7•de • • • • No. 70592 - s 3- FOR JAMB ANCHORS TYPE/SIIIMSPACE HOBTAIN • NOA-No. • 1 S•08RO.t2 • _ {7 �} �� LOAD CAPACITIES FROM TABLE ■ • • • • �•-r • - {� - 4- TRANSOMS FOR SINGLE DOOT6 ARE LIMITED • • EAPIr�ion r 1124120dS • : �AIl� drewing no. TO :kN.0 PSF • • • • • • • • • • • STATE OF THE LOWEST VALUES FROAitSTE�S 1, i, 3 B; • /% ' '2oRlOh.•'U,\�: ; 1-40 AND 4 WILL GOVERN. Miami-D a Product control3'S�QNAL �e1 rH u111111� sheet I of ), • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• • • • • • • • • • • • AIICHOR 'A', 'C' SEE SHEET OMIBI E DOORS WITH OR WITHOUT TRANSOMS USE C}1ART5 AS_ EOIIOWS FOR THE CORBFSPGNDING DOOR SIZE 1- FOR GLASS TYPE, LOCK AND HINGE OPTIONS OBTAIN LOAD CAPACITIES FROM TABLE 3. 2- SELECT THRESHOLD TYPE TO BE USED. 3- FOR JAMB ANCHORS TYPE/SHIMSPACE OBTAIN LOAD CAPACITIES FROM TABLE 4. 4- FOR HEAD ANCHORS, TYPE/SHIMSPACE OBTAIN LOAD CAPACITIES FROM TABLE 5. THE LOWEST VALUES FROM STEPS 1, 3 AND 4 WILL GOVERN, TABLE 3 DOORS LOAD CAPACITY - PSF DOUBLE DOOR VITHOUT TRANSOM (XX) OR WITH TRANSOM (0/XX) GLASS LOCKS HINGES DOOR DIMS. TYPE 'A' TYPE 'B'/'C' OPTION /1 OPTION p2 OPTION /3 OPTION jl OP71ON #2 FRAME WIDTH FRAME HEIGHT EXT. (+) INT. (-) EXI. (+) WT. -) EXT. (+) INT. (-) EXT. (+) WT. (-) EXT. (+I WT. (-) EXT. (+) NTT. (-) EXT. (+) INL (-) ag" 9H-1/2' 80.0 90.0 80.0 90.0 90.0 80.0 00.0 59" 1f0-1/2' 80.0 80.0 80.0 80.0 80.0 80.0 90.0 5EE SHEET a YUH UL IT- --'- SEE SEE SHEET 9 FOR LOCKS AND HINGES DESCRIPTION JAMB ANCHORS LOAD CAPACITY - PSF TABLE �/4 DOUBLE DOORS WITHOUT TRANSOM (X) OR WITH TRANSOM (0/X) 1/4" SHIM SPACE 0/9" SHIM SPACE 1/2" SHIM SPACE SPACING AT 10" O.C. SPACING AT 0" O.C. AT Id" O.C. AT 0" O.C. AT 16" O.C. AT 8" O.C. ANCHOR ANCHOR ANCHOR ANCHOR ANCIIO ANCIIOR ANCHOR ANCHOR ANCHOR ANCHOR ANCHOR ANCHOR OR DOOR DIMS. 'A' C. 'D' 'A' 'C' 'D' 'A' 'C' 'A' 'C' 'A' 'C' EXI.(+) EXI.(+) EXT.(+) EXT.(+) EXT.(+) E%T.(+) EXT.(+) EXT.(+) EXT.(+) EXT.(+) EXT.(+) EXT.(+) )WIDTH FRAME FRAME HEIGHT INT.(-) INT.(-) HIT.(-) INT.(-) IFIT.(-) 91T.(-) INT.(-) INT.(-) INT.(-)INT.(-) NTT.(-) INT.(-) A�A )75' 110-1/2' 90.0 90.0 90.0 90.0 90.0 90.0 90.0 90090.090.074.9 90.0 89' 110-1/2• 90.0 88.7 90.090.0 90,0 90.0 81.3 eB7 90.0 90.0 63.1 63.3 SEE 5HtL1 3 IUH u Mu uw�mli"n TABLE �/5 HEAD ANCHORS LOAD CAPACITY - PSF OUBLE DOOR VITHOUT TRANSOM (XX) OR WITH TRANSOM (0/XX DOOR DIMS. 1/4, SHIM SPACE 3/B" SHIM SPACE1/2" SHIM SPACE ANCHOR TYPE 'A ANCHOR TYPE 'C' ANCIIOR TYPE 'D' ANCHOR TYPE 'A' ANCHOR TYPE 'C. ANCHOR TYPE •A' ANCHOR TYPE 'C' FRAME WIDTH FRAME HEIGHT EXT. (+) INT. (-) EXT. (+) INT. (-) EM. (+) INT. (-) EXT. (+) INT. (-) EXT. (+) INT. (-) EXT. (+) INT. (-) EXT. (+) INT. (-) 75' BB' _ 9B 1/2 90.0 90.0 90.0 goo 79.2 90.0 90.0 73.0 61.5 90.0 81.2 90.0 00.0 90.0 75' 1t0-1/2' 90.0 90.0 90.o a3.8 90.0 65.1 54.B 85.9 72.3 ag. 90.0 80.0 90.0 70.6 90.0 SEE SHEET 3 FOR ANGHUN unx 1111- 4 1/2" MAX. DOOR 89• FRAME WIDTH �u g m 3" TYp, CLUSTER OF 6 ANCHORS AT HEAD 6" `SEE -CHART 5 FOR CAPACNY ; Z O 1 C/ N LEI O ]CNh 0 910�1� ,1 7 Io g o M n� a INACTIVE ACTIVE \ ED p D N W J TD �t SURFACE APPLIED _ 3. �. FALSE MUNTINS r--� MAY BE USED NP• 32 15/16" 32 I5/18• '3 O L OP D L OPG n 41 13 16• 41 13/16" LEAF IDTH LEAF WIDTH ANCHORS AT SILL INTO CONIC. CLUSTER OF 6 TYPICAL ELEVATION TYPE 'A1' AT STD. h HIGH THRESHOLD (XX) TYPE 'C1' AT SADDLE THRESHOLD SEE SHEET 3 FOR DESCRIPTION SEE SHEET 3 FOR ELEVATION (O/XX) NOTE: • • • • • • • GIAS59 CVAClTtj ON THIS SHEET ARE • • • • •BA46EDOOtt AWM El300-09 (3 SEC. GUSTS) • • • • • Aj I![.Q&A•BUILDING COMMISSION • • • • • DI• LA• RY %TEMENT DCA05-DEC-219 •• ••• •• • • • to 1�111I11 Ir - ' PD, All REVISED N8F ,, o zPRODUCT s complyying with the F10FIda • • • ulldlns it4le • • • • o. 70M • • �iOA-No. • 15.0826.36 • _ {� rti� {?_ 3 9 • • • 4Ex0atfmn oat • • • • 2/Q4/2016 • • • lb • �A(:// 8TATE OF i drawing no. ••• • B Y • • W� R I.�'�� %;�S••.,con.... G�. W11-40 Mlaml- a PIC roduc ontro IJS/aMAI ••• • • • ••• • • TYPICAL ANCHORS: SEE ELEV. FOR SPACING TYPE 'A'- 1,/4' X 5' ULTRACON BY TICO' (Fu-177 KSI, Fy-155 KSI) U) THRU 1BY OR 2BY WOOD BUCKS INTO CONCRETE OR MASONRY WITH 1-114- MIN. EMBED INTO CONCRETE (HEAD/JAMBS) WITH 1-1/4' MIN. EMBED INTO FILLED BLOCKS (JAMBS) C DIRECTLY INTO CONCRETE OR MASONRY WITH 2" MIN. EMBED INTO CONCRETE (HEAD/JAMBS) WITH 2" MIN. EMBED INTO FILLED BLOCKS (JAMBS) nurHDR EDGE DISTANCES INTO CONCRETE AND MASONRY a 2-1/2- MIN. INTO WOOD STRUCTURE_ 1" MIN. _ J I TYPE 'C'- %Fu-177 KSI, Fy-155 KSQ THRU 1BY OR 2BY WOOD BUCKS INTO CONCRETE OR MASONRY WITH 1-1/4' MIN. EMBED INTO CONCRETE (HEAD/JAMBS) WITH 1-1/4" MIN, EMBED INTO FILLED BLOCKS (JAMBS) ao DIRECTLY INTO CONCRETE OR MASONRY WITH 2" MIN. EMBED INTO CONCRETE (HEAD/JAMBS) WITH 2" MIN. EMBED INTO FILLED BLOCKS (JAMBS) ai ANCHOR EDGE DISTANCES C INTO CONCRETE AND MASONRY >< 3-1/B' MIN. INTO WOOD STRUCTURE_ 1-1/4' MIN. m TYPE '0'- 1/4' TEKS OR SELF DRILLING SCREWS (GRADE 5 CRS) INTO METAL STRUCTURES ., STEEL : 1/8" THK. MIN. (Fy - 36 KSI MIN.) p4 (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) 0 INTO MIAMI-DADE COUNTY APPROVED MULLIONS ALUMINUM : 1/8" THK. MIN. (6063-T5 MIN.) (NO SHIM SPACE) ANCHOR EDGE DISTANCES INTO METAL STRUCTURE 1/2' MIN, —.—. --- — TYPE 'A1'-1/4' K 1-3/4" ULTRACON BY 'ELCO(Fu-177 KSI, Fy=155 KSI) DIRECTLY INTO CONCRETE (FOR STD. AND HIGH THRESHOLD) WITH 1-1/2" MIN. EMBED INTO CONCRETE L _ ANCHOR EDGE DISTANCES INTO CONCRETE _2-1/2" MIN. TYPE 'Cl'-,55118" X 2' ULTRACON BY 'ELCO' (Fu=177 KSI, fy-155 KSI) DIRECTLY INTO CONCRETE (FOR SADDLE THRESHOLD) m WITH 1-1/2" MIN. EMBED INTO CONCRETE C ANCHOR EDGE DISTANCES L _ INTO CONCRETE ^3-1/8' MIN. WOOD AT HEAD OR JAMBS SG - 0.55 MAN. CONCRETE AT HEAD, SILL OR JAMBS 1'd a 3000 PSI MIN. C-90 GROUT FILLED BLOCK AT JAMBS I'm - 2000 PSI MIN. DOOR/ TRANSOM FRAME WIDTH ,H 1 B2' _ 3 D.L. OPG. "t h 4 1/2" MAX-0 "1 (6) ANCHORS HEAD/SILL AT TRANSOM CORNERSFr F ENDS O O o In - IL ` I 'x a H n JVO' 0 L 0 Z IT4 1 1 1 I I S yp sE 61 \ I Zt4 z -0 --'� o __�U_____In _=______ / iace O I cqo INACTIVE - j1 ACTIVE SURFACE APPLIED ' 3- j FALSE MUNIINS TYP ' ' MAY BE USED 32 15/16' 32 15/16' U co is R D.L. OPG D.L. OPG. - 41 13 6' 41 13/16- ` LEAF IDTH LEAF WIDTH $ ANCHORS AT SILL INTO CONC. CLUSTER OF 6 TYPE 'AV AT STD. do HIGH THRESHOLD TYPICAL EJ EVATION VIA HH��LLpp �r �• C U TYPE 'CV AT DESCRIPTION ATpLI FT • • • • •\ 0j %X i • • • • N'K O li • • • • • • • • • < m SEE CHARTS OR:HELP 2 •OR e00R AN! 9TSOMILOAD CAPACRY •• ••• •• • • • •• \1 1 PRODUCT REVISED )P Vice sF' •, ' ea comp1 in with the Florida • • • • • ..II:*Pa} • • • 0 0.70592 • • • NOA-NIP 15-a820.3f ixpRatlon D•te� /24120i>/ drawing no. IX OR 2X WOOD BUCKS AND METAL STRUCTURE4 NOT B1bWR GLASS. • • • ATE OF W' MUST SUPPORT LOADS IMPOSED BY GLAZING SY�ICi1tAND• sY • '��(�'•oR!oh••'` W11-40 TRANSFER THEM TO THE BUILDING STRUCTURE. Miami -DP Product ontrol iss/pNAL�`\� r / 1111E \ :heel 3 of 1' ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • MR GLASS MG5000 OR ES WINDOW SERIES 9500 WINDOW WALL SYSTEM SEE SEPARATE NOA 41 13/16' rFOR DOOR MULLION 41 13/16- MAx. i cec wimu'I I AND MULLION ANCNORS REQUIREMENTS MAx. LEAF WIDTH / E ' I 1 _er I MR GLASS MG5DOO OR ES WINDOW SERIES 9500 WINDOW WALL SYSTEM SEE SEPARATE NOA FOR DOOR MULLION AND MULU. ANCHORS REQUIREMENTS n I =====7 flM=�z II _' II -=9 III- r, I jl I it 13/IB- 1 I 41 13/16- MIAMI-DADE COUNTY APPROVED MG5000 WINDOW WALL SYSTEM BY 'MR. GLASS' UNDER SEPARATE APPROVAL. LOWER VALUES FROM DOOR CAPACITY CHARTS OR STOREFRONT NOA WILL APPLY TO ENTIRE SYSTEM. REINFORCINO SEE CURRIE WINDOW WALL SYSTEM FOR DETAILS U" tiln Y 1 Z y I n n 4- r Q----- --i f--- a 0 o N Y� t 0ff7 r OIL t- L-- --_---1w_�_1,11 S --1� I Iii m I 00 J (� LL D.L. OPG.� MIAMI-DARE COUNTY APPROVED z SERIES 9500 WINDOW WALL SYSTEM BY 'E.S. WINDOWS' o UNDER SEPARATE APPROVAL. + LOWER VALUES FROM DOOR CAPACITY CHARTS OR b Z STOREFRONT NOA WILL APPLY TO ENTIRE SYSTEM. o 0N' i Q M N ----7--------- r_�1 p u J N j 6 W J m a0 E W -41 11 I (r/ fU11 I _ J L I EXT. 4 LEAF WIDTH �. a NO WILL VARY SEE CURRENT NOA OF SERIES 9500 WINDOW WALL SYSTEM • • FOR qPQAIL= • Is • • • • ? o • • . • . • • • . a _ Ati / h g PRODUCT REVISED 6 C 3 as comp )ying with the Florlda • • e8•Ilding lode • • • • • z ! .70592 ti/�b • TIOA-No.• 15-08R6.32 _0; �11 %{7 8 • 4Expir•IlowOa•s1Y124/20A8•' • •• • • • -•AIE OF: dLr�awirg no. • • • my • 'i'�'• A20R701•.•''G,\'�� YY —�O Mlaml-�r roduct Control �� SS """" a �� ONALE��� eheet3,lof 11 • o • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• 0 0 • ••• • • TYPICAL ANCHORS SEE ELEVATIONS FOR SPACING IBY OR 2BY WOOD BUCK TYPICAL ANCHORS SEE NOTE SHEET 1 2-3/4- LONG FOR THIS CONDITION ONLY CONCRETE SEE ELEVATIONS FOR SPACING RE1T TYPICAL ANCHORS ,� I . , . o ., ... � •: PSI'ADN. , E DIST. SEE ELEVATIONS FOR SPACING STANDARD THRESHOLD 8111 III 111 POOR CLOSERS OPTIONAL ,4 MIAMI-DADE COUNTY MULLION k MULLION SEE SEPARATE NOA Gl TYPICAL ANCHORS SEE ELEVATIONS FOR SPACING TYPICAL ANCHORS CONCRETE run arn�uv� 3000 PSI MIN. _I _ �eocE. D�sr.� O ALTERNATE R Z _1 2cy 1 QQ o z N O �Appj yJ� Z 0 8 3 z dW ED 0 z � I o F W/ RIPPED LEC DOOR HEAD r SERIES-MGGOOO FRAME OPTION O ��H • • • }�-•—a—• o RT E20 w TER R'ORESST. YDO�Fg3SS W W tERI�S-95D0 FRAMES CAN > FOR O (SINGLE DOOR ONLY) • • • $ AL2 BE SE� W li �ERTE�-MG5000 FRAMES.. t. F- -- •—•TTT—s—r —• 11u 11 � } WIS�� ISI EsPRODUCT REVISED(« = as comply'ringg with the Florida• • • • • • • :0 592• NOA-Nd! 15-0826.32 n: ; {T - ;; -5 gLTC�NETf:�I�� Exp•stl•n Date /2/24/'Y11YTHRESHOLDJ. 0 P51 "W�• • • a OF : •yam drawing no. USE ANCHOR TYPES 000 • • • BY — • ' •••[OR10�.•' G,`�` W 1 1 —40 IGE GIST. ci. ONLY H]GH TkiRESHOLD Mla 1- Protluc ontrol '%S e1 _ _ SEE ELEVATIONS SEE SHEET 11 FOR DETAILS 'Chest4 oT SADDLE THRESHOLD FOR SPACING AND LIMITATIONS — -- • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • D � o O �� op 1/2' MAX. 1/2" MAX. LOAD BEARING SHIMS 1/4• MAX. I LOAD BEARING SHIMS CHARTS EIS 23 M7 M2 1 11 24 Ma Me 24 11 17 14 I1 4 M7 2 E E15 SEE CHARTS LOAD BEARING SHIMS yi q J SEE SHEETS I k T SHEETS t k T SEE CHARTS Q Z SHEETS 1 k 2 _ ulS ~ METAL � i — STRUCTURE ACTIVE TYPI L ANCHORS FEC SPACING w Yr.G G w •' _ WOD .ii RUCTURE EXf• TzyC J 1p1 52 _I_. C� BOOR FRAME WIDTH 7V P01 EXTERIOR LOCK OPTIONS SEE SHEET 9 FOR DESCRIPTION AND SHEETS 1 k 2 FOR CAPACITY TYPICAL ANCHORS ELEV. U Z D.L.O. SEE © FOR SPACING o V) b ALTERNATE ru � r S 1/2'BEAMAX.TYPICAL ANCHORS XNG LOAD SHIMS SEE ELEV 3 TYPICAL ANCHORS EIJ 48 E13 E6H E9V Me YS YS EBV EfiN 1 1 12 E14 SEE CHARTS FOR PACSPW6 ING SHEETS 1 k 4 3#�^^ n`S tj SEE ELEV. FOR SPACING LEAF WIDTH •, w 10 1�- � DOOR FRAME WIDTH _ 78� 0 N M HINGE OPTIONS SEE SHEET 9. FOR DESCRIPTION 0.01,) OAND SHEETS 1 k T FOR CAPACITY _ ® ((��o OI s E15 1/2" MAX. 3 2 N7 II MB 24 N6 1 Me 1 1E12 - 20 IE12 14 14 12 M6 LOAD BEARING SHIMS 0 SEE CHARTS SHEETS 1 o Ell: 18Y OR 29Y INACTIVE ACTIVE w Y. o ,I r• - 'f u� � WOOD BUCK H i 9 ,.: EXT. O O o -- DOOR JAMB .� SERIES-MG5000 FRAME OPTION C — -- — - O :. C o W )) GgcI • • • T• • a R'. .. 8 i z' ' — • DC40RS SWIlli WjjH kW?-• 9500 FRAMES CAN FRAMES. • ALSO 43E •1SEG WITH aGEPAES—MG5000 < < m D.L.O. D.L.O •••• ••• ••• • • ••• 1 IIIIII/ j "�0 EXTERIOR ` )P:•' ceNSF ''N` e 3 PRODUCT REVISED � • • • • a 92 ulcdlr• a NOA-N41• i5,d$26.32 - TYPICAL ANCHORS SEE CLEV. FOR SPACING Me E13 E6 E9V M5 MS E9 17 EOL • • • '�. 20 Efi IJ 1 EW NS • • �xp�atlan pit. 2I 4/2b1 is • • 6 OF '• �`� drawing no. LEAF WIDTH LEAF WIDTH . •_aim • • OR10�;.•' By FRAME WIDTH Miami- Eoduct Gonllc 'ss'ofillrlin Sheet �j o1 I1 I�`` ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • CONCRETE 3000 PSI. TYPICAL ANCHORS SEE ELEVATIONS FOR SPACING O !mom SHEETS 18 2',• TYPICAL ANCHORS ' SEE ELEV. FOR SPACING 0 ALTERNATE SHEETS I h TYPICAL ANCHORS SEE ELEV. FOR SPACING EXTERIOR T1 MS D.L. GPO. DOOR/TRANSOM FRAME WIDTH TRANSOM SERIES-0500 FRAMES 110 1•;XTERIOR D.L OPG. • • • • • • • 000 NSOM4[gAME WIOTH • • • • • • :R44 JAMB •• • • • • S•RII6-1r6r*0 FWMES OPTION • • • • • • e I I _ • • • • • • • • • • • • • \I TRANSOM PRODUCTREVISED SERIES-MG500D FRAMES OPTION • • • • as Bmg lyI with the Florida • • NuiCIA-:ld It0826Me Ws, •. d: • • E•piglloibDe 72/2 2 1G _• • �O` DOORS SHOWN WITH SERIES-9500 FFEI�By ALSO8E USEDWITHSERIES-MG5000 Mia r roduc Contrai ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • OF � r g � n � � a lilt, drawing no. W11-40 A90 np. IL� 4.970 2.500 `�'� I 354 r� 3.9as EIS JAMB FILLER � 2.600 I L 1.953-+j I 1.953-PI 1.083 I .090 9500 ALTERNATE 07o .19 T Ez1 DOOR STOP OPTION (Series MG5000) F--4.968 2.750 �I nP F- 3.984 ^i T5 TRANSOM HEAD 5-8000 .70p2.SO0 1 -` V pf, n o� O C 8 O C u �� p c g� p'J IaL jZy J l5 aa�if 2 g u.200 o .200 5.000 t.I,o E3 DOOR JAMB Series 2.500 I{ T .190 '110 9000 TI .500 2.465-�i E, DOOR HEADER Series 9000 .220 �� 050 soo O-T Ezz 1.osD DOOR STOP COVER 4.970 TRANSOM HEADER Series 2.232 1 l0 nP' 3.937 2.437 .320 E+ TOP RAIL 4.874 1 3.9es t27 2.75a .127 078- 4.988 T6 HORIZONTAL A7 DOOR S-B000 -j 1.750 �afis p .050 T+ HEAD COVER 2.032 .200 1.881 I -PL i� .625 .312 Eta CORNER BLOCK ,.,,7 .- .959 .0 4 L- I �i1.000� T10 GLAZINGNADAPTER -3.383� 320 r 1 T 2.250 LSOM� 3.500 4.422 Es HINGE/LOCK STILE , J Q 25 � g U o ? W (q 3O R � 12 W � � cn ;; o 3 + 0 0 N W � 1 "00° � 01' 00 2.905 1 1.117 I l il_ .070 Tz TRANSOM ADAPTER 1.810 .070 � np.° 2'0°° E18 CLOSURE DOOR STOP )^-1.750 F-,206 p- 578 I .1 I 125 F.- 3.736 094. 3.229 TYP• 5.000 3.750 L ,206 T6 T7 JAMB FILLER S-8000 TRANSOM JAMB S-8000 .320''''````��}� jI�-1.7s6 �.250 I .062� , 427 -{ nP" { • • • • • 2II3 • • 1.11� ♦♦ i ° • • • " Y • • f9 ! • CI�.SS•�T�P • • �• • Eye (INSU► Lw- Oi7Ssi • SOM•G SS STOP 5-8000 • • •• t IA 1 11 FOR DETAIL PRODUCT REVISED • • • • es 6�mplyylnI��� thm Fldfl - 1•• �(4 • • Bui\Inp Code • i ,� T} • • NO/FIla• •15.0826.36 ,,• qA' • • • • •T-•�5- :'� • • Expiratl•n a'`2124/2 780 i TA OF WWW • By, • ��S•.F(°RID�'G\�; Mlam product ontro ,S�ONAI� r1 I I 1 -T 5.000 (E5) 7.562 (BA) 6.500 (E5) 9.- (E5A) ES STD. BOTTOM ESA HI -PROFILE .320 7.437 (E5) 10.00 (E5A) RAIL 4.374 r-3.416 i .320 2.250 .125 •160 3.IJ6 E7 MEETING STILE - INACTIVE LEAF „D TYP. I I .960 01 00 L- -� '060 1.000 T3 TRANSOM GLASS STOP `o o O R R 835 250 � .060 p 1.427 .263 E9 GLASS STOP .46 1.746 L .60� I I L1.972 -i E20 DOOR SWEEP .654 1.950 1.332 I L E11 CORNER PLATE V-2.232---I RAIL BOTTOM p m o A < -- m 4.374 3.4J6 .110 320 l 1'741 �,t25 1.950 1 .20] E14 LOCK BACK UP PLATE m > _� �_ drawing no. yy11-40 sheet 7 of 11 2.250 .125 .150 3.4J6 Ce MEETING STILE - ACTIVE LEAF I•�2.445 I 500 .122 4.973 THRESHOLD E2 _ ES9Ot-1 .122 .500 1.500 ALTERNATE THRESHOLD ERA E59015 SEE SHEET HIGH THRESHOLD • ••• ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• MANr./SUPPIJ6R/REMAREB ITEM i PART / QUANTITY DESCRIPTION MATERIAL MAHF./SUPPIJER/REMARKS 4ftU g ITEM P PART I QUANTITY DESCRIPTION MATERIAL El E59012 1 DOOR HEADER 6053-TO Ti E59606 TRANSOM HEADER S4r1es 9500 6063-16 - M I E2 E59014 1 STANDARD THRESHOLD 6083-T6 - T2 ES9019 ]RANSOM ADAPTER 6063-TS - 3 E2A ES9015 1 SADDLE THRESHOLD Yp83-T6 - T3 E59018 TRANSOM GLASS STOP 6063-TS - Z y E2B ES-9026 1 HIGH THRESHOLD 6063-T6 - T4 E59502 HFAD COVER 6083-15 O k » 'I E2C ES-9027 1 THRESHOLD COVER 5063-T5 - MTI 110 x 1/2" FA. ST/ST SMS E3H E59013 2 DOOR JAMB - HINGE 6063-TB - MT2 TRIM GASKET SILICONE - QQQd QF O U E4 ESSOOI 2 TOP RAIL 6013-TiO - Ui3 INTERIOR SPACER 1/4" x 1/4' FOAM - G' E5 ES9002 2 SID. BOTTOM RAIL 6063-T6 MT4 AS READ. SEATING BLOCKS (1/16' x 3/4' AT 1/4 POINTS EPDM DUROMETER BOk5 SHORE A a µt1 LL ESA ES-9000-031 2 HI-PRonlE BOTTOM RAIL 6063-T6 - T5 ES6005 AS READ. TRANSOM HEAD S-5000 6005-T6 - ] q E6H E59003 2 HINGE/LOCK STILE 6063-T5 - T8 ES8013 AS READ. HORIZONTAL AT DOOR S-8000 OM-76 - (q L C F rHra4 8 E7 FS9005 1 MEETING STILE - INACTIVE LEAF 6063-T5 T7 ESS012 AS REQD. TRANSOM JAMB S-8000 6005-T6 E8 ES9DO7 I MEERNC STILE - ACTIVE LEAF 6063-15 TB 155003 AS REQD. JAMB FILLER S-9000 6005-15 - 0 a O a rll F�pl Q ESH ES9D04 4 HORIZONTAL GLASS STOP 6063-15 - 79 E56008 AS REQD. TRANSOM CLASS STOP S-8D00 6063-T5 - E9V ES9004 4 VERTICAL GLASS STOP 6063-15 - T10 �ES8014 AS flEOD. TRANSOM GLAZING ADAPTED 6063-To - Qaq E9.1 ES-9029 4 BLASS S70P (INSUL. LAM. CLASS) 6063-T6 - 1/4" FEAT STREN'D GLASS 1/4` HEAT STREN'0 CUSS 090` Inlerloyer 090" Inlerloyer Bulocile PJB SanlryGloe By 'Kuroroy Americo, Inc.' By 'Kuroroy Amefico, Inc.' 1/4" HEAT SIREN'D GLASS 1/4` HEAT STREN'0 CUSSE18 SILICONE m DOW CORNING 983 m DOW CORNING 983 CORNING 795 DOW CORNING 795 / n / j j \\ / 1 I \\ I rc ' & \\ / 8 \\ — _ ' GLASS TYPE 'A' GLASS TYPE B' 9/16" OVERALL 9/16" OVERALLUS 1/4' TEMP. GLASS 3/8" AIR SPACE 3/16- HEAT STREWD GLASS 3/0" AIR SPACE CONSISTING OF: 090" Inlerloyer SPACER; Butaclle PVB 'HELIMA' LOW PROFILE ALUMINUM SPACER By 'Kuroroy America, Inc.' BY 'LINGERMANN GMBH' 3/16" HEAT STREWD GLASS AROUND THE PERIMETER OF THE GLASS. PERIMETER SEALANT• F SILICONE • • • • • SWGDYE • • • • • m Dow CORNING 98• • Dow WRNING•791 • • m DOW CORNING 79� • GE i�0 • • • • • \ E8.1 / I I I • • • • • • • • • • • 'n I L \ I T II AA AAS PRODUCT REVISED`2/ o: \ es complying with th• Florida / • • • 40ulldin:Cod• • •• ••3/ \ • • NOA-Ns 15-&26.32 ••ERp}atljn 1T61t4, I24I I1Sl _3/ SSASSTYPE 'G' • •• • f • � 8T of •� • • • • By •1-1/e' ovERALL % !2 alD�.� G�. ro uct Control GLAZING OPTIONS AACJs/�L NAL �N IIIIx-Ii-iUUf Z 0 -' ZI • C 'y U J Z °$ 0,rq 00 a'S 3 v co Z N � M 03 � E10T ES9008 4 CORNER BLOCK -TOP 606]-T5 E100 E5900B 4 CORNER BLOCK - BOTTOM 6063-75 - E11T ES9009 4 CORNER PLATE - 70P 6053-76 - E118 ES9009 4 CORNER PLATE - BOTTOM 6063-15 - E12 SUPPORT ANGLE 6067-T5 3/4" % 1" % 1/6" X 9' LONG E13 S ROD. HINGE DACNUP PUTS REINFORCEMENT 6063-75 - E14 1 LOCK BACKUP PUTE REINFORCEMENT JAMB FILLER 606J-T5E15 S ROD- 6063-T6 - CES901O44 ROD. REINFORCEMENT 6063-T6 -SILICONE E17 CLOSER CLOSER SUPPORT CLIPS (PAIR) 8063-T5 - E18 1 CLOSER DOOR STOP 6063-TS -DOW EIB CLOSER CLOSER COVER PLATE 6063-YS - E20 E39005 DOOR SWEEP - - E21 ES9051 DOOR STOP E22 ESS052 DOOR STOP COVER MI 28 /12 v 1` P.H. 5T/51 SMS - - M2 AS ROD. #12 - 24 x 1/2' F.H. ST/S7 MS - - M3 18 /8 - 32 x 1/2' P.H. ST/ST MS - - M4 16 3/8" - 16 v I' HEX. BOLT - - M5 ES90DO-GOO AS ROD. WEDGE GASKET EPOM DUROMETER 70-� p e o P S ES9000-GO2 AS ROD. SPACER GASKET EPDM OUROMEIER 70 _ M7 ES9000-GG3 AS RQD. BULB V9M• BASE-POLYPROPILIENE. BULB -Tiff - ULTRAFAS, OUROUETER 73 MB ESSOOO-81 AS REQD. SETTING BLOCKS AT 1/4 POINTS EPOM DUROMETER BOk5 STORE A M9 AS ROD. HINGE 4 1/2" x 4" - - 1,19A AS ROD. OFFSET PNOT HINGE ALUMINUM - M12 I 3 POINT LOCK - - M13 i KEY CYLINDER - - M14 I THUMBTURN - - MIS 1 2 POINT LOCK — — MI6 I/ LEAF DOOR CLOSURE - - .O m r V - o a u - m _ M17 2 PUSH -PULL - - M19 W13273NK AS ROD. PILE - HEADER - - M20 W2345INK AS ROD. PILE - MTO STILES - - M22 - 1/ CLOSER CHANNEL SPACER SIB' % 1-3/4' - - — - IA23 2 THRESHOLD CLIP• STRUCTURAL SILICONE _ - - - AS RQD. - ROD. SILICONE - - CLOSER 1/4 - 20 v 2' HEX. BOLT - - CLOSER /10 x 1- P.H. ST/ST SUS - - C 6/ CLOSER /10 x 3/4- F.H. ST ST SMS - - - CLOSER 10 v 1" F.H. ST S7 SM5 / - drawing no.AS W11-40 TOD. #8 x 1 1/2' F.H. ST/5T SMS - - A5 ADD. AS R00. PRE - DOOR SWEEPMiam PILE -HEADER - - eheel $ of )), ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • OC ' (See Table #1 or #3 for Load Capacities) OPTION #1: CONCEALED VERTICAL ROD PANIC EXIT DEVICE BY 'JACKSON PANIC SYSTEM' #1285 LOCATED AT 41" FROM SILL AT EACH LEAF. FASTENED WITH (1) #14 X 1" HH SELF DRILLING SCREW AT ONE END AND (2) 112-24 X 1/2" OH MACHINE SCREWS AT OTHER END OR CONCEALED VERTICAL ROD PANIC EXIT DEVICE BY 'ADAMS RITE' LOCATED AT 40" FROM SILL AT EACH LEAF. FASTENED WITH (2) J10-32 X 3/4" FH MACHINE SCREWS AT ONE END AND (2) #10-24 X 1/2" FH MACHINE SCREWS AT OTHER END HINUS (See Table #1 or #3 for Load Capacities) OPTION #1: OFFSET PIVOT HINGES ALUMINUM AT TOP AND BOTTOM FASTENED TO FRAME AND THRESHOLD WITH #10-24 X 1/2" FH THREAD CUTTING SCREWS (2) AT THRESHOLD, (2) AT JAMB BOTTOM (3) AT FRAME HEAD HEAVY DUN BRASS OR BRONZE AT MIOSPAN FASTENED TO FRAME AND LEAF WITH (4) 1/4-20 X 5/8" MS JR OPTION #2: CONCEALED VERTICAL ROD PANIC EXIT DEVICE BY 'JACKSON PANIC SYSTEM' #2086 LOCATED AT 41" FROM SILL AT EACH LEAF. FASTENED WITH (1) #14 X 1" HH SELF DRILLING SCREW AT ONE END AND (2) 012-24 X 1/2" OH MACHINE SCREWS AT OTHER END OR CONCEALED VERTICAL ROD PANIC EXIT DEVICE BY 'DOR-O-MATIC' LOCATED AT 40" FROM SILL AT EACH LEAF. FASTENED WITH (2) #12-24 X 1/2" FH MACHINE SCREWS AT ONE END OPTION #2: 4 X 4-1/2" ST. STEEL BALL BEARING BUTT HINGES LOCATED AT 11" FROM TOP & BOTTOM AND AT MIDSPAN FASTENED TO DOOR FRAME AND LEAF STILE WITH (4) 112-24 X 1/2" FH MACHINE SCREWS PER HASP {�r o OPTION #3: ' ACTIVE LEAF: 3 Z * i KEY OPERATED THREE POINT LOCK SYSTEM BY 'ADAMS RITE' WITH CONCEALED FLUSH BOLTS AT TOP & BOTTOM OF LOCK STILE AND A THUMB TURN ON THE. i o INTERIOR, LOCATED AT 40" FROM BOTTOM OF PANEL12- 01 FASTENED WITH (2) #12-24 X 1/2" FH MACHINE SCREWS a at INACTIVE LEAF: F 8 MANUALLY OPERATED TWO POINT LOCK SYSTEM BY t�ji Q'& 'ADAMS RITE' WITH CONCEALED FLUSH BOLTS AT TOP & 8 3 g BOTTOM OF LOCK STILE AND A THUMB TURN ON THE INTERIOR, LOCATED AT 40" FROM BOTTOM OF PANEL FASTENED WITH 3/e" HEX STEEL TIP y8 g � ry l� z (2) #8-32 X 1/4" PH MACHINE SCREWS - BOLT GUIDE STEEL ROD WITH J I THREADED ENDS Z - n 8 Z n re 3 �W( gg � C 3 THRESHOLD BOLT T o mo)2 •• ••• • • • • • •• oa m • • • • • • • • • .N H J AH,y''i a PRODUCT REVISED os complyyln with the Florida • •i1•ing Co� • • • • • , 70392 41V y �` N.A-No. • 12 Tr : • k �SY i {r 5 • • e ..■tl•n Date i212Z201 & : •- ; drawing no. tuA OF ... a,. .: *`tmp�- 1 Wl l —40 mlam -' • roduct onlrol s!ONAI. ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • RAIL VERY. BOTTOM RAIL WELDED TO VERY. STILE THRESHOLD ORNER M I //�y�Iy�I /lO FH THREAD) ; CURING SCREWS A 010-24 X 1/2- FH THREAD CUTTING SCREWS PIVOT THRESHOLD CORNER M1 uz • • • • • • •TAAAA C&NER PRODUCT REVISED as 1yyingg com with th• Florid. • •6Wding Ordi ••• •• • NOA-No. • 15-0888.32Jll • • -•7-• • Explr*Ior•Da1p 1 24/20f 8 • • • • •3Y • MlamILIDarroduct Control ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • A, 92 IYE OF ;'[ � drawingv no. W11-40 IF a 0 W 1z 19 O -3D L CONCRETE ..: ;_. 3000 PSI W..- , EDGE Si.' v ' ... T HIGH STRENGTH GROUT • ' - l POURED k HARDENED 1'c - 5000 PSI MIN. TYPICAL ANCHORS NOT RY MR CLASS SEE ELEVATgW MUST TRANSFER SHEAR FOR SPACING LOADS TO STRUCTURE HIGH THRESHOLD OPTION APPROVED FOR WATER RESISTANCE WHEN USED WITH SINGLE DOORS NOT APPROVED FOR WATER RESISTANCE WHEN USED WITH DOUBLE DOORS 2.,851 Fm- 1.9031 - —J I Z � ]� L .DSO TYP. 2.750 0 n 374 �— .fi25 � � ! R .100 .I50 I rJ 4.970 0 THRESHOLO COVER HIGH THRESHOLD O ES9027 E2e ES902S oapp • nr•Iwrtrsnu_v •.VI•Ivu • • • PRODUCTggREVISED as VIWln' Coe .88.21.32 • • • H;1I1atlg. K;t*.12 20.1 • ••• Ml • • Mlaml- Product Coal ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • �J z K O g 0 w� ul 0 In ; j O d M o Q � Y Z }} � O W moom `�- d1awin9 no. W11-40 M IAM I-QADE MIAMI-DADE COUNTY WIN 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 (7W 315-2599 NOTICE OF ACCEPTANCE(NOA) www.miamidade.aov/economy Eco Window Systems, LLC 9114 NW 106 Street 000000 . ........... Medley, FL 33178 ' ...... . .. ...... SCOPE: • This NOA is being issued under the applicable rules and regulations governing Ne use of co nstructio»....: materials. The documentation submitted has been reviewed and accepted by M%1VJ' bade Count; -RER 0 Product Control Section to be used in Miami Dade County and other areas where, g Uglyed by the, A nthoriti . K • - Having Jurisdiction (AHJ). 00000• This NOA shall not be valid after the expiration date stated below. The Miami -Dad@ Crounty Product Control .' Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dada County) reserve the right. •.:. to have this product or material tested for quality assurance purposes. If this pjodgvt or materra Tails to • perform in the accepted manner, the manufacturer will incur the expense of such testing and the SAW map • immediately revoke, modify, or suspend the use of such product or material within their jurisdictiolf 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 "Eco-Guard 300" Aluminum Fixed Window — L.M.I. APPROVAL DOCUMENT: Drawing No. W09-20, titled "Eco-Guard Series-300 Alum Fixed Wdw. (L.M.I.)", sheets 1 through 5 of 5, dated 03/23/09, with revision D dated 07/08/15, prepared by Al-Farooq Corporation, signed and sealed by Javad Ahmad, P.E., bearing the Miami -Dade County Product Control. Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, 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. 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# 14-0317.03 and consists of this page 1 and evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No. 15-0715.10 MIAMI•DADE COUNTY Expiration Date: June 17, 2019 Approval Date: September 03, 2015 C�! Page 1 Eco Window Systems, LLC. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. • • • • (Submitted under NOA#09-0413.08) • • • • • • • • • • 2. Drawing No W09-20, titled "Eco-Guard Series-300 Alum. Fixed W*dw. (Y", • • sheets 1 through 5 of 5, dated 03/23/09, with revision D dated:.R.7,.�$*... 15, prepare.. ......d by • Al-Farooq Corporation, signed and sealed by 3avad Ahmad, P.E... .. . . :"": .... . .. ..... B. TESTS �•��•� �'•• •���� .... ...... 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-4:. . • .. � � • 2) Uniform Static Air Pressure Test, Loading�er•FIDC TAS 20.2-94 •..•; 3) Water Resistance Test, per FBC, TAS 202-94 . : • • • • 0 . along with installation diagram of a 97 1W' wide x 96 1/8" high•Eco-Guard sprigs 304.0 • • aluminum double fixed window, prepared by Hurricane Engineering & Testing Inc., Test Report No. HETI-08-2192A, dated 01/15/09, signed and sealed by Candido F. Font, P.E. (Submitted under NOA#09-0413.08) 2. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with installation diagram of a 97 1/4" wide x 96 1/8" high Eco-Guard series 300 aluminum double fixed window, prepared by Hurricane Engineering & Testing Inc., Test Report No. HETI-08-2192B, dated 01/15/09, signed and sealed by Candido F. Font, P.E. (Submitted under NOA#09-0413.08) 3. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 20294 3) Water Resistance Test, per FBC, TAS 202-94 along with installation diagram of a 48 1/4" wide x 96 3/8" high Eco-Guard series 300 aluminum circular arch top fixed window, prepared by Hurricane Engineering & Testing Inc., Test Report No. HETI-08-2193A, dated 01/15/09, signed and sealed by Candido F. Font, P.E. (Submitted tinder NOA#09-0413.08) 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 installation diagram of a 48 1/4" wide x 96 3/8" high Eco-Guards 300 aluminum circular arch top fixed window, prepared by Hurricane Engineering & Testing Inc., Test Report No. HETI-08-219313, dated 01/15/09, signed and sealed by Candido F. Font, P.E. (Submitted under NOA#09-0413.08) 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 installation diagram of a 47 5/8" wide x 96" high Eco-Guard series 300 aluminum triangular top fixed window, prepared by Hurricane Engineering & Testing Inc., Test Report No. HETI-08-2194, dated 01/15/09, signed and sealed b Candido F. Font, P.E. (Submitted under NOA#09-0413.08) Manuel Per E. Product Control E a ' er NOA No. 15-0715.10 Expiration Date: June 17, 2019 Approval Date: September 03, 2015 E-1 Eco Window Systems, LLC. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (CONTINUED) 6. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 6940 2) Uniform Static Air Pressure Test, Loading per .NC TA 2fl2- 94 ... • • • 3) Water Resistance Test, per FBC, TAS 202-9V '. along with installation diagram of a 50 5/8" wide x 63 1 /4" higho Guard s dries 300' aluminum fixed window, prepared by Hurricane Engineering 8' J'�ting Irk, T6st ; • • • • Report No. HETI-08-2195A, dated 01/15/09, signed and sealed b�4tandiaoT.•l"ont, ..... P.E. (Submitted under NOA#09-0413.08) • .... .... ...... C. CALCULATIONS • • • • • 1. Anchor verification calculations and structural analysis, complyingwith F.[iC•Sa' Edition (2014), dated 07/08/15, prepared by Al-Farooq Corpormioril' signed and . •' sealed by Javad Ahmad, P.E. •' 2. Glazing complies with ASTM E1300-09 D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 14-0916.10 issued to Kuraray America, Inc. for their "Butacite® PVB Glass Interlayer" dated 04/25/15, expiring on 12/11/16. 2. Notice of Acceptance No. 14-0916.11 issued to Kuraray. America, Inc. for their "SentryGlas® (Clear and White) Glass InterIayers" dated 06/25/15, expiring on 07/04/18. F. STATEMENTS 1. Statement letter of conformance, complying with FBC-511 Edition (2014), and of no financial interest, dated July 8, 2015, issued by Al-Farooq Corporation, signed and sealed by Javad Ahmad, P.E. G. OTHER 1. Notice of Acceptance No. 14-0317.03, issued to Eco Window Systems, LLC for their Series "Eco-Guard 300" Aluminum Fixed Window — L.M.I., approved on 04/10/14 and expiring on 06/17/19. Manue Pe ez, E. Product Control + am' er NOA No. 15-0715.10 Expiration Date: June 17, 2019 Approval Date: September 03, 2015 E-2 2.688— .062 .500 69 2.611 Q FLUSH FRAME ADAPTER FRAME HEAD/SILL/JAMB ^j .750 �^ .813 II LA 803 .050 F� 0 GLAZING BEAD }-1.070 �{ .373 O5—f O ANCHOR COVER ECO—GUARD SERIES-300 ALUMINUM FIXED WINDOW DESIGN LOAD RATINGS FOR THESE WINDOWS TO BE AS PER CHARTS SHOWN ON SHEETS 2. APPROVAL APPLIES TO SINGLE UNITS OR SIDE BY SIDE COMBINATIONS OF FIX./FIX. OR FIXED WITH OTHER WINDOW TYPES IN MODULES OF TWO OR MORE WINDOWS USING MIAMI—DADE COUNTY APPROVED MULLIONS IN BETWEEN. LOWER DESIGN PRESSURE FROM WINDOWS OR MULLION APPROVAL WILL APPLY TO ENTIRE SYSTEM. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ). WOOD BUCKS BY OTHERS. MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/METAL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BLDG. CODE. WINDOW WIDTH FALSE MVNTINS (SURFACE APPLIED) D.L. OPG. y� m OPTIONAL A Z � 3 in Q J I. u u -- -- 11-- n n u u u n 11 I I 4 II 11 II II II II ° u D II II J I I II II p n u 11 I I 11 I I II II II II II 11 I I 11 II II II II —_11-----11-- u u 3 1.. HEAD/SILL I L 72' MAX_ HEAD/SILL CORNERS TYPICAL ELEVATION GLASS D.L.O. DIMS. D.L.O. HEIGHT = WINDOW HEIGHT — 3.625" D.L.O. WIDTH WINDOW WIDTH — 3.625" •• ••• • • • • • •• E R c •• ••• •• • • • •• THESE WINDOWS ARE RATED FOR LARGE & SMALL MISSILE IMPACT. Engr. JAVAD AHWD PRODUCTREVISBD CML S i SHUTTERS ARE NOT REQUIRED. • • F CA92 m complying with the FImids • IY►Ildin 'Me 15 a • •yam• !•cepemaNe -0 Ill. TO • • • •[7x ireMon •ue 20Iq �' • 50 • � • • • • • / • • • dl •10 2015 •Miami a Product drowing W09-20 sheet 7 of 5 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 3/i6" AWN. GLASS 3/18' HEAT STREN'D. GLASS 090' Interloyer 090' Inlerlayer Butacile PVB SentryGlas By 'Kuraroy America. Inc: By 'Kuroray America. Inc.' 3/16' ANN. GLASS 3/16• HEAT STREN'D. CLASS SILICONE SILICONE DOW CORNING 899 DOW CORNING 899 �1 GE SCS 2000 GE SCS 2000 i 05 = I I II I 4 I I 4 I u it �� 5 \ o it �j 6 AT 1/4 PONTS II !i AT 1/4 POINTS ii 8 ON UTES WIDER 8 ON UTES WIDER THAN 36' ONLY THAN 36' ONLY #8 X 1-1/4' SMS /8 X 1-1/4' SMS AT 3-1/2' FROM ENDS AT 3-1/2' FROM ENDS AND 10" O.C. MAX. AND 10' O.C. MAX. GLASS TYPE 'C' GLASS TYPE 'D' GLAZING OPTIONS �W-�D-TMy WINDOW WIDTH WINDOW WIDTH I I r , F I I G 3 I yANpp_ W WIDTH yONp WIDTH WINDOW WIDTH r , I I i I r WINDOW W WIDTH -, WINDOW _ _ W WIDTH _, WINDOW WIDTH € I I jl ?9 'i 0 3 Z I J I Q1 uJ L J42' ALLOWABLE LOADS FOR ALTERNATE SHAPES AS SHOWN ABOVE OR SIMILAR CAN BE VERIFIED BY INSCRIBING PICTURE WINDOW SHAPE WITHIN SQUARE OR RECTANGLE AS SHOWN IN DOTTED LINES AND OBTAINING ALLOWABLE LOADS FROM THOSE SHAPES. Ie V 8 N a o ; a g r H fh r4 p LL o f DESIGN LOAD CAPACITY - PSF DESIGN LOAD CAPACITY - PSF WINDOW DIMS. GLASS TYPE 'C' CLASS TYPE 'D' WINDOW DIMS. GLASS TYPE 'C' GLASS TYPE '➢' WIDTH (W) LENGTH (L) EXT.(+) INT.(-) EXT.(+) 1NT.(-) WIDTH (W) LENGTH (L) EXT.(+) TNT.(-) EXT.(+) INT.(-) Q F 2IL Q Q. p Q �j V p Qr 0 4 a Q 7 h c1 Z y�{ I N Q w 24" 30' 36' 42" 48' 54" 60' 08' 72' 36' 75.0 80.0 80.0 90.0 26-1/2" 37" 53-1/8' 74' 26" 75.0 BO.O 80.0 90.0 90.0 90.0 90.0 75.0 80.0 80.0 90.0 75.0 50.0 80.0 75.0 80.0 80.0 90.0 75.0 00.0 80.0 75.0 80.0 80.0 90.0 75.0 80.0 80.0 75.0 80.0 80.0 20.0 26-1/2• 37"-3/6. 53-1/8' 74' 75.0 80.0 80.0 90.0 90.0 90.0 90.0 75.0 80.0 80.0 90.0 75.0 80.0 80.0 75.0 60.0 80.0 90.0 75.0 80.0 60.0 75.0 80.0 60.0 90.0 73.0 80.0 80.0 75.0 80.0 80.0 90.0 26-1/2' 37" 53-1/8' 74' 50-5/8' 75.0 80.0 00.0 90.0 90.0 90.0 9D.0 24' 30• 36, 42LUid' 48' 54• 60' 66' 72' 48' 75.0 80.0 80.0 90.0 75.0 80.0 80.0 75.0 80.0 80.0 90.0 71.3 70.0 80.0 75.0 80.0 80.0 90.0 71.3 73.1 80.0 75.0 80.0 80.0 90.0 28-1/2' 37• 53-1/8' 83" 75.0 6DO 80.0 90.0 90.0 90.0 75.0 80.0 80.0 90.0 75.0 80.0 80.0 75.0 80.0 80.0 00.0 67.9 72.5 80.0 75.0 80.0 80.0 90.0 26-1/2' 37' 53-1/8' 76• 75.0 110.0 80.0 90.0 00.0 90.0 U J v F s I �i Y.i0 I U: w W g t5 W rD r7 0M 3 Z pJ W rn f 75.0 $0.0 80.0 90.0 75.0 80.0 80.0 75.0 76.6 60.0 90.0 67.9 69.9 80.0 24• 30• 36' 42 48" 54' 60• fib' 72' 60' 75.0 80.0 BOD 90.0 pW I I L /. ; •��2 �� WIDTH AND LENGTH DIMENSIONS CAN BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN ABOVE. 1 • Al • • • • • • • • • • • • • • • • • • • • WEE: • • ..• GIaASS C�PACI7IGS GN .THIS SiiEET ARE • t�ED" ASPM 0308-09•(3 SEC. GUSTS). En AAVAO MAD 4" PRODUCT RRVISBD • �2 •m,lyir` with lha Florida C.AN. Buiminaf o •••i•et5'� 15' )O24' • • • Bx ireti�De4e ��30' • Ilv�ilcmi adc oduct JU L 2015 • • • • • • • • 75.0 80.0 60.0 90.0 75.0 80.0 80.0 90.0 75.0 80.0 _ 80.0 80.0 90.0 75.0 80.0 90.0 68.8 71.3 80.0 90.0 60.2 64.2 80.0 90.0 60.2 64.2 80.0 90.0 60.2 64.2 80.0 90.0 24' 30" 36' 42 48' 54' 60' 72" 75.0 80.0 00.0 90.0 75.0 80.0 80.0 90.0 75.0 60.0 60.0 90.0 75.0 80.0 80.0 90.0 75.0 78.6 80.0 90.0 �i C O ff 3 x '3 3 o 68.8 71.3 60.0 90.0 60.2 64.2 80.0 90.0 24" 30• 36' 42" 48' 54" B4" 75.0 80.0 80.0 90.0 75.0 80.0 80.0 90.0 75.0 80.0 80.0 90.0 70.0 70.0 80.0 90.0 65.6 65.6 80.0 90.0 64.3 64.3 .0.0 90.0 24' 30" 36• 42' 46• 96, 75.0 80.0 80.0 90.0 75.0 80.0 80.0 9010 c 4 v $ asss n 75.0 76.2 80.0 9 .0 84.6 64.6 80.0 90.0 o ` 59.9 59.9 BOO 910 q 24• 30 36' 108' 75.0 80.0 80.0 90.0 75.0 80.0 80.0 90.0 74.5 74.5 81.5 61.5 36' 120" 75.0 80.0 0.00-0.- 75.0 80.0• 74.5 74.5 drawing no. r1 WO9-GO • • • sheet Q of 5 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • I a. TYPICAL ANCHORS SEE ELEV. FOR SPACING AETAL TYPICAL ANCHORS 29 D BUCK 4 U ;TURF SEE 0.EV. FOR SPACING OR 1r p MIAMI-DARE COUNTY APPROVED WOOD ST TURE I MULLION & MULLION ANCHORS SEE SEPARATE NOA p I OZ F Z J W O W v U AL nr_II �� wl� OG vLL v0 g 8 TYPICAL ANCHORS TYPICAL ANCHORS SEE ELEV. FOR SPACING SEE ELEV. FOR SPACING O ~ O to ZY Q 3 6 WOOD BUCKS AND METAL STRUCTURE NOT BY ECO WDW. TYPICAL ANCHORS: SEE ELEV. FOR SPACING MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM .1/4" DIA. ULTRACON BY ' O' (FU-177 KSI, Fy=155 KSI) 1 J AND TRANSFER THEM TO THE BUILDING STRUCTURE. INTO 2BY WOOD BUCKS OR WOOD STRUCTURES 3 -� 171/2" MIN. PENETRATION INTO WOOD In THRU 1BY BUCKS INTO CONC. OR MASONRY Q W 1-1/4" MIN. EMBED INTO CONC. OR MASONRY I-_ DIRECTLY INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONIC. OR MASONRY 13 o M 14 SIAS OR SELF DRILLING SCREWS (GRADE 2 CRS) � Q o M h INTO MIAMI-DADE COUNTY APPROVED MULLIONS (MIN. THK. = 1/8") Z ri INTO METAL STRUCTURES Z ti o STEEL : 1/8" THK. MIN. (Fy = 36 KSI MIN.) O ALUMINUM : 1/8" THK. MIN. (6063-T5 MIN.) I w U " O W f (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) ° TYPICAL EDGE DISTANCE O INTO CONCRETE AND MASONRY - 2-1/2" MIN. INTO WOOD STRUCTURE = 1" MIN. O Li INTO METAL STRUCTURE = 3/4" MIN. a ff WOOD AT HEAD, SILL OR JAMBS SG - 0.55 MIN.° CONCRETE AT HEAD, SILL OR JAMBS f'c - 3000 PSI MIN. C-90 HOLLOW/FILLED BLOCK AT JAMBS I'm 1500 PSI 15. G3 ° - MIN. S SEALANT+, • 000 • • • • • • • - - ALL JOIN16 AND FRAME OCMNEWTIONS 46EALEDS WITH aI b JOINT SEAA• • • • • • • • • • u m I Engr. JAVAD AHMAD PRODUCTREVISED •r CML :u roniplyiig with Ov Florida i • 000 a . QRy2 R3!iIC-ng CAIa o • • • • 124pi m*a r» Ag• 0915. JQ = 13 �.. • • NUL L�RpirntiJRDe4 I TYPICAL ANCHORS • I�ilurli ProdxL drowing no.1BySEE ELEV.w00D BUCK FOR SPACING 2015 W09-20 � sheet 3 of 5 • • • • • • • • • • • •• •• • • • •• •• ••• • 0 0 000 0 • ITEM / PART If RRQD. DESCRIPTION MATERIAL MANY./SUPPLER/REMARKS 1 mol 2 FRAME HEAD/SILL/JAMB 8063—T6 — 2 FY302 AS REOD. GLAZING BEAD— 7/16- GLASS 6063—T6 — 3 FY303 AS REOD. ANCHOR COVER 6063-75 — 4 E203 AS READ. GLAZING BEAD BULB NEOPRENE ULTRAFAB 5 FiB-50 1 GLASS SPACER — 1/8' HIGH SILICONE FRANK LOWE 6 /10 >< 1' 8 FRAME ASSEMBLY SCREWS CRS PH SMS 7 FY120 - FLUSH FRAME ADAPTER 6063-T6 OPTIONAL. 8 - 2/ LITE ISETTING BLOCK IEPDM DUROMETER &5i:5 SHORE A MIAMI-DARE COUNTY AL ANCHORS ELEV. SPACING BUCKS N AL CIRCULAR WINDOWS CORNER Db-I'AU_9 MAX. TYPICAL. ANCHORS SEE ELEV. FOR SPACING MITER CORNERS III • • MLIML • • • • • o • •T•UCTYRE • • • • 2 +� u • •• • • • • ••• • E,W: 44V D AHMMD PRODUCT REVISED ,c • • • • �. �Jy'>Q ro complying with Lh o Flmlda ,i V C.A 536 d�I���g CvRe r' • • • • Acd lmibN0l O lrj 10 • • • • • • • : inlioRDey�fLf • •• • • by • • • • • • 1�L�S� drowing no. 10 2015 W09-20 _ - _ _ _ _ _ sheet 4 of 5 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • O ALT. P 0 I . • - TYPICAL ANCHORS SEE ELEV. FOR SPACING METAL �U 8 STRUCTURE TYPICAL A! N SEE ELEV. FOR�SPACING NWAI—DADE COUNTY APPROVED �Y MULLION k MULLION ANCHORS pp SEE SEPARATE NOA O 3 i !' S n a VIM 0 0M ag�Mo Oa<<~ 0�^�� a TYPICAL ANCHORS Q �+ SEE ELEV. FOR SPACING J y (N Q Wrif � U � J J � W L HW o � n N .O ) N _J O O_n 1/4• MAX. SHIMS ALL 3 Z Y O" Ld 0 e l TYPICAL ANCHORS � SEE ELEV. FOR SPACING' 4 ; � .A • u •• ••• • • • • • •• C • • • • • • • • 0 O '! c •• ••• •• • • • •• INSTALLATION DETAILS WITH FLUSH FRAME ADAPTER Engr dAVAD AI1WAD PR.ODUCTRRVISED e CIVIL to complying with dw Florida • • • • CA �2 AA �ng \ • • • • «aptani: 15-0 15.I0 • • .. . PgpinllDali .• �. •, •QtD15 ly o • • • • hgawai adtProdtict drawing no. / IW09-2011 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • 6 M IAM I•DADE MIAMI—DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eov/economy Eco Window Systems, LLC 9114 NW 106 Street • • • • Medley, FL 33178 ; SCOPE: • . • • • • • • • ' • This NOA is being issued under the applicable rules and regulations governing ,the; lie of cons�i uction "" • materials. The documentation submitted has been reviewed and accepted by MiaraL Qade Cqw tty RER- Product Control Section to be used in Miami -Dade County and other areas where aNawea by t* ApIltority • • Having Jurisdiction (AHJ). • • • • • • 0000 • This NOA shall not be valid after the expiration date stated below. The Miami-DadeCom?rty ProdwAsControl • so.: • Section (In Miami -Dade County) and/ or the AHJ (in areas other than Miami -Dade VdtM) reserve the right . to have this product or material tested for quality assurance purposes. If this product or matC4jL fjils to ••••:. perform in the accepted manner, the manufacturer will incur the expense of such kstirrgand the AHJ may : • • • G immediately revoke, modify, or suspend the use of such product or material within &ir Jurisdret%r.. 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 "Eco-Guard 100" Aluminum Single Hung Window - L.M.I. APPROVAL DOCUMENT: Drawing No. W09.08, titled "Eco-Guard Series-100 Alum. S.H. Wdw. (L.M.I.)", sheets 1 through 6 of 6, dated 02/12/09, with revision E dated 06/23/15, prepared by Al-Farooq Corporation, signed and sealed by Javad Ahmad, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved", unless othertivise 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. 14-0317.02 and consists of this page 1 and evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No. 15.0406.12 MIAMI•DADE COUNTY ? Expiration Date: April 08, 2019 ® �12�! + Approval Date: July 02, 2015 Page 1 Eco Window Systems, LLC. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted tinder NOA No. 09-0224.07 and previous NOA No.14-0317.02) .... 2. Drawing No. W09.08, titled "Eco-Guard Series-100 Alum. S.H. lvdvf.. 4L.M I!)'! G sheets 1 through 6 of 6, dated 02/12/09, with revision E dated 06j:1M, prepaT6d%Y Al-Farooq Corporation, signed and sealed by Javad Ahmad, RE.... %. , Gee. B. TESTS o 00 1. Test reports on: 1) Uniform Static Air Pressure Test, Loading pe vnt; TAS 21&94 2) Large Missile Impact Test per FBC, TAS 20"' 3) Cyclic Wind Pressure Loading per FBC, TAS 2M-V4 , 4) Forced Entry Test, per FBC 2411.3.2.1, and YAS•202-9,9 along with marked -up drawings and installation diagram of an alUnintm singh-ong window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. G • FTL-7635, dated 12/09/14, signed and sealed by Marlin D. Brinson, P.E. (Submitted under NOA No. 14-0317.02) 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Forced Entry Test, per FBC 2411 3.2.1 and TAS 202-94 along with installation diagram of a 106-1/2" wide x 76" high ECO-Guard Series-100 aluminum single hung window, prepared by Hurricane Engineering & Testing Inc. Test Report No. HETI-08-2166A, dated 12/15/09, signed and sealed by Candido F. Font, P.E. (Submitted under NOA No. 09-0224.07) 3. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with installation diagram of a 106-1/2" wide x 76" high ECO-Guard Series-100 aluminum single hung window, prepared by Hurricane Engineering & Testing Inc. Test Report No. HETI-08-2166C, dated 12/ 15/09, signed and sealed by Candido F. Font, P.E. (Submitted tinder NOA No. 09-0224.07) 4. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Forced Entry Test, per FBC 2411 3.2.1 and TAS 202-94 along with installation diagram of a 53-1/4" wide x 76" high ECO-Guard Series-100 aluminum single hung window, prepared by Hurricane Engineering & Testing Inc. Test Report No. HETI-08-2168, dated 12/15/09, signed and sealed by Candido F. Font, P.E. (Submitted tinder NOA No. 09-0224.07) MaTfeez, P.E. Product CohlrojAxaminer NOA No. 15-0406.12 Expiration Date: April 08, 2019 Approval Date: July 02, 2015 E-1 Eco Window Systems, LLC. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS iCONTTNUED1 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 installation diagram of a 532/4" wide x 76-1/4" high ECO-Guard Series-100 aluminum single hung window, prepared by Hurricane Engineering & Testing Inc. Test Report No. HETI-08-2170, dated 12/15/09, signed and sealed by Candido�.• . . Font, P.E. (Submitted under•IYQAVVo. Oy;.022..4.07) ...... . • ...... . .. C. CALCULATIONS 0000.0 ...... . 1. Anchor verification calculations and structural analysis, compl ing with. FBC 5,h: * * *': Edition (2014), dated 03/27/15 and 06/23/15, prepared by A4erooq C;)iptration, ••;••, signed and sealed by Javad Ahmad, P.E. ":": :"' ""' 2. Glazing complies with ASTM E1300-09 0 0 0: 0 0 0 *0:0 . . D. QUALITY ASSURANCE 0 0 ...... 1. Miami -Dade Department of Regulatory and Economic Resources (RFR) ... • ...... E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 14-0916.10 issued to Kuraray America, Inc. for their "Kuraray Butacite® PVB Glass Interlayer" dated 04/25/15, expiring on 12/11./16. F. STATEMENTS 1. Statement letter of conformance, complying with FBC-51" Edition (2014), and of no financial interest, dated March 17, 2015, issued by Al-Farooq Corporation, signed and sealed by Javad Ahmad, P.E. 2. Laboratory compliance letters for Test Report No. FTL-7635, issued by Fenestration Testing Laboratory, Inc., dated 12/09/14, signed and sealed by Marlin D. Brinson, P.E. (Submitted under previous NOA No. 14-0317.02) 3. Proposal issued by the Product Control Section, dated 03/25/13, signed by Jaime Gascon, P.E., Product Control Section Supervisor. (Submitted under previous NOA No. 14-0317.02) 4. Laboratory compliance letters for Test Reports No. HETI-08-2166A, HETI.08-2166C, HETI-08-2168 and HETI-08-2170, all issued by Hurricane Engineering and Testing, Inc., dated 12/29/10, signed and sealed by Candido F. Font, P.E. (Submitted under NOA No. 09-0224.07) G. OTHERS 1. Notice of Acceptance No. 14.0317.02, issued to Eco Window Systems, LLC for their Series "Eco-Guard 100" Aluminum Single Hung Window - L.M.I., approved on 04/10/14 and expiring on 04/08/19. Manuel r P.E. Product Contr Ex iner NOA No. 1-0406.12 Expiration Date: April 08, 2019 Approval Date: July 02, 2015 E-2 6' MAX. HEAD CORNERS Iw FALSE MUNTINS (SURFACE APPLIED) OPTIONAL ECO—GUARD SERIES-100 ALUMINUM SINGLE HUNG WINDOW DESIGN LOAD RATINGS FOR THESE WINDOWS TO BE AS PER CHARTS SHOWN ON SHEETS 2. APPROVAL APPLIES TO SINGLE UNITS OR SIDE BY SIDE COMBINATIONS OF S.H./S.H. OR SINGLE HUNG WITH OTHER WINDOW TYPES IN MODULES OF TWO OR MORE WINDOWS USING MIAMI.-DARE COUNTY APPROVED MULLIONS IN BETWEEN. LOWER DESIGN PRESSURE FROM WINDOWS OR MULLION APPROVAL WILL APPLY TO ENTIRE SYSTEM. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ). WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL. A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. ALL SHIMS TO BE HIGH IMPACT, NON-METALLIC AND NON -COMPRESSIBLE. MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/METAL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE. 0 U 53 1/8' 53 1/8' WINDOW WIDTH WINDOW WIDTH �Y gqg 47 Z/8' 47 3/8" Z 3 D.L.O. (FIX. LITE) D.L.O. (FIX. UTE) 12' MA)(. 6"_MAX. 12" MAX. Qcc a a � A HEAD m —HEAD A HEAD m w 0 Oil O 3 ¢ CORNERS 3 a d p'V p�0 ry U �y O LL (0 `I 9 u II a iI ii li II �11. II D II II II Q SWEEP LATCHES 4 _-I1T----jj----1j--- O (4Noo AT 12-1/2' II II K OJ M II II FROM ENDSit Ij JI' jl Q w 3 LL 6 �I B II II TYP. 4 �I I� 1� LL z INS - 5 U' ((1+vy) IJIyy II m c> N O fl 11.----II S m Q W ei g F �O = _jo it ii I� Q r 3 II _II__ II II ii n z I II II B i J q II II 3 I II II pp %Y'/. ti II ✓i W n it N i in JZ I '-sl(IWIyf-' C II .� j II II � it II 7 o� II 3 II a � � -_- _-_ - i I, II V) It LL 13,�Mr NO ANCHORS AT SILL FALSE HUNTINS NO ANCHORS AT SILL g 0 J j (SURFACE APPLIED) m 4% 3/8" OPTIONAL 47 3/8" h Z W co D.L.O. (VENT) D.L.O. (VENT) Lw� Z iSPRING LOADED LATCHES50 3/16" 50 3 I6'0ATT fROM ENDS / d .1VENT WIDTH OPTIONAL TO VENT WIDTH r SWEEP LATCHES EQUAL LITES TYR UNEQUAL LITES (ORIEL TYPE) T�'PICAL ELEVATIONS $ r TESTED UNITS E 2 ,"-. Ali • • • • • • • • • y p THESE WINDOWS ARE RATED FOR LARGE & SMALL MISSILE IMPACT. En9r' J CMLA4� N SHUTTERS ARE NOT REQUIRED. Fu. PE / 7e592 C PRODUC.TRBVISHD • • • • • 4C-A.N- 8••omply[.&Whit do Pludds••••Buldinj ColoA6-ob • • • Accepi. No 1 0 .ten g.20 FN imlion Del. drawing no. [,). W09-08 Norm Dade Prod.cl CoMro ✓ sheet I of 6 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • EQUAL LITES WINDOWS DESIGN LOAD CAPACITY - PSF FLANGE DIMS. GLASS TYPES A', B' k 'C. WIDTH HEIGHT EXT.(+) INT.(-) 19-1/8" 24' 26-1/2' 32" 37" 40' 48' 53-1/8' 26' (3) 75.0 90.0 75.0 90.0 75.0 75.0 90.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 19-1/8" 24" 26-1/2" 32" 37" 40' 40' 53-1/8' 38-3/8" (4) 75.0 90.0 75.0 75.0 90.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 19-1/8" 24' 26-1/2' 32' 37' 40' 48' 53-1/8" 50-5/8" (5) 75.0 90.0 75.0 75.0 90.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 19-1/8" 24' 26-1/2' 32' 37' 40' 48' 53-1/8" 63" (6) 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 75.0 _ 90.0 75.0 90.0 75.0 90.0 75.0 90.0 19-1/8" 24 26-1/2' 32' 37" 40" 48" 53-1/8' 76" (7) 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 _ 75.0 90.0 75.0 75.0 SO. 75.0 EQUAL LITES UNEQUAL LITES WINDOWS DESIGN LOAD CAPACITY - PSF FIANCE DIMS. CLASS TYPE 'A' GLASS TYPES 'B' k 'C' WIDTH HEIGHT EXT.(+) INT.(-) EXT.(+) 1NT.(-) 19-1/8" 24" 26-1/2' 32" 37' 40" 48" 53-1/8' 1 50-5/8" (5) 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 750 90.0 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 19-1/8" 24' 26-1/2' 32" 37" 40" 48" 53-1/8' 63" (6) 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 - - 75.0 90.0 - - 75.0 90.0 19-1/8' 24" 26-1/2" 32' 37' 40' 48' 53-1/8" 76" (7) 75.0 90.0 75.0 90.0 75.0 90.0- 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 75.0 90.0 - - 75.0 90.0 - - 75.0 90.0 - - 75.0 90.0 - - 75.0 80A UNEQUAL LITES (ORIEL TYPE) TO QUALIFY FOR SMALL MISSILE IMPACT RATING EXTERIOR PLY OF GLASS TYPE 'C' MUST BE TEMPERED. I/8" HEAT STREN'D. GLASS 3/16` HEAT STREN'D. GLASS .090' Inlerloyer .090' Inlerloyer DuPont Butocile PVB DuPont Butocile PV8 By 'Kuraroy Americo, Inc.' By 'Kuraroy America. Inc.' 1/8" HEAT STREN'D. GLASS 3/16" HEAT STREN'D, GLASS p. F Z m SILICONE DOW 899 �' Z m SILICONE DOW 899 i `ll �AT 1/4 POINTS ON LITES 13 WIDER THAN 36" ONLY CLASS TYPE 'A' NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300-09 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05-DEC-219 YI 13 AT 1/4 POINTS ON LITES WIDER THAN 36" ONLY GLASS TYPE 'B' GLAZING OPTIONS /8" HEAT STREN'D. GLASS 5/16" AIR SPACE PRODUCT REVISED ss complying with the Florida�^//��/ 1/8" HEAT STREN'D. GLASS BuOdingCode S ce -0'(jJd. A�J pt-103 NO .090` Inlerloyer ^ lrotl9n Date /rZVQ�V DuPonl auto PVB / By 'Kuroroy Americo, Inc.' By .vB 9 Pr uct I 1/8" HEAT STREN'D. GLASS SILICONE DOW 899 I6 • • • • • • • 21 • • • • • • • • SETIRJG BLOCKS AT _ • • • • • • • LAM QASS AND INSUL. LAM. GLASS • • • • • NATAi GIAZING BEAD LEG TO CLEAR BLOCKS II % CIVIL • 13 1/4 SINTS FLA• • • C.A.N. 38. 2 • 7 L SIZE t GI SS HYPE 'C'� • • • • • • • % • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • to 1400V drowing no. W09-08 1a• TYPICAL ANCHORS WOOD BUCK SEE ELEV. FOR SPACING I q`� EDGE GIST. l a a. a. of II� I Il�tiil OPTIONAL TO BOTTOM LATCH 4 i • s TYPICAL ANCHORS SEE ELEV. FOR SPACING METAL MIAMI-DADE COUNTY APPROVED STRUCTURE MULLION k MULUON ANCHORS SEE SEPARATE NOA TYPICAL ANCHORS SEE ELEV. FOR SPACING m o a EDGE DIST � F \ o -0 TYPICAL ANCHORS SEE ELEV. FOR SPACING �o {� w a O 1 o Z ~ J F A Z w E Q a, N m Q' 0 o 0 01 ^,11 0,• 0 u a OG a a0�m 0aao Q 40 u M2 QW"�f O WOOD BUCKS AND METAL STRUCTURE NOT BY ECO WDW. J o MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM J N IL AND TRANSFER THEM TO THE BUILDING STRUCTURE. J _ 3� m TYPICAL ANCHORS: SEE ELEV. FOR SPACING ? o rn W n 1 /4 DIA. ULTRACON BY 'ELCO(F-177 KSI, Fy=155 KSI) INTO 2BY WOOD BUCKS OR WOOD STRUCTURES 1j 1-1/2" MIN. PENETRATION INTO WOOD (HEAD/JAMBS) $ I THRU 18Y BUCKS INTO CONC, OR MASONRY to O ot1 v� 1-1/4" MIN. EMBED INTO CONCRETE (HEAD) 1-1/4" MIN. EMBED INTO CONC. OR MASONRY (JAMBS) 3 DIRECTLY INTO CONC. OR MASONRY a O n c� 1-1/2" MIN. EMBED INTO CONCRETE (HEAD) o U wo -1 1-1/4" MIN. EMBED INTO CONC. OR MASONRY (JAMBS) O N14 SMS OR SELF DRILLING SCREWS (GRADE 2 CRS) INTO MIAMI-DADE COUNTY APPROVED MULLIONS (MIN. THK. = 1/8") f4 INTO METAL STRUCTURES �% € STEEL : 1/8" GA. MIN. (Fy = 36 KSI MIN.) $ ALUMINUM : 1/8" THK. MIN. (6063-T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) " 4 5 2 TYPICAL EDGE DISTANCE w Y INTO CONCRETE AND MASONRY = 2-1/2" MIN. INTO WOOD STRUCTURE = 1" MIN. INTO METAL STRUCTURE = 3/4" MIN. c „ • 00 WOOD A18HERD, 4AILL•OR•JAA68S SG t 0.55 MIN. - • • CONCRgj Aj Atj,D, ILI:OFC jBS 3000 PSI MIN. v < m u o W a-90 HQLLOW/FyLEF4 NQRM4L WGHT CMU AT JAMBS f'm = 2000 PSI MIN. PRODUCI'REVISED • • 000 • • • • • • • _ m ..uplying with the Flafda Building Cotk �f />,CIVIL "�J En9r..IAVAD AHMAD f c Acaptanco No TiJ :L.� Flp PE 70592 E Imdo Date .�_ 9 ,� �'• • • • • • C.A.N. :: • o Y b' � ey • • • • • • N1 ud • • ••• • • • �_ SEALANT. • • • • • • • • • • • • • •��f drawing no. ALL JOINTS AND FRAME CONltftNS SEALED WITH* WO9=OS JOINT SEALER. sheet 3 of 6 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • CU o w m 0 m Z 3 Q m y� a H W F I IL d 6 0 U OG a W V � a MWAI-OADE COUNTY at APPROVED MULLION O d <p SEE SEPARATE NOA TYPICAL ANCHORS 333 SEE ELEV. FOR SPACING y ry Q W 3 LL N Z m Q� J J o J N 1 3 m x o vi W n � w WINDOW WIDTH WINDOW WIDTH r~71 1 3 tD M N OM m Z 3� m 3 } TYPICAL ANCHORS O µ JT n SEE ELEV. FOR SPACING U 7w F OW LJ.I Of E O 1/4' MAX. C —1 VENT WIDTH SHIMS IBY 1/4' MAX. METAL SHIM 9 WOOD BUCKS SHIM STRUCTURE u 16 7 9 20 I�4 20 v . TYPICAL ANCHORS Q S o SEE ELEV. TYPICAL ANCHORS I 2' _ _ _ _ _ _ _ - - - _ _ _ _ _ - — - _ I FOR SPACING SEE ELEV. FOR SPACING O H g - o _ _ c v _ _ _ ___ _ _ _ CO. _ W O n • MASONRY -6 SCREEN OPTIONAL-------- 1/4' • • • • • • • • • • ` • • • • • • • i EXTERIOR •• ••• •• • • • •• g 14 3 -Engr: JAVAD AHMAU •n c v' CML � s FU PE Y 70592 0 �_ D.L. OPG. CAN. y - ` • • •• • ••• • • • u' o wm 1 N N41ii the PI do • • • • • • o E WINDOW WIDTH P Y B �� +o •� • • • • • • • - - B91LdInmCode UaT./`/16, • • • • • • — . - Acceplann No • • rt Cp • drawing no. Ex intuon Date Q • • • Q�J • W09-08 BY sheet 4 0( 6 Miami de Product Co Do ITEM / PART / RP.QD. DESCRIPTION MATERIAL YANP./SUPPWER/REYARK3 1 FY101 1 FRAME HEAD 6063-T6 - 2 FY115 1 FRAME SILL 6063-T6 - 3 FY103 2 FRAME JAMB 6063-T6 - 4 FY104 1 FIXED MTG. RAIL 6063-T6 - 5 fY105 1 VENT TOP RAIL 60fi3-T6 - 6 FY114 1 VENT BOTTOM RAIL 6063-T6 - 7 FY107 2 VENT SIDE RAIL 6063-T6 - 8 FY108 AS ROD. GLAZING BEAD (5/I6' UM. CLASS) fi063-TB - 8A FY109 AS ROD. GLAZING BEAD (7/18' LAM. GLASS) 6063-T6 - Be FY110 AS ROD. GLAZING BEAD (INSUL. UM. GLASS) 6063-T6 - 9 FY116 2/VENT SASH STOP 6063-TS - 11 FY113 2/VENT SPRING LOADED UTCH, AT 7' FROM ENDS 6063-T6 - 1IA - 1/ LATCH LATCH SPRING ST. STEEL - 12 SL207P 2/VENT SWEEP UTCH, AT 12-I/2' FROM ENDS ZAMAK SULLIVAN 8 ASSOC. 12A /8 X 5/B' 2/ LATCH LATCH INST. SCREWS _ 51. STEEL FH SMS 13 - AS RE00. SETTING BLOCK EPON DUROMETER 8035 SHORE A 14 �e X 1' AS REOD. FRAME h VENT ASSEMBLY SCREWS CRS PH SMS 14A �8 X 3/B' 2/ VENT BOTTOM RAIL ASSEMBLY SCREWS CRS PH SMS E207 AS RE00. BOTTOM RAIL SEAL -SERIES I01 NEOPRENE ULTRAFAB 16 E20J AS RE00. GLAZING BUD BULB SANTOPHENE ULTRAFAB 1B W23181 AS REOD. FIN SEAL W'STRIPPING - ULTRAFAB 1IS 19 FY117 4/ VENT SASH GUIDE CELCON MkM PLASTICS 19A �6 % 3/8' 1/ GUIDE SASH GUIDE INST. SCREW CRS OH SMS TYPE B 20 F210 2/VENT SASH BAIANCE - SUPERBOOST BY BSI 20A %e X 5/8' I/ BALANCE BALANCE INST. SCREW - P fH SMS 21 - AS REOD. GLASS SPACER FRANK LOWS 22 - 1 3/1fi' BOX SCREEN [�UCEONE OPTIONAL 2J FY120 -FLUSH FRAME ADAPTER OPTIONAL 24 - - INSUL GLASS EDGE SPACER ST. STEEL CARDINAL XL ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • DIST. TYPICAL ANCHORS /-SEE ELEV. FOR SPACING TYPICAL ANCHORS SEE ELEV. FOR SPACING METAL MIAMI—DARE COUNTY APPROVED MULLION k MULLION ANCHORS [STRUCTURE 4I SEE SEPARATE NOA EDGE DIST. I TYPICAL ANCHORS SEE ELEV. FOR SPACING 1/4' MAX. O SHIMS ALT. TYPICAL ANCHORS SEE ELEV. FOR SPACING c' .11./2,_ <C C. 3 MASONRY I w 0 Q I '•.' •f• • • • • • •• 0. INSTALLATION DETAILS WITH FLUSH FRAME ADAPTER Engr. JAVAD AHMAD CIVIL FLA. PE 70592 PRODUCT REVISED • • • • • • • • CAN.•T • es amnplyms"ml 16e Florida • • • • • • Uuilding Code • • • • • • ' E imdoa Date �i • • • / /J 1� 1J • By / V h0 Produa Conu ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • i S drawing no. W09 -08 sheet 5 of 6 1—2.750 FLLI.062 —{ 1.688 .750 813 2. 2.812 Q FRAME HEAD 1.202 —i O FRAME .U62 2.188 1.375 519 Loot � T .045 .80 1 422 FIX. MEETING RAIL O-d t,0a7 1.340 1.250 .062 2.063 1.140� O VENT TOP RAIL VENT BOTTOM RAIL I�FRAME SILL SILL JAMB .394-1 r 1- .130 .050 3 .045 3 O 1.047 BB 1.047 GLAZING BEADS 1.067 _06� p .621 O VENT SIDE RAIL 1.247 1.254 8 1.445 07 963 11 SPRING LOADED LATCH —06 —� 062 .500 n .769 2.611 23 FLUSH FRAME ADAPTER 0 En9r, JAVA FRAME CORNERS DETAIL CMLµMAD PRODUCT REVISED • • • • • M. PE 70582 • • • C.A.N. t • es complying with Ole Florida • Building Cod. A S .. No • • • • • • • • • • • • • • • •r lrml�n Dn1.ro GxoAcc,;nce 0R• : • y , `1 201.1, ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • � V J i 3 3 iy $ : o vi W } W o V) 0 p c' w o" v{ Z J °� 3 Z 0 ww mLd _j ' n T _ a a drawing no. W09-08 F] INDEX 1. DESIGN CRITERIA ,PAGE # 1) 2. WIND LOADS (PAGES # 2 THRU # 5 3. MASONRY WALL DESIC�N f P MG E S # 6 THRU # 8) 4. CONCRETE BEAM DESIGN. (PAGES # 9 THRU # 12) 5. WOOD MEMBER DESIGN. (PAGES # 13 THRU #- 19) WIND LOADS (ANSI/ASCE 7-10) Method 2 -Analytical Procedure Basic Wind Speed. V= 17.5 mph (FBC 2014) Structural Category 2 Exposure Category C Importance Fa::Ic-,r I = 1 0 (FBC 2014) Kd =-O.85 By C;flculatjons: r for Comte nents and Cla-lding Des = Wind Pressure for VVB; is Roof Dew rt VVInd Pressure Doom d Vviode s Desion V%find Pressure Deaian Pressure- or Main Wind Force Resisting Syamrr, Rem fitons , Gravily and Uplift of Truss and Gibe Imll.ss MecaWind Pro v2,2,7.5 per ASCE 7-10 input pwrameters: (Zh :17 ..a,:-t 1) zpc-edil'�" A;! Z.Co f -X-u r—ld; F!.d;" E -H! Z o% -11's fcr �40'1 dinct n -'�arrna 1. Pr asj"' :7 a couf f z, c :-o' Z7 .4-1 ',rat Pr"Scxas fcr W—ld iv fz Wal I Wonua 1. to YUL d go) Pressure ---------- ------------- �^f.'wavd 1 wall NZ Kzt Cp qz pre'au Press ft*wax.-:.-C;Cpz' ura -t Roc?' LoaAtLon CID 'Prossure prans-uro (psf) Max Kipp"aj :�nl 0 -. 3. H -110, TOP af wall) 17 OF 01 Tzi Cavrhung Top QVA so W.41 M -001 03f W 2L ZBW No Le.5 - Norra. tt� 7kc e 131 FNI F47 ! W&J. L Rc.-,f NUZe -SKI eClaim; Vres-,, 1, 5 -, f" 7ztal Nve op"o ems =WOMW a5 pwoul to --oge foz i"Iwa to! pw, Kne t^NO !NwnVI 'Wze 15, cNerhav; b'k!�et� 6.%�nctarz We'J:. C7. ard Nw. %- wo�mz -+�-,-�-, t - K,==M pms"Ws N o, :, b.wee cc the vumezr :Ttvm"; call a V":"W L=W! Ln WMI, for wi, Iaor to 50.42 at mall Wong RMW wall cp ---------------- Preact=0 pv0&vu=0 wall Elev IS Kz t r as !Tess Woun Total ft -------------- ZEN 1140 DA5 WD tic 3204 407 2"M AD 025 100 CAC M" in 57 Min Rr:of - Di,vt froz W;kndvard Ed90 cp low: in: fn co 203 f". V50 R=!: 21.3 fc LQ Eno f, 31 t t4C 73C 01K 7n prevvipuze ;Ire--trure Qr.V - Alclig R-Ldg2 1:nerltar7, nm Z .;.I, Para-ze! X. Wong t;) Wit.e 1-;j WA-15 , t V Ama, Ama si the nuzr!ame vrc)ett,,,� win-4. T,�taj -z4ise p"aact-10,-, rx F} r-z Xx !tl ri-ft F-I Kip yip ru p y-ft -------- ------------------- Z4. 5 NOMA: tD pipe Wa: I % M !A or =9 RIM Kalls awy 21, Z ozg Ridge walls W-d'y 26: cv, I; Ftdqc- t,�2 N j,"te.s Apply-"19 to K,47FIAS $:O&c 'or'$; Uwe on 1W aq Z�V;, U=e y My Wzvnq "d", Me ?Maw,. y W.0 �ej, Nve , 4.7-" V.1niztx-, --r, a --,f c wznt. (C - 3 60,, C:r Z�vle 'a Lego ipt.lon wxdt-.h Spar, AXO& Xi n P JA.,X M—,.-1 m4 r. r ft ft; ft-2 I;cp psf jxrf ------------------------- ------ we.' ;o4 ps." DI Phoina I rues Q1 Q2 TRIEUV\hi VOUTARY uplift OL LL DL+LL No trust i.ENGTIA wi Rb;ict'Qn Roaction RbactWi Roactlon voimtrlafk OSI) DT14 AREA (t i bt) (i�g) OUS) Vbs) 5275 12 2 12 '827 3011 M, G C, 2 507 1 ,sO 440 417 J2 14.67 i 200 2 c� minflon GIFIMP WALL DESIGN: Wall heigtl=8 I'l Wind Load: Zone 5 'all Pressure =49.68 rSf By Calculations Annexed: Zane 5 USE a" CONCRETE BLOCK V11 #5 AT 43" Q-C, (p Title B!Cr ^, '"One 1 You Cana 7 ttils ar^a UStn� trtP. `�ttitt�S' i'lE'?J 'yTCi all,itzn i -,m, the �_r +Two i liee abc.• Title Bloa Lme 6 _..__...__ Masonry Slender Wall km. ' - I .... Desmpti*n MASCRY WALL A i 2i?NE 5 Code References C a culallans pe! ACI 5a0-11- IBC 2012. CBC: 2013, ASCE'r-10 Load Combinations used : ASCF" 7-05 General Information uonstruo ,x% Tye . Grouted i•io:!mv Concrete Masonry F':n = 1,50 i*i t404,n EV-,t Tli¢�kf ncc Fy . yK_lj _ 60.0 tm Thi,,Yness Fr - Rut--e - 61.0 Reoa,. d° ztista^ce n = ` - 900.0 Lmass L r a t Reba:. . .fm may,rho art �) Lam; 0 102.5 B3 Size Ba ap�C";iiv GccJ: ik;islCa -. 'l4rJ pLt ghi Bt;d vVe, r t lomial Weight wee wei" .ii - 55,0 :i rwail:€s grouted at rebar delis only fine -Story Wal GiMe^sions arty*£ Tstw: Crlairia�'. k. _«. Pr6i-m Desu, 'ULS'v ,y1uw+i -0-';i E:AGE-1, "X, Calculations per Act 530.11, IBC 2012; CBC 2013, ASCE 7-10 8 in T d rMs tle-4.Tess dec F 7.Del .tit 0,002,10 5 48 i Clear 40.r"ht a. F c;:eyr� ; :•'�tii - iJ.fi �' .- f�:t'i �;r.:e E t �e stp=�Get .rt t 'rcp & £iottoaxs f' nnet; Vertical Loads veicm �.Ih" tm LpgS....._ Gotw�rirr� Lca� Lateral Loads F'P 2tu Y IND )4 sd 4 9.3 F;Si I i 0.1C7 0 tt 00 f5,()' 0,0 0 0 Ses:^ : lams arr`a"� L1'easlu Seism::.LcaO +r�:it t�dr `10 .M-.c Wall LatxV LW F i F t_ Sti • 6'di ti.o tit 3;rcc: *entry of Late al Wall Weight 0�10 Ps! Fp 1.0 de Buck-. Line I ice thm wez irle. menv alo Men L.151,110 Tftje 7 rve Bjoa Line Masonry Slender Wall ;'T Z ONE, 5 DESIGN SUMMARY Gcvernkg load{ mairHaIiW, PASS IADMeIt Ca-.261Y Che:5, +0,90D+ 1 .6OW PASS _;ervicz De-I'lectlar C-Vck, PIkst_ll A)ialLoad'Ohe-zill, + 1 -20D+ 1.6ow PASS Rairlt�,mLwitCr�ems Results reported for "Strip Width" of 12.0 in Al C'tual va"Jes. A,wa� Values t axknum Bending SIimssRztlo = 0.4643 ki a X 1AU 0.62718 1-0 Phi' Un �?Jq, Raw 'U 9_:i 17 Al!owabie Deil. Ra,-j ISO max D.Oectill 0,01 OaS h Max PU I A0 7_7 7 5 � P.I.ax, Del! Locz= ' 3J3i57 t 02 ' f m 300.0 rna Con"Til_!Jlng Asb", 0,001694 ASIDd 6.1035 0)0 br! 0 1035 l4axim..!'n Reas:ws 4y tcal an"rbir:-:50-rf I op r4:)riwrtta' �D,+-Vv 10� 0, 1960 is az-,e Ho�=ILV sae I Only 0.540 k I .1eftical resign Maximum combinations - Moments Axial Load Load C-Orn5irali[ln Pu 0,2*fM'b*t Mcr 0= G= CM 0WO at 3 73 to 4,0 0402 IL560 0.402 10-5SO ODW 0,000t 0,301 15,56111 om Design Maximum Combinations - Don.ections Axial Load Pu .-D4vv W3,73 0 4.00 at 3:7S to 40 -0=4w at 3,73 o AX kq only al 4M to 417 Reactions - Vertical & Horizontal Load Combiriation 0 onif -DAV �D-0.70F. .0-111 TaOy 0,1w D;C. 5 D.Dw 0.335 0.000 0. yj 1 0-M 0=4 0.002 C 0.11 0'.00 t44 044 U0 1_44; 0.00 morr15nt values e. Mactual 0,00 0.44 0,00 0.00 0,44 029. H5 0,00 0,44 D.3-4 D.,00 OV Base Horacrital Ob 02 0,0 101 0.0 0.2 &D 02 0.0 Results reported for "Strip Width" = 12 in, Mcmwz Values P.hi Ph Mr, As As Ratio ;ft bzl 0;00 Hlaa .01 CMG 4.00 t.0o Dboo 0.00:0 C 0-0 i.3S 0,078 0.t117 0.15A 0, K 1 255 tl.G (1,0017 0 w M C1 �jo Results reported for "Strip Width" = 12 in. S"if-mess Deflecfiws 19(OSS Ctlective Deflezurm Oafl, Ral;^ 0, C r11 0 CL= 0.DD 0 w 3 VD 0= 0,0 0,00 0.= to 231.100 3,010 0,000 0,T00 0.0 3g1 ;0 17.04 3z, 10D O.D15 S,523.4 0.00 ow 0= 0A)) Un Results reported for "Strip Mdth" = 12 in. TOD Harizontal Vertical @? Wal -Base, 0Z _. 0.90 C 20 - 0,540 + 0.00 1 C.54.0 . 0.15 0.540 0100 0-Mo C'n 0374 00 0.324 DOW CONCRETE BEAM DESIGN 8 X12 SPAN = 7.33'+6,6+9' LOADS Roof DL= 212 (2 + # 250 plf "of 12 4) 300 ;)If RoofLt= 0 You can change l is area Engineer-, ?ro.e t 10- Using ?hGme' u item IaIC?F' ' LiGSI and then usr -; ke *Pnntin-y E Title 51o:V see,—_ I. T itte aloc�Line 6 , n, Concrete Beam i ."ESi:IL.t. G4i s�s.12:i� �`� fS t.1'1 Vor'c.t5 SJ; Deswlptton ° CONCRETE @EMA DESIGN CODE REFERENCES _ Calculations perACl 318.11, 1BC 2012, ASCE 7-10 Load Combination Set : ASCE 7•10 Material Properties !4 = lr- Cc;� ' 7.50 tV Density lIM Factor Elastic Kadutus = ly - Main Rebar = E - Main Reba: _ 3.D I"si _ 410,792 Si 14;5.0;d _. 1.0 4 P" i values Flerire _ 0.90 S`rvar • Q. 50 3.17-2.0 is4 Fy- Stamps 60.0 tcsi c • Stirrer 29,000.0 ksi Stirrup Bar See-., Number o1 Ressi nq Leas PeaSlr,rup 60.0 Ys Z9.0OO.O ksi 2. am = 2s0i t-w Ys. 1 _......... T ♦ _ _S .__....... .._.!F SP&MIt 9�,!' tit V, :" V, t' $aanmt. sa!t Crass Section & Reinforcing Details fr a•ig::rlar Saaan, VirttV s. _ &0 in, ,Height = 112,0 ij Sian r 1 Re: irrg.... 2•*,'5 a: 2.0 in f m Bxtom, I= 0.0 to 733,111 m this :,part Span #2 mein€off¢,.,. 2 5 at 2_0 in from Bottom, from €fflo 7 h in the spat Sw r3 Reinfo;drra_... 24jr at 210 in from bottom, fnrri 0,0 to 9,0 If in t`us span Applied Loads Seam self weight calculated and added to toads Loads on all spans... D = 0250, kr Ox Unitgrm LoW on A-f! setts - r3 = 0.a% (_r:=:C.3a k 91 OESfGN.stIM MARY €Jaxinnum Bending 'Stress Ratio Section used for this span Typical Section Iota :. Applied -64 34 k-ft kin ' Phl , Aftvable 25.332 k-€t Loca.i0tt of ma4w m on Span Q 0 h Span r where maidmum. cc-rts SPr-ry Cross Section Strength & Inertia Grass Secibrr Eiar Layoix. D sachX1 2 R5 Pd Ec 2= R5 @ d=2. Sedim 2 2- * @ d='tu`2- #5 t d=:2T, secum 3 2• 6 @ d= 0%2 51t d= 2", Vertical Reactions - Load oad Combesibn Sum ., Supwn 2 1198f. e"575 Sprw C R 2-* at 2.0 in fi-M Tap, fro*,, 0 4 to 7,33-t li i1.this span 245 at 2.0 In irtim TOP, frairn 0,0 to 1.330 ft in V% ski 2-45 at 2:.0 in fro -A lap, from 4t.0 to 9.n €, in this SP r Service toads entered. Load Factors will be appfieed for ralcutations. Maxim Deflection Max Downward Transient. Deflection Max Upward Transient Deflection Max t7ovmwoard Total Deflection May, Upward Total Deflection 0.007 in Ratio = 15134 y,36 -O.001.in Ratio = 71137>=36 0.015 In Ratio = 7021 >=18 -0.002 in Ratio = 33001 >=1$ Top E SClom relemwes are for ter skl? of sed&, WE MU (:k-tt ) m rrtant Ot 4 tit ( in'. Too 8c4Eom 'ap t gross la aoti= to • Tap 0.00 0.00 25a3 25w3 1.t52.Q<< 3S9 w «5s i4 Q:DD tf;{ka 2523 25.33 1'w 00 Z%34 59-U 00 U10 2533 4J3 1.152.W 359R#4 354.:4 Su?PSR nt3l an F '- Su ,wort 3= Swart 4 r^ti Ti9e Sb&. Line I P„lm Tale. Z- ID: You C�,71 chalge NS waa Encilleer. jec� D— ulsiN the iteln� and thert using tttf "Printing tx Tile 5;�:* sel=kvt. ille S� line 6 Concrete Beam ENS-RUIC, CC 19WOIL Pipds-IE ;01, vel-,,Elclla�l CONCRETE 311—:1W DEE-Mi Vertical Reactions Svpw, mabrw pw *A #1 Load Coin iaGoil Suppor I Svppri 2 sup;al 3 supp;r 4 1t71 I'MI; Cl - _7110 .055 1 7152 114 1 2P,-3 i;vllr z 2 114 1252, 1.%6 4.575 5,SN I D65 2452 3 1.1,4 1.756 t 044 A.,135 2116 -D-0750L-0.750:-H itp—$ 2452 114 IM +D-0301." 2452 w., 1.1 i.283 +D*0,70E,*H 2452 3114 IM 756 04 S l k r 2 11-5, 1065 2452 r.S1 t, 0,639 1471 1866 Oleig 1,471 US 0.770 D Ody 1.065 ZA52 Z,114 Lt Orgy U21 2,124, 2zt-.5 L, OnV S only vv" E 0,y H Onty Shear Stimip Requirements SeWa&,O.W'1p77A-3k Vv-<-Ph1Va2, R . OdV1s=Nc%W11,4,6,L use S*'U;ZSPZMdV O-OWU'l 6e*6en7A$.ta7ZtL PhNa<Vu-PN*Req,'dtq z kin 11.0.1, t*tslt�-Sspawda! .5,033�n ftlween7.331o13,79t Vv,<Phft2, Rq°dVx=Not Reol,1.44A, rise strrupsSiowdal 'DOWV BawowtMv 14.97k PnNcr2<Vu<=PhVc, RWVs=Wr,1,1A,5 1, US--.Sw1UpS:spate S1 5-Wjh Between 15,03toZ2,7711. tilt < Phil oZ Re#%1s=No1Rmd1TA.6.1. Maximum Forces & Stresses for Load Combinations Load cwtbomtkin, L=WjCr, (110 reel Ler,;Th Soar, kn SNIn $W 2 6.500 Span 3 9,MO -i.1,40D+1" Scan « 1 1 7.330 Soaa,.- 7 2 6.5001 Spun 3 3 MOO Span r 1 1 7 MO Span 2 2 6500 Spn P 3 3 9DOD #12W-1,60L-454S-1AG4 spn I. I I LM Spant' 2 7 615W Span g 3 3 Span f 2 Spas # 3 *1 -2DD+1 MU40SNIMWK Span 7ax Span 2 2 6,500 Sp8ti#3 +1.20D*O-%L-1.%1S-1-.WK Spar t I 17.= Span # 2 2 61-COO .3 3 SM 7 330 Span 9 2 2 6.5C5 Span '1 3 3 O—DOO -1.ZGD4M*O-V.-W-4MH Span # 1 1 7,330 M.U. UZI PNUnX smns Paw 4X 2523 Ct 17 .6.291 25.33 0.26 --3,45 2,5 M *129 2523 A 25,33 0,13 4.119 25.33 2,67 25M 0 11 -11,7 2533 0,16 .25.33 D,ta ZZ1. 2,52 25,!3 -2-qq 25.33 012 4.22 7:6,12 017 -6.2.- n-M 0,25 EA3 2!,,33 025 .5,33, G-17 0.25 -6,43 25-33 0.25 1-qi 215,33 C'M -2V, 25.3s 0.12 .2.'A 25M 012 Cz .2,S2 25,31 0.12 -2A 25.33 Z67 25; M ale Nod Llne i Yca, Can change the P.Ta using (he "Minas r,enu Mew any than using the-Pkiniing S T�Ie sixk' selection, i ce. Blob LEne 6 Concrete Beam FdJ r V itra' c'y u pp-pp't����.-c�pys'��.[ir.?.trIY92E.`e-lt�,'Sc-3.EC5 E"`-fCALr_ E.n aJ �1 . Wrt..t&1E 131.V 151C_31 Descripixml : Co,cRE—tz ; Am DESCCti Seg tit. La,-y h .Sry7 n rs :n span fhCt ' 1a . ...,.. spaA T 2 C E 7JS:` 3.9t a5.?,3 D 16 Span" 3 3 t S ?-! 23 1 t , 30_{5 Son *'1 Span2 2 ii.:tt3 2523 Spall ey. C�Lr A ry.;iv'' •.L.:_ F:.�'. sty V:. i.� �J/R� _P �y� cc t 7,330 SPV,, 1 Spy „ 2 2 6-5w 2 �2: 7'a'S3 t?.57. Spul 3 3. sow •2 9S 2 012 w a;D*F,'^A1 YJH 7.33J r 25:33.. H5 Spy � i spen 3 C 9GO'— 3-001 : T 25,23 0!'4- Span 133g S#'a" Overall Maximum Deflections _ l aat+ nttilat2r Span Max, -* Del Lmawn t Sw L,; V'7=-, as :c,c ,�7_ , Oct to~.�t„ n i^ �� 4.290 u.0 43 1 +QM+[ I4i 4 5$0 i WOOD jOIST DESIGN 2 X6 SPAN = 3'+3' LOADS Floor f3L= 2542) 0 plf Ftoor LL= zo,(.,2) = go pif Tlft' &xx 'env r-)i charige ltzk 3,, ea? the 'Setffirc4s, ..XA,.0 al k. UK- oc6 " Wood Beam EvtptCtiLC Cr' SQM4316. &jkf, CL31 7.. VY000 JOIST AT GARAGE CODE REFERENCES C78 Fcuiation$ Per W6S--2-0,12. tBC 2012, CBC 2013. ASCE 7-10 L,oad -Coribination Set . ASCE 7-10 Material Properties Anzirt-t : A!Iowible Stress Design F Team 1,00,0�s, O, Ellazzfcaoy lzad Cw6n;6= ASCE 7-10 0or-n". I.W0.0 *' Ehand-xx 1,400,0 Dsj Emntr-od - xx 510,oksi wgod 4xg:x,,,4 Southern Pine - 2013 Addendum FC - -porp FV 5 65. 0 psi 175.0psi wzt)d Gradc No.2: 2' - 4' Thick . 5'-6" Wide Fl, 600 0 0 psi Dertal;y Rearn is Fully Braced against lateral-torstonal buc*4t1g zxz Zzzn = 30 It 24 Soon �- "111. 11 Appried Loads seU %ksvphl :;a'w AV-d and added to luds ,.!r,4s On 9 spans - "I OM, LOt DESIGN SUMMARY Ma,vi,num Bending Stress Ratio Secton used far this span 1b: Actual z 178'. Load Grnrt�laii�n Lme,;)n d. riiaxillit;M Cr. Spam SPM 1, vwtem mawnwr 0=-s MaArnurrl De3ection max C-awnw3rd 1'ranstent Defieclon loax Uoward T,,ansien!.Oefiedton max D"ownwd Total Deflection t4wx'Upward Total Deflection D.202 1 ZX6 201 , 92psl 1,000,00.psi stet: - 's r Max,pn,-m Shear Stress Ratto Stition iAed frx this spa,-, :f-,, Actuji ry Al Lm-d ,Lrrz.-!Cr of MM-Wl =1 S'Par, span. -e wtl��r 0=3 0.003it Raga = 14156>=360 0.000 -in Ralio 0,<30'.0 0.004 to Rizt * S551>7180 .0.000 in Ratio= 4,E'Y,454 20 'qan -.3"D 11. Fact-ws wil btl ap,Qed RN C9irV*i0,rz, �1'hdr "npkhl 2X6 32.77 psi I T5,D0psi IoCok `spar Maximum Forces & Stresses *f or Wad Combinations VISC ConbMion , Max Sum R25M mar-ent V9 h FIv Levglh -span. C, C C G. C! M k F*b V 4D.00 ab k 1 0128 0.062 0.90 110w 1100 110 4N 1 im 025 79.51 9WX 6,07 12,90 157-50 Lero = 3,0 9 2 Dw D= Uo 1.1 t. 10 vo 1-00 1-00 0,0! 78,51 9M.00 1290 12,90 157,50 157,ED Lomm 3.01 3 0.088 0.082 0.90. i M 1,w I (* Ix 10 1m 0M M51 M5, QW-00 900M 0.07 t1,07 12,901 157M, LE-9 th .2 11 ft 4 DM D'ov 0.0-D Im 1,00 1,0D 1.00 1-0 1 ZD 0 M 000 0,00 0 CC, 0.00 to-L1471 0,2G2 0.157 I DO 1.0w I ow Im !Do 1M 10J 1.00 t kkn 1,00 10) 1 -CO 0.13 201'n 1=0 G16 32.7-1 175.00 3,0 R 3-11 G 1 2 0202 0,1E7 I.OLI 1,Ck%1 1-03 1Z 1.O0 1 kn t CO C-30.00 015 32.77 175M I L"th !)D ft 3 0 2n2 G, 1.17 IX I= IM 1;W 013 X-1 IL QV0.0D 0.ia 3277 C M- @ 0' 2 01S7 1 .Q I M 1 DO I '-" 1;{ MA, r, i,e C OdK Line 1 ` o,., can ChaS,ye Ims area JSina the " e inane rr&q u ile'r and ;ten ttsoq € ie "PsMnp Tide Block'seknlan, T dte BW. Ur* o ...__. _ Wood Beam P; T;ii�: Eni i te;'; ? ote Descr r-sc ', w, n • ' ,m NC 030:E 161031,,t:i. tskx37 ' : dam JO&T Ai'GARAG.E. 411.ix Stnns Ratios v »+ rr,estl `.'ak 2s Sh9arVeie4 rtgwnt.Lopgl., Spar € hi V C �} C .;, C i C r C n, D t L t ita F'b V Ev Fly. _.................. +D t r+F? _....._ ....... _.. i.ODO _»3 ,-0 0D 1.00 r.:. t � � t:& `,.;70 AM 0.00 D.DD 0,00 Leng 3:0h i 0.064 0059 1,25 I= 1.00 1.0D 100 1, 0 1.00 CIM ,.r5:i t250.00 O;fi 9( 218:75 Le=,t r 30 It 2 D.D54 Q:05G 1:':= 1,000 i.DD 1.00 i Du 1.(* 1,.00 Q.05 7tk r 12A00 0.06 i2.90 2i8.75 Ls,,; , = 3.0 h 3 £.054 C.059 1.25 1., 1,0F I IN, 1.00 1 W Doi 74:.` , 1251J.00 0.07 12.90 21E 75 Leath = 311 A 4 0_C*:4 0.059 1.25 1= 1.00 1,00 10, 1.03+ '•.D'J 0.05 7 ,51 12-5n, 00 ° .07 1 2Q 718.75 +C,,S.y i.QDO t.QO 1,00 1,00 t 00 IM 0,00 0.00 0,00 ODD Lergo = 3.0 It 1 0.069 0.064 1.115 1.030 Iro 1.00 1.Ct0 100 1.00 0.01 71G.51 1191.00 0.07 1.2-911 201.25 Lengib = 3.0 ft 2 0,069 jD.054 1.15 I WO IZ 100 1,00 4,Oa 1,00 v.05 79 51 115,01M 0.06 12L 0 1-2ji 25 Lemtt, = 3.0 tt 3 6.059 0.064 115 1.D00 IX 1.00 100 VW I QD O,Oa 70-51 1150.OJ 0.07 i740 201.25 L-tnvtF=?.0h 4 0,D69 0,064 1.15 i. W JACt, 1.00 1OD 1.00 1,00 9.05 79,51 !1&1.W e.07 "s2:00 201,25 +L3�0.+"50Lr*0.750L i+ 1:QD0 ',,M I,OD IZ 1D'i 100 0.00 0.00 0.00 0.00 L t Lt- 3.0" 1 0.5�. 0 127 12a 1.OD:t 1.00 1,00 is 1.00 £D 0 ;1 iR t.u1 tt50.D4 (115 27M fiB75 Lenah-3:0± 2 0.137 0:i.27 1.25 '.(�J 1,00 100 1.:00 IN 00 ^","s 111.3< ;2`iO.iX? 013 27:80 258.7`a lenait - 3.0 f, 3 0:, 37 Q. 2; 1.2$ 1.000 -1 Z 1 O, 1:60 1115 MC.',1 71. 12 +2!6.0i1 015 27M 21& 75 ft< 0.137 0.t27 1.1f'i '1:WD 1,001,D0 1,6 t(O i:M 0 17132 145-10.00 OAS 2T 80 216.7.5 1;000 1.00 IV fm WD i.tTO CIV 0.00 L1.X 0.00 Ltr ft,=3:Ot 00 4 9 0.138 1.15 LODO 4.00 i,00 i.OD :.i?0 1.M 0,11 i?,A t Ii4oz 0.15 r,,w, QIz Length _,1-0 ft 2 01149 0.138 t.15 1-OW 1.00 1.00 i.QO i.90 1 t10 0,:11 171.32 1150.00 0.13 27M 4125 length=IDft. 3 0.14:9 0,138 .1.15 1000 1.00 1.00 1.00 I'm ;WO 0.11 17'1.32 1150A!S 0.15 2780 20t.Z�i Ltt = %jDft 4 0.10 0.138 M,5 t,(1O0 1X 1.00 1 W 1.t1D 100 0.1! 17132 1150.0Q 015 27SO 701.25 ,,D..00=*H t.0 1 X 1,05 1.00 1:00 '.00 to D.% Q.OQ 0.00 Leng =3.0p 1 013g 0..046 1.6D I= 1.9.D 1.09 1_00 1.OD 1.00 111,06, 7?5.i IWID0 0.07 12~90 250.00 I.@t1g1h 3.0It 7 0"J50 4.434E t.zo I'm ,.w 5.00 i.Ci} 1.0 9,^D : +rY n=51 1 3 0 52.80 280.Odi Limit, = 3.0 ft 3 G 0,t4-6 im t:000 1.00 Im -DO 1:00 1 D 0,05 M51 i-IMM OV 1190 28O.D3 L.eNttl=.3.Ot1 4 ODzO OXA6 1..60 L000, 1n MCI I'M 1:00 1.00 0D5 T:'If IM.00 OV t2V -0,00 2504 K}+0.7 +1i t 000 iAt? 1. 1,0 t 1.00 =.00 0:0+3 0.00 0.00 Lan�ih .'.3.9 t t 0:050 0,046 1.60 1:000 1 &I e.iit 1X 1:00 1,00 O05 :!:,�'1 1600.0 0.07 12.9J 230.00 Letigib - 3.0 h 2 0.050 ONS ::b'O 1.000 i:00 IM 1.00 1,00 1.00 ;I "5 n:51 +•.600,00 0,06 12-tO 280.00 Len 5i-3.0It 3 0w'50 0.045 1:.60 1000 i.00 IV 1.00 9:D0 'LOG rLM is51 IGW.-W LL07 1290 230D3 Lpr + = 2.0'1 � 0.(50 0.045 1;Sa i:00i? 1,00 1.00 1 cc, i.w. i DD v-0:• T5 51 ie00..00 0.07 12.% 257.08 s{;+01fi F •Tti.750 -,il 41NO 44 ? , 00 1,00 `, AD 1,30 i,a i U0 OZ 0,00 ti.DO LMt1 s=3.nit 1 0107 00� 1.60 11" 1,00 i:1i0 1.0� 1.23 t.00 0.11 i ,32 1£430,00 0,16 27.80 2i�t� Lec ttt=3.0tt 2 0.107 O.NC4 i 6D 1..000 i,00 ,.DO s:OO I.w 1,00 0,'1 i, 16w,w 0.•:3 27.80 2W,03 t:•rct1= = s`D i 3 f+,107 0. i.64 100J 1:00 12 71-00 1,00 1 tF3 0.1 i 17.32 16W DD 0,15 2" .80 28?:00 Lrsy^0,--3Q1 d 0,107 0 L50 1;ODO 1.00 1.00 1.00 1E* 1:03 0,11 <74:32 tisom 0:15 .7-1730 '1.00 ID+0.7-10L-4.750S�14 FAIN +ri i.00WI 1.00 IM -100 1In ,.00 110 In oil 171.32 0-00 1aDJ:03 0.00 0.15 0.00 27:80 .0.00 280.00 LeVb = 3.0 t1 1 0107 0.107 0:0°9 O.0?? 1.60 1.60 1.000 i.O00 1.00 1. t 1.00 1,0D l.t3s0 1, DO i n 1,00 co, i?1.3'i 1600 D0 Q:13 27.80 280DD WNth= s.0 ft LeTth = 3.O ti 2 3 0.1107 0.4i9~ 130 1.t?DD I'm I bD I M )XI 1 {t0 , ti 71.32 100.00 O.00 0,15 27,80 2BO DD Letyih = 3.0 fl 4 0.107 0099 z,SD i'030 I i IG 1,00 1.00 1.00 D.1 t i 71: z2` 1uxt:00 0, * 27Xv 750.00 0,00 04M+t?.75 +0 525t` i I = - im wX i .00 1 M 1.1i too g!DO 0,14 1 i22 ii i10:0-OD i6DD,00 0,15 Q.w 27M 250-M lisi�tt =3difr t 2 0.10? 0.1U7 G.039 O.0a3 t 1.60 t:{#k 1.000 1,05 1:00 1110 IA IDD I.0`J 1DD I.Ov' oil 171,32, 1600M 0:53 27ZO 280.00 Letp�E, _ n ft i 3,0A 3 0.107 0.099 1,60 i:00O i:00 'IA I IN 1»00 01i V%1 2 i600.00 01,15 27:E0 250.00 LenDitt'= 3.0 ft 4 0.107 0,M I M Ino 1,00 too 1.03 t= 100 0,11 171.32 1630.00 01 2J,M 233,00 •Q.60D+0- ' 601I 1000 IN too 1,00 1 1� 1ftf 0-3 :7,71 0-00 ISOZO, 0.01 0.04 AM 7.74 O DO 26DM Ltttaptll=3.0.ft, t 2 0.030 0;030 0.028 0,028 140 1.6D 1,000 1:000 1.Of1 1:Q0 1,00 t;DO I'm 1-,rrs0 1(70 i DO C 03 47,71 16 0.E i 0.04 7,-74 280.00 Lecgtli - 3;O N Ib h 3 0°:030 L+ i28 t.60 1.0Ek3 t:t t.G°0 i 00 1,00 €,00 0.G3 47 11 16M Oa' 0:04 7 74 MOO S ett f, = 3.0 tt A 0:030 0,025 1,50 1:OM M 1.00 1.00 IN 100 0.i13 4-1, 1 16LtL''.i7`i1 0,04 7:74 230.00 O.DO .6'*0:70' ;D.btOi 1:000 1.00 1.00 F t10 1:00 100 1:£f�0 1,G9 Q.03 4731 D.t10 1602.00 Q O 0.44 0,00 77r4 280.0'3 L ary=3:0t1 t 0.030 D,O30 0,022 0,= 1.60 IM iQ00 1.000 1-.00 1.00 IN 1.{ t ',,00 I-M 1, X 'I N U3 47:71 46X00 GZA 734 230,00 3.0 ft te'g",'-3.09 2 3 0.C3L D= 1.60 1MO 1.00 1,00 1;Oc0 1,00 im OLl3 47.71 1600.00 ON 734 280-W L&Vi<, = 3:0 ft 4 0.030 Dim l 60 1:006 1.00 1,00 IN 1.00 1:00 Q D3 47.71 i60Q.00 0 C4 7 74 280.00 Overall Maximum Deflections _........ ...... i tSa*i Ftb's,3i.xi Sin MU DMA Locxtbn in Spsa L� Gor' tsatiaa t:`a .. `+` (}eai L ah r+ in A + D.00QD eO.aOQ1 i1m 0228 <t7+Lw}?, 2 0.4112 1:63s +LPL •! i DIr Tlit: BW, Line 1 r �it�' Titte; You can change lftis area E4neer: Pmp=c ID-, Usmg ihe'Settinas' me:1u tg.t Pcq and then Usual & -Pri tt:ng Tt"z Blau:' saie�lksi Time Wood Beam tt�.; ign'"71 t6 6tji:it163G3+,vwj tE•FCw4 Rps ign ; WOOD JONST kT G±�.RAGE Overall Maximum Deflections :ssa� Gt istatra� Span t.'x _ DO Lmawn in Spa,- Load Cambi�1U.):w -.................. .._........ ..... ........._...__..._ +p-t•++ 3 A.IXf12 ....:........._..... 1.405 -D 'rH 4 c1-W41 1.709 Vertical Reactions $wPonnoa;r_m ;wK't;s<1 _...... ._ r L tt C tr Rrafia� S=por't Sup sw, 2 rns� ;3 Si ? oci 4 '*c- 5 eis9P tkxrturr 01a6 0452 0.36E- 0,452 t ;F, C>ae;r 1Rt.icrat^t 0,037 0,107 ME 0A07 0.037 0,061 0.178 0145 0.176 0,06, D L+H 0:14- 0.452 0 368 0 457 0156 4'?» -fit o,05i 0.17E 0,145 -01fe 0.0E2 +D-S+H 0,061 0.76 0.145 0.i78 v: $ +D40.70140.11sx.+H 0.132 0.38~ 0.112 0,354 0132 =D+0.750L,-0.750S+H D.132 0,354 0:312 0,24 0.132 t {t yogi O.AE11 0,17°: 0145 011-8 0'061 +D»O.TOcaH 0,w 0.175 0145 0,1178 Sa0e1 »0.750L rf0.75AL �'s 45Dtk;+H 0132 0,w 0317, 0 0.132 ;0-0.75OL-0 754S�-45(!W-H 4.132 0 384 0:31 " 0,364 0.132 +D+O.i'S0L+0.?SAS�D.S2 ems?! 0.132 038A 0,312 0.384 0-132 :800�Gu" 7»0:5L'Ei 0,07 0.107 01087 0.107 &037 +t3a'00<0.0th7,fAti 0,037 0,W, O.AB? 0107 0.037 0 Only 0,061 01 M 0145 0175 061 L 0000 f1;0 A274 .0,22:s S•Ckdy 4'V Only E onjt t a CL.aty V.0 =4. ._. L tk)n in Spe7 -0=1 _ .......... 2,610 0,0010c1 2' 810 vahws n tips WOOD LEDGER DESIGN 2 X6 LOADS Fluor DL= .25,(3) = 73 PIt Floor l.L= 4G-(3) = 120 pli` T'Me Bbck We I Title: You Call dla!9_0 L*IiS Ma Engbeier. Pr6,e� ID: usirc, the. 'S-eflhngs' menu item Pfojed De=, and thea usirc L� e 'Prinfiric lVe akd-' selectf04 Me BIO��c Lre 6 ........... ood Lede F4, VAF-. AM-1, =17t%- I VA�e.�f- 101 7t, I -W gr .............. .... Code References ...... . .... ..... . . .... Ca:� lions per —NDS.2012,, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used - ASCE 7-10 General information Le"Pw Mdth 1.50 in Design Melhod ASD (twig Serv.� LoaC �u to inns :Ledger Dep!h 51250 ill Wood Sum Grade . F)cvM-*m Pine-- 2s 13 Addwd�:rri, No.2, 2 Ledger Wood Speves Souffiem:F'ine Fb AficmI..000.0 psi G : Spedfic &Wty 0� Fv Mow 175.0 Ptsa EM Diameter 1z in Fyb:Bolt Said-ing yietj 4,5= M'. BdI Spad'N 24.0 is Coamte as Maim Suppcdrtg Membea Cm - wet, Selvix Fa=, .10 Us= 6' aT.��w w erarnenl ;eng"h Ln equai= C*, - Temperature Fa; for 1 0 k1Sirq dowel bearing wenqlh fixed at 7.5 4i per NDS Ta.11.1e I jE Cg -Group ktm Fa,, for 4.0 C A - Gropet.-y Facior 110 Uniform Load Load Data Dead RW Lhle FI= Lhe Snow wild seism UH= Load.- 75.0 PF. Pff 120,0 po PIq Pff Polat Load_ lbs tbs Ibs lbs lei in Tiorizon, Ds I I ka� Shear �ft I' Is Pis ibs Earth A Pis rbs 0 Tttie Sbck T rf You van chin -Pe his area Engineer: uS:ln� G'1. 'Se,iF'x2S` fiS.,riJ it..tY; and then using the *PrTt6n, & itte Slav;' seledim.. Tille nlc , Line 6 t� iwlklTr E�C';tt4r S'tLt4� $t �1^tt ' ictl�-+ c u5 Wood Ledger Cis ssp#tor+ . WOM t E i. ZER DESIGN SUMMARY Maximum Ledger Bending Load Combineim , - -' -H mxmw 65.0 "b fit At'uai S ress 1 i ' 197 PSI "Fb AllowaNe Stress 1.DOO.0 psi Stress Ratio 01132 :i Maximum Solt gearing'Summary Load Comtnnaiian .. . Wax. JeyicV. Load Butt klfaw'VegjU1 Lok Max_ Horizontal Load Bott:Allow Hodzontat Load -kim 4. Dowet Bearing Strengths ;lor.s, ic, grzv4 9. "', ti -3-L -H Ledge :. Pere to G :n 7',5DOD ksi 3--^0 0 its. Ledge-: Pz-afl-N io urn 7,5?:4 ksi 4ii07i tti Suppeojtir;iv;erx*; "PezpicGrak) L;'3 :t�N5? Sup;mAg hiemba;, Paamrel toG mi 6,15OZO 1"si O.0 !bs M3.510'.5s Maximum Le€ioer Shear Load Cmbnakn— A99tee of Res:iltant •,D+L4-H OMM9 Gantt 3K:t} i hear 195X; PDS Alm D-o SQL Force 41, i.i170 it's N, 'Actual Stress 74.256 Pst Stress Ratio, Wood LQ Batt 0,94871 R, . Alyea?hle Stress: 1 r5:6 Ps Stress Ratio 0.4245 :1 Allowable Bait Capacity Note! Refer to .' OS Sn sr 112 for Bdif Gzpacby 08l-, lafion meUiad3 3ove, ping Load Combination .. *D+!_+ { Resu°lani toad Argl; : Theta = 90,0 ftmla i :250 Fe'Vtta - d 1'1.07i1 Solt CaDazity- ► oad Peraeridicular to Grain Lost C?tacit;, - Laid Paralld to G Mn . gym 7,50U Fe,- 3,650.0 Fyb 45,f 00.0 Fem 7,500'0 :yes 6,150--.0 Fyb 45.,006.0 Re 2.055 R; 4.0 Re 1.220 R; 4,0 ki 2,476 V 1.50 k3 -1.185 ki 1.591 Q 1.1.29 kt 1.:52 111 1 Rd = 5:0 Z = 0.0 Ihs Im c�q 11.3-1 Rd = 4.0 Z = 0.0 lbs is : Eq 11.3.2 Rd = 5.0 Z= 547.50 fb$ is : ZW i 13-2 Pd = 4.0 Z = 1,15113 ft It ; E^ 11.3.3 Rd- 4,50 Z =. 1,5D6.32 bs 11 E '11_"r5 R= 3.60 Z- 2,036.08 less HIM _ Eq t ..;1-1 For = 4.0 Z = 1.651.64 tzis iitct . q 11.34 Rd = 3.20 ? = 2,309.21 lbs fifs;Ell11.3.5 Rct= 40 Z -- 411,070bs fits q:13 Rd= 3.26 Z- 68150 b. M, Eq 1 1.3-5 Rd = CO Z=. 536.39 N.:s 41 Eq tI Rd = 3.20 c = '788.50 lbs 2mtfn : Baste De sip Value z 411..070 6s Znn n : Saik Design Vmue = 663,50 U; Reference design value - Perpendicular to Grain : RArenoc design value - Parallel to Grain Z ` Gm ' CD" CC Cg ' Cdel a '- 411,070.tds Z ' CM , CD* Q " Ca ' Cdetta - 6 f33:50 las MIAMI•DADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.Qov/economY Nu-Vue Industries, Inc. 1055 East 29 h Street Hialeah, FL 33013 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 AB, NVSTA, NVHTA, NVTHJ, IKE, NVTT and NVHC-37 Steel Wood Connectors APPROVAL DOCUMENT: Drawing No. NU-1, titled "Truss and Top Plate Anchors", sheets 1 through 4 of 4, dated 02/18/2008, with last revision dated 01/25/2016, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, 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. 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 # 13-0206.17 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 16-0201.22 MIAMI�DADE COUNTY Expiration Date: May 22, 2018 Approval Date: June 2, 2016 Page I Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. NU-1, titled "Truss and Top Plate Anchors", sheets 1 through 4 of 4, dated 02/18/2008, with last revision dated 01/25/2016, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS "Submitted under NOA # 08-0325.02" Test reports on wood connectors per ASTM D1761-88 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. Report No. Wood Connector Load Direction Date 1. 05-5195A AB-5 F1 and F2 06/03/OS 2. 05-5196A AB-7 F1 and F2 06/11/05 3. 04-4995 NVTHJ-26 Upward 01/3 t/05 4. 04-4996 NVTHJ-28 Upward 01/31/05 5. 05-5612 IKE-1 Upward, L1 and L2 03/20/06 6. 06-5622 IKE-2 Upward, L1 and L2 05/01/06 7. 04-4908 NVTT Upward and Ll 07/21/04 8. 03-4631 NVTT Upward and L1 06/21/04 9. 08-6711 NVHC-37 Upward, L1 and 1.2 03/14/08 C. CALCULATIONS "Submitted under NOA # 08-0325.02" 1. Shear value of common wire nails and steel plate tensile calculations, prepared by Vipin N. Tolat, P.E., Consulting Engineer, dated 03/20/2008, signed and sealed by Vipin N. Tolat, P.E. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None; F. STATEMENTS 1. Statement letter of code conformance to the 51 edition (2014) FBC and of no financial interest, dated 01/29/2016, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA # 13-0206.17" 2. Statement letter of code conformance to 2010 FBC and no financial interest, dated 01/31/2013, signed and sealed by Vipin N. Tolat, P.E, Carlos M. Utrera, P.E. Product Control Examiner NOA No. 16-0201.22 Expiration Date: May 22, 2018 Approval Date: June 2, 2016 E-1 am 18 Gauge Angle (Clips. FRI' n Typical Installation Product Dimensions (inches) Fastener Schedule Alowable Loads (lbs) Code W1 W2 L Header Joist F1 F2 AB5 1Y2 2%6 5 3-10dxlY2" 3-10dx1Y2" 511 595 AB7 IY2 2%6 7 4-I0dxlS2' 4-10dx1Y2" I 582 79� Notes: Nail wider angle leg to Joist and Shorter leg to Header. GENERAL NOTES: 1. Steel shall conform to ASTM A653, structural grade 33 (Min. yield 33 ksi) and a minimum galvanized coating of G 60 per ASTM A653. 2. Allowable loads are based on National Desing specifications (NDS) for wood construction, 2012 Edition and FBC 2014. 3. Design loads are for Sou,"Lem Pine species with a specific gravity of 0.55. Allowable loads for other species sba.11 be adjusted accordingly. 4. Comiuon wire nail values are based on NDS table 1If, G=0.55 and have been reduced for Penetration Depth Lacier P/ i OD. 5. Allowable loads for wind uplift Lave already been increased by a duration factor of 60'/ for anchor nail. Load values shown are without 33% steel stress increase. 6. Allowable loads for rcore than a single connection cannot be added together. A design load which is divid:d iatu components in the direction given must be evaluated as follows: Aclual Uoliitt_-. + Actual LI i, Actual L2 Allowable Uplift Allowabie Ll Allowable L2. 7. Allowable loads are based on 1 Y? thick wood members unless otherwise noted. 8..All tie beams and grouted concrete masonry shall comply with FBC 2014. Concrete for tie beams and grout and mortar for concrete masonry shall be a minimum of 2500 psi. Concrete masonry shall comply with ASTM C90- 9. All tests have been condneted in accordance with ASTM D-1761. PR000CT REMISED m pty-g Ph dr Ft.." AmepE.tc Nn K-10 Pr 8 VIN. TOLAT, PE (CIVIL) FL. REPING. # 12847 15123 LANTERN CREEK LANE HOUSTON. TX 77068 INu—Vue Industries, Inc. 1053-1059 East 29 Streci Hialeah, Florida 33013 (305)694-0397 F": (305) 694-W9d TRUSS AND TOP PLATE ANCHORS NU-1 11 of 1 Feb. 18, 2008 1 Jan. 25, 2016 Deep Seat Truss .Anchor.. They are designed to resist lateral and uplift forces. The strap is ]Wade of 14 gauge steel and the seats of 20 gauge steel. Assembly Dimension Product H Code (inches) NVSTAI2 2 NVSTAI6 16 NVSTA20 i 20 NVSTA22 22 NVSTA24 24 UPLIFT afFasteners Fasteners in in Strap 20 GA.. Seat 1 Od s 1,�" I Od x Y2" 5 6 6 6 7 6 8 6 9 6 Allowable Loads (bs) Uplift LI L2 1046 700 1049 1141 760 1144 1236 823 1239 1331 887 1335 1426 950 � ]430 Holden Double Strap Riveted Truss Anchor.. They are designed of 14 gauge steel plates to resist lateral and uplift forces. The seats are made of 20 gauge steel. UPLIFT wrtd ,af• to Assembly y Di:neasicn Total No. Total No. of Allowable Loads (lbs) Product I I ! of Fasteners Fasteners in Code I ( nches) i in two Straps I i ly" 20 GA. Seat lOd t " I/ Uplift I 5 Uplift 6 Ll 6 L2 _ _ Od x x t NVHTA12 _ 10 , 6 1506 1766 1050 1450 1631 I 12 6 1695 1987 1181 NVHTAI6 t6 1 r 14 6 1993 2208 1312 1812 NVHTA20 20� 1C• 6 2071 2429 1444 1994 i 18 6 2259 2649 1575 2175 NV1 TA22 I 22 Notes: 1. Nails are necessary- in straps and seat to achieve, desing loads. NVHTA24 24 2. See note 6, sheet 1 for combined loading. J 3. Nails through chords shall not force the truss plates. 4. For general notes, see sheet 1. 5. For higher uplift loads, concrete shall be 3000 psi. 6. Based on min. 2500 psi concrete. V'.PW N.':91.A'[', PF (CIVIL) FL. REG. a 12847 Nu—Vue Industries, Inc. 15123 LANTERN CREEK LANE 1053-1059 East 29 Street IMMUIT REVISED IIOUSTON, ".*X 77068 Hialeah, Florida 33013 --pkyi q with the Fk id. (305) 694-0397 A.M" q `iOd` Fax: (305) 694-0398 TRUSS AND TOP PLATE ANCHORS l DWG #: Sheet: Date: Revisions: NIJ-1 2 of4 Feb 18, 2008 Jan. 25, 2016 Header 2-2X 12 Gauge NVTHJ Truss Hip & Jack Hanger NVTHJ-26 as shown NVTHJ-28 similar 20G Stud Plate Ties I-- L1 H e Left e e Right e a b — /+ —d— I y 7,,, IKET l b U.S. Patent No. 4,964,253 Jack 36'--1 1-2x Allowable Lcads (]bs) S. Pine .Tail Schedule Product Code Uplift Loads Header I Nails (e) Hip Nail I Od Jack Nail IOd a b total c d total NVTh'726 1478 16 4 i 3 7 2 3 5 NVTHJ28 1931 i 20 5 4 9 2 3 5 UPLIFT -"-, ?6• Note: Foi 1-2x members 10dxIY2" nails can be used a ,Sys •� TYP. Typ II Typ. H 1-t-KE-1 IKE-2 UPLIFT TYPICALIKEI INSTALATION Product Dimensions (inches) Fasteners Allowable Loads (Ibs) Code W - H L Stud Plate Uplift Ll L2 ME 1 1i6 5 3% 6-10d 4-10d 787 337 337 IiCE2 I 6� j 3t/z 6-10d 7-10d 932 151 318 /TPiN N, TGLAT, 2E !CIVIL) I w T�_T T�a FL. PIG. d 128h7 1� !/ Industries, Inc. PRODUt-r REVISED 115123 L4NTERN CREEK LANE 1053-1059 East 29 Sseet o —pir M ri htW Fk-" HOUSTON. TZ 77068 Hialeah, Florida 33013 NVTHJ-28 as shown, n°nduacok �- -- — (305) 694-0397 A_Pt W ��' �• Fax: (305) 694-0398 NVTHJ-26 similar TRUSS AND TOP PLATE ANCHORS Co DWG N: Sheet Dale: Revisions: NU-1 13 of 4 Feb 18, 2008 i Jan. 25, 2016 18 Gauge NVTT Sanibel Truss Strap I � Product Dimensions (inches) Fasteners Schedule Allowable Loads (Ibs) Code W g H L Truss Tip Plates Hollow Concrete Uplift L1 Masotiy NM-1 19J6 I% 14 13 2-10dxlY2" 6-IOd _ 968 543 NVTT-2 1%6 1% 14 13 2-10dxly" ----- 6- 40x1 �" 1584 465 Tapcons ) 1. 1-]Odxl%" nail is placed on each side of the Truss and 3-10dnails in each left are placed in two top plates. 2. 3 a"dia. x ]y" long, 1Y4" embedment tapcons are placed in each leg and into the hollow concrete masonry. Maintain 2Y2" edge distance from top of the block and spacing of 3" between the tapcons. NVrT t and 1 fUPLIFT NVTf-I As Shown ,W'7`T-2 Similnr excep! oo—cte cusaruy wide tapcou anchors instead of Wood Platu and na:h. 18 Gauge NVHC 37 5WAY Grip Clip (520) Nail Schedule Allowable Design Loads (lbs) Product Code Description Header Joist Uplift Ll L2 or Plate or Stud NVHC 37 I 5 Way Clip Y p 16-8d or 12-8d or 702 560 637 16-lOd 12-IOd VIPP4 N. TcLAT, PE (CIVIL) FL. REG. ii 12847 15123 LANTERN CREEK LANE 110USTON. TX 77U68 I UPLIFT L2f f L' UPLIFT L22 f Li r :V AX)Cr neV!vTv . —plyb* wish the Fu ida ��weplaeae Nu 16'0701 L 8 � M>a� eo+,•� Nll —♦ u e Industries, Inc. 1J53-1059 Ees[29Street Hialeah, Florida 33013 (305) 694-0397 Fax:(305) 694-0398 TRUSS AND TOP PLATE ANCHORS NU-1 14 of 4 1 Feb 18, 2008 1 Ian. 25, 2016 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06 05 23—WOOD, PLASTIC, AND COMPOSITE FASTENINGS REPORT HOLDER: USP STRUCTURAL CONNECTORS, A MITEK® COMPANY 14305 SOUTHCROSS DRIVE, SUITE 200 BURNSVILLE, MINNESOTA 55306 EVALUATION SUBJECT: USP STRUCTURAL CONNECTORS: FACE MOUNT HANGERS 1CC icc ICC c PM � LIST0 Look for the trusted marks of Conformity! 0 iiroy 2=0= 1WERMl1104FL A Subsidiary of CODECUUNCFC SCC Accradfied ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not Specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a J recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as Arsi..an+'ra n.� ocn to anv finding or other matter in this report, or as to any product covered by the report. Copyright © 2015 ICC-ES Evaluation Report ESR-3445* Reissued October 2014 This report is subject to renewal October 2016. www.icc-es.orq 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: USP STRUCTURAL CONNECTORS, A MiTek® COMPANY 14305 SOUTHCROSS DRIVE, SUITE 200 BURNSVILLE, MINNESOTA 55306 (952) 898-8772 www.uspconnectors.com info(&uspconnectors.com EVALUATION SUBJECT: USP STRUCTURAL CONNECTORS: FACE MOUNT HANGERS 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2012, 2009 and 2006 International Building Code° (IBC) ■ 2012, 2009 and 2006 International Residential CodeQ4 (IRC) Property evaluated: Structural 2.0 USES The USP structural connectors described in this report (see Table 12 for complete listing) are used for connecting wood framing members in accordance with 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 2012, 2009 and 2006 IRC. 3.0 DESCRIPTION 3.1 CLPBF Butterfly Hanger: The CLPBF Butterfly Hanger is a face -mount hanger with triangular header flanges having prepunched nail holes for joist -to -header or truss -to -truss connections. The CLPBF Butterfly Hanger is cold -formed from No. 18 gage steel and is prepunched for 10d common nails into the header and 10d-by-1 1/2-inch nails into the joist. See Table 1 and Figure 1 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 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-1 1/2-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 one - and two-ply nominally 2-by-6 and 2-by-8 wood joists. The JN joist hangers are cold -formed from No.18 gage steel and have a seat depth of 15/8 inches (41 mm). The JNE joist hangers are cold -formed from No. 20 gage steel and have a seat depth of 2 inches (51 mm). JN and JNE joist hangers are not prepunched for nails. See Table 5 and Figure 5 for product dimensions, required fastener schedule, allowable loads, and a typical installation detail. 3.6 JUS Slant Nail Joist Hanger: The JUS Slant Nail Joist Hanger is designed for face - mount applications to provide double shear nailing for *Corrected March 2015 ]CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed f,-1 as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as G:'•� to anv finding or other matter in this repot, or as to an v product covered by the report Copyright © 2015 Page 1 of 22 ESR-344L- ; Most Widely Accepted and 1_r1'Js!eo ,�- Page 2 of 21. ,oist/truss-to-beam connections. The JUS Slam Naii 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 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-02, 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 LVL, LSL and PSL beams. 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 con imon nails into the leader, and either 10d common or 10d-by- 1:'/2-inch nails into the joist. See 1"able 8 and Figure 8 for otoduct 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-connedted wood trusses. 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. 3.10 THE Face Mount Hanger: The THE Face Mount Hanger is designed to provide lateral top chord support for 1-joist-to-header applications. 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-1'/2-inch nails into the joist. See Table 10 and Figure 10 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.11 THFI 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 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. 3.12 LGU/MGU/HGU Girder Hanger: 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 LGU/MGU/HGU Girder Hangers are cold formed from either No. 10 gage or No. 7 gage steel and are pre -punched for %-inch-diameter WS3 (3-inch-length) Series wood screws. The WS 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. 3.13 THDHQ 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 from No. 12 gage steel and are pre -punched for '/.-inch-diameter WS3 (3-inch-length), WS45 (4112_inch- length) or WS6 (6-inch-length) Series wood screws. The WS 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. 3.14 Materials: 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 1-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 structural engineered lumber), except as noted in Section 4:1. For connectors installed with nails, the thickness of each wood member must be sufficient such that the specified fasteners do not protrude through the opposite side of the member, unless otherwise permitted in the applicable table within this report. Wood members that are structural engineered lumber must be recognized in, and used in accordance with, a current evaluation report. Refer to Section 3.14.4 for issues related to treated wood. 3.14.3 Fasteners : Required fastener types and sizes for use with the USP structural connectors described in this report are specified in this section and Tables 1 through 10. Nails used for connectors described in this 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: ESR-3445 I Most Widely Accepted and Trusted Page 3 -of 21, 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 pneumatically driven nails described in ESR-1539. The fastener must have a minimum diameter, length, and bending yield strength as specified in this table. Wood screws (WS) 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 2304.9.5 of the 2012, 2009 and 2006 IBC; Section R317.3 of the 2012 and 2009 IRC; or Section R319.3 of the 2006 IRC. The lumber treater or the report holder (USP Structural Connectors), 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 10 are based on allowable stress design. The use of the allowable load values for the products listed in Table 12 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 10.3.2 of the NDS, as indicated in Tables 1 through 10 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 wet service factor, CM, must be applied. Unless otherwise noted in the tables of this report, the applicable wet service factor, CM, is as specified in the NDS for lateral loading of dowel -type fasteners. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100°F (37.8°C), the allowable loads in this evaluation report must be adjusted by the temperature factor, C,, specified in Section 10.3.4 of the NDS. Connected wood members must be checked for load -carrying capacity at the connection in accordance with NDS Section 10.1.2. 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 1705.10 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 1705.11 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 structures 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 USP 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 in accordance with Section 8.14.4. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), approved October 2010 (editorially revised December 2011). 7.0 IDENTIFICATION Each connector described in this report is identified by the product model (stock) number, the number of the ICC-ES index evaluation report for USP Structural Connectors (ESR-2685), and by one or more of the followini designations: USP Structural Connectors, a MiTek Company; or USP, or United Steel Products Company. ESR-3445 I Most Wideiv Accepted and Trusted TABLE 1—CLPBF BUTTERFLY HANGER ALLOWABLE LOADS1,1,3.4 Page 4 of 21 DIMENSIONS FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) STOCK JOIST WIDTH STEEL Header Joist Download Uplift NO. (in.) GA. W H D Qty Type City Type Co=1.0 Co=1.15 Co=1.25 CD=1.60 CLPBF 1'/2 18 19/1e 2'/2 21/2 12 10d Common 6 10d 11/2x 815 815 815 215 For SI: 1 inch = 25.4 mm, 1 lb. = 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. 2See Section 3.14.3 for required fastener dimensions and mechanical properties. 'Allowable 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, of 625 psi (4.31 MPa) or greater. 'CLPBF hangers provide torsional resistance up to a maximum joist depth of 3.5 inches (88.9 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 joist is 0.125 inch (3.2 mm). f�. CLP5F r— TYPICAL CLPBF IN5TALLATION FIGURE 1—CLPBF BUTTERFLY HANGER TABLE 2—HD FACE MOUNT HANGER ALLOWABLE LOADS'.2'''4'5A (continued on next 2 pages) STOCK NO.. STEEL GAGE HANGER DIMENSIONS (inches) MIN MAX FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) JOIST HEADER DOWNLOAD UPLIFT W H D City Type City Type Co = 1.0 Co = 1.15 Co = 1.25 Co = 1.6 HD26 14 1e/1e 3'/2 2% min 4 16d Common 2 10d x 1 % 615 695 745 365 max 4 16d Common 4 10d x 02 615 695 745 595 HD28 14 1e/" 51/" 2 /z min 8 16d Common 4 10d x 1 % 1230 13DO 1490 780 max 8 16d Common 6 10d x 02 1230 1390 1490 825 HD210 14 1°/,e 7'/tfi 2'/2 min 10 16d Common 4 10d x 11/2 1540 1735 1865 780 max 14 16d Common 6 10d x 1% 2155 2430 2610 1170 HD212 14 1e/tfi 91z/+fi 2% min 14 16d Common 6 10d x 02 2155 2430 2610 1170 max 20 16d Common 10 10d x 11/2 3080 3475 3725 1625 HD214 14 1e/+fi 101e/,fi 21/2 min 16 16d Common 6 10d x 11/2 2465 2780 2980 1170 max 22 16d Common 10 10d x 02 3390 3820 3930 1280 H0216 14 11/,, 12'/, 2% min 18 16d Common 8 10d x 1 % 2770 3125 3355 1560 max 26 16d Common 12 10d x 02 3930 4125 4250 2045 HD24-2 14 3'/e 31!2 2% -- 4 16d Common 2 10d Common 615 695- 745 385 HD26-2 14 31/e 51/, 21/2 min 8 16d Common 4 10d Common 1230 1390 1490 780 max 12 16d Common 6 10d Common 1850 2085 2235 1170 H028-2 14 31/e 71/e 2'/2 min 10 16d Common 4 10d Common 1540 1735 1865 780 max 14 16d Common 6 10d Common 2155 2430 2610 1170 HD210-2 14 31le 9 2'/2 min 14 16d Common 6 10d Common 2155 2430 2610 1170 max 20 16d Common 10 tOd Common 3080 3475 3725 1950 HD212.2 14 3'/e 11 2% min 16 16d Common 8 10d Common 2465 2780 2980 1425 max 24 16d Common 12 10d Common 3695 4170 4470 2340 H0214-2 14 3'/e 13 2% min 18 16d Common 8 10d Common 2770 3125 3355 1560 max 26 16d Common 12 10d Common 4005 4515 4845 2340 HD216-2 14 3'/e 14 212 min 20 16d Common 10 10d Common 3080 3475 3725 1950 max 28 16d Common 14 10d Common 4310 4860 5000 2735 Hh26.3 14 45/e 4'/z 21I2 min 8 16d Commdn 4 10d Common 1230 1390 I 1490 780 ESt.- 45 ; Mest.1-'r`l:ieiy .Aa_ 'usted —. __ ^1 of 21 STOCK NO. I (inches) t\4.•J MAX FASTENER JOIST SCHF.pULE _------ HEADEP, -- ALLOWABLE LOADS jigs+------ —,� DOWNLOAD - UPLIFT STEEL I GAGE HANGER DIMENSIONS I HD28-3 HJ21G-3 HD212-3 HD214-3 HD216-3 - Hp284 - _ HD'[1C-4 --- .�� hiG34 - Hn36 i ------ HD23 - HD310 .--i hlpslz .�.....'.d -----r_ H`:214 .I -i HG3^.fi HCi38-2- H031C-_.-I_ HM310-2' 1'; 14 14 __ 14 1 • 14 I- — I-- 14- I 14 -- 14 3 -- -= 14 -�-- 14 --- 14 1 14 I -14. ,. _ `.14 p �i !z 21l--I 2 'z — � 2 /z :2'�2 2'1z ' 2 1z '! 2 e —r 2ilz — 2'Iz 2'/2 � 2' /z 21/= i 2'b 1 I 2'/z 2'/z 21I2 +! z ma. x min MY 12 10 Type 16d Common 16d Common Oty 6 4 Type YP 10d Common 10d Common Co=1.0 1850 1540 C°=1.15 Co=1.25 1 Co=1.6 --- 2085 2235 -I - 1170 1735 1865 780 ---� _.y— H ' 4"le 6'`/e 4s16 8111 4% 10'/4 4slz ... 12'/. »sle 13'/4 file• 7 T 6 /e n',4 2 /1s 3 - 2°l,c I 4,4 I -- f T °h° i 6"/,u I °/16 �' , ,7%� - Y L . 2°/s. - 9s/'c 2°/m - 11s11s - _�---- 2°/ie 13S1s S'/e- 6'/e 5/8• 8 b"le' 10 e 3s 3 /1s /r2 max min max min 14 14 20 16 16d Common 16d Common 16d Common 16d Common 6 6 10 8 10d Common 10d C;omrran 10d Common 10d Common 2155 2155 3080 2465 2430 2430 3475 2810 2610 3725 2980 1170 1170 1950 1425 2780 max min max min 24 18 26 20 16d Common 16d Common 16d Common 16d Common 12 B 12 10 10d Common 10d Common _. 10d Common. 10d Common 3695 2770 4005 3080 4170 3125 4515 3a75 4470 3355 --I--L 4845 3725 2340 - 1560—I '340 1950 relax min �max 1 ruin - n.ax rain -- max min nws 28 10 14 14 18 4 - 4 8 8 10 16d Common 16d Commun 16d Common 16d Common led Com no❑ 16d Common 16d Common 16d Common .--. 16d Commn tEd Comma --------h--' 16d Common 3 16d Common 16d Common 16d Common 16d Common 16d Common 16d Common 16d Common 16d Comnan 16d Common 16d Common 16d Common 16d Common- 16d Common 16d Common Common 14 4 6 6 6 2 4 4 I• -'-+-- 6 I 4 I o o I 4 6 E 10 8 12 8 12 4 6 I 6 10 6 12 2 10d Common 16d Common 16d Common 15d Common - 16:i Commas 100 z 1 /z 100 x 1 4/ 10d z 112 ` 1:1d x -_- 1'/_ Cd x 1':z .—_ l0d x S'Iz 10d x 1'/z 10d z 1'/z 10d z 1'/z 10d x 1'/; iOd x 1'/a 1Gd z 1'/z tY Od x_1 % 10d x 1'Iz 10d Common tOd Common 10d Common - 10d Common 10d Common 10d Common -- 10d Common615 4130 1540 2155 2155 2770 615 615 1230 12.. 1-------�--.....---.. 1.54073E 2155 t 15:0— 2155 2155 33080 2465 3695 -- 27I0 4005 1540 2155 2155 -- 303C 2465 3695 -- 4&W - 5�035 --I - 2735 1735 AF'c i 720 2430_ 2510-136o 2430 2610 i 1380 3125 3."55 i -7645 695-- '745 +---.'..---I 695 745 - 595_J 1390 149C 780 _ -1 U9C 14iG !•;0 U- I-2_:0 - 11'.0� 1735 ibo"5- 2430 2810 +++ 1170 u10 1 i70 -- - 2430 2-- -- 3475 372b 1625 - 2780 - 298U 1`BO 4435-2045-- '--'-- 3125 55 �.158 ---T-- 4435 5 I 2D45 1735 -J 186F. I 720 - `--J--- 2430 I 2610 I 1170 ' 2430 i 2610 I 1170 --�---'r-- 3475 { �725 II 1625 2'780 2930 i 1,165 -`- ---`__ ---- 4170 44- i 2340 695 745 390 139'? 1450!8U -.70- 2085 2235 I 1170 -_. I —min max min _ max min max min maz min max I min 1 max n.iax _ ' 14 10 14 14 20 16 24 18 26 10 14 14 20 16 24 -�---, HD4q. 14 HD�6 I.-14 .3°/1e - -- 5/+e. �/; mintid Comnwn 4 10d Cort,mon 1230 mar6d 1416d Common 6 10d Common 1850 HD48 14 3°/,s 6/16 2'1° min6d Common 4 10d Common 1540 1735 1SG5 78G mazfid Common 6 tOd Common 2155 2430 2G10 1170 Hea+.n 14- 3°!;y A"!1e 2 /z min 14 16d Common 6 10d Common 2155 2430 2610 1170 I 1950 1425 1560 max. 20 16d Common 10 1Od Common 3080 3475 3725 29A0 4470-- 3355 HD412 HD4 i4 �— 14 14 -� 3a'1a, 3'/1e 10/+° 121z/m 2'12 2% min max min 16 24 18 16d Common 16d Common 16d Common - 8 12 8 10d Common 10d Common 10d Common 2465 3695 2770 2780 4170 3125 may 26 16d Common 12 10d Common 4005 4515 - 4845 4100 - 2340 - HD41C 14 - 3°l,e 14'z/,e —�-ruin 2% 22 16d Common 10 10d Common 3390 3820 1950 I 2275 — max 30 16d Common 14 10d Common 4620 5195 5195 HDd18 HD66 Hp68 14 14 14 3°11e 5'I2 5'/2 16% 4'/1e Ss/s 2'/2 2'/2 2'/z min max min 28 8 12 10 led Common 16d Common t6d Common 16d Common 9 4 6 4 1Gd Common 16d Common 16d Common 16d Common 4310 1230 1850 1540 4860_ 1390 2085 1735 5000 .490 2235 1865 1560 920 1380 920 r-n: 14 16d Common 6 16d Common 2155 2430 2610 `.380 Imin HD510 14 5'12 7131,r 2 !z max 14 16d Common 6 led Common 2155 243C 0 2G1—�--- 1380 20 16d Common '10 16d Common 3475 3725 2305 -- HD612 I I 14 5'Iz 91z1'c 21/z min 16 16d Common 8 16d Common 2465 2780 2980-- 1425 i 2765 max 24 16d Common 12 16d Common 3695 4170 4470 --- HDu14 HD6i f �.--- I 14 1'J� 51h 5'l: L---�------- 11 tz/1e '31z/'6 /. — 2'rz I'- - max min i max 18 26 22 30 t6d Common t6d Common 16d Common 16d Common E 12 10 14 16d Common —' -- led Common 1Rd Cninrtnr: 13d Common 2770 — 4005 3390 4620 ----..L.---' 3125 - 4515 -821 I 5195 3355 -- -}- 4845 4100 5195 --'----�_.- I 1845 I 27fs5 2305 2795 (continued)' E5R-3445 _I Most I10dely Accepted and Trusted ",Page 6 of 21 FASTENER SCHEDULE .. ALLOWABLE LOADS (Ibs) HANGER DIMENSIONS (inches) MIN — STOCK NO. STEEL GAGE MAX JOIST HFADER DOWNLOAD UPLIFT W H D Qty Type Qty Type Co = 1.0 Co = 1.15 Co = 1.25 CD • min 8 .16d Common 4 16d Common 1230 1390 1490 020 HD86 14 71/2 - 41/11 2'/2 max 10 16d Common 4 16d Common 1540 1735 1865 920 min 10 16d Cammor, 4 16d Common 1540 1735 1865 020 HD88 14 71/2 613/,1 21/2 max 14 -16d Common 6 16d Common 2155 2430 2610 1380 I min 14 16d Common 6 16d Common 2155 2430 2610 1380 HD810 14 I T12 81/s 2'/2 max 18 16d Common 8 16d Common 2770 3125 3355 _ 1845 2465 2780 2980 1380 —_ min 16 16d Common 6 16d Common HD812 14 7112 10% 2'/x - max 22 t6d Common 8. 16d Common 3390 3820 410(l 1645._ min 18 ' 16d Common 8 16d Common 2770 3125 3355 1345 HDF14 14 7'!2 19"Its 2'/2 max 24 16d Common 12 16d Common 3695 4170 4470 2765-. — min 20 16d Common 8 16d Common 3080 3475 3725 1845 HD816 �— 14 I.. Tl2- 12'Dh,. 2'l2 max 26 16d Common 12 i6d Common 4005 4515 4845 2765 mini 12 16d Common 4 10d x 1112 1850 2085 2235 _ 780 HD1770 14 i"lys' 7'/s 2112 max 16 16d Common 8 10dx1'12 2465 2780 2980 1280 min 18 16d Common 6 10d x 1 % 2770 3125 3355 .�----__� 1170 HD17925 14 J,s 9'/s 2'/2— 24 16d Common 10 _ 10d x 1 % 3695 4170 4320 1650 I HD17112 14 . '; �3/s ` 11°/s I 2+/` MY min max 22 30 16d Common 16d Common 6 12" 10d x 1 % 10d x 1'12 3390 4320 3625 4515 3695 4G40 170 �0<;. min 28 16d Common 8 10d x 1'12 3790 3920 4005 i 15F0. HG 17.4 4 I I 1?71,e_.. '13sha' 2%�'— max 36 16d Common :�14 • 10d x 1 12 4580 481p �L----— m 14 • 16d Common 6 6 10d x 1'/2 2155 2430 _ 2'110 � 't?u ^.'L � 2 /` •. 16%5in �MU 20 16d Common 10d x 1'Ix 3080 3475 3725 HD27925 14 ' 'gs/+s •,tis/,s 1616d Common 8 .10d x 1'/2 2465 2780 2980 � 1280 HD271-12 1422/x 2'l2 max 24 .1 Bd Common 12 10d x 1'/2 3695 4170 4435 204'5 min 18 16d Common 8 10d x 1% 2770 3125 3355 ._ I_ 15G0 _ HD2714 14 -2s/r 13°/,s 2'/z 12 10d z 1'12 4005 4435 4435 max 26 16d Common :.. 1170 1950 HD32105 14 3'l4 915/+6 2'/' min max 16 22 16d Comimon 16d Common 6 10 • 10d Common 10d Common 2465 3390 2780 3820 2980 4100 min 18 16d Common 8 .10d Common I 2770 3125 3355 _ 1560; HD3212_ 14 h .. .3 /4,. .. 1171, 21/2 max 26 16d Common 12 10d Common 4515 4845 2340. ! min 16 16d Common 8 16d Common 2465 2780 2980 HD5112 14 .51/1 - 9'shs 2 /2 Max 24 -16d Common 12 16d Common 3695 4170 4470 —_1425 _ 2765 min 20 - 16d Common .. 10 16d Common 3080 3475 3725 --_I_—__-- 2305 HD51135 14 - 5'I4 ' .. 1215/'s 2'/2 maz 28 16d Common -14 16d Common 4310 4860 • r,�la. 2% min - 14 " " 16d Common 6 16d Common ' 2155 2430 2610 1380 HD5210 14 ?•'le max 20 16d Common 10 16d Common, 3080 3475 3725 2306. min 16 16d Common 8 16d Common. 2465 2780 2980 14,25 - HD5212 14 Ssls-I 92Is 2'/2 24 1.6d-Common 12 16d Common 3695 4170 4470 2765 - max mina 18 16d Common 8 16d Common 2770 3125 3355" 1845 HD5214 14 531e, 11% 2'/2 max 26 - 16d Common 12 16d Common 4005 4515 4845 2765__ min 22 16d Common 10 16d Common 3390 3820 4100 _2305 - -- HD5216 S4 53/s ... 13'/s 2'/x 16d Common 14 16d Common 4620 5195 5195 2795 may 30 24 i6d Common 6 10d Common 3695 4170 - 4435 1170 62117 14 61/, 11x/, 2'/2 - - [�Hd7l 26 16d Common 6 10d Common. 4005 4435 4435 1170 117 14 7'k •111/4 2% -- — • mini 14 16d Common 6 16d Common 2155 2430 2610 1380 — 1107100 14 71/a 9 2'/2 max 18 16d Common 8 . i6d Common 2770 3125 3355 1845_ `�— min 16 16d Common 6 16d Common 2465 2780 2980 1380 HD7170 14 7'Is. 10"/,s 2% -- 16d Common 8 16d Common 3390 3820 4100 1845 max 22 min 20 16d Common 8 16d Common 3080 3475 3725 1845 H07140 14 7'/e 13 2% max 26 16d Common 12 16d Common 4005 4515 4845 2765 I 60 24 16d Common 8 10d Common 3695 4170 - 4470 1560 H 14 7'/s 1511s 2% i 28 16d Common 8 10d Common 4310 4860 5095 HD7180 14 7'/s 173/4 2% - - —1560 26 16d Common 6 10d Common 4005 4435 4435 1170 HD77117 14 7'/s 11x14 2'/2 - - 2'/x - 26 i6d Common 6 10d Common 4005 4435 4435 1170 IiD83117 14 Bs/,s 11s/4 • _� 14 ' 9% 11s/4 2% -• 30 16d Common 5 10d Common 4620 5195 :5195 '1170 HD95117 For St: i inch = 25.4 mm, 1 Ibf = 4.45 N, 1 pSI = b.ta5 Kra. (continued) ESR-3445 i Most Widely Accepted and Trusted Page 7 of 21 '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 installations requirements. 2See Section 3.14.3 for required fastener dimensions and mechanical properties. 3Aloowable loads shown are for installations in wood members complying with Section 3.14.2. Wood members must also have a minimum reference. compression perpendicular to grain design value, F,-0 ,p, 625 psi (4.31 MPa). `HD hangers provide torsional resistance up to a maximum joist depth of H + 1 inch (H + 25.4 mr-n), where torsional resistance is defined as a moment not less than 75 pounds (335 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). Some HD models feature nail holes along the bend line that must be filled with nails, driven into the header at an angle, to achieve the tabulated allowable loads. 6HDIF inverted flange hangers are available in widths of 2.25 inches (57.2 mm) or greater at the same design loads as a corresponding HD models. w Typical HP HP L—Z' z Typical HO glulam inotallation. Typical HD__IF, invortP-J flange installation' �Pr�e band Iinamails / Y inLa, lieadcr at Arv" to c Achieve listed loads. j Typical HD bond line nail Installation FIGURE 2—HD FACE MOUNT HANGER ESR-3445 I Most Widely Accepted and Trusted Page 8 of 21 TABLE 3—HUS SLANT NAIL JOIST HANGER ALLOWABLE LOADS1,1,3,4 DIMENSIONS (in.) FASTENER SCHEDULE ALLOWABLE DESIGN LOADS (Ibs) STOCK NO. STEEL GAGE W H D A Header Joists Download Uplift Oty Type Qty Type Co = 1.0 Co = 1.15 CD = 1.25 Co = 1.6 HUS26 16 1'!s 5'/,s 3 2 14 16d Common 6 16d Common 2760 3140 3345 1925 HUS28 16 1% 73/,6 3 2 22 16d Common 8 16d Common 4170 4345 4345 2570 HUS210 16 1'/e 93/16 3 2 30 16d Common 10 16d Common 5455 5510 5510 3205 HUS175 16 113/16 53/8 3 2 14 16d Common 6 16d Common 2760 3140 3345 1925 HUS177 16 113/16 71/8 3 2 22 16d Common 8 16d Common 4170 4345 4345 2570 HUS179 16 113/16 91/8 3 2 30 16d Common 10 16d Common 5510 5510 5510 3205 HUS24-2 14 31/8 37/16 2 1 4 1 16d Common 2 16d Common 850 1 965 1040 495 HUS26-2 14 3'/s 5'/4 2 1 4 16d Common 4 16d Common 1085 1235 1300 1155 HUS28-2 14 31/s 71/s 2 1 6 16d Common 6 16d Common 1625 1850 1995 1810 HUS210-2 14 3'/s 9'/e 2 1 8 i6d Common . 8 16d Common 2170 2465 2660 2210 HUS212-2 14 314 11% 2 1 1 10 16d Common 10 16d Common 2710 3080 3325 3060 HUS214-2 14 3'/s 2 1 12 16d Common 12 16d Common 3250 3700 3875 3060 HUS44 14 3% li�: 2 1 4 16d Common 2 16d Common 850 965 1040 495 HUS46 14 3% 5 2 1 4 16d Common 4 16d Common 1085 1235 1300 1155 HUS48 14 35/s 7 2 1 6 16d Common 6 16d Common 1625 1850 1995 1810 HUS410 14 35/s 8'/s 2 1 8 16d Common 8 16d Common 2170 2465 2660 2210 HUS412 14 35/s 107/s 2 1 10 16d Common 10 16d Common 2710 3080 3325 3060 HUS414 14 3% 127/s 2 1 12 16d Common 12 16d Common 3250 3700 3875 3060', HUS24-3 14 4% 311/1s 2 1 4 16d Common 2 16d Common 850 965 1040 _ 495 HUS26-3 14 45/s 41/, 2 1 4 16d Common 4 16d Common 1085 1235 1300 1155 HUS28-3 14 4% 63/s 2 1 6 16d Common 6 16d Common 1625 1850 1995 1810 HUS210-3 14 4% 83/s 2 1 1 8 16d Common 8 16d Common 2170 2465 2660 2210 HUS212-3 14 451, 10% 2 1 10 16d Common 10 16d Common 2710 3080 3325 3060 HUS214-3 14 45/e 12% 2 1 12 16d Common 12 16d Common 3250 3700 3875 3060 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. 2Aloowable 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,,„,, of 625 psi (4.31 MPa) or greater. See 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. A , T J s 1 tFJj }1, jL 4 4 t`y f •—`"— 11 e N ..S .. TYPIC4 NUT INS` RTEP 'F AU RE TYPICAL HU5 IR5TALIAMNI KU,55 IN51ALLATION FIGURE 3—HUS SLANT NAIL JOIST HANGER ESR-3445 I Most Widely Accepted and Trusted Page 9 of 21 TABLE 4—JL STANDARD JOIST HANGER ALLOWABLE LOADS1,2,1,4 STOCK NO. STEEL(inches) GAGE FDIMENSIONS FASTENER SCHEDULE ALLOWABLE LOADS (lbs) Header Joist qty Type qty Type Download Uplift H D Co=1.0 Co=1.15 Co=1.25 Co=1.6 JL24 20 19/16 3 1 % 4 10d Common 2 10dx1'/2 470 540 580 320 4 16d Common 2 10dx1'/2 560 640 695 320 JL26 20 19/16 431. 1 % 6 10d Common 4 10dx11/2 710 805 870 650 6 16d Common 4 10dx11/2 840 960 1045 650 JL28 20 1'h10 10 10d Common 6 10dx11/2 1180 1295 1295 855 16d Common 6 10dx1'/2 1400 1600 1740 855 JL210 20 &1'/,�6% 8'/4 1'/2 14 10d Common 8 10dx1'/2 1650 1875 1875 1100 -- 14 16d Common 8 10dx1'Iz 1960 1 1965 1965 1100 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi =6.895 kPa. '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 installations requirements. 2See Section 3.14.3 for required fastener dimensions and mechanical properties. 3Aloowable loads shown are for installations in wood members complying with Section 3.14.2. Wood members must also have a minimum reference compression perpendicular to grain design value, FU,m, of 625 psi (3,17 MPa). 4JL hangers provide torsional resistance up to a maximum joist depth of H + 1 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 joist is 0.125 inch (3.2 mm). "-W �i 7 JL Typical TL Installation FIGURE 4-1L STANDARD JOIST HANGERS ESR-3445 I Most Widely Accepted and Trusted Page 10 of 21 TABLE 5—JN AND JNE POWER NAIL HANGER ALLOWABLE LOADS''' STOCK NO. JOIST WIDTH STEEL GAGE Dimensions in. Fastener Schedule_' _1 Header Joist Allowable Loads Ibs W I H D Download Uplift Qt Type Qty Type _ CD=1.0 1 CD=1.15 CD=1.25 CD=1.6 JN26-2 JN28-2 (2) 1'/2 (2) 1 !2 18 18 31/,6 3 /16 5'/e 1 7 /a 15/a s 1 /6 8 P-nail 6 P-nail 480 550 600 575 10 P-nail 6 P-nail 600 690 750 575 12 P-nail 6 P-nail _ 720 830 900 575 14 P-nail 6 P-nail 840 965 1050 575 16 P-nail 6 P-nail 960 1105 1200 575 18 P-nail 6 P-nail 1080 1240 1350 575 20 P-nail 6 P-nail 12C0 1380 1.500 575 22 P-nail 6 P-nail 1320 1520 1650 575 24 P-nail 6 _P-nail 1440 _ 1655 1800 575 JN26E JN28E JN210E 02 11/2 11/2 20 20 20 19/16 19/16 1'/16 51/4 6'/4 8'/4 2 2 2 8 P-nail 4 P-nail 470 _545 590 340 10 P-nail 4 P-nail 590 6&0 740 340 12 P-nail 4 P-nail 71U 815 885 _ 340 14 P-nail 4 P-nail_ 825 950 1035_ 340 16 P-nail 4 P-nail 945 _ 1085 1180_ 340 18 P-nail 4 ' P-nail 1060 1220_ _ 1330 340 20 1-nail 4 P-nail 1415 1430 1430 340 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 lead durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 'Allowable loads shown are for installations in wood members complying with Section 3.14.2. 'The fastener designation "P-nail' refers to pneumatically -driven nails described in ESR-1539, and roust have a minimum diameter, length, and bending yield strength as specified in Section 3.14.3 of this report. 4Fasteners must be pneumatically driven in such a way as firmly seats the nail head against the hanger steel, without embedding the nail head through the plane of the metal surface, or otherwise punching through. "The quantity of nails installed must be equally distributed to both sides of the hanger. The nails must be located at one inch spacing in a row, with the vertical rows spaced at inch (9.53 mm); also, nails must be no less than 5/16 inch (7.94 mm) from any hanger edge. 6JN and JNE hangers provide torsional resistance up to a maximum joist depth of 1:; inches (254 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 joist is 0.125 inch (3.2 mm). JN_E 7ypicp,l JN Im5tc7' liation FIGURE 5—JN AND JNE POWER NAIL HANGERS ESR-3445 I Most Widely Accepted and Trusted Page 1.1 of 2.1 TABLE 6—JUS SLANT NAIL JOIST HANGER ALLOWABLE LOADS1,2,3.4 STOCK NO. STEEL GAGE DIMENSIONS (in.) FASTENER SCHEDULE _ ALLOWABLE DESIGN LOADS !lbs) W H D A Header Joist Download Uplift City Type Qty I ype _ Co = 1.0 CD = 1.15 CD = 1.25 Co = 1.6 JUS24 18 19/,e 3'18 1'/4 1 4 10d Common 2 10d Common 675 775 835 :i10 JUS26 18 18/,6 413/16 1314 1 4 10d Common 4 10d Common 870 1000 1080 1115 JUS28 18 19/,6 6518 1"/4 1 —6-10d Common 4 10d Common 1110 127U 1375 1115 JUS210 18 19/16 7'/4 1'/4 1 8 10d Common 4 10d Common 1350 1545 1670 1115 JLS36 18 29/16 5'/4 2 1 4 16d Common 4 16d Common 1040 1185 1220 1355 JUS38 18 29/,6 6314 2 1 6 16d Common 4 16d Common 1325 1510 1645 1355 7US310 18 29/,6 9'/8 2 1 8 16d Common 6 16d Common 1845 2.105 2290 1980 7US24-2 18 3'/e 3'/,6 2 1 4 16d Common 2 16d Common 805 920 965 325 JUS26-2 18 3'/8 51/4 2 1 4 16d Common 4 16d Common 1040 1185 1220 1355 JUS28-2 _ 18 3'/e 71/e 2 1 6 16d Common 4. 16d Common 1325 1510 1645 1355 JUS210-2 18 31/e 91/6 2 1 8 16d Common 6 16d Common 18,15 2105 2290 1980 JUS212-2 18 3'/e 1118 2 1 10 16d Common 6 16d Common 2130 2430 2640 _ 1980 JUS214-2 18 3'/8 137 2 1 12 16d Common 6 16d Common 2420 2755 2995 19 JUS44 18 3518 31l, 2 1 4 16d Common 2 16d Common 805 920 965 325 JUS46 JUS48 18 18 35/e 35/e 5 6'/e 2 2 1 1 4 6 16d Common 16d Common 4 4 16d Common 16d Common 1040 1325 1185 1510 1220 1645 1355 1355 7US410 18 35/a 8'le 2 1 8 16d Common 6 16d Common 1845 2105 2290 1980 JUS412 18 35/e 10'18 2 1 10 16d Common 6 16d Common 2130 2430 _ 2640 _ 1980 JUS414 18 35/8 12 'le 2 1 12 16d Common 6 16d Common 2420 2755 2995 198G JUS24-3 18 45/8 23/4 4 16d Common 2 16d Common 805— 920 965 325 JUS26-3 •18 45/8 4'/2 2 1 4 16d Common 4 16d Common 1040 _ 1185 1220 1355 JUS28-3 18 45/8 6'le 2 1 6 16d Common. 4 16d Common 1325 1510 1645 1355 JIJS210-3 18 45/8 83/e 2 1 8 16d Common 6 16d Common 1845 2105 2290 1980 JUS212-3 18 45/8 1031e 2 1 1C 16d Common 6 16d Common 21.'0� 2430 2640 1980 JUS214-3 _ 18 45/8 12316 2 1 _ 12 16d Common 6 16d Common 2420 2755 299.5 1980 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 Sertions 4.1 and 4.2 for additional design and installation requ;rements. 2Aloowable load, 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, FU;, m, of 625 psi (4.31 MPa) or greater. ".See Section 3.14.3 for required fastener dimensions and mechanical properties. 4JUS hangers provide torsional resistance, up to a maximum joist depth of H + 'I 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 Wth respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5Joist 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. _. A 1�5— TYrICAL JI15 . °~^ IN5TA4ATIQN W` ' D FIGURE &--)US SLANT NAIL JOIST HANGER ESF -34 ,1, I Most Vt7ioely Accepted and Trusted _ Page 12 of 21 �^ TABLE 7—SUH JOIST HANGER ALLOWABLE LOADS'-"' �---- - ALLOWABLE LOADS (Ibs) SOCK DIMENSIONS (in) FASTENER SCHEDULE ---L _ — _ Download _ Uplift NO. I Si EEL GAGE j-- i Header --- Joist 16d Common Nails Into Header 10d Common Nails Into Header W H D A Oty Oty _— Type — C, = 1.0 Co ` 1.15 CD = 1.25 ce = 1.0 Co = 1A5 C� = 1.25 Co = 1.6 3'4 2 1'/16 4 L 10dx1'/2 590 1,65 720 500 560 605 380 5UH24 SUH26 fi-4 16r 19/16 1/,6 5'/6 2 i'/,, 6 4 10dxl'/2 880 1000 1080 750 840 910 755 16 1°/,ti 65/e 2 1'h6 8 E 10dx?'/2 1175 1335 1440 1000 1120 1210 800 SUH28 1E 19/16• 8 2 13/16 10 6 10dxl'/2 147D 16/0 1800 1250 1405 1515 — 1135 SUH210 11/6 12 8 1Odx11/2 1765 2000 2160 1500 1685 1815 1330 SUH214 16 16 1/,6 1'3/16 ' 102 77/6 2 13/16 10 6 10dxl'l2 1470 1670 1800 1250 1405 1515 35 11— SUH1710 SUH1714 16 1t3/,6. 9'/6 2 13116 12 8 10dx11/2 1765 1915 1915 1500 1685 1815 1330 2 1'/6 4 2 10dx1'l2 590 665 720 .500 560 605 380 SUH24R 16 2 .3'/16 13/,6 6 4 10dx1'/2 880 1000 1080 750 840 910 755 SUH26R 16 2 475/16 2 2 1'/6 8 6 10dx1'/2 117S 1335 1440 1000 1120 1210 800 SUH28R 16 2 2 67/,6 71,6 2 1'/6 10 6 10dxl'/2 1470 1670 1800 17.50 1405 1515 _ 1135 SUH210R 16 �6 2"/16 2 i'/e 12 8 10dx1'/2 1765 2000 2160 1500 1685 1815 1330 SUH^<14R ' 2 1`l,fi 16 6 10dx1'/2 2350 2670 2880 2000 2245 2420 1135 1135 SUH231Q, 16 2316 2'I6 815l16 10"/6 2 13/16 'IS 6 10dx1'l2 7645 3000 3240 2250 2525 2725 SUH2314' 16 2'/,, 3'/e 2 1,/, 6 2 10dx1'l2 880 1000 1080 750 840 910 380 SUH34 SUH36 5 16 2';,�I 55116 2 1'/8 _ 1 10 4 10dxl'/2 1470 1670 1800 1250 1405 1515 755 16 �29/,6 8'/e 2 1'/6 16 6 10dxl'/2 2350 2670 2880 2000 2245 2420 1135 1135 SUH310 i6 2'/. 10''/,6 2 1'/, 18 6 1Odx11k 2645 3000 3010 2250 2525 2725 SlIH314 •,r-�—�.:"(6 813/,6 2 t3/,6 16 6 10dx1% 2350 2670 2880 2000 2245_ 2420 1135 Sili"G10 SUH261-0 i5 2"/,6 10112 2 13/6 18 6 1Odx11/2 2645 3000 3240 2250 2525 2725 1135 1000 1080 750 840 910 380 SUH24-2 I(- - e 3'/8 2 i'/6 6 2 1OdC _ 880 5'/16 2 1'/6 10 4 10dC 1470 1670 1800 1250 1405 1515 755 SUH26-2_ 16 16 I 31/6 31/ 6'/4 2 1'/6 12 4 10dC 1765 1915 1915 15G0 1685 1815 755 ES11H28-2 16 3'/, 8'/,6 2 11/e 16 6 10dC 2350 2670 2880 2000 2245 2420 1135 SUH2?U-2 10'/4 2 1'/e ?8 6 10dC 2645 3000 324U 2250 2525 2725 1135 14-2 16 3'/e l 2'/e 2 14 6 2 10dC 880 1000 1080 750 840 910 380 4 F-H 1S 38/,6 4"; 2 1l 8 4 10dC 147U 1670 1800 1250 1405 1515 755 6 16 361,6 I16 6'/16 2 1'/6 12 4 10Dc 1765 20002160 1500 1685 1815 755 8 16 1G 3'/,6 83/6 2 % 14 6 10dC 2350 2670 2880 2000 2245 2420 1135 1135 10 FH414 — 101/16 2 17/8 16 6 10dC 2645 3000 3010 2250 2525 2725 SU 16 39f16 6 2 16dC 880 1000 1080 750 840 910 440 SUH44R 16 4 2/16 2 11/6 8 4 _ 16dC 1175 1335 1440 1000 '1120 1210 885 SUH46R 16 4 417/16 2 2 1'/8 2 14 6 16dC 2060 2335 2520 1750 1965 2120 1345 SUH410R 16 4 83/,6 514 2 1 8 2 10dC 1165 1165 11(i5 1000 1120 1165 380 S�UH2626-3 16 45/e 451, 7'/e 2a/� 1 10 6 10Dc 1470 1670 1800 1250 1405 1515 1135 SUl H28-3 16 4516 83/6 2 1 14 6 10dC 2060 2335 2520 1750 1965 2120 1135 SUH210-3 1E 16 43/. 83/6 2 13/,6 14 6 10dC 2060 2335 2520 1750 1965 2120 1135 SUH2310-2 431, 10 2 13/16 16 6 10dC 2350 2670 2880 2000 2245 2420 1135 SUH2314-2 16 51la 9 2 1% 14 6 1GdC 2060 2335 2520 1750 1965 2120 1135 SUH310-2 16 2 1 8 4 1OdC 1175 1335 1440 1000 1120 1210 755 SUH66 16 51/2 5 9 2 1 14 6 10dC 2060 2335 2520 1750 1965 2120 113) SUF1610 16 5112 16dC 1175 1335 1440 1000 1120 1210 885 SUH66R 16 6 5 2 1 8 4 1 14 6 16dC 2060 2335 2520 1750 1965 2120 1345 ISUH1O 6R 16 6 9 2 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. 2Aloowable 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, Fc-,,p, of 625 psi (4.31 MPa) or greater. See Section 3.14.3 for required fastener dimensions and mechanical properties. 10dC refers to 10d Common and 16dC refers to 16d Common nails. ESR-3445 I b1L}st :Widely Ac opted artd i rus'ed Pago 13 of 21 �ir!y Ty�pt��� �UNin�t��sty�tse�^ FIGURE 7- SUH JOIST HANGER TABLE 8—THD FACE MOUNT HANGER ALLOWABLE LOADS1'1.3'4 STOCK NO. STEEL GAGE DIMENSIONS (in.) DIME (` ) W H D FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) Heider City Type _Joist City Type Downlond Uplift _ ;' Co_i.0 = 1.15�. G,) 25 �. C,) = 1.i3O THD26. IG I% 5'/16 3 18 16d Common I 12 10dxl'/2 2645 3J00 _ 7060 2265. ' THD26max 16 15/8 51/16. 3 20 16d Common 20 10dxl'/2 2940 3335 3470 2330 THD28 16 1% 7 3 28 16d Common, 16 10dxl'12 4115 4485. 4485 2330 - THD28max THD210 1E 16 �1% 1% .. .7 9 3 3 28 36 16d Common 16d Common 26 20 10dx1% 10dxl'/2 4115 5115 4670 5115 5040' 5115. 2330 3095 THD210max 1G 151e 9 3 38 16d Common 32 10dx1'!2 - 5585 6335 6415 — 3790 THD175 14 17/g 5 3 18 16d Common .12 lodxl'/2 2770 3055 3055 2330_ THD177 14. 1'/1 67/g 3 28 16d Common 16 10dxl'/2 4310 4485 4485`' 2330 THD179. 14 i% 8% 3 38 16d Common 20 10dxl% 5800 5800 sF,0(J 3905 THD26-2 14 37116 53/8 3 18 16d Common 12 10d Common 2770 3150 3355 2340 TH028-2 14 37/16 71/g 3 28 16d Common 16 10d Common 4310 4860 5005 2595 THD210-2 14 Y/16 9% 3 38 16d Common 20 10d Common 5850 6600 7045 3905 TH0210-3 12 511, 9 3 38 16d Common 20 10d Common 6535 7255 7605 3850 THD210-4` 12 63/4 9 3 38 16d Common 20 10d Common 6535 7255_ 7605 3850 THD46 14 3% 55/16 3 18 16d Common 12 10d Common 2770 3125 3355 ..2340 THD48 14 36/g 71/16 3 28 16d Common 16 10d Common 4310 4860 5005 2595 THD410 14 35!g 91116 3 38 16d Common 20 10d Common 5850 6600 7045 3905 THD412 14 3% 11 3 48 16d Common 20 tOd Common 7045 7045 7045 3905 THD414 14 36/g 127/g 3 58 16d Common 20 10d Common 7045 7045 7045 3810 . THD610� 12 51/2 9 3 38 16d Common 20 10d Common 6535 7255 7605 3410 THD612 12 5'/2 11 3 48 16d Common 20 10d Common 8255 8415 8415 4225 THD614 12 ^51/2 127/g 3 58 16d Common 20 10d Common 8415 8415 8415 4255 THD7210 12 7.'/, 9 3 38 16d Common 20 10d Common 6535 7255 7605 3410 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4b N, 1 psl = b.M10 Kra. 'Allowable leads have been adjusted for lead 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 installations requirements. 2See Section 3.14.3 for required fastener dimensions and mechanical properties. 3Allowable loads showy, are for installations in wood members complying with Section 3.14.2. Wood members must also have a minimum reference compression perpendicular to grain design value, F,,.,, of 625 psi. 4THD hangers provide torsional resistance up to a maximum joist depth of H + 1 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 joist is 0.125 inch (3.2 nm). ESR-3445 Most Widely Accepted and Trusted . ?age 14 of 21 � �� � '� •�-� �� Drivt bend Ilne HaOIL Into hwder at �'I -' j ` Ty Ical THn ,. bencd line nail inotallation Typical TH D TH D in 5tallation FIGURE 8—THD FACE MOUNT HANGER ESR-3445 I Most Widely Accepted and Trusted Page 15 of 21 TABLE 9—THDH FACE MOUNT HANGER ALLOWABLE LOADS'''''` STEEL DIMENSIONS (in.) FASTENER SCHEDULE ALLOWABLE LOADS (lbs) STOCK NO. GAGE W H D Header Joist Download Uplift Qty Type Qty Type Co = 1.o Co = 1.15 Co = 1.25 Cp = 1.6 THDH26 12 16/6 5'/1s 5 20 16d Common 8 16d Common. 4375 4895 5245 2340 THDH28 12 16/6 7'/16 5 36 16d Common 12 16d Common 7595 8025 8025 4370 THDH210 12 16/6 91/16 5 46 16d Common 16 16d Common 9310 9855 9855 5400 THDH27925 12 2'/, 91/6 4 46 16d Common 12 16d Common 9010 9010 9010 4370 THDH27112 12 23 10'/6 4 56 16d Common 14 16d Common 9845 9845 9845 4375 THDH2714 12 23/4 12% 4 66 16d Common 16 16d Common 11185 11770 12165 5400 THDH26-2 12 3'/16 5% 4 20 16d Common 8 16d Common 4375 4895 5245 2340 THDH28-2 12 3'/16 71/6 4 36 16d Common 10 16d Common 7360 8025 8025 3330 THDH210-2 12 37/16 91/6 4 46 16d Common 12 16d Common 9010 9010 9010 4370 THDH212-2 12 33/6 10% 4 56 16d Common 14 16d Common 9845 9845 9845 4370 THDH214-2 12 3'/6 121/4 4 66 16d Common 16 16d Common 12125 12510 12150 5400 THDH3210 12 33/16 9'/a 4 46 16d Common 12 16d Common 9010 9010 9010 4375 THDH3212 12 3/16 10% 4 56 16d Common 14 16d Common 9845 9845 9845 5225 THOH46 12 3'/16 5% 4 20 16d Common 8 16d Common 4375 4895 5245 2340 THDH48 12 3'/16 . 71/6 4 36 16d Common 10 16d Common 7360 7835 7835 3330 THDH410 12 3'/16 91/s 4 46 16d Common 12 16d Common 9010 9010 9845 4375 THDH412 12 3'/16 101/2 4 56 16d Common 14 16d Common 9845 9845 9845 5225 THDH414 12 39/16 13'/16 4 66 16d Common 16 16d Common 12510 12510 12510 6015 THDH26-3 12 51/s 5'/16 4 20 16d Common 8 16d Common 4375 4895 5245 2340 THDH28-3 12 51/e 7'/16 4 36 16d Common 12 16d Common 7595 7835 7835 4370 THDH210-3 12 5'l6 9'/16 4 46 16d Common 16 16d Common 9785 9855 9855 5400 THDH212-3 12 5'/6 11'/16 4 56 16d Common 20 16d Common 10365 10365 10365 5400 THDH214-3 12 5% 133/16 4 66 16d Common 22 16d Common 12510 12510 12510 6015 THDH5210 12 5% 91/6 4 46 16d Common 16 16d Common 9785 9855 9855 5400 THDH5212 12 5% 11% 4 56 16d Common 20 16d Common 10365 10365 10365 5400 THCH5214 12 53/a 13'/B 4 66 16d Common 22 16d Common 12510 12510 12510 6015 THDH610 12 51/2 9 4 46 16d Common 16 16d Common 8990 8990 8990 5400 THDH612 12 5'/2 11 4 56 16d Common 20 16d Common 10365 10365 10365 5400 THDH614 12 51/2 13 4 66 16d Common 22 16d Common 12510 12510 12510 6015 THDH26-4 12 6'/16 5'/16 4 20 16d Common 8 16d Common 4375 4895 5245 2340 TIIDH28-4 12 67/16 7'/16 4 36 16d Common 12 16d Common 7595 7835 7835 4370 THDH6710 12 67/6 813/16 4 46 16d Common 12 16d Common 8990 8990 8990 4370 THDH6712 12 67/6, 1013/% 4 56 16d Common 14 16d Common 8990 8990 8990 5225 . THDH6714 12 67/6 1213/16 4 66 16d Common 16 16d Common 12510 12510 12510 6015 1 TIIDH7210 12 7'/4 9 4 46 16d Common 12 16d Common 8990 8990 8990 4370 THDH7212 12 7'/4 10% 4 56 16d Common 14 16d Common 8990 8990 =8990 5225 THDH7214 12 71/, 12'/4 4 66 16d Common 16 16d Common 12510 12510 15 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. 2Allowable loads shown are for installations in wood members complying with Section 3.14.2. 'See Section 3.14.3 for required fastener dimensions and mechanical properties. "THDH hangers provide torsional resistance, up to a maximum joist depth of H + 1 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 joist is 0.125 inch (3.2 mm). sAllowable 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 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. ESR-3445 I Most Widely Accepted and Trusted Page 16 of 21 V TYPICAL TMI)h THDH INSTALLATIC14 FIGURE 9—THDH FACE MOUNT HANGER TABLE 10—THF FACE MOUNT HANGER ALLOWABLE LOADS"""' STOCK NO. STEEL GAGE DIMENSIONS (in.) FASTENER SCHEDULE ALLOWABLE LOADS (lbs) Nail Header Joist Download Uplift W H D Conf. qty Type Oty Type Co = 1.0 Co = 1.15 Co = 1.25 Co = 1.60 THFIS925 18 11/, 9'l,6 2 MIN 8 10d Common 2 10dx1% 910 1050 1140 280 MAX 12 10d Common 2 10dx1'2 1370 1575 1710 280 TH F 15112 18 1'l2 11' /16 2 MIN 8 10d Common 2 tOdx1'/2 910 1050 1140 280 MAX 16 10d Common 2 10dx1'l2 1825 2100 2155 280 THF15140 18 02 13% 2 MIN 12 10d Common 2 10dx1'/2 1370 1575 1710 280 MAX 20 10d Common 2 10dx1% 2100 2135 2155 280 THF16925 18 1% 9 2 MIN 8 10d Common 2 10dx1'l2 910 1050 1140 - 280 MAX 12 10d Common 2 10dx1'/2 1370 1575 1710 280 THF16112 18 1% 11 2 MIN 8 10d Common 2 10dxl'/2 910 1050 1140 280 MAX 16 10d Common 2 10dxl'/2 1825 2100 2280 280 THF16140 18 1% 132/,6 2 MIN 12 10d Common 2 10dxl'/2 1370 1575 1710 280 MAX 20 10d Common 2 10dx1'12 2255 2290 2310 280 THF17925 18 1'l, 8"/" 2 MIN 8 10d Common 2 10dxl'/2 910 1050 1140 280 MAX 12 10d Common 2 10dx1'/2 1370 1575 1710 280 THF17112 18 1'l, 10"/,6 2 MIN 8 10d Common 2 10dxl% 910 1050 1140 280 MAX 16 10d Common 2 10dx11l2 1825 2100 2280 280 THF17140 18 13/4 13% 2 MIN 12 10d Common 2 10dxl'l2 1370 1575 1710 280 MAX 20 10d Common 2 10dxl'l2 2280 2445 2470 280 THF20925 18 2'16 82/6 2 MIN 8 10d Common 2 10dxl'/2 910 1050 1140 280 MAX 12 tOd Common 2 1Odx1'/= 1370 1575 1710 280 THF20112 18 2'/e 11'/,, 2 MIN 8 10d Common 2 10dx1'/2 910 1050 1140 280 MAX 16 10d Common 2 10dx1'/2 1825 2100 2280 280 THF20140 18 2'/e 13'/, 2 MIN 12 10d Common 2 tOdxl'12 1370 1575 1710 280 MAX 20 10d Common 2 tOdxl% 2280 2470 2470 280 THF15925-2 16 3'/6 9'/,6 2% - 12 10d Common 6 10d Common 1390 1600 1740 1115 THF15112-2 16 3'/6 10"/,6 2% - 14 10d Common 6 10d Common 1625 1870 2030 1115 THF15140-2 12 3'16 123/, 2% - 18 10d Common 6 10d Common 2285 2630 2860 1220 THF16925-2 16 3% 9,1'. 21/2 12 10d Common 6 10d Common 1390 1600 1740 1115 THF16112-2 16 3% 1014 2'/2 - 14 10d Common 6 -10d Common 1625 1870 2030 1115 THF16140-2 12 3% 12% 21/2 - 18 10d Common 6 10d Common 2285 2630 2860 1220 THF17157 18 1"/,6 15'/4 3'/2 - 24 10d Common 2 10dxl'/2 2735 3145 3310 280 THF20157 18 2'/6 15'/4 3'/6 - 24 10d Common 2 10dx1%2735 3145 3310 280 THF17157-2 12 3% 15'/, 2% - 22 10d Common 6 10d Common 2795 3215 3495 1220 THF20925-2 16 4'1,6 8"/,6 2% - 12 10d Common 6 10d Common 1390 1600 1740 1115 THF20112-2 16 43116 11 21/2 - 16 10d Common 6 10d Common 1855 2135 2320 1115 THF20140-2 16 431,6 13% 2% - 20 tOd Common 6 10d Common 2320 2670 2900 1115 THF23925 18 2'/,6 93/,6 2112 12 10d Common 2 10dx1% 1370 1575 1710 175 THF23100 18 2'/,6 93/,6 2112 - 12 10d Common 2 10dx1% 1370 1575 1710 360 THF23118 18 211" 113/,6 21/2 - 14 10d Common 2 10dx11/2 1595 1835 1995 360 THF23140 16 2'l,6 13% 2% - 18 10d Common 2 10dx11/2 2090 2400 2610 360 THF23160 16 2'l,6 156/,6 2% - 22 10d Common 2 10dxl'/2 2550 2935 3035 360 THF231PO 1 16 2'116 17% 2'/2 - 24 10d Common 8 1Odx1'12 2785 3200 3480 1295 (continued) ESR-3445 I Most Widely Accepted and Trusted _ Page 17 of 21 STOCK NO. STEEL GAGE DIMENSIONS (in.) FASTENER SCHEDULE ALLOWABLE LOADS (lbs) Nail Header Joist _ Download Uplift W H D Conf. - City 14 Type 10d Common City 6 Type 10d Common Co = 1.0 1625 Co = 1.15 1870 Co = 1.25 2030 Co = 1.60 1115 THF23925-2 16 4'/4 8% 2% THF23100-2 16 4'/, 10 2'/x - 14 10d Common 6 10d Common 1625 1870 2030 1115 THF23112-2 16 4'/4 "11/16 2'/x - 16 10d Common 6 10d Common 1855 2135 2320 1115 THF23118-2 16 4'/4 10"/16 2711 - 16 10d Common 6 10d Common 1855 2135 2320 1115 THF23140-2 12 4'/4 135/�6 2% - 20 10d Common 6 10d Common 2540 2920 3175 1220 THF23160-2 12 4'/4 1515/16 2% - 24 10d Common 6 10d Common 3050 3505 3810 1220 THF25925 18 21/2 9'/e 21/2 12 10d Common 2 10dxl'/2 1370 1575 1710 175 THF25112 18 2'/2 11'/e 2'Ix - 14 10d Comnan 2 10dxl'/2 1595 1835 1995 360 THF25120 18 2'/2 11% 21/2 - 14 10d Common 2 10dxl'/, 1595 1835 1995 360 THF25130 16 21/2 121/4 2% - 18 10d Common 2 10dxl'I2 2090 2280 2280 360 THF25140 16 21/2 137/16 2'/7 - 18 10d Common 2 10dxl'/2 2090 2400 2610 360 THF25160 16 2'/2 15% 2% - 22 10d Common 2 10dxl'/2 2550 2935 3035 360 THF25925-2 16 51/e 81l,e 21/2 - 12 10d Common 6 10d Common 1390 1600 1740 1115 THF25112-2 16 5'/e 10'/,e 2'12 - 16 10d Common 6 10d Common 1855 2135 2320 1115 THF25140-2 12 5'/e 131/e 2'12 - 20 10d Common 6 10d Common 2540 2920 3175 1220 THF25160-2 12 51/e 153/4 21/2 - 24 10d Common 6 10d Common 3050 3505 3810 1220 THF26925 18 2% 911" 21/2 - 12 10d Common 2 10dx1'/2 1370 1575 1710 175 THF26112 18 2% 11'1,e 2% - 14 10d Common 2 10dxl'/2 1595 1835 1995 360 THF26140 16 2% 13% 2% - 18 10d Common 2 10dxl'/x 2090 2400 2610 360 THF26160 16 2% 15'/16 2'/2 - 22 10d Common 2 10dxl'/2 2550 2935 3035 360 THF35925 18 31/x 85/e 21/2 12 10d Common 2 10dxl'/2 1370 1575. 1710 245 THF35112 18 31/2 10% 2% - 16 10d Common 2 10dxl'/2 1825 2100 2280 245 THF35140 16 3% 1215/16 2'/2 - 20 10d Common 2 i0dx1'I2 2320 2670 29OG 245 THF35157 16 3'/2 15 2% - 22 10d Common 2 i0dx1'/2 2550 2935 3190 245 THF35165 16 3'/x 16e/1e 2'/x - 24 10d Common 8 10dxl'/2 2785 3200 3480 1295 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 6.895 kPa. '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 installations requirements. 2See Section 3.14.3 for required fastener dimensions and mechanical properties. 'Allowable loads shown are for installations in wood members complying with Section 3.14.2. Wood members must also have a minimum reference compression perpendicular to grain design value, F,,,,,, of 625 psi (4.31 MPa). `For minimum nailing configuration, all round nail holes must be filled with nails. For maximum nailing configuration, all round and diamond holes must be filled with nails. TH F Typical THE installation Typical THE double I-Jolot, to LVL In5tallation FIGURE 10—THF FACE MOUNT HANGER ESR-3445 I Most Widely Accepted and 77msted _M — Page 18 of 21 TABLE 11—THFI FACE MOUNT HANGER ALLOWABLE LOADS" 2,d,4 r— ---- STOCK NO. --T STEEL GAGE HANGER DIMENSIONS in. MINI MAX FASTENING SCHEDULE ALLOWABLE LOADS (Ibs) W H D Header Joist Download Uplift Qty Type Qtv Type 1.0 Co = 1.15 Co = 1.25 Co = 1.6 THFI1795 THFI17118 THF11714 18 18 18 18 18 18 18 18 1'!e 1% 1�1e 1'le 11le 1'/e 2'/e 2'/e 9'/2 11'/e 14 14 16 16 91/2 11'/e 2 2 2 2 2 2 2 2 Min Max Min Max 8 10 12 14 14 16 8 10 10d Common 10d Common 10d Common 10d Common 10d Common 10d Common 10d Common 10d Common 960 12DO 1440 1680 1680 1920 960 1200 1095 1315 1640 1915 1915 2190 - 1095 1315 1180 1315 1770 2065 2065 2190 1180 1315 135 135 135 135 135 135 135 135 THF11714 THF11716 - THF11716 THFI2095 THFI20118 18 2'le 14 2 Min 12 10d Common 1440 1640 _ 1770 135 THF12014 - 18 18 2118 2'le 14 16 2 2 Max Min 14 14 tOd Common 10d Common - 1680 1680 1915 1915 2065 2065 135 135 THF12014 --- THF12016 THF12016 ---- THF12395 18 18 18 18 18 18 21le 3 2 le 231e 23/e 2 le 2 /, 16 9 /2 11'/e 14 14 16 2 2 2 2 2 2 Max Min Max Min 16 8 10 12 14 , 14 10d Common 10d Common 0d Common - — 10d Common 10d Common 10d Common 1920 960 1200 1440 1680 2190 1095 1315 i640 1915 2265 1180 '315 1770 2065 135 135 135 135 135 THFI23118_ _ THFI^^<314 — THF12314 - 1680 1915 2065 135 135 135 135 135 135 135 135 135 135 135 135 135 135 135 THR2316 THF12316 18 i8 18 18 18 18 18 18 18 18 18 18 18 18 2% 2% 2'le 2% 2% s 2 le 25/e s 2 !e 35I8 3% 3% 3% s 3% 3% 16 9'/. 9'/2 11�/8 14 14 16 16 9'/2 117/e 14 14 16 16 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Max Min Max Min Max Min Max Min Max 16 8 8 10 12 14 14 16 10 12 12 14 14 16 IOd Common 10d Common 10d Common tOd Common iDd Common 10d Common 10d Common tOd Common 10d Common 10d Common 10d Common 10d Common 10d Common 10d Common - _ 1920 960 960 1200 1440 1680 1680 1920 1200 1440 1440 1680 1680 1920 - 2190 1095 1095 1315 1640 1915 1915 2190 1315 - 1640 1640 1915 1915 2190 _ 2265 1180 1180 1315 1770 2065 2065 2265 1315 1770 1770 2065 2065 2265 THF125925 THF12595 THF1251Ia THF12514 THFf2514 -- THF12516 -- THF12516 THF13595 -- - - THFI35118 _ _ _ _ THF13514 — --- THF13514 — ---- THF13516 THr F13516 ---- For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1 psi = 6.895 kl'a. '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 installations requirements. 2See Section 3.14.3 for required fastener dimensions and mechanical properties. 3Aloowable loads shown are for installations in wood members complying with Section 3.14.2. Wood members must also have a minimum referencE compression perpendicular to grain design value, F,,, . of 625 psi (4.31 MPa). 4For minimum nailing configuration, all round nail holes must be filled with nails. For maximum nailing configuration, all round and diamond holes must be filled with nails. 'Joists are held in hangers using seat cleats. FIGURE 1 i—THFI FACE MOUNT H 6,NGER ESR-3445 I Most Widely Accepted and Trusted Page 'i9 of 21 TABLE 12—LGU / MGU ! HGU GIRDER HANGER ALLOWABLE LOADS ALLOWABLE LOADS" (Ihs) STOCK STEEL DIMENSIONS (in.) FASTENER SCHEDULE Header Joist --__ Download P Irft Cp = 1.6 NO. GAGE W H' H+ D Type' Qty Type Co = 1.0 Co = 1.15 Co = 1.25 - _ 4'!z Qty 18 WS3 12 WS3 7135 7410 7410 4160 10 314 Specify 7'/B 4'!z 18 WS3 12 WS3 7135 741C 7410 4150 gG 10 3% Specify 7 /a 18 WS3 12 WS3 7135 7410 7410 060 10 5'l4 Specify 7'la 4'/z WS3 16 WS3 9515 10940 11890 5100 10'. 351e Specify 85/ 4'/z 24 16 WS3 9515 11890 5100 MGU525 10 5 /4 Specify g-/B 4'/z 24 WS3 16 WS3 9515 1890. 5100 f4GU55D 10 5'Iz Specify 85/e 4'/z 24 WS3 WS39515 d14825 i1890 51U0 MGU562 10 S5/6Specify24 WS3 16 16 WS3 '951511890 5100 MGU700 10 ? Specify 8% 4'/z 24 WS3 14705 14825 }- 7235 HGU363 7 3 /a f Specify 3 10 /8 5'/438 _ WS3 24WS3, WS3 14705 14825 _--- ,482b- -- --7235 HvU525Specify 103/e D'/4 38 WS3 24 14705 14825 7235 HGU550 7. 5'!z Specify 10'la 5'/a 38 WS3 24 WS3 14705 14825 14825 -,.._ HGU562 7 s 5 /e Specify Specify ' 10 /e 1010- S'!< _ 5., 38 3g WS3 WS3 24 24 WS3 WS3 14705 1482 1h825 -- -7235 TL3E - HGU700 7 7 T/4 10 /a �- 5 !, 38 WS3 24 WS3 14705 14825 14925- -- 7235 z� HGU725 7 Specify WS3 14705 148"J.5 148'l5 72 i FIGU900 - 7 9 Specit)+ .10al� �---- 5+/ 38. WS3 2•ti _ For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 6.895 kPa. 'The minimum supported member heights, H, for the LGU, MGU, and HGU are 8", 9'/4", and 11" respectively. in accordance with the NUS. The allowable toads do nut apply t� Zlowable loads have been adjusted for load duration factors, CD, as shown, for other load durations. _See Sections 4.1 and 4.2 for additiora! design and loads of other durations,. and are .not permitted to be adjusted installations requirements. 3The WS3 is a'r;" z 3" self -drilling screw described in ESR-2761 and are included with ihe.hangers. Wood members must also have a minimum in wood members complying with Section 3.14.2. °oads shown are:for installations Allowable l to grain design value, F,p,, . of 625 psi (4.31 MPa). reference compression perpendicular HA FIGURE 12—LGU / MGU / HGU GIRDER HANGER Page 20 of 21 ESR-3445 I Most Widely Accepted and Trusted GIRDER TRUSS HANGER ALLOWABLE LOADS''2'' TABLE 13—THDHQ ALLOWABLE LOADS (lbs) FASTENER SCHEDULE DIMENSIONS (in.) Download Uplift STOCK NO. STEEL Header City Joist GAGE W H D Type Co = 1.0 C Q�TYPe 4 WS3 5015 5755 5755 2O55 4 12: WS3 THDHQ26-2 12 35116 5'l16 5015 5755 4 WS3 5755 2055 THDHQ26-3 12 4151'6 5116 4 12 WS3 4 12 WS45 4 WS6 5015 5755 5755 10205 _ 2730 THDHQ26-4 12 6':66 5'116 8355 9610 4 20 6 .WS3 35/16 73/16 WS3 9610 10205 3645 THDHQ28-2 12 8355 4 20 g WS3 476/16 73116 :WS3. 9610 102t)5 4830 THDH028.3 12 8355 4 20 WS45 8 WS6 6611s 7�116 10880 108$0 5345 THDHQ28 4 12 10840 —�4 28.. .WS3 8 WS3 35/16 93/16 10880 10880 5345 12 THDHQ210-2 g WS3 10880 415/16 9/16 4 28. WS3 10880 10880 4460 12 THDHQ210-3 ._.. WS45 8 WS6 10880 69116 97 4 28 116 5755 _ 5755 205 5 12 5015 THDHQ210-4 4 12 WS3 8 WS3 351e 5'I^ 16205 3645 THOH046 12 8355 .9610 12 36 4 5'/, 4 20 WS3 8 WS3 10880 10880 10880 5345 _— THDHQ48 WS3 9.116 4 28 WS3 8 THDHQ410 12 35/fi For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N• 1 psi = 6.895 kPa. the NThe allowable loads hot apply to 'Allowable loads have been adjusted for load duration factors, Co, as shown, in accordance"with See Sections4 for other load durations. .1 and 4.2 for additional. design and loads of other durations, and are not permitted to be adjusted installations requirements. for THDHQ hangers are described in ESR7276 n and 5e t one3.14 2ith t Wood he gmembers must also have a minimum 'Wood screws (W'S) Used 'Allowable loads shown are for installations in wood members cof 625 psi (4.31 MPa). Fc to grain design value, Pe v. reference compression perpendicular 1 e aa�yyy(M f FIGURE 13—THDHQ GIRDER TRUSS HANGER ESR-3445 I Most Widely.Accepted and Trusted !_ Paae 21 of 21 TABLE 14—STEEL TYPE, STRENGTH !=.NID CORROSION RESISTANCE Product Steel Coating' CLPBF Butterfly Hanger A653, SS designatior=Grade 33 — G90 HD Face Mount Hanger _ _ASTM ASTM .A653, SS designation, Grade 40 G90 HUS Slant Nail Joist Hanger ASTM A653, SS designation, Grade 40 G90, G185 JL Standard Joist Hanger ASTM A653, SS designation, Grade 40 G90 JN Power Nail Hanger ASTM A653, .SS designation, Grade 33 G90 JNE Power Nail Hanger ASTM .A653, SS dasignation, Grade 33 _ G90 JUS Slant Nail Joist Hanger ASTM A653, SS designation, Grade 33 G90, G185 SUH Joist Hanger ASTM A653, SS designation, Grade 40 G90 THD Face Mount Hanger ASTM A653, SS designation, Grade 40 G90, G185 THDH Face Mount Hanger ASTM A653, SS designation, Grade 40 G90, G185 THE Face Mount Hanger ASTM A653, SS designation, Grade 40 G90 THFI Face Mount Hanger ASTM A653, SS designation, Grade 40 G90 LGU/MGU/HGU Girder Hanger ASTM A653, SS designation, Grade 40 G90 THDHQ Girder Truss Hanger _ ASTM A653, SS designation, Grade 40 _ G90 'Corrosion protection is a zinc coating in accordance with .ASTM A653. TABLE 15—CROSS-REFERENCE OF PRODUCT NAMES WITH APPLICABLE REPORT SECTIONS, TABLES AND FIGURES PRODUCT NAME SECTION TABLE NO. FIGURE NO. CLPBF Butterfly Hanger 3.1 1 _ 1 HD Face Mount Hanger 3.2 2 2 HUS Slant Nail Joist Hanger 3.3 3 3 JL Standard Joist Hangers 3.4 4 4 JN Power Nail Hanger 3.5 5 5 JNE Power Nail Hanger 3.5 5 5 JUS Slant Nail Joist Hanger 3.6 6 6 _ _ SUH Joist Hanger _ 7 7 THD Face Mount Hanger _ _3•7 3.8 8 8 __— THDH Face Mount Hanger 3•9 9 9 _ _ _ THE Face Mount Hanger _ 3.10 10 10 — THFI Face Mount Hanger 3.11 11 _ 11 LGU/MGU/HGU Girder Hanger 3.12 12 12 THDHQ Girder Truss Hanger 3.13 13 13 Florida Building Code Online Page 1 of 2 16 l+ a^? y BCIS Home i Log In User Registration i Hot Topics Submit Surcharge 5[ats & Fads Publications FBC Staff BCIS Site Map Unks Search Busines.../y'," x, :;� Product Approval Professional ry '; USER: Public User n0au1ai:or, J Product Approval Menu > Product or Aoolica[ion Search > Aoollcatio n Lis[ > Application Detail FL # FL17699 Application Type New Code Version 2014 Application Status Approved Comments Archived C Product Manufacturer USP Structural Connectors, a Mlrek Company Address/Phone/Email 14305 Southcross Drive Suite 200 Burnsville, MN 55306 (952) 898-8602 jcollins@mii.com Authorized Signature Jim Collins P.E. jcollins@mli.corn Technical Representative Jim Collins, P.E. Address/Phone/Email 14305 South Cross Drive Suite 200 Bumsville, MN 55306 (952) 898-8602 jcollins@mil.com Quality Assurance Representative Todd Asche Address/Phone/Email 14305 Southcross Drive Suite 200 Burnsville, MN 55306 (952) 898-8602 tasche@mii corn Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 2 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Terrence E. Wolfe Evaluation Report Florida License PE-44923 Quality Assurance Entity PFS Corporation Quality Assurance Contract Expiration Date 12/31/2015 Validated By Locke Bowden 0 Validation Checklist - Hardcopy Received Certificate of Independence FL17699 RO COI Letter of Certification -secured. pdf Referenced Standard and Year (of Standard) Standard AF & PA NDS ASTM D 1761 ASTM D 7147 Year 2.012 1988 2011 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Archlte,ct FL17699 RO Eouiv ASTM 1761 to D7147 eauivalance for HGA10 and HGAM10.odf http://huww.fl oridabuildi.ng. org/pr/pr_app_dtl. aspx?pa.ram=wGEVXQwtDgvFGYZsjrZFR... 6/24/2015 F:orida Building Code Online Page 2 of 2 Sections from the Code Product Approval Method Method 1 Option D Date Submitted 04/30/2015 Date Validated 05/01/2015 Date Pending FBC Approval 05/08/2015 Date Approved 06/23/2015 Summary of Products FL 17 Model, Number or Name Description 17699.1 IHGA10, HGAM10 Hurricane Gusset Angle Limits of Use Installation Instructions FL17699 RO II HGA and HGAM Evaluation Report- Secured.odf Approved for use in HVHZ: Yes Verified By: Steven A. Brekke, P.E. 20679 Approved for use outside HVHZ: Yes Created by Independent Third Party: No Impact Resistant: N/A Evaluation Reports Design Pressure: N/A 9 F, 17699 RD AE H _A and HGAM Evaluation Renn_rt- Securgd.odF Other: Created by Independent Third Party: No Contact Us :: 1940 North Mon og 5[ree[ Tallahassee FL 32399 Phone 8511§24 The State of Florida Is an AA/EEO employer. Copy.richr 7nn7-201a Stare of Florida.:: Privacy Statement :: Accessibility Statement :: BA!yrdtat Sement Under Florida law, emall addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send ele tronlc mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.467.1395. -Pursuant to Section 455.275 (1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click bare . Product Approval Accepts: ® ® aC,tecc sccuritvmvrRic, t http:/huww.tlondabuilding.orcy r/pr_app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR... 6/24/2015 Force Engineering & Testing Inc. 19530 Ramblewood Drive Humble,TX 77338 Product Evaluation Report USP Structural Connectors, a MiTek° Company HGA10, HGAM10 Hurricane Gusset Angle Florida Product Approval # FL 17699.1 Florida Building Code 2014 Per Rule 61G20-3 Method: 1 —d Category: Structural Components Subcategory: Wood Connector Compliance Method: 61G20-3.005(l)(d) HVHZ Product Manufacturer: USP Structural Connectors, a MiTek® Company 14305 Southcross Drive, Suite 200 Burnsville, Minnesota 55306 Engineer Evaluator: Terrence E. Wolfe, P.E. # 44923 Florida Evaluation ANE ID: 192C Validator: Locke Bowden, P.E., FL #49704 9450 Alysbury Place Montgomery, AL 36117 Contents: Evaluation Report Pages 1-3 O � f No.4499 �`'' �r e • STATE OF / <v pz s,.bor �i - j, CAA. FL# 17699.1 May 1, 2015 Force Engineering & Testing Inc. 19530 Rarnblewood Drive Humble,= 77338 Compliance Statement: The product as described in this report has demonstrated compliance with the Florida Building Code 2014, Sections 1711.1.1, 2304.9.3, 2321.5, 2321.6, 2321.7. Product Description: The HGA10 & HGAM10 Hurricane Gusset Angle consists of a steel angle to connect a wood member to a wood member or wood member to a masonry wall. The straps are used to transfer load between members. Product Dimensions: STOCK NUMBER STEEL GAUGE STEEL GRADE (ksi) DIMENSIONS (in.) W D H HGA10 14 40 3'/2 2 3 HGAM10 14 1 40 3'/2 2 7/8 3 Material: ASTM A 653 Steel G90 Galvanized. Materials: Wood Wood members must be Douglas Fir with a minimum specific gravity (G) of 0.50, or an approved member with a minimum equivalent specific gravity (G) of 0.50. Wood members shall have a moisture content not exceeding 19 percent (16 percent for structural engineered lumber). Wood members must be used under continuously dry conditions and where sustained temperatures are limited to 1000 F. Preservative and Fire -Retardant -treated Wood Connectors or fasteners used in contact with preservative -treated and fire - retardant -treated wood shall be in accordance with Section 2304.9.5. Fasteners Required fastener types and sizes are specified in Table. Masonry Materials and quality of masonry construction must comply with the applicable sections of FBC 2014. Minimum concrete strength shall be 2000 psi. ``,`,,l1SC1E+, f ,,I/� CEksF<'��i r� No. 449W 1f STATE OF f' 'BOA% ALORIUA � � CAA FL# 17699.1 May 1, 2015 i. Force Enbineenng &Testing Ir. J19530 Ramblewood Drive Humble,TX 77338 Design Procedure: The allowable loads shown in Table are based on allowable stress design and. include a 60% increase for wind and seismic load conditions per Section 10.3.2 of the NDS. No further increases are permitted. The allowable loads are based on wood members with a moisture content not exceeding 19 percent (16 percent for structural engineered lumber). If moisture content exceeds this value, a wet service factor, C,.,, must b,: applied per Section 10.3.3 of the NDS. The allowable loads are based on wood members under continuously dry conditions and where sustained temperatures are limited to 100' F. Wood members that will experience sustained exposure to temperatures exceeding 1000 F shall be adjusted by the temperature factor, C, per Section 10.3.4 of the NDS. Wood members to which the strap is attached must be designed by a registered design professional per FBC 2014. Masonry construction must he minimurn hollow C90 concrete block and designed by a ret'stered design professiona; per FBC 2014. Installation: Install the angle in accordance with this e-valuation report and the manufacturer's installation instructions. Testing and Specifications: 1. ASTM D1761-88 Test Report No.3018 02-31365.1 by Eiement Materials Technology. Test Report No.3018 01-31031.1 by Element Materials Technology. Test Report No.ESP016578P.11TDL100ONCRETE. by Eiement Materials Technology. 2. ASTM D 7147 comparison letter. Signed and sealed by Jai nes F. Coflms, JR. PhD. P.E. 3. AF & PA National Design Specifications for Wood Construction IND.S) 2012 Quality Assurance Entity: The manufacturer has established compliance of rr.)of panel products in accordance with the Florida Building Code tend Rule 61G20 3.005 (3) for manufacturing under a quality assurance prograrn audited by an approved quality assurance entity. �1101tittrf, CEkSF(s� No. 44923J (� a ' STATE OF ►�•' 'vim OR 1 '0 FL## 17699.1 May 1,2015 HGA & HGAM Hurricane Gusset Angle Series Allowable Loads STOCK STEEL DIMENSIONS (in) FASTENERSCHEDULE'•z ALLOWABLE LOADS (Ibs) 4 NUMBER GAUGE W H D Plate Rafter/Truss F, F 2 3 F3 Uplift Qty Type Qty Type Cp = 1.6 Cp = 1.6 CD = 1.6 CD =1.6 HGA10 14 31/2 3 2=1 4 1 WS3 4 WS15 1320 1565 835 1285 HGAM10 14 31/2 3 21/e 4 '/4" x 1'/4" Wedge -Bolt + 4 W51 S 1075 1080 760 1 980 ' Pow ers Fasteners 1/4" x 1-3/4" Wedge -Bolt+ (included) installed in predri.led 1/4" hole into minimum 2000 psi concreie compressive strength . Refer to manufacturer's literature for furthur information. 2 WS3 and WS15 refer to USP Structural Connectors Woodscrew s that are 3" or 1-1/2" long, respectively, and 1/4" nominal diameter. Screw s are provided w ith product. ' Load in F2 direction is based on compression perpendicular to grain for Douglas sir (Specific Gravity = 0.50 or greater) . 4 Loads include a 60% increase for w ind or seismic load conditions. No further increase shall be permitted. slat, ai jFctifl C.0 A. ;V Z671A 0,�yfiRtl�ttttt8 ,14(�-,mil • . • • .. � - Ji-f3 •`Q'. •�G�'`1 S ''� ja = ~ • No.449' r e � • � N n R STAT- C`F� -- s • � n s � APB 29 2015 3112- HGA10 Uplift Moisture Earner Not Shown — c, '3 Typical HGAM 10 Installation Ervi,066--d IAS,.r-qi loaj I -IC k. f HGAM10 Typical HGA10 Installation —4f2.'e of Flc,.d, C.0-k E E. tio.449211 ► STATE OF 0 R Z APR 2 9 2015