Loading...
HomeMy WebLinkAbout23-57385335 Eighth Street Zephyrhills, FIL 33542 Phone: (813) 780-0020 Fax: (813) 780-0021 1 is7zgg 7= F" 38-2023 Issue Date: 04/14/2023 REINSPECTION FEES: (c) With respect to Reinspection fees will comply with Florida Statute 553.80(2)(c) the local government shall impose a fee of four times the amount of the fee Imposed for the initial Inspection or first reinspection, whichever is greater, for each subsequent reinspection. Notice: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permit required from other governmental entities such as water management, state agencies or federal agencies. I 11111111FIRII IMINIFIR 1 111111 1 111 11 Complete Plans, Specifications add fee Must Accompany Application. All work shall be performed in accordance with City Codes and Ordinances. NO OCCUPANCY BEFORE C.O. NO OCCUPANCY BEFORE C.O. CONTRACTOR KACTOR SIGNATURE PEJAIT OFFICE() F 40 N TEO OW 'Tra hokel 6,171; In 9: 14 813-780-0020 City of Zephyrhills Permit Application Fax-813-780-0021 Building Department Fee Simple Titleholder Address .2 _VnIml INSTALL PROPOSED USE SFR TYPE OF CONSTRUCTION 7-1 BLOCK DESCRIPTION OF WORK ILDING VALUATION OF TOTAL CONSTRUCTION -7 AMP SERVICE PRO IE_RGY W.R.E.C. M =PLUMBING 4,04 =MECHANICAL " VALUATION OF MECHANICAL INSTALLATION 3 =GAS SPECIALTY OTHER .7 ROOFING ----7L__ELnnrLZrWFAaF,& 1­1YFS NO 0 ii Directions' Fill out application completely. Owner & Contractor sign back of application, notarized if over $2500, a Notice of Commencement is required. (AIC upgrades over $7500) Agent (for the contractor) or Power of Attorney (for the owner) would be someone with notarized letter from owner authorizing same OVER THE COUNTER PERMITTING (copy of contract required) Reroofs if shingles Sewers Service Upgrades A/C Fences (Plot/Survey/Footage) Driveways -Not over Counter if on public roadways..needs ROW NOTICE F DEED RESTRICTIONS: The undersigned understands that this permit may be subject to"deed"restrictions" which may be more restrictive than County regulations. The undersigned assumes responsibility for compliance with any applicable deed restrictions. UNUCENSED CONTRACTORST 1 IL.ITiE : If the owner has hired -a contractor or contractors to undertake work, they may be required to be licensed in accordance with state and local regulations. If the contractor is not licensed as required by law, both the owner and contractor may be cited for a misdemeanor violation under state law. If the owner or intended contractor are uncertain as to what licensing requirements may,apply for the intended work, they are advised to contact the Pasco County Building,inspection Division—Licensing Section at 727-847- 8009. Furthermore, if the owner has hired a contractor or contractors, he is advised to have the contractor(s) sign portions of the "contractor Block" of this application for which they will be responsible. If you, as the owner sign as the contractor, that may be an indication that he is not properly licensed and is not entitled to permitting privileges in Pasco County. TRANSPORTATION IMPACT/UTILITIES,IMPACT V FEES: The undersigned understands that Transportation Impact Fees and Recourse Recovery Fees may apply to the construction of new buildings, change of use in existing buildings, or expansion of existing buildings, as specified in Pasco County Ordinance number 89-07 and 90-07, as amended. The undersigned also understands, that such fees, as may be due, will be identified at the time.of permitting. It is further understood that Transportation Impact Fees and Resource Recovery Fees must be paid prior to receiving a "certificate of occupancy" or final power release. if the project does not involve a certificate of occupancy or final power release, the fees must be paid prior to permit issuance. Furthermore, if Pasco County Water/Sewer Impact fees are due,they must be paid prior to permit issuance in accordance with applicable Pasco County ordinances. CONSTRUCTION CTI LIEN LAW(Chapter 713, Florida Statutes,as,amended): If valuation of work is$2,500.00 or more, I certify that 1, the applicant, have been provided with a copy of the "Florida Construction Lien Law—Homeowner's Protection Guide" prepared by the Florida Department of Agriculture and Consumer Affairs. If the applicant is someone other than the"owner", I certify that I have obtained a copy of the above described document and promise in good faith to deliver it to the"owner"prior to commencement. CONT CT° ' fOWNER'S AFFIDAVIT: I certify that all the information in this application is accurate and that all work will be done in compliance with all applicable laws regulating construction, zoning and land development. Application is hereby made to obtain a permit to do work and installation as indicated. I certify that no work or installation has commenced prior to issuance of a permit and that all work will be performed to meet standards of all laws regulating construction, County and City codes, zoning regulations, and land development regulations in the jurisdiction. I also certify that i understand that the regulations of other government agencies may apply to the intended work, and that it is my responsibility to identify what actions I must take to be in compliance. Such agencies include but are not limited to: - Department of Environmental Protection-Cypress Bayheads, Wetland Areas and Environmentally Sensitive Lands,Water astewater Treatment. - Southwest Florida Water Management District-Wells, Cypress Bayheads, Wetland Areas, Altering Watercourses. - Army Corps of Engineers-Seawalls, Docks, Navigable Waterways. - Department of Health & Rehabilitative Services/Environmental Health Unit-Wells, Wastewater Treatment, Septic Tanks. - US Environmental Protection Agency-Asbestos abatement. - Federal Aviation Authority-Runways. I understand that the following restrictions apply to the use of fill: - Use of fill is not allowed in Flood Zone"V"unless expressly,permitted. - If the fill material is to be used in Flood Zone "A", it is understood that a drainage plan addressing a "compensating volume" will be submitted at time of permitting which is prepared by a professional engineer licensed by the State of Florida. - If the fill material is to be used in Flood Zone "A" in connection with a permitted building using stem wall construction, I certify that fill will be used only to fill the area within the stem wall. - If fill material is to be used in any area, I certify that use of such fill will not adversely effect adjacent properties. If use of fill is found to adversely affect adjacent properties, the owner may be cited for violating the conditions of the building permit issued under the attached permit application, for lots less than one (1) acre which are elevated by fill,an engineered drainage plan is required. If I am the AGENT FOR THE , 1 promise in good faith to inform the owner of the permitting conditions set forth in this affidavit prior to commencing construction. I understand that a separate permit may be required for electrical work, plumbing,,signs, wells, pools, air conditioning, gas, or other installations not specifically included in the application. A permit issued shall be construed to be a license to proceed with the work and not as authority to violate, cancel, alter, or set aside any provisions of the technical codes, nor shall issuance of a permit prevent the Building Official from thereafter requiring:a correction of errors in plans, construction or violations of any codes. Every permit issued shall become invalid unless the work authorized by such permit is commenced within six months of permit issuance, or if work authorized by the permit,is suspended or abandoned for a period of six(6)months after the time the work is commenced. An extension may be requested, in writing, from the Building Official for a period not to exceed ninety (90) days,and will demonstrate justifiable cause for the extension. If,work ceases for ninety(90)consecutive days, the job is considered abandoned. WARNING TO YOUR FAILURE TO TIC OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR , IF YOU INTEND T:IN FINANCING CONSULT WITH YOUR LbENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. FLORIDA JU AT(R:S.'197.03} OWNER OR AGENT CONTRACTOR Subscribed and swor�r-to(or affirmed} fora m this Subscribed and sworn to( r-atfiirmetl befog a this Who is/are personally known:to me or produced Who is/ a personally known to me or has/have produced identification, _ L:≤ LV _A'≤iixs identification. ° Notary Public Notary Public Commission No. Commission Na. N�rne of t print OKS Name o Q goad,p S Notary Public•State of F orida =° �r': Notary Public-State o₹Florida `°�'" Commission�MW 230137 �° �.: Ccrrnmiss�on�Hh§23Q337 ' o� My Comm.Expires Feb 1S. 7026 os my Comm.Expires Feb tgr 2426 Bonded through National Notary Assn. bonded through Mationa(Matary ssn. 1 0• !.. i !; ! 1 ! ♦ i 10.00 D0.00 110 Nikki Alvarez -So t Pasco CountyComptroller Permit No. Parcel to No i eCOMMENCEMENT state OfrCounty of_ > THE UNDERSIGNED hereby gives notice that Improvement will be made to certain real property, and In accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement ) y p� �p y� i. Description of Property: PEW Identification No.. _ 1 /_ _c� 4---,) f 0 01 f� � Z 1� 0 — P�=I�TT7 i 3. Omer Infont10- or Lessee intormotAn If the Lessee contracted for the improvement: Interest In Property: i'city state OwnerName of Fee Simple Titleholder: (it different from . + . a" .. ' ' 41}Y State l l LR ! 4a O Vact Conom's Telephone No.: 5. Surety: Name Address City State Amount of Bond: +3 Telephone No.: 6. Lender. Name ;, Address City State Lender's Telephone No.: 7. Persons within the State of Floridadesignated by the comer upon whom notes or other documents may be served as provided by Section 7 f 3.13(1)(a}(7), Florida Statutes: Name Address Ciry State Telephone Number of Designated Person: 8. In addition to himself, the owner designates to recetve a copy of the Lionor s Notice as proved in Section 713.13(1Kb), Florida Statutes. Telephone Number of Person or Entity Designated by Owner. 9, Expiration date of Notice of Comma (one expiration date may not be before the completion of construction and final Payment to the contractor, but will be one year from the date of recording unless a different date Is specified): WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1 SECTION 713.13, FLORIDA STATUTES AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENt MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under penalty M perfury, I declare that I have read the foregoing notice of commencement and that the facts stated therein are true to the best of my knowledge and belief. STATE OF FLORIDA COUNTY OF PASCO / Signature of Owner or Lessee, or Owner's or Lesseds Auderfaed <*s p NANCY JEAN BROOKS bq t}ffiurerlDtractorh'artner7Manager Notary Public - State of Florida Commission d HH 230137 / Signatorys TltlatOfsce The Comm. Expires Fan. �daY20 by . ev ("a of authority, e.g., officer, trustee, attorney in fact) for (name of parry on behalf of whom instrument was executed). Personalty Known ❑ Qg Producedlden catch y� Notary Signature Type of ide fon Produced "Name (Print) wpda olcewmmencomenLpco53048 State Of Florida, County Of Pasco This is to certify thM the foregoing is a true and correct copy ()!: the document on file or of public record in this office. Witness my hand and official seal this day ot` 2LL, Z"j_ 201;5_ Nikki Alvarez-Sowles, Esq., Clerk & Comptroller Pasco County, Florida By (w AI'7'Af--AhePUtY Clerk ZMWKME��i 5847 12th St. - permit (Planning Comments) Todd Vandeberg <tvandeberg@ci.zephyrhills.fl.us> Fri 4/14/2023 9:00 AM To: Jackie Boges <jboges@ci.zephyrhills.fl,us> Jackie, Please see the comments from Planning regarding the above -referenced property / permit: L) Confirm if the proposed structure is intended to be an accessory dwelling living unit to be lived 2.) Confirm spec's sheet— 30' wide —appears to not match on the drawings/ app with the spec's; 3.) Confirm scl footage and height (max point of roof pitch) of the proposed structure and the primary residence. Todd Vandeberg Planning Director City of Zephyrhills 5335 8th Street Zephyrhills, FL 33542 813-780-0006 Ext. 3505 Disclaimer: Fla, Stat 668.6076 "Under Florida law, e-mail 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 this office by phone or in writing," jt // / avn¢2e.,ws+m'*+mmw�rvtaa�waxr.�wmns+w vsa+. r r c + � 3 ewe z ' k T.. s \ 3L1 / Li Yt f � P ` E 1 I • I - t E w _ �.LIEIIIF APR I4 2Q3 t _ • R � t ,sum ON IN= 11 December 2020 Revision 9 M&A Project No. 16062S/16155S/16207S/17155S/1720OS/18068S/18156S/1829OS/20019S/20324S Digitally signed Wayne by Wayne S Moore S Moore Date: 2022.09.06 10:12:19 -04'00' P.O. Box 1287 Mt. Airy, NC 27030 u= 11*1L1JVA* "19 and Consulting, Inc. rw� = = lion =- 04 g mg, 1! 11 401 S. Main St., Suite 200 Mt. Airy, NC 27030 1\400PE Arq* —�kss=6" 0 Ile E N No 57170 -:0 STATE OF 4 't,JONA�- 1111111111 This item has been electronically signed and sealed by Wayne S. Moore, PE, using a Digital Signature and date. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. ,« �,. No 57170 , °« STATE O « � r «. v « ttliii This Item has been electronically signed and sealed by Wayne S. Moore, PE. using a Digital Signature and date. printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic Copies. MOORE AND ASSOCIATES DRAWN Pt LT RO_ BOX 1287, J ENGINEERINGA CONSULTING, INC. MOUNT AIRY, NC 27030 By, �Il- _ EN .. � I f-I1 %4 iECT W3M No JOB NO t1fi1 S T, 11-0 , I Sf 4 AU ,�i is y i r S� FIT. i DYE to SK-3 a ���flfilt178,ft��B *�> e S.A40 No 57170 :x +. STATE of . �• This item has been electronically signed and sealed by Wayne 5, Moore, PE. using a Digital Signature and date. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies_ MOORE AND ASSOCIATES DRAVN Vi LT INC- P.O. Sox 1287, ENGINEERING AND CONSULTING, INC, CHECKED svr PIN MOUNT AIRY, NC 27030 3f)'- "- 2 .F-." ENCLOSED ->RU .TU .JIM ND IW60S11015" 1S T'6 GT MMI WSM 1 ^ + NTS 1 / 9S s4S .N't RA f X Y 1i 1A Dta. ND S— 9 WWI WwAlargin1 SHEET I PE SEAL COVER SHEET CI OF 2) SHEET IA PE SEAL. COVER SHEET (2 CIF 2) SHEET 2 DRAWING; INDEX SHEET 3 INSTALLA? l❑N NOTES AND SPECIFICATIONS SHE; T 4 TYPICAL SIDE AND END LLEVATIONS SHEET S TYPiCAv RAFTER/COLUMN FRAME AND SIDE F RAMINI_, SECTION CBE3X EAVE STRLJi:.TURF) SHEET 5A 1 YPICAL RAF J_E_R/C❑LUMN FRAME AND SIDE F RAM NG SECTION (BOX EAVE STRUC LURE) SHEET 5B FYPICAL_ RAFTED/C❑LUMN FRAME AND SIRE_ FRAMING SECTION (BOX EAVE STRUCI URE) SHEET 6 COLUMN CONNECTION DETAILS (BOX EAVE SIRUCTURE) SHEET 6A CDLI.lMN CONNECTION DETAILS (BOX LAVE STRUC I URE ) SHEET 7 TYPICAL RA( 1 E:::R/c:.D1_AJMN FRAME AND SIDE FRAMING SECTION (BOW EAVE STRUCTURE) SHEET 7A TYPICAL RAFTER/COLUMN FRAME AND SIDE FRAMING, SECIION (BOW EAVE_ STRUCTURE) SHEET 7B TYPICAL RAFT ER/COl_.UMN FRAME AND SIDE FRAMING SECTION (BOW EAVE STRUC 1 URE) SHEE1 B COLUMN CONNECTION DETAILS (BOW EAVE STRUCTURE) SHEET BA COLUMN CUNNECTIFIN DETAILS (BOW EAVE S T RUC I URE) SHEET BASE RAIL ANCHORAGE OPTIONS S11EL_T 9A ADDITIONAL BASE RAIL ANCHORAGE OPTION SI IEET 10 BOX EAVE RAFTER END WALL AND SIDE WALL OPENINGS SHEET 11 BOW EAVE RAFTER END WALL AND SIDE WALL OPENINGS SHEET 12 CONNECTION DETAILS SHEET 13 CONNECTION DETAILS SHEET 14 BOX EAVE RAFTER LEAN—TO OPTIONS SHEET 15 BOW EAVE RAFTER LEAN-TO OPTIONS SHEET 16 VERTIC AL ROOF/SIDING OPTION END AND SIDE ELEVATION AND SECTION SHEE I i 7 S?DE WALL AND END WALL HEADER OPTIONS SHEE ( 13 OPTIONAL BASE RAIL UN GRADE APPLICATION SHEET 19 OPTIONAL BASE. RAIL ON TIMBER BEAM SHEET 20 OP I ZONAL BASE RAIL_ ON 1 IMBER BEAM WITH SOIL NAIL SHEET 21 ❑PTI❑NAL CONCRETE STRIP FOOTING II �4a i •,r S. Mo g4 E N No 57170 w > "" >• STATE OFAl c t� Q R This item has been electronically signed and sealed by Wayne S. Moore, PE, using a Digital Signature and date_ Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. ASSOCIATESMOORE AND : MOUNT AIRY, NC 27030 ENGINEERING . F 1II ,sit 1, INSTALLATION NOTES AND SPECIFICATIONS 1. DESIGN IS FOR MAXIMUM 30 -€i' WIDE x 20-0' EAVE HEMI-H ENCLOSED STRUCTURES. 2 DESIGN WAS BONE IN ACCORDANCE WITH THE 2020 FLORIDA BUILDING CODE (T8C) 7TH EDITION, 2018 NORTH CAROLINA BUILDING CDDF, 2006 INTERNATIONAL BUILDING CODE (IBC), 2009 IBC, E012 IBC, 2015 IBC AND 2018 TBC, 3 DESIGN i [LABS ARE AS FOLLOWS A) DEAD LOAD I<5 PSF B) LIVE LOAD = I2 PSF C) GROUND SNOW LOAD = 30 PSF ;< 26'-C'), 35 PSF (26' 0' < W <_ 30 -0') NOTE <UNBALANCED SNOW LEADS DUE TO DRIFTING HAVE NOT BEEN EVALUATED) 4 3-SECOND GUST ULTIMATE WIND SPEED (VuEr) _= 105 TO 145 MPH (NOMINAL WIND SPEED = 82 TO 112 MPH)- 5 MAXIMUM RAFTER/COLUMN AND END COLUMN SPACING 5.0 FEET (UNLESS NOTED OTHERWISE) 6, END WALL COLUMNS (POSTS) ARE. EQUIVALENT TO SIDE WALL POSTS IN SIZE AND SPACING (UNI._ESS NOTED OTHERWISE) 7 RISK CATEGORY I S. WIND EXPOSURE CATEGORY D. 9 SPECIF"ICATTONS APPLICABLE 10 23 GAUGE METAL_ PANELS FASTENED DIRECTLY TO 2 112' x 2 1/2' - 14 GAUGE TUBE STEEL (TS) FRAMING MEMBERS (UNLESS NOTED OTHERWISE). 10 AVERAGEFASTENER SPACING ITN -CENTERS ALONG RAFTERS OR HAT CHANNELS, AND COLUMNS (INTERIOR OR END) = Ei INCHES. 11 FASTENERS CONSIST OF 1/4'x3/4' SELF -DRILLING FASTENER (SDF), USE CONTROL SEAL WASHER WITH EXTERIUR FASTENERS. SPECIFICATIONS APPLICABLE ONLY FOR MEAN ROOF HEIGHT OF 2C FEET OR LESS, AND ROOF SLOPES 01 14' (3:12 PITCH) OR LESS SPACING REQUIREMENTS FOR OTHER ROOF HEIGHTS AND/OR SLOPES MAY VARY ROOF SLOPES LESS THAN 312 REQUIRE USE OF LAP JOINT SEALANT. I2_ GROUND ANCHORS SHALL BE INSTALLED THROUGH BASE RAIL WITHIN 6' OF EACH COLUMN_ 13, STANDARD GROUND ANCHORS (SOIL NAILS) CONSIST OF #4 RFBAR W/ WELDED NUT x 36' LUNG AND MAY BE USED IN SUITABLE SOILS OPTIONAL ANCHORAGE MAY BE. USED IN SUITABLE SOIt_S AND MUST BE USED IN UNSUITABLE SOILS AS NOTED_ 14 WIND FORCES GO VERN OVER SEISMIC €'EIRCES SEISMIC PARAMETERS ANALYZED ARE_ SCAT.. SITE CLASS - D RISK CATEGORY I R= 325 IE= I0 Sos= 2039 q V= CsW SG'- 1258 g 15 WINDOW AND DOOR DESIGN PRESSURES ARE APPLICABLE TO THE STATE- OF FLORIDA ONLY S. Alo0 No 57170 $m STATE OF "'; 9/O N A� � 0% This item has been electronically signed and sealed by Wayne S. Moore, PE, using a Digital Signature and date_ Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. BY, t T P.O. BOX €287, MOUNT AIRY, NC 27030 BOX EAVE FRAME RAFTER STRUCTURE ROLL 111' 11-04-F DOOR (ASAPPLICABLE) ' LA L (AS APPLICABLE) DrsIGN PRESSURE DES'6N PRESSURE (177 PSF. F -l')85 PS+(312 PSF, -3164 PSF) (TYP WINDOW <AS APP11CABLE) DESIGN PRESSURE (3267 PSF. -3293 PSF) _6L (TYP LENGTH VARIES DCPENInNC, ON 30'-0* MAXIMUM RAFTER SPAN (W) NUMBER AND SPACING OF RAFTERS-—— TYPICAL END ELEVATION TYPICAL SIDE ELEVATION SCALE: NTS SCALE- NTS BOW SAVE FRAME RAFTER STRUCTURE ROLL -UP N11 DOOR (AS AARE CABLE) CAS APPLICABLE) DESIGN PRESSURE DESIGN PRESSURE (177 PSF, -1985 PSF (312 PST, -3164 PSF) W-0- MAXIMUM RAFTER SPAN (W) TYPICAL END ELEVATION SCALE: NTS MOORE AND ASSOCIATES ENGINEERING AND CONSULTING, INC. TYPICAL SIDE ELEVATION SCALL. NTS %%%% t1tillitill 111 .......... 0 G E N No 57170 STATE OF -IJ C) 0 A This item has been electronically signed and sealed by Wayne S. Moore, PE. Using a Digital Signature and date. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. N BY, LT P.O. BOX 1287, MOUNT AIRY, NC 27030 (ED BY, PDH 30'-O"x2O'-O" ENCLOSED 1-11-1-51a "i JM NO 29 GA GALVANIZED METAL 'R00' AND WALL PANELS FASTENED TO RAFTERS AND POSTS �,--TS ROOF RAFTER 12 18 GA. U-CHANNEL BRACE TS LACED COLUMN CTYP ) Y. TS BASE <TYP, W � 26'-Q' MAXIMUM RAFTER SPAN TYPICAL RAFTER/COLUMN FRAME SECTION SCALE1 NTS SEE NOTES (SHEET 3) FOR MAXIMUM MOORE AND ASSOCIATES ENGINEERING AND CONSULTING, INC. 29 GA GALVANIZED METAL REEF AND WALE PANELS FASTENED TO TS ROOF vzr fit`€:: RAFTERS AND POSTS TS COLLAR 1°f~- \ y` I* 12 ,f...11 lit Ba,E �a 26'-0- t W S 30' 0- MAXIMUM RAFTER SPAN TYPICAL RAFTER/COLUMN FRAME SECTION SCALE NTS S. E Al o 57170 a. STATE OF .' This item has been electronically signed and sealed by Wayne S. Moore, PE. using a Digital Signature and date. Panted copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. ).. i0xM+rKzu 29 GA GALVANIZED METAL AN 0 PANE.L.S FASTENED TO 29 GA GALVANIZED METAL REIOF— WALL RAF fE RS AND POSTS AND WALL PANELS FASTENED TO TS ROOF RAFTER— RAFTERS AND POSTS �'—Is ROOF RAFTER TS COLLAR TIE— A , J�L-- 6A 3 18 GA BRA Cc U-CHEANNCL T TS DOUBLE COLUMN iS DOUBLE COLUMN (TYP) i ili K I yp TS BASF R#1,1--- ,TYP!i S BASE: RA;— (TYP) W <, 26'-0' MAXIMUM RAFTER SPAN SEE NOTES (SHEET 3) FOR MAXIMUM LENGTH VARIES DEPENDING ON NUMBER AND SPACING OF RAFTERS TYPICAL RAFTER/COLUMN SIDE FRAMING SECTION =; NTS 26-0' < W i 3W 0- MAXIMUM. RAFTER SPAN TYPICAL RAFTER/COLUMN FRAME SECTION SCALE: NITS 0 No 57170 STATE OF 4 4 OR\ 0 0 N A This item has been electronically signed and sealed by Wayne S, Moore, PE. using a Digital Signature and date. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies, P.O. BOX 1287, MOUNT AIRY, NC 27030 29 GA GALVANIZED METAL ROOF — 29 GA GALVANIZED METAL ROOF; AND WALL PANELS FASTENED TO AND WALL PANELS FASTENED TO RAFTERS AND POSTS TS ROtlt- far `. RAFTERS AND POSTS . 7$ COLLAR TIE H, y ,� ROOF' RAFTER � Y ti y ._.€ ie CA u_cHANNEL BRACE T = ice... TS COLUMN--TS CI It UMN a Ti (TYA) � g � (TYP) �. 4 ry ( o TS BASEj - h *fit IS BASE mA;u y fTYP) ai';:. f F. ,.A ITYP) i FT W C 26` D' MAXIMUM RAFTER SPAN r -„-, } 26'-0- < W S. 30'-0' MAXIMUM RAFTER SPAN TYPICAL. RAFTER/COLUMN FRAME SECTION TYPICAL RAFTER/COLUMN FRAME SECTION SCALE: NTS SCALF: NTS SEE NOTES (SHEET 3) FOR MAXIMUM O R AND ASSOCIATES ENGINEERING 1 Y = YAyfJ 'nT''.Ytk iY k�F ` 3 i' ti 9" M . Y ! t k 4! � � k •# •..°r34 Y Y '}3 tt B 'Ft i"Y �' :'. YY. St 0 �k No 57170 Wx STATE OF :� b -.11111111111101 This Item has been electronically signed and sealed by Wayne S. Moore, PE. using a Digital Signature and date. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. 1 , P.O. BOX 1287, MOUNT AIRY, NC 27030 t tf ENCLOSED STRUCTURE JM NO 8 SH aa: No SK-3 61 9 3/16 76 BOX EAVE RAFTER/CORNER POST CONNECTION a '... 0< TO �- 20'-0- %CALENTS MOORE AND ASSOCIATES ENGINEERING AND CONSULTING, INC. auklzl� IS GA U-CHANNEL BRACE FASTENED In THE COLUMN AND R00i RAFTER, WITH (4) 3/4' SDI 'S AT EACH END (12 PER PACE) CE BRA SECTION SCALE: NTS Str - A40 �e.. ®° ........ E N No 57170 :xz )3% STATE OF 4 0 A" R 1111111% This Item has been electronically signed and sealed by Wayne S. Moore, PE, using a Digital Signature and date, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies, P.O. BOX 1287, MOUNT AIRY, NC 27030 30'-O"x2O'-O" FNCLOSED STRUCTUR j"aa 061 1 Lg-110 /2W - SCALD NTS 182M19 6 Dva No SK-3 6EV, 9 TS ROOF 4?IrT CONNECTOR 3 SLEEVE TO RAFTER L" 1/4'-i/4 SDF'S (EACH END) 18 6A U-CHANNEL BRACE FASTENED TO THE COLUMN AND RAFTER -"MtN(MUM 6' LONG, MINIMUM 14 GA, CONNECTOR SLEEVE SECURE WITH ( 1/4'n3/4' 'SDFS) <I YP) DOUBLE COLUMN BOX EAVE RAFTER/CORNER POST CONNECTION DETAIL FOR HEIGHTS 10'-0' < TO !L-0' 1 A p,-,E NTS --- ----------- T 18 N L CA U-CHANNEL N L BRACE FASTENED TO THE COLUMN AN 0 ROOF RAFTER, WITH (4) 1/4*x3/4* SDF*S AT EACH t/al END 03 PER BRACE) BRACE SECTION SCALE; NTS MOORE AND ASSOCIATES ENGINEERING AND CONSULTING, INC. CONNECTOR SLEEVE TO RAFTER TS ROOF SECURE WITH (4) 1/4*x3/4' SDF'S (EACH END) 18 GA IT CHANNEL BRACE FASTENED TO THE COLUMN AND RAFTER BOX EAVE RAFTER/CORNER POST CONNECTION DETAIL FOR HEIGHTS j 10'-0' • SCALFNTS S. No 57170 :4r-- Rya S 44/ TATE OF 0 R ti - ON A ittitt This item has been electronically signed and sealed by Wayne S. Moore, PE, using a Digital Signature and date. Printedcopies of this document are not cons:Aered signed and sealed and the signature must be verified on any electronic copies. P.O. BOX 1287, MOUN'r AIRY, NC 27030 4 29 GA GALVANIZED METAL ROOF—j 2�9 GA GAI.VANIZE.D METAL AND WALL PANELS FASTENED TO AND WALL PANELS cASTFNE RAFTERS AND POSTS RAFTERS AND POSTS IS BOW -AF'F>R BOW RAFTER TS COLLAR TIE— \ IS CA U-CHANNEL BRACE IS LACED COLUMN TS LACED COLUMN yp (TYR TS BASC �0,41 1i (TYP W y 26-0- MAXIMUM RAFTER SPAN ............ — . . . . ................. TYPICAL RAFER/COLUMN FRAME SECTION SCALE NTS SEE: NOTES (SHEET 'I) FOR MAXIMUM CPA( jNr� LENGTH VARIES DEPENDING ON NUMBER AND SPACING CIF RATTERS Wda(fffl=0 0- SCALE7N—Ts— IS BASE RA (TYR 26-0- < W j 30-0- MAXIMUM RAFTER SPAN S. A40 NS No 57170 cc z STATE OF C) OR \0 -',1jj11111111110NM- ON This item has been electronically signed and sealed by Wayne S. Moore, PE, using a Digital Signature and date. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. PD. BOX 1287, MOUNT AIRY, NC 27030 29 GA. GALVANEZED METAL. ROOT`— 29 GA GALVANIZED METAL ROOF-s AND WALL PANELS FASTENED TO AND WALL PANELS FASTENED TO i RAFTERS AND POSTS RAFTERS AND POSTS TS BOW PA" [ - A I) ( TS BOW RAFTER 'r TS COLLAR >n" fiA T `f12 z r TEZ GA U-CHANNEL �' ......i� BRACF ( j ice— .. �= i tt h. IQI G Z s J' I °=-,--TS DOUBLE COLUMN TS DOUBLE COLUMN (TYP) FE 61 (TYP) t$$ E I o I �.�.. s BASE: Ts BASE FA,. TYP 1�111 F, ) n � 'p�. �J.. T r x"• tTYPJ W < 6 D MAXIMUM RAFTER SPAN ( 25 Q < W < 306 MAXIMUM RAF IFR SPAN 7 TYPICAL RAFTER/COLUMN FRAME SECTION TYPICAL RAFTER/COLUMN FRAME SECTION SCALE; NTS SCALE. ;N?5 SEE NOTES <SHEET 37 FOR MAXIMUM LLNGTH VARIES DEPENDING ON NUMBER AND SPACING OF RAFTERS r TYPICAL RAFTER/COLUMN SIRE FRAMING SECTION SCALE- NTs MOORE AND ASSOCIATES ENGINEERING, S. �>k a 111 i tOt�t No 57170 ~` �c 41 °.® STATE OF J- 0 o� ,1110 N A� �' 0 At This item has been electronically signed and sealed by Wayne S. Moore, PE. using a Digital Signature and date. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies, r5A3::1.:, 4. VVil..11itYVJ rilYV Jth<J �,. t iJi\A.:J, tIVL. BY, RO, BOX 1287, MOUNT AIRY, NC 27030 CHECKEM ® ENCLOSED STRUMIRE JOB M J182 PR13JECT NMI T 12-11 a NTS 19 _ / 9S1 rg TFWi tear ISW. 7A �Dw& No SK-3 a 29 GA GALVANIZED METAL ROOF AND WALL PANELS FASTENED TO RAFTERS AND POSTS BOW RAFTER 12 6A U-CHANNEL TS COLUMN (TYP) TS BASF P.i 6 CTYP) ey.. �4/ E 2b'-0' MAXIMUM RAFTER SPAN TYPICAL RAFTER/COLUMN FRAPPE SECTION SCALE; NTS SEE NOTES (SHEET 3) FOR MAXIMUM CPArlmi LENGTH VARIES DEPENDING ON NUMBER AND SPACING DE RAFTERS 4.. TYPICAL RAFT RMILUMN SIDE FRAMING SECTION SCALE NTS ENGINEERINGMOORE AND ASSOCIATES AND CONSULTING, INC, 29 GA. GALVANIZED METAL ROOF—, AND WALL PANELS FASTENED TO TS BOW RAFTER-_-- i RAFTERS AND PDSTS TS COLLAR eA a S 12 j _ e I J z S i p S � f� TS COLUMN LTYP.3 TS BASE -FAS 3 � \ tTYP) MAXIMUM RAFTER SPAN TYPICAL RAFTER/COLUMN FRAME SECTION SCALE; NTS - A4 p ° E IV o 57170 °sffi STATE OF 44r This item has been electronically signed and sealed by Wayne S. Moore; PE. using a Digital Signature and date. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. RO•OX 1287, MOUNT Y, NC 27030 IHHF�4) SD S MNIMUM 8 MINIMUM 14 CONNECTD; SECURE W1 L/4'.3/4' ------------------ BOX EAVE RAFTER/CORNER POST CONNECTION DETAIL FOR HEIGHTS 0' < TO j 20'-0' SCALE1 NTS LOOM1121 a a HINW-00 — — - — --------- -- 18 GA U-CHANNEL BRACE FASTENED TU THE COLUMN AND ROOF RAFTER, WITH (4) 1 V4' SDF'S AT EACH END (12 PU4'xRRACE) S 0 0 4* E N No 57170 ir STATE 0 F J- 4tj "'IIONA\-e 10 111111111 This item has been electronically signed and sealed by Wayne S. Moore, PE, using a Digital Signature and date. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. P.O, BOX 1287, MOUNT AIRY. NC 27030 W- �7 L _kF;jj_ij MINIMUM 8' 1, ONE, — M NiMUCA CONNECTOR SLEEVE SECURE WITH (8) 1/4'x3/4' SDF'S TS BOW SECURE: WITH (4) 1/4'.3/4' SDF'S ( EACH END) Te 3 TS DOUBLE COLUMN 18 CA U -CHA NNCL BRACE rASTENCE) TO THE COLUMN AND RAFTER BOX EAVE RAFTER/CORNER POST CONNECTION DETAIL FOR HEIGHTS 10'-0' < TO �, 16'-0' -------- 1A CALE NITS . ................... le GA U-CHANNC.L BRACE FASTENED TO THE COLUMN AND ROUT RAFTER, WITH (4) 1/4, x3J4 . SDF'S AT EACH r7 112, END (8 PER BRACE) BRACE SECTION SCALE NIS F_A' h'Ll A a. • TS BOW SECURE WITH (4) 1/4'x3/4' SDF'S (EACH END) 3 MINIMUM 8' LONG MINIMUM 14 GA "" 3' LEVE CONNECTOR S L C I- VE E , WITH 1.1 SECURE 1/4'.3/4' SDF'S 113 CA U-CHANNCL BRACE FASTENED TO THE COLUMN AND RAFTER COLUMN BOX EAVE RAFTER/CORNER POST CONNECTION DETAIL FOR HEIGHTS j 10'-0' 1B Nis 011tIll 111Jjjjj1f"� S � A40 0 No 57170 -XZ 0. STATE OF Al OR ONA\- 11111111114 This Item has been electronically signed and sealed by Wayne S. Moore, PE. using a Digital Signature and date, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. I1�7-=7'rA11r",VS1,CC1 OR FIBERGLASS RS 3 MINIMUM 3 EMBEDMENT (TYP) MONOLITHIC CONCRETE FOOTING -1' (3000 PSI MIN) REINFURCFT) WITH (2)-44's CONTINUOUS BASF, RAIL ANCHORAGE OPTIONS INSTALL 1/2'xG 3/4' EXPANSION ANCHOR THROUGH BASE RAIL WITHIN 6' OF EACH WWF OR FIBERGLASS COLUMN (ALSO FIBERS APPLICABLE Tn END WALLS) Q 4 U, j 4 M 41 Ak CONCRETE MONOLITHIC SLAB 2 BASE RAIL ANCHORAGE ','CALE: NTS MINIMUM ANCHOR EDGE DISTANCE IS 4' x COORDINATE WITH LOCAL CODES/DRD VARIES GENERAL NOTES 2' WASHERS N 0 T CONCRETE MONOLITHIC SLAB DESIGN BASED ON MINIMUM TOP OF ASPHALT— SOII BEARING CAPACITY OF 1,500 PPAVEMENT UR CONCRETE,SI GROUND SURFACE CONCRETE SHALL. HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF 3,000 PSI AT 28 DAYS COVER OVER REINFORCING STEEL, FOR fUUNDATIONS, MINIMUM CONCRETE COVER OVER REINFORCING BARS SHALL BE PER ACI 318 3' IN FOUNDATIONS WHERE THE CONCRETE IS CAST AGAINST AND 13 PERMANENTLY IN CONTACT WITH THE EARTH DR EXPOSED ' THE EARTH DR WEATHER, AND 1 112' ELSEWHERE REINFORCING STEEL, THE TURNDOWN REINFORCING STEEL SHALL BE ASIM A(,15 GRADE 60 SLAB THE SAB REINFORCEMENT SHALL BE WELDED WIRE, FABRIC MEETING ASIM A185 DR FIBERGLASS FIBER REINFORCEMENT REINFORCEMENT MAY BE BENT IN THE SHOP OR THE FIELD PROVIDEDi I REINFORCEMENT IS BENT COLD 2 THE DIAMETER" EIF THE BEND, MEASURED ON THE INSIDE OF THE BAR, IS NOT LESS IHAN SIX BAR DIAMETERS 3 REINFORCEMENT PARIIAI-AY EMBEDDED IN CONCRETE SHALL NOT BE FIELD BENT HELIX ANCHOR NOTES, I FOR VERY DENSE AND/OR CEMENTED SANDS, COARSE GRAVEL AND COBBLES, CALJCHF, PRELOADED SILTS AND CLAYS, USE MINIMUM (2) 4' HELICES WITH MINIMUM 30' EMBEDMENT OR SINGLE 6' HELIX WITH MINIMUM 50' EMBEDMENT 2 FOR CORAL USE MINIMUM <2) 4' HELICES WITH MINIMUM 30' EMBEDMENT OR SINGLE 6* HELIX WITH MINIMUM 50' EMBEDMENT 3 FOR MEDIUM DENSE COARSE SANDS, SANDY GRAVELS, VERY STIFF SILfS, AND CLAYS USE MINIMUM (2) 4' HELICES WITH MINIMUM 30 INCH EMBEDMENT OR SINGLE 6' HELIX WITH MINIMUM 50' EMBEDMENT 4 FOR LOOSE TO MEDIUM DENSE SANDS, FIRM 10 STIFF CLAYS AND SILTS ALLUVIAL FILL, USE MINIMUM (2) 6' HELICES WITH MINIMUM 50* EMBEDMENT `-5 . FOR VERY LOSE TO MEDIUM DENSE SANDS, FIRM TO STIFFER CLAYS AND SILTS, ALLUVIAL FILL. USE MINIMUM (2) 8' HELICES WITH MINIMUM 60' EMBEDMENT TS CONTINUOUS PASE RAIL HELIX EYE AN(.',HOR (SEE NOTES BELOW? I - INSTAL 1/2.'x6 3/4' EXPANSION ANCHOR THROUGH BASE RAIL WITHIN 6* OF EACH COLUMN, (ALSO APPLICABLE TO END WALLS) —J� 4 4 1 MINIMUM 3 1/4� 1 7 EMBEDMENT (TYP) ........... MONOLITHIC CONCRETE FOOTING (3000 PSI MIN.) REINFORCED WITH ',2)-94'c, ONTINLJOUS I CONCRETE SLAB BASE f 2A RAIL ANCHORAGE SCALE: NITS MINIMUM ANCHOR EDGE DISTANCE IS 4' o COORDINATE WITH LOCAL CDDES/URD —DRI[I 5/8' DIAMETER HOLE THROUGH THE RASE RAIL AND SF C URE TO ANCHOR EYE WITH I/P. DIAMETER THROUGH BOLT VARIES GROUND BASE 21 HELIX ANCHORAGE 3 SCALE: N S (CON BE USED I UP ASPHAI, T) S. 0, A/ No 57170 :Jz STATE OF I 44J OR This item has been electronically signed and sealed by Wayne S. Moore, PE. using a Digital Signature and date. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. RO. BOX 1287, MOUNT A] RY, NC 27030 .MIS Rw ffi M� --EDGF OF CONCRETE 112'0 EXPANSION At CHDB TS BASE RAIL FS BASE RAIL ' 1 -4 EXTENSION . ...... EDGE OF CONCRETE COLUMN SECTION (LEG> SCALE; NTS TYPICAL ANCHOR DETAIL WHEN BASE RAIL IS NEAR EDGE OF CONCRETE SCALE: NTS 5/8' DIAMETER HOLE THROUGH THE BASE IV-1 RAIL AND SECURE TO ANCHOR EYE WITH 112- DIAMETER THROUGH BOLT 1/2* WASHERS - TOP OF ASPHALT PAVEMENT T S CONTINUDUS BASE RAIL. c ASPHALT BASE ANCHORAGE J SCALL: NTS , 8% Isi %� �e S- A40 't 0 41�1 EN No 57170 0 STATE OF 4Z/ S 4 0 R This Item has been electronically signed and seated by Wayne S. Moore, PE, using a Digital Signature and date. Printed copies of this document are not cons.dered signed and sealed and the signature must be verified on any electronic copies. vllluffffwal� �11 I'll, qw�12 BOX EAVE RAFTER END WALL AND SIDE WALL OPENINGS SEE NOTES SEE NOTES (SHEET 3) CSHCET 3) FOR MAXIMUM F OR MAXIMUM IS BOX EAVE RAFTER/ COLUMN ASSEMBLY OPENING FOR ROLL UP 1� POOR WITH HEADER OPENING FOR - -,' PERSONNEL DOOR WITH HEADER MOORE AND ASSOCIATES COVSIJITlk�G, ICC. TYPICAL BOX EAVE RAFTER EAD WALL OPENINGS FRAMING SECTION SCALE: NTS OPENING FOR WINDOW WITH HEADER AND WINDOW RAIL (ALSO APPLICABLE TO END WALLS) ......... 0 No 5-17170 gyp°STATE OF - '441 N 1,11,1111111111111AON This item has been electronically signed and sealed by Wayne S. Moore, PE. using a Digital Signature and date. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic Copley. MOUNT AIRY, NC i7030 30'-O"x2)'-O" ENCLOSED STR JIM 11,40 law q2--w&p ws ----'1qeqQS/ftqq" .to Dwa isD SK-3- 9- BOW EAVE RAFTER END WALL AND SIDE WALL OPENINGS SEE NOTES SEE NOTES S HEET 3) (SuEET 3) FOR MAXIMUM FOR MAXIMUM MUM INNIMM" Keg a TS HOW EAVE RAFTER/ COLUMN ASSEMBLY OPENING FOR ROLL -UP RqP!_WP'H HEADER SEE i'l OPENING FOR PERSONNEL DOOR WITH HEARER K191111 =1M 1 1110 019MM-Gui OPENING FOR WINDOW WITH HEADER AND WINDOW RAIL (ALSO APPLICABLE PPLICABLE TO END WALLS) S) "%J1111111,1 A4(:) N 0 57170 --Q t cc z 13 *•. STATE OF 441 0. 441 iiii 0 0 N A CE�00' This item has been electronically signed and seated by Wayne S. Moore, PE, using a Digital Signature and date. Printed copies of this document are not considered signed and seated and the signature must be verified on any electronic copies. P.O. BOX 1287, MOUNT AIRY, NC 27030 'DH 30'-O"x2O'-O"EN CLOSED STRUCTUR JOB No low XS—N ME, H=Rtl SCALE# NTS 1929os/mv SK. 11 =�Dwa m SK-3 �;1_9 T` LACED COLUMN TS U COLDOBLL S COLUMNUMN 4 MINIMUM 6' LONG, -1-MINIK"M 6� LONG, �9 MINIMUM 14 CA, -MINIMUM 6* LONG, MINIMUM 14 CA CONNECTOR 3/16 SLEEVE TO .. .. .... ... IT BASE RAIL I MINIMUM 14 GA CONNECTOR SLEEVE __­4 1 �4� SECURE �ITH" S 1/4'.)/ SIT CONNECTOR SLEEVE TO S BASE RAIL 1/16 TYP CONNECTOR L TS (E4F)VE H SECURE WITH 1/ 4'. 3/ 4 SDF'S , CONNECT O CONNECTOR SLEEVE SLEEVE TRO SECURE WITH (4) BASE RAIL 1/4'.3/4' SDF'S Typ) i (TYP) TS CONTINUOUS- IS CITNIINUOUS_ TS CONTINUOUS-- BASE RAIL BASE RAIL BASE RAIL POST/BASE RAIL .. ........ POST/BASE RAIL POST/BASE RAIL 3A�-C-ONNECTION DETAIL CONNECTION DETAIL 3B 3 SCALE: NTS SCALE: NTS TS ROOF RAFTER TS LACED (CORNER) CONNECTOR \3/t6 SLEEVE TO BASE RAIL 3/16 16 CA ANGLE CLIP SECURE TO COLUMN AND RAFTER WITH 1/4'.3/4� SDF'S F'S 2 ON TOP AND 2 ON SIDE IS END COLUMN I -MINIMUM 6' LONG, ­TS DOUBLE COLUMN i "I MINIMUM 14 GA, (CORNER) CONECTOR SLEEVE SECURE WITH <4) -MINIMUM 6' LONG, MINIMUM SDF'S 14 GA, CONECTOR SLEEVE CONNECTOR SECURE WITH <4) 1/4'x3/4' SDF'S SLEEVE TO 16 GA CLIP ANGLE BASE RAIL "'J/16' I i/L'.i 312 x2' t6 CA SECURE TO RAFTER ' [ C COLUMN A40 BASE CLIP ANGLE SECURE TO AFT, RAIL WITH (4> _R I, UM�l AND t/4*.3/4' SDF'S B/4'.3/4* SDFASE PAIL WITH (4) 1'S END COLUMN/RAFTER CONTINUOUS BASE RAIL I/ CONNECTION DETAIL END COLUMN/BASE RAIL 4 SCALE; NTS CONNECTION DETAIL 5 j SCALE: NTS IS COLUMN (CORNER, MljN1�1111 6' LONG A, IIINFCIUR SLFEV: SECURE 'IT. k45 .�-1/4'.3/4' SDF'S CONNECTOR 21 t 112'xl 112*,2' 16 CA S EEVF TO CLIP ANGLE SECURE TO BASE RAIL 3/16 "" , I RAFTER COLUMN AND f BASE RAIL WITH (4) 1/ 4 3 4 SDF'S ITS CONTINUOUS BASE RAIL END COLUMN/BASE RAIL CONNECTION DETAIL 5B _-k_'E NrS TS COLUMN OR END COLUMN 2*.2,.2, 16 CA ANGLE. CLIP SECURE TO COLUMN AND EITHER TOP OF HEADER. OR BOTTOM OF WINDOW RAIL WITH i/4'.3/41 SI)FIS TS HEADER OR WINDOW RAIL COLUMN OR WINDOW RAIL/ WALL GIRT TO POST `CO6 CONNECTION DETAIL 77,.E NTS, MOORE AND ASSOCIATES ENGINEERING AND CONSULTING , INC. 1-4 .-?S CONTINUOUS BASE PAIL END COLUMN/BASE RAIL 5A CONNECTION DETAIL SCALE NTS % *III I It #111'r 0 % N No 57170 STATE OF 4 OR\V..-* N This item has been electronically signed and sealed by Wayne S. Moore, PE, Using a Digital Signature and date, Printed copies of this document are not considered signed and sealed and the Signature must be verified on any electronic copies, P,O. BOX 1287, MOUNT AIRY, NC 27030 30'-0"x2)'-0" ENCI,OSED STRUCTUR JaB ND 18W L_g=U-w S LE, NTS W290S/2aft95 1 12 iowa No SK-3 61 9 CONNECTION DETAILS CONNEC TOT SLLE.VE T HEADER TS TRUSSED RAFTER OR NUN -STRUCTURAL HEADER CONNECTOF SLEEVE TI HEADER IS END COLUMN=^ ❑R DOOR WINDOW FRAME POST TS HEA BLR, BASE RAIL OR WINDOW RAIL 1".2' k6 GA ANGLE CLIP SECURE. TO COt. UMN EACH VDE) AND RAFTER CHORD/RAIL WITH 1/4'x3/4' SITE 'S a ON BOTTOM AND 2ON SIDE NOTE = AT ROLL -UP DOOR OPENINGS, COLUMN SHOULD BE FLUSH WITH RAIL END CLIP COLUMN TO RAtt_ ONLY ON Si DE OPPOSITE THE OPENING COLUMN TO HEADER, BASE RAIL, OR WINDOW RAIL OUBLE HEADER MINIMUM 6' LONG, MINIMUM 14 GA., TS SLEEVE SECURE EACH WITH (4) EDF'S TS COLUMN DOUBLE HEADER/COLUMN CONNECTION DETAIL SCALE NTS IS ROOF RAFTER i COLUMN,,,.: %`M`sl 6' LONG, -� NIMUM 14 GA, TS ..': FEVE SECURE WITH "`""" "'F•—""""'"``{ ) t/4'x714` SDF'S q-' L., III GA. U-CHANNEL. '...ATTACH COLLAR TIE COLLAR TIE TO ROOF RAFTER WITH (4) 1/4,3/4' SDF'S LEACH END) DOUBLE HEADER COLUMN/DOUBLE 9 �CONNECTION DETAIL ,•—TS COLLAR TIE M TS ROOF RAF 7'ER ..... .,.,. P ... ` - COLLAR TIE CONNECTION DETAIL ALE' NTS IS TRUSSED RA`i TER CHOR OR NON-STRUCTURAL BEAD IS END COLUMN - OR DOOR WINDOW FRAME PEST TS ROOF RAFTER 3/k6 � TS CHORD 3/16 COLLAR TIE RAFTER TO CHORD 'N CONNECTION DETAIL .,, �., NNE TION DETAIL 10 SCALE: NTS SCAI_w N^ IS COLUMN MINIMUM 6' tV M1 N[MUM 14 GA, CONECTGR St..FFVF SECURE VITH C4) It4'x3/4- SDF'S CON tNunuS BASE RAIL COLIFAAW11tASE CONNECTION DETAIL 13 NTS 'MINIMUM 6' LONG, ,) VMINIMUM 14 GA,. CONNECTOR SLEEVE SECURE. EACH WITH TS HEADER, BASE —ti L4) I/4'x3/4" RAIL. OR WINDOW SELF-DRIL.ING RAIL i FASTENERS II1eLUMN TO l • r OR BASE RAIL 4.+% IIII CONNECTION 14 ®e�>,. S t 0 ttt IV No 57170 +m � cc z STATE OF 4U -Z R p `4d ##f This item has been electronically signed and sealed by Wayne S. Moore, PE. using a Digital Signature and date. Printed copies of this document are not considered signed and sealed and the Signature muse be verified on any electronic copies. BOX EAVEy FTER LEAN-TO ROOF EXTENSION OPTION uA,° tm#ihz-T � tt: FYPICAL BOX .Af OPT -IONS FRAMINGfN (BOTH OPTIONS SHOWN) SCALE NTS MAXIMUM WIDTH OF SINGLE IS ROOF EXTENSION LEAN-TO IS 12'-0' MAXIMUM WIDTH OF DOUBL.F TS ROOF EXTENSION LEAN--IO IS 16'-0', MAXIMUM SINGLE COLUMN HEIGHT FOR MAIN BUILDING WITH ROOF EXTENSION LEAN-TO ATTACHED IS 8'-0` FOR COLUMN CONFIGURATIONS REFERENCE RAFTER COLUMN CONNECTION DETAILS, IS ROOF RAF ER 12' LONG CONNECTOR SLEEVE— MAIN BUILDING 14 GA SECURE RAFTER TO C[7NNEC IOR SLEEVE WITH �} �•.:�- i 3-12 CONNEs,a 4c 3/lE SLEEVE FOR a SLEEVE 3116� TO RAFTER MINIMUM 6' LONG. MINIMUM 14 rA.,CONNECTOR SLEEVE l SECURE COLUMN TO TS DOUBLE CONNECTOR SLEEVE WITH EX7E.NSION (4) 1/4'x3/4' SDF'S RAFTER 2°x2'x2' 14 GA. ANGLE CLIP. ----IS COLUMN SECURE TO COLUMN AND RAFTER CHORD/RAIL W[IH 1/4'; 3/4' SDF'S 2 ON BOTTOM AND 2 ON SIDE SIDE EXTENSION RAFTER/ COLUMN DETAIL FOR RAFTER FANS 12'--0' < TO 16'--0o J "x2'x2' 16 GA ANGLE CLIP SECIiRE T❑ COLUMN WITH (4) 1/4°x3/4" SDF'S '_"S DOUBLE ,µ It ANv TO RAFTER COLUMN r LEAN—TO RAFTER y yr TO RAFTER POST CONNECTION WIDTHSFOR 12'-0'TO TS ROOF RAFT MAIN BUILDING i2' LONG CONNECTOR SLEEVE t4 GA. SECURE RAFTER TO CONNECTOR SLEEVE WITH (6) 1/4'x3/4' SDF'S ?"x2'x2' 16 GA. ANGLE CLIP SECURE W COLUMN WVH (4) 1/4'x3/4' SDF'S TS LEAN-TO RAFTER S COLUMN I TS EXTENSION RAFTER NIPPLE 3/16.. TO RAFTER <TTP) 113/16 RAFTER TO RAFTER POST CONNECTION DETAIL i SCALE: NTS FOR ! r ' O R AND ASSOCIATES ENGINEERING AND CONSULTING, INC. aa1� 5 9/[6' LUnntE �urc SLEEVE ."' TG RAFTER -MINIMUM 6LONG, MINIMUM 14 GA,CONNECTGR SLEEVE [ SECURE COLUMN TO CONNECTOR SLEEVE WITH yy (4) 1/4'x3/4'SDF'S `,—,TS COLUMN D EXTENSION RAFTER/ COLUMNDETAIL FOR RAFTER Ar4, SPANS y r, S. No 57170 i � m> STATE OF 9 + w m #It{i{6 This item has been electronically signed and seaters by Wayne S. Moore, PE, using a Digital Signature and date, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. BOX 1287, AIRY,MOUNT 1 ST` U iK i •. I. BOW E RAFTER OPTIONS SCALE NTS MAXIMUM WIDTH OF SINGLE IS ROOF EXTENSION LEAN-TO IS 12-0' MAXIMUM WIDTH [IF DOUBLE IS ROOF EXTENSION LEAN-TO IS 16-0', MAXIMUM SINGLE. COLUMN HEIGHT FOR MAIN BUILDING WITH ROOF EXTENSION LEAN-T❑ ATTACHED IS 8'-0' FOR COLUMN CONFIGURATIONS REFERENCE RAFTER COLUMN CONNECTION DETAILS. r- 2'x2'x2° IS GA ANGLE CLIP (. 2'x2'x2' 16 GA ANGLE CLIP � SECURE TO COLUMN WITH (4) SECURE TO COLUMN ElITH (4) 1/4'x3/4' SFF'S �. 1/4'x3/4' SDF'S -TS DOUBLE Troy, LEAN -If.] RAFTER i-:IS LEAN -'ICI R RAFTER 3 TS COLUMN ` -4S COLUMN l i; LEAN—TO RAFTER TO LEAN—TO RAFTER RAFTER POST CONNECTION TO RAFTER POST DETAIL FOR WIDTHS CONNECTION DETAIL. ... 12°-0- <TO j _16'-0' (1 N FOR WIIITHS 12'-0` 6 j SCALE- NITS . J'CALKI . :. S. GEJ o 57170 STATE OF .•I«: This item has been electronically signed and sealed by Wayne S, Moore, PE. using a Digital Signature and date. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies, AND ASSOCIATESPO. BOX 1287, . • A f ENGINEERING,x� B #i': i '�9 ]! Y!PF9";i b[���� .�^'.eeb is ter' e a - x a• rx 'Mb i TYPICAL END ELEVATION VERTICAL ROOF/SIDING_ SCALE NTS TYPICAL SECTION VERTICAL ROOF/SIDING OPTION SCALE_ NrS 11F NOTES/—JjP5­j9 CAUCF HAT CHANNEL PURLIN SPACE 1AT4­0' DC CMAXIAND FASTENED 0 MAXIMUM TO FAC-iRAFTER WITH !2) /4'x3(4' SDF'S IPACINCI <TYP ) ,i �_ GIRT _SPACE D AT 4 S` 0, (MAX) 16,12"FAMM 4-01 lax W X " I 4910291HIM QW40 RIMMON OWL NG TYPICAL SIDE ELEVATION VERTICAL ROOF/SIDING �CAI F: NTF L 125, ­ke HA' CHAi' I'UR -IN PANEL ATTACHMENT ,ALI TERNATE FOR VERTICAL ROOF PANELS) SCALE NTS -S 'N No 57170 53 STATE OF /ad Z 0 R .'jj0NA\- 'ilimlt'00% This item has been electronically signed and sealed by Wayne S, Moore, PE. using a Digital Signature and date. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. P.Q. BOX 1287, MOUNT AIRY, NC 27030 ID1 —IS HEADER 0 yp i TS CHORD V S' CSC. (TYP 3/16 1 T Y P 3/16 LACED HEADER DETAIL FOR DOOR OPENINGS 12'-0' < LENGTH < 2W-V 0' SCALE< NTS TS HEADER SINGLE HEADER DETAIL FOR DOOR OPENINGS LENgj!1�7-V SCALE: NTS TS HEADER Mira■a, VI TS HEADER (TYP) 3-12 3_12 L—J"! %%% tj I I 111# 1 1111IN S� �Ae S. A40 0 16ESN ' No 57170 :xz STATE OF tIJ ONXk- I'llil I I illo" This item has been electronically signed and sealed by Wayne S. Moore, PE. using a Digital Signature and date. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies, P.O. BOX 1287, MOUNT AIRY, NC 27030 ��F�11 �1�� ANCHOR (TYP ) OPTIONAL BASE RAIL ON GRADE APPLICATION LENGTH VARIES /-TS RASE RAIL ISRACIER /"POS7 TYP) NAIL (36' LENGTH TYP ) SE(-7TLQN-(:!:) SCALE: NTS ISK -Ll HELIX ANCHOR SIDE MAXIMUM SPACING LENGTH r 1 VARIES 10-0- (EVERY OTHER POST? RAW N I "INNOWNWAL 4LOWAR111 I NQ FR BASE RAIL TS RAFTER POST TS BASE RAIL SEQT10N-L-,'-)i SCALE: S %0*11111111111,ir, S. 0 No 57170 :xz STATE OF ON A\-'k%0 This item has been electronically signed and sealed by Wayne 5, Moore, PE. using a Digital Signature and date, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies, P.O. BOX 1287, MOUNT AIRY, NC 27030 RAEM"t k1_4 m 'sa!doo oiuo iy)ajs Aue u0 pal}iian ag asnuu wnaeu s aql pue paleas pue paUSIS paraP!S 0Z) ;ou aye zuawnuap sjgi }o satdna paXuPd a3ep pup aln3euStS jellSiG e guisn •3d 'aa0oVq 'S auAef Aq paleas pue paus{s A1lsatuwiaaja uaaq seq wail s;y,l 'Y do :Uvis CL OLiLS O _ S1N la�S -N01 DIS 3sys a3awll--, I IOU 'Jv"1_�� _. lkvzi 3sve S1 1W, ,j d313va S1 • S91VIDOSSV CINV # 4 (1SOd N3N10 A?f3R3` 0 01 S3IdVA !)Nl3VdS wnwixvw HIDN i _....9�Ntt XI� ...... S-1N IIV3S 6j.- ....__/ �S LN I-ly , s31aaA w19N3 t Wvaff Hattwil NO rllvd 3svff r1vN01jL(10 E OPTIONAL BASE RAIL ON TIMBER BEAM WITH SOIL NAIL TS BASE RAIL / TS r RAFTER PPOST( TYP) .... . ......... ..... 4 . ..... ....... ..... . .. . ......... . —Slfla. NAIL TIMBER (36 LENGTH EASE TYP —HELICAL AUGER ANCHOR SEC,IIQN 2 NTS S IQ) tMBER I ASE AND 1ASE RAIL SCALE: NTS HELIX ANCHOR .... .......... ........... MAXIMUM SPACING LENGTH -- ---- - - - - . ...... VARIES 1 10'-0(EVERY OTHER .............. ---- - MOORE AND ASSOCIATES ENGINEERING AND CONSULTING, INC. TS RAFTER POST IS BASE RAIL SECTIQN_(:-�-' SCALE NTS � "-2 S- A46 il�ir" 0 N No 57170 STATE OF 4U Z4 0 0 R This item has been electronically signed and seated by Wayne S, Moore, PE. Using a Digital Signature and date, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies, P.O. BOX 1287, MOUNT AIRY, NC 27030 I iNG BASE a ltnkltowwmmltll��Iximpjl�oolmilwictwmwmfal,x tFTER POSIT ,SE RAIL CONT TSB LL 1/2.6 1/4' EXPANSION ANCHOR GH BASE PAIL WITHIN 6' OF EACH N MtNIMUM 3 114* EMBEDMENI (TYP) MKIM110 SECTION r7`\ SCALES NTS SK-21 COORDINAfE WITH LOCAL CODES/ORD. ==- MW maim lem" EN'*' No 57170 STATE OF 441 4u A, ORkv t ONM-S" 'fl,11111111101 This dern has been electronically signed and sealed by Wayne S. Moore, PE. using a Digital Signature and date. Printed copies of this document are not considered signed and sealed and the signature must be verified an any electronic copies, P.O. BOX 1287, MOUNT AIRY, NC 27030 ®tv--T su" 3CIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications Contact Us BCIS Site Map Links Search db��; i ' s to Product Approval USER: Public User Product ApQLayAl Menu > Product or Search Application S rch , Application Lis' > Application Detail L 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 Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL22561-R3 Revision 2020 Approved Steel Building and Structures, Inc. 820 Reeves Drive Mount Airy, NC 27030 (336) 367-6600 sbspermitting@sbsihq.com Frances Garcia sbspermitting@sbsihq.com Structural Components Roof Deck Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Wayne Moore PE-57170 Keystone Certifications, Inc. 05/31/2027 Simon Segal, P.E. Validation Checklist - Hardcopy Received FL22561 R3 COI FPC 22561 AG Metal Roof Panel - P-n r_Eval Report Feb ZQ2_Lp.df Standard ASTM E1592 Product Approval Method Method 1 Option D Date Submitted 03/04/2021 Date Validated 04/15/2021 Date Pending FBC Approval 03/04/2021 Date Approved 04/15/2021 su_m!r of Products.___ FL # Model, Number or Name Description 22561.1 AG Metal Roof i Low and High wind roof panels Limits of Use Installation Instructions Approved for use in HVHZ- No FL22561 R3 II FPC 22561 AG Metal Roof Panel 4:_agrEval Approved for use outside HVHZ: Yes Report Apr 2021. pif Impact Resistant., No Verified By: Wayne Moore, P.E. FL-57170 Design pressure- N/A Created by Independent Third Party: Yes Other: See installation drawings for Design Pressure Evaluation Reports 1 FL22561 R3 AE F 2256 AG eta 0"' P nel - Eval PC 1 M �Enr �Apr 2021.p if Reportp, �s Created by Independent Third Party: Yes 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 smalls 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: M W wo Kid E Credit Card safe MORE AND ASSOCIATES ENGINEERING AND CONSULTING 15 April 2021 Engineering Evaluation Report M&A Project No. 20300S 401 S. Main Street Suite 200 Mt. Airy, NC 27030 Rhone: (336) 415-3540 Fax: (336) 719-2020 Prepared By: Wayne S. Moore, P.E. FL PE No. 57170 M&A COA No. 8966 Manufacturer: Steel Buildings and Structures, Inc. 820 Reeves Drive Mount Airy, NC 27030 Product: AG Metal Roof Panel North Augusta, SC 29B41 Phone: (803) 279-7799 Fax: (B03) 279-3B4B www,MandA-inc.com Product Description: Low and high wind rated wall panels, FL Product Code Approval No.: FL22561 Code Compliance Statement, Moore and Associates Engineering and Consulting, Inc. (M&A) has reviewed the plans, calculations and testing information that applies to Florida Product Approval #FL22561 under the 2020 Florida Building Code, 7 Ih Edition and finds them in compliance. Certificate of Independence: Wayne S. Moore, P.E. and M&A does not have, nor does it intend to acquire or will it acquire, a financial interest the company manufacturing or distributing the product or products being tested. Wayne S. Moore, P.E. is not employed by nor is M&A owned, operated or controlled by the company manufacturing or distributing the product or products being tested. Wayne S. Moore, P.E. and other M&A staff who are licensed Professional Engineers registered in the State of Florida who perform technical evaluations do not have, nor will they acquire, a financial interest in the company manufacturing or distributing the product or products for which test reports are being issued. Wayne S. Moore, P.E. and other M&A staff who are licensed Professional Engineers registered in the State of Florida who perform technical evaluations do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product or products. National Society of =M IIRNM��� Calculations: Structural calculations dated 11 January 2021 performed by John Smith, E.I.T. and checked by Wayne S. Moore, P.E. Drawings: Drawings SK-1 through SK-6 signed/scaled by Wayne S. Moore, P.E. Testing: ATLNC #0321 .01-1 7 test report dated 04/05/2017 and signed/scaled by David Johnson, P.E. Limitations and Conditions of Use: 1. Structural calculations were performed in accordance with the 2020 FBC, 7" Edition and compared to test results performed under previous FBC given that testing of panel was performed to maximum deflection and ultimate failure and that manufacturer utilizes same panel, supports and attachment fasteners. 2. Maximum allowable design pressure shall be as indicated on plans for each configuration. 3. This product is for use outside of the High Velocity Hurricane Zone (HVHZ). 4. This product shall be minimum 29 gauge thick galvalurne coated steel with minimum yield stress of 80 ksi. 5. Panel material shall comply with 2020 FBC, 7" Edition Sections 1405.2, 1405.11 and 1405. 17. 6. All supporting structural members shall be capable of supporting superimposed loads applied to this product. 7. Fasteners must consist of minimum 12-14 x -/4" self -drilling fasteners (SDFs) with control seal washers, 8. Analysis/design was performed assuming a maximum mean roof height of 20'-0" and a roof slope of 3:12 (14 degrees) or less. 9. Product shall be installed into substrates shown on installation drawings and shall not exceed spacing limitations. 10. Site conditions that deviate from calculation, drawing and/or testing limitation noted shall require further analysis by a licensed Professional Engineer registered in the State of Florida. Quality Assurance: W" III ,mg notwo frammmimmup nallumo•aim% a oil % 2.2mum Signature/Seal: ENGINEERING AN® CONSULTING 1009 East Ave 41 S. Main Street :0.. Fax :0• x4: A 1UTTF7JAWf • I� W, Client: SBSI Client Project/ PO Number: mma�_ Project Name: SBSI - Keystone FPC (Fi.22561.1) Project Location: Subject: Design Date: 1/12/2021 Project Number: 203005 Engineer Chej;ked By Approved By Name: John Smith "'" Date: 1/12/2021 Project: The purpose of the above calculations is to find design wind pressures for a 15,x10, section of AG Metal Roof for Risk Category I and Exposure B for 105-140mph (Low) and 141-170mph (High) winds. References: 2018 International Building Code (IBC) 2020 Florida Building Code (FBC) ASCE 7-16 Mathcad 6.0 AT I 7I Client: SBSI Job No. 20300S Sheet No. 1 Job Name: Ke stone FPC U date Rev. 0 Computed By: JS MOORE AND ASSOCIATES Subject: _ Design E .xt ) Date: jjj Checked By: ENfaNEFR1N( fDN5rS(S'4 AG M eta Roof Ca kS t space1:-5.ft apace2:=4•ft Risk Cat I Exposure Low Wind Spacing High Wind Spacing wiidth:=180•in' width 20zn i Htroof •0.25=1.875 ft meanrfht:=20 ft=20 ft Test Protocol ASTM E330 requires a _1.5 50% safety factor over design load pressures. Low ire 40mph (Vasd=108mph)h) Components and la in Doors and Window r ss res: A:=0.89 meanriht=20 ft (Based on 2018 IBC (ASCE 7®16), Pg. 362) Adjustment Factor Values found from interpolation using Vasil wind speeds since structure is Risk I. Roof(Wind ra square ft): Used Zone 3r (most conservative) Pdnet30posi08:=9,04 psf. =8.758 psf Ppdrotso�,o9 08 max(16 psf,Ppdnetaop,slo8)=16 psf Minimum Design pressure in Ppd.,,t38SeY108 =-44.86 .A=-39.92 f', either direction is 16psf per ASCE 7-16 Section 30.2.2 (pg. 333) Roof(Wind rea = 50 square ft): Using Zone 3e (2nd most conservative) 'pd t3a o,10g:=9.84 psf 4 A=8 758 paf PPdnet30p,,108:=max(16 psf,Ppdnetaoposi08)=16 psf P4 3Oneg108: —38.76 fasf« =-34.496 psf Note: Highlighted values indicate input. Client: SBSI Job No, 20300S Sheet No. 2 Job Name: Ke stone FPC U date Rev. 0 Computed By: Moo r Subject: Deli n Ex Date: iii.22i Checked By: High Wind 170mph (Vasd=132mph) Components and Cladding Doors and Window Pressures: A =089 mean,fht=20 ft (Based on 2018 IBC (ASCE 7-16), Pg. 362) Adjustment Factor Values found from interpolation using Vasd wind speeds since structure is Risk I. Roof(Wind rea = 50 square ft): : Used Zone 3r(most Ppd =I466 psf.A=,18.0 f conservative) 1'pdnet3opo81o8'=max(16 psf,Ppd f2et3opos132)=16 psf N e: Minimum Design pressure in either direction is 16psf per ASCE Ppd = 67.08 f- —59.' 01 . f 7-16 Section 30.2.2 (pg. 333) Roof(Wind Area = 50 square ft): Used Zone 3e (2nd most conservative) Pp d30032 et3(3pos132=14.66 f-A=13.047 psf Ppdreet30pos108==max(16 psi, pdraet3opos132)=16 psf 4,Pdnet3orregt 32=-57.98 s f-A=—51.602 psf Note: Highlighted values indicate input. CHAPTER 30 WND LOADS: COMPONENTS AND CLADDNG[ 30.1 SCOPE location for which channeling effects or buffeting in the wake 30.1,1 Building Types. This chapter applies to the determination of upwind obstructions wairant special consideration. of wind pressures on components and cladding(C&C)on buildings. 1. Part 1 is applicable to an enclosed or partially enclosed 30.1.3 Limitations The provisions of this chapter take into consideration the load magnification effect caused by gusts in • Low-rise building (see definition in Section 26.2); or resonance with along-wind vibrations of flexible buildings. • Building with h≤ 60 ft(18.3 m). The loads on buildings that do not meet the requirements of The building has a flat roof, gable roof, multispan gable Section 30.1.2 or that have unusual shapes or response roof,hip roof,nionoslppe mof,stepped roof,or Sllwloolli roof characteristics shall be determined using recognized literature and the wind pressures are calculated from a wind pressure documenting such wind load effects or shall use the wind tunnel equation. procedure specified in Chapter 31. 2.Part 2 is a simplified approach and is applicable to an enclosed 30.1,4 Shielding. There shall be no reductions in velocity • Low-rise building (see definition in Section 26.2); or pressure, caused by apparent shielding afforded by buildings • Building with h≤ 60 ft(18.3 m). and other sinictures or terrain feutures. The building has a flat roof, gable roof,or hip roof, and 30.1,5 AirPermeabie Cladding. Design wind loads deter- the wind pressures are determined directly from a table, mined from Chapter 30 shall be used for air-permeable 3. Part 3 is applicable to an enclosed or partially enclosed claddings,including modular vegetative roof assemblies, unless approved test data or recognized literature demonstrates lower • Building with h> 60 ft (18.3 m). loads for the type of air-permeable cladding being considered. The building has a flat roof,pitched roof,gable roof,hip roof mansard roof arched mot,or domed roof,and the wind 30,2 GENERAL REQUIREMENTS pressures are calculated from a wind pressure equation. 3Q.2.1 Wind Load Parameters Specified in Chapter 26. The 4.Part 4 is a simplified approach and is applicable to an enclosed following wind load parameters are specified in Chapter 26: • Building with 60 ft<h≤ 160 ft(18.3 m<h≤48.8 in). • Basic wind speed, V(Section 26.5). The building has a flat roof gable roof,hip roof mono- • Wind directionality factor, Kd (Section 26.6). slope roof or mansard roof and the wind pressures are • Exposure category (Section 26.7). determined directly from a table.. • Topographic factor, K, (Section 26.8). 5.Part 5 is applicable to an open building of all heights that has a • Ground elevation factor, Ke (Section 26.9) pitched free roof monostope free roof or troughed free roof. • Velocity pressure exposure coefficient,KZ or K5(Section 6. Part 6 is applicable to building appurtenances such as roof 26.10.1):, Velocity pressure, qz (Section 26.10.2) overhangs, parapets, and rooftop equipment. • Gust-effect factor(Section 26,11). 7.Part 7 is applicable to non-building structures—circular bins, • Enclosure classification (Section 26.12). silos and tanks;and rooftop solar panels. • Internal pressure coefficient, (GCS;) (Section 26.13). • Circular Bins, Silos and Tanks: h ≤ 120 ft (38.6m), not be less for C&C o huild 30.2.2 'caimu Design • Wind Pressures. The design wind roofs o o Solar Panels: Buildings of all heights with flat pressure ing shall l. than a net pressure or Gable or Hip Roofs with roof slopes less than or equal to 7 degrees of 16 lb/fta(0.77 kN/m,)acting in either direction normal to the surface. 30.1.2 Conditions, A building that has design wind loads 30..,2.3 Tributary Areas Greater than 700 fta (65 rn2). determined in accordance with this chapter shall comply with C&C elements with tributary areas greater than 700 ft2 all of the following conditions: (65 ml) shall be permitted to be designed using the provisions 1. The building is a regular-shaped building as defined in for main wind force resisting systems (MWFRS). Section 26.2; and 30.2.4 External Pressure Coefficients, Combined gust-effect 2. The building does not have response characteristics that make factor and external pressure coefficients for C&C, ( C,,), are it subject to across-wind loading, vortex shedding, or insta- given in the figures associated with this chapter, The pressure bility caused by galloping or flutter; nor does it have a site coefficient values and gust-effect factor shall not be separated. Minimum Design Loads and Associated Criteria for Buildings and Other Structures 333 $` s Net Design Wind Pressure,pnet3a,in lh/ft2,for Exposure B at h=30 ft, V=95-130 mph Enective ?erne Wind area basic Wind (t1 95 100 105 110 115 120 4 10 162 17.6 18.0 -19.5 19.8 -21.5 21.8 -23.6 23.8 25.8 25,9 2g i 4 20 , , -16.9 17.2 -18.7 18.9 -20.6 20.8 -22.6 22.7 -24,7 24.7 -26.9 4 50 -15.9 16.1 -17.6 17.8 -19.4 19.5 -21.3 21.3 -23,3 23.2 -25.4 4 100 ° _, -15.2 .r. -16.8 16.9 -18.5 18.5 20.4 20,2 -22.2 22.0 -24.2 5 10 162 -21.7 18.0 -24.1 19.8 -26.6 21.8 -29,1 23.8 -31.9 25.9 -34.7 30 5 20 d -20.3 17.2 -22.5 ( 18.9 -24.8 20.8 -27.2 ( 22.7 -29.7 24.7 -32.4 5 50 -183 16.1 -20.3 I 17.8 -22.4 19.5 -24.6 ( 21,3 -26,9 23.2 --29.3 272"x S 10{3 Al 16 9 -18 7 16.9 -20.6 18.5 -22.6 20.2 -24.7 22.0 -26.9 259 t 10 -25.9 28.7 31 6 :$ 34 7 t 37.9 1 -41.3 t 20 -24.2 % -26.8 n' -29.5 -32,4 35.4 -38.5 1 50 -21.9 -24.3 ' -26.8 -29.4 -32.1 , -34.9 1 100 -20.2 -22.4 -29.6 i -32.2 1 10 -149 ; -165 & -18.2 § _199 -21.8 _23.7 1 2O -149 -163 -182 -199 --21.8 -23.7 1" 5O -14.9 ' è —16.5 A. fs 18 2 , —19.9 —21.8 —23.7 t' 100 , —149 1€5 i82 199 208 "s .. 23,7 2 10 -34.l -37 8 Al 7 _45 7 St3.0 54.4 2 20 -31.9 '% -35.4 -39.0 -42.8 P t , 4t5.$ 50.9 2 50 -29.0 -32.2 -35,5 -38.9 $ -42.5 � 46,3 2 100 26.8 �' _29,7 3 --3'8 7 -36.0 39.3 42,8 3 10 d -46.5 -51.5 -68.1 -74.2 3 20 -42.1 -46.7 -51.4 -56.5 -61.7 67.2 3 50 -36.3 -40.2 -44.4 -48.7 � -53.2 �� �' -57.9 3 100 _31.9 -iS 4 E- -39 0 �.` -42 8 � -46.8 _50,9r -5 I 10 300 X332 "3fi6 ~40,2 j r 440 $ 47.9 1#1.4 5t52- 1 20 � -30.0 �� -33.2 -366 112 -44.0 47.9 ( 16.6 $6 1 50 � 18.2 2 _20 f 2 3 29.1 �� 12 t 100 9.4 0. 10.4 r,. 11 4 149 _ �.. -175 2e 10 -30.0 i 33 -36.6 4{3 Wt - #..0 47.9 18.4 -56.2 0 2e 30 -30,0 -33 36.6 4t*t4 2 � 44.O -47.9 16.6 56.2,. 2e 50 18 2 211.2 4 d 22 3 ., 24 S � � ?F.7 29a1 34.2 2n 10 —43.8 -48.5 534 —587 4t4 —64,1 X9.€1 1$,4 S1.9 A 2n 20 7,8 -419 -46 a -50,7 -55,4 60.4 l -703. ��. A 2r 10 3„ -48.5 ) -53.4 -58.7 *1 -64.1 tI2 -69.8 18.4 411.9 e 0 2r 20 -.-17,$ 41 9 -46.2 -50.7 1t -55.4 603.4 16.6 -7O.8 2r 50 3r3f1 s -312 P , -366 INws -402 r -44.13 47.9 <1k4;2 -5n.2 2r 100 :,•A .}5.1 c7 3e 10 -43.13 .48.5 423 -53.4 .58 7 -64.1 69.8 18.4 81.9 a 3e 20 -378 -41.9 -46 SO7 -55.4 tStt4 tfz.b ?O.8 3e 100 -24.1 . ' -26 7 29 4 -32 3 -35.3 -38.4 45.1 3r 10 -52.0 -57 6 -63 5 -69 7 -76.2 $3.0 1$4 -97.4 3r 20 -44.6 -49,4 ' -.54,4 -59,7 's --6653 -71.1 16.6 83.4 3r SO -34,7 38 4 -42 4 46 5 �� 501{ -55.4 �1 65.0 3r 100 -27.2 -30.2 e e x -33 3 ¢'; 3b 5 39.01 -43,5 -51.0 Notes:Plus and minus signs signify pressures acting toward and away from the surfaces,respectively.For effective wind areas between those given above,the load may be interpolated;otherwise,use the load associated with the lower effective area,Gray shading indicates that the final value,including all permitted reductions,used in the design shall not be less than that required by Section 30.2.2. Metric conversions: 1.0 ft=0.3048 in; 1.0 ft2=0,0929 n2;1.0 lb/fee =O.O479 kN/m2. FIGURE 30.4-1 (Continued).Components and Cladding,Part 2[h≤60 ft(h≤18.3 m)]: Design Wind Pressures for Enclosed Buildings—Walls and Roofs continues 352 STANDARD ASCE/SE1 7-16 *'> Net Design Wind Pressure, x�ec5),in lb/ft2,for Exposure B at h=30 ft,V=140-200 mph flflEffective Bic Wind ed(1n b} Wind Zone Area 191) 200 tft' 140 1501 1611 170 180 4 10 35.3 -38.2 40.5 -38.2 46.1 -54.0 52.0 -56.4 58.3 -63.2 64.9 -70.4 72.0 -781 4 20 33.7 -36.7 38.7 -36.71 44.0 -47.91 49.6 -54.11 55.7 0.61 62.0 -67.51 68.7 -74.8 4 50 31.6 -34.6 36.2 -34.61 41.2 -45.1I 46,6 -51.01 52.2 -57.11 58.1 -63.71 64.4 74.5 4 lilt} 34.0 33.4 34,4 33.4 39.2 43.1 44,2 -48.61 49.6 -54.5 55.2 60.7 61.2 67,3 -69.6 58.3 -78.0 644 87.4 72.0 -963 5 10 35.3 47.2: 40.5 -47.2 46.1 -61.7 52.0 -72.81 62.0 -81.11 68.7 -89.9 5 20 33.7 -44-01 38.7 -44.01 44.0 -57.51 49,6 64.91 55.7 5 50 31.6 -39.81 36.2 -39.81 41.2 --52.01 46.6 -58.71 52.2 -65.81 58.1 -73.41 64.4 -81.3 5 100 3O.0 -36.7 34.4 -36.7 39.2 -47.9 44,2 -54.1 49.6 -60.6 55.2 -b7.5 61.2 -74.8 1 10 -56.2 16.5 -56.2 18.7 -73.4 21.1 -82.8 23.7 92.9 26,4 -103.5 29.3 -114,6 1 20 -52.5 L +4 -52.5 17.6 68.5 19.8 -77,4 22.2 -86.7 24.8 96.6 27.4 -107.1 1 50 l ' 47 6 j41_ -47.6 16.0 -62.1 18.1 -70.1 20.3 78.6 22.6 -87.6 25.0 -97.1 1 100 _ ' -43.9 'U_ -43.9 57,3 16.7 -64.7 18,8 -72.5 20.9 -80.8 232 -89.5 72.3 16.5 -32,3 �7 -442 21.1 47,6 23.7 533 26.420 32 3 =4 32.3 . 19.8 47.6 s 22.2 53.3 24.8 59.4 27.4 65,9 _32 3 1 . . -32 3 16.4 -421 18.1 476 20.3 -53.3 22.6 59.4 25.0 -65.9 1 50 -59.4 23.2 -65.9 1' 144 32 3 ` 32.3 . �;1 -42.1 16.7 -47.6 18.8 -53.3 20.9 -136.5 29.3 -151.2 2 10 -74.1 16.5 74.1 18.7 96.8 21.1 �109.3 23.7 -122.5 26.4 2 20 a -69.3 r -693 17.6 -90.6 19.8 -102.21 22.2 -114.6 24.8 -127.7 27.4 -141.5 2 50 13 -63.0 14.1: -63.0 16.0 -82.3 18.1 -9291 20.3 -104.2 22,6 -116.1 25.4 -128,7 76.1 16.7 85,9 18.8 -96.3 20.9 -107.3 23.2 -118.9 2 i00 _58 3 -58 3 X 1 0 -186.0 29.3 -206.1 3 10 -l01.8 165 -141.4 18.7 131.9 21.1 1561.2 24,8 -168.5 27.4 -186.7 3 20 -915 L -91.5 17,6 119.5 19.8 1344 22.2 3 50 -78.9 14L`: -789 16.0 -103.0 18.1 116.3 20.3 -130.4 22.6 -145.3 25.0 -161.0 90 6 16.7 102.2 18.8 -114.6 20.9 -127.' 23.2 -141.5 3 100 9 3 -69 3 - -132.9 1 10 21.4 -65.1 24.5 -651 27.9 -85.1 31.5 -96,0 35.3 147.7 39.4 -120.0 43.b 1 20 19.3 -65.11 22.1 -65.1 1 25.2 -85.1 1 28.4 -96,0! 31.8 -107.71 35.5 -120.01 39.3 -132.9 1 50 16.5 -39.61 18.9 39.6 21.5 -51.81 24.3 -58.41 27.2 -65.51 30.3 -73.01 33.6 -80.9 -20.3 18.7 26,5 21.1 -3t1,C1 23.7 -33.6 26.4 -37.4 29.3 -41.5 1 104 -24.3 16.5 --132.9 2e 10 21.4 -65.1 24.5 -65.1 27.9 -85,1 31.5 --96.4 35.3 107.7 39.4 124.4 43,6 2e 20 19.3 5.1I 22.1 -65.11 25.2 -85.11 28.4 -96.01 31.8 -107.71 35.5 -120.0 39.3 -132.9 2e 50 16.5 -39.6 189 -39.61 21.5 -51.81 24.3 -58.41 27.2 65.51 30.3 -73.01 33.6 -804 2e 140 �_ -20.3 16.5 20.3 18.7 26.5 21.1 -30.0 23.7 -33.6 26.4 -37,4 29.3 -41.5 14 21.4 95.0 24.5 95.4 27.9 -124.1 31,353 -157.1 39.4 -175 43.6 -193.9 2n 20 19.3 82.1 1 22.1 821 1 25.2 -107.3 28.4 -1211 1 31.8 -135.81 35.5 -151.3[ 39.3 -167.7 ca 2n 50 16.5 65.1 18.9 -65.11 21,5 -85.11 24.3 -96.01 27.2 -107.71 30.3 -120.01 33.6 -132.9 2n 100 -52.3 16.5 52.3 t_ 18.7 68.31 21,1 -731 237 --86.4 26.4 -96.31 29.3 --106.7 A 2r 10 21.4 -95.0 24.5 -95.4I 27.9 -124.1 31.5 -140.1 35.3 -157.1 39.4 175.4 43.6 -193.9 -167.7 2r 20 19.3 -82.1 1 22.1 -82.1 1 25.2 -107.31 28.4 -121.1 I 31.8 -135.8 35.5 151.3 39.3 94 2r 50 16.5 --65.11 18.9 -65.11 21.5 -85,11 24.3 -96.41 27.2 -107.71 30.3 -120.01 33.6 -132.9 2r 100 -52.3 16.5 52.3 18.7 -68.3 21.1 -771 23.7 -86.4 26.4 -96.3 29.3 -106.7 3e 10 21.4 95,0 24,5 -95.0 27.9 -124.1 31.5 -140.1 35.3 -157.1 39.4 -175.0 43,6 -193.9 3e 20 19.3 -82.1 1 22.1 -82,11 25.2 -107.31 28.4 -121.1' 31.8 -135,81 35.5 -131.31 39,3 -167.7 3e 50 16.5 -65.1 1 18.9 -65.1! 21.5 -85.11 24.3 -96.01 27.2 -107.71 30.3 -1.20.01 33.6 -132.9 3e 100 14i -52.3 16.5 -52,3' 183 0.3 21.1 :77.1 23.7 -86.4 26.4 -96.3 29.3 -106.7 3r 10 21.4 -112.9 24.5 112.9 27.9 -147.5 31.5 -166.5 35.3 _186.7 39.4 -248.0 43.6 -230.5 3r 20 19.3 -76.8 22.1 -75.44 21.5 . 1 25.2 1 18 3r 50 16.5 -73.4 18,9 75 -98.41 24.3 -111.11 27.2 -124.61 30.3 -138.81 33.6 -153.8 3r 140 _59.2 1b.5 59.2 18.7 77.3 21.1 —87.2 23,7 —97.8 26.4 —109.0 29.3 —120.7 Notes:Plus and minus signs signify pressures acting toward and away from the surfaces,respectively.For effective wind areas between those given above,the load may be interpolated;otherwise,use the load associated with the lower effective area.Gray shading indicates that the final value,including all permitted reductions,used in the design shall not be less than that required by Section 34.2.2. Metricconversions: 1.0 ft=0.3048 m; 1,0 ft2=0.0929 m2;1,O lb/ft2 =0.0479 kNhn2. FIGURE 30.4-1 (Continued). Components and Cladding,Parts Ih a 0nd Roofs 18,3 m)1:Design Wind Pressures for Enclosed continues 353 Minimum Design Loads and Associated Criteria for Buildings and Other Structures If Net Design Wind Pressure for Roof Overhang,p,. ,in lb/&,for Exposure B at h=30 ft,V=95-200 mph Effective Wind tti h i Vlnd Area Zone (IY) 95 100 105 110 115 120 130 140 150 160 170 180 1 1 10 -31.6 -35.1 -38.7 42.4 -46.4 -50.5 -59.3 -68.7 -78.9 -89.81-101.3 -113,6 1 20 -29.11 -32.2 I -35.5( -39.0 -42.6( --46.41 -54.51 -63.21 -72.51 -82.5 -93.21-104.51-11649 1 50 -25.7 -28.5 -31.41 -34.5 -37,7 -41.1 1 -48.21 -55.91 -64.11 -73,0 -82.41 -92.41-102.9 1 100 -23.2 -25.7 -28.3 -31.1 -34.0 -37.0 -43,4 -50.4 57.8 -65,8 -74.2 -83.2 91,7" 2e 10 38.1 42.3 46.6 51,1 -55.9 60,9 -71.4 -82.8 -95.11-108.2 -122.1 -136.9 --1526 4 2e 20 -31.6( -35.01 -38.61 -42.3 -46.3( -50.4( -59.11 -68.61 -78.7( -89.6 -101.1 -113.4'-1263 2e 50 -22,9( -25.4( -28.01 -30.71 -33.6( -36.6( -42.91 -49.81 -57,11 -65.01 -73.41 -82.31 -91.7 -29.5 32,3 35.1 -41.2 -47.8 -54.9 -62.4 -70.5 -79,0 -88.1 � 2e 100 -22.0 -24,4 -26.9 - - 2r 10 -46.1 -51.1 -56.3 -61.8 -67.5 -73.5 -86,31-100,1 -114,9 -130.7 147.6 -165.5 -184,4 - A 2r 20 -39,71 -44.01 -48.51 -53.2 -58.11 -63.3( -74.31 -86.2 j -98.9 -112.5j-127.O(-142.41-158,7 _i. I2r 50 -31.2 -34,61 -38.11 -41.8 -45.71 -49.8( -58.41 -67.7( -77.7 -88.51 -99.9(-112,01-124,7 -I " 1 0, 2r 100 -24,8 -27.4 -30.3 -33,2 -36.3 -39.5 -46.4 -53.8 -61.7 979.3 -88.9 -99.1 -7 3 10 -45,2 50.1 -55.3 -60.6 -66.3 -72.2 -84.7 -98.2 -112.8 -128.31-144.8 -162.4 -180.9 -2 , " 3 20 -36.4 -40.31 -44.5( --48.8 -53.4( -58.1 -68.21 -79.1( -90,8 -103.3 1-116.61-130.7(-145.7 ll 3 50 -24.8 -27.41 -30.3 1 -33.21 -36.3( -39,5(, -46.41 -53.81 --61.7 -70.21 -79.31 -88.9( -99.1 -19` 3 100 -24.8 -27.4 -30.3 -33.2 36.3 39.5 46.4 -53.8 61.7 70.2 79.3 -88.9 -99,1 -t99, Note:Plus and minus signs signify pressures acting toward and away from the surfaces,respectively. Metric conversions:1,0 ft-0,3048 m;1.0 ft2=0.0929 m2;1.0 lb/ft2 =0.0479 kNIm2. Adjustment Factor for Building Height and Exposure,?t, Mean Exposure Roof 711e1 t ft) B C B 15 0.82 1.21 1.47 20 0,89 1.29 1.55 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 J JL 55 1,19 1.59 1,84 60 1.22 1.62 - 1.87 - - Note:Metric conversions: I.0 ft-0.3048 m;1.0 ftz 0,0929 m2;1.0 lb/ft2 -0.0479 kNlm2. FIGURE 30.4-1 (Continued). Components and Cladding,Part 2[h 60 ft(h:e 18.3 m)]:Design Wind Pressures for Enclosed Buildings-Walls and Roofs Table 30.5-1 Steps to Determine C&C Wind Loads for Enclosed or Partially Enclosed Building with h>60 ft(h>18.3 m) Step 1:Determine risk category;see fable 1.5-1. Step 2:Determine the basic wind speed,V.for applicable risk category;see Figs.26.5-1 and 26.5-2. Step 3:Determine wind load parameters: Wind directionality factor,Kd;see Section 26.6 and Table 26.6-1. m Exposure category B,C,or a;see Section 26.7. m Topographic factor,Ku;see Section 26.8 and Fig.26.8-1. Ground elevation factor,K,;see Section 26.9 and Table 26.9-1 Enclosure classification;see Section 26.12. Internal pressure coefficient,(GC 1);see Section 26.13 and Table 26.13-1. Step 4:Determine velocity pressure exposure coefficient,K,or Kr,;see Table 26.10-1. Step 5:Determine velocity pressure,q,Eq.(26.10-1). Step 6:Determine external pressure coefficient,(GC): Walls and flat roofs(0<10"),see Fig.30.5-1 4 Gable and hip roofs,see Fig.30.3-2 per Note 6 of Fig, 30.5-1 Arched roofs,see Fig.27.3-3,Note 4 Domed roofs,see Fig.30.3-7 Step 7:Calculate wind pressure,p,Eq.(30.5-1). 362 STANDARD ASCEISEI 7-16 e American Test Lab, Inc 1 j x.122 Calvert Road Brevard, NC 28712 823-834-3700 arli r corn ari m net arinc.com Eu ATLNC#0321.01-17 Report Date: 04/05117 Test Dates: 03/21117.03/23117 Miami Dade Certification# 16-0526.01 FL Organizational#TST 1555 [AS Certification #TL423 Test Requested By: Steel Building And Structures Inc. 820 Reeves Drive Mount Airy, NC 27030 Phone 877-272-8276, Fax 336-551-3449 Test Standard: ASTM E 1592-05 Test Conditions, 65-75 degrees F Descri ticar f ra�ducts tested° Specimens A, F 29 gauge Galvalume AG Metal Roof and Wall Panels as shown in Steel Building and Structures drawings SK-1, SK-3, SK 4, SK-5, SK-6. Panels attached to 2-112" x 2- 1/2"x 14 ga. rafters/ post with 12-14" x 3/4" self drilling screws at 6" oc. Specimen 8, D 29 gauge Galvalume AG Metal Roof and Wall Panels as shown in Steel Building and Structures drawing SK-1, SK-3, SK-4, SK-5, SK-6 over 2-5/16" wide Hat Channel attached to 2-1/2"x 2-1/2" x 14 ga. rafter/post, Hat Channel was attached to each rafter with (2) 12-14 x 3/4" self drilling screws, panels to Hat Channels with 12-14 x 3/4"self drilling screws at 6" OC. Specimen C, E 29 gauge Galvalume AG Metal Roof and Wall Panels as shown in Steel Building and Structures drawing SK-1, SK-3, SK-4, SK-5, SK-6.over 2-112"x 14 ga sq galvanized steel girth attached to 2-1/2" x 2-1/2' x 14 ga. rafter/post. Girth was attached to each rafter with 2"x"2"x 14 ga angle with (4) 12-14 x 3/4" self drilling screws, panels attached to girth with 12-14 x 3/4"self drilling screws at 6" OC. ATLNC 0321.01.-17 Page 1 of 11 jINBOA17 SIBEaoaq coo ,. z aaa 3J2 i 2 75Q , 325 �» t CIYS.r tF CJ LI cafi ratio : Specimen A, (3)4' purlin spans, 3 panels wide mounted horizontally. Specimen B, (3)4' purlin spans, 4' Hat Channel spans 3 panels wide mounted horizontally. Specimen C, (3)4' purlin spans, 4' girth spans with 2-1/2" tubes, 3 panels wide mounted horizontally. Specimen D, 5' purlin spans, 4' Hat Channel spans 3 panels wide mounted horizontally. Specimen E, (3) 5' purlin spans, 5' girth spans with 2-1/2" tubes, 3 panels wide mounted horizontally. Specimen F, (3) 5' purlin spans, 3 panels wide mounted horizontally. Rafter/Post/Girth Construction- 2-1/2"x 2-1/2" x 14 ga tube Rafter Spacing- Specimen A B, C, 3 spans 48" OC with 12" overhang. Specimen D, E, F, 3 spans 60" OC, with 12" overhang,. Hat Channel Spacing: Specimen B, 3 spans 48" OC with 12" overhang, rafter spacing 48" OC. Specimen D, 3 spans 48" OC with 12" overhang, rafter spacing 60" OC. 2-1/2"Tube Girth Spacing: Specimen C, 3 spans 48" OC with 12" overhang, rafter spacing 48" OC, Specimen D, 3 spans 60" OC with 12" overhang, rafter spacing 60" OC. Rafter/Post Attachment-Each rafter/post was attached the chamber. ATLNC 0321,01.-1.7 Page 2 of 11 est xeci e s Indicator Locations Specimens A, F Specimens B, C, i i t 1.1 £ 1 t k 1 t ! f m I I 1 i l t tt & 1 9 t C 1 £ F tx i M f i S I F f Specimens ®, E � I i F € i ! t i ! t I 1 £ 1 i 1 1 4 1 £ l £ £ € 1 t € £ t t € 1 k I C t k 1 { F i F 1 i E t} , 4 C 4 i T f i 3 1 f i i } i £ i £ ! ATLNC 0321.01-17 P ge 3 of ii elmenA Deflections in inches Pressure Time Purlin Rib Perm. Mid-Span Perm. Mid-Span Perm. Increments (sec) (A) Set Rib Set (C) Set psf (S) {fie �twe 20 60 .75" 02" 83" ,03" .93" .03" 30 60 1.04" 05" 1.12" .07" 1.26" 08" 40 60 1.45„ '15" 1.52" .17" 1.73" 20" 50 60 1.84„ .30" 1.92" .33" 2.22" .39 60 60 2.35" .55" 2.47" .64" 2.90" .76" 70 60 2.86" .84" 2.97" .99" 3.53" 1.22" 80 60 90 60 100 60 110 60 120 60 Deflections in inches Pressure Time Mid Span Perm Purlin Rib Perm. Total Panel Total Increments (sec) Rib Set (E) Set Deflection Panel psf (D) Perm. ative Set 20 60 .80" .02" .81" 02" .93" .03" 30 60 1.09" .06" 1.06" .06" 1.26" .08" 40 60 1,50" ,17" 1.47" ti16" 1.73" .20" 50 60 1.90" .32" 1.86" 30" 2.22" .39" 60 60 2,46" .63" 2.40" 58" 2.90".a..._.__ 76" 70 60 2.97' .97" 2,87" .89" 3.53" 1.22" 90 60 100 60 110 60 120 60 Note: C indicator reading is used as Total Panel Deflection and Permanent Set. Indicators removed after 70 psf to prevent damage. Failure occurred at approximately 124 psf. Negative Side Graph 4.00 3.00 ---Total Panel 2.50 " x ----Total Panel 1.50 : 1.00 �a Pem.set 0.50 ` , 0.00 1 2 3 4 5 6 7 Observations'.Deflections increased as pressure increased. Screws pulled through panel, ATLNC 0321.01-17 Page 4 of 11 a e imen B Deflections in inches Pressure Time Purlin Rib Perm. Mid-Span Perm. Mid-Span Perm. Increments (sec) (A) Set Rib Set (C) Set psf (s) �e ative 0 00 0" 0" 0„ 0," 0„ 0" 20 60 .58" .01" 60" 0.0 75" ,01'° 30 60 1,34" 07" 1.45" .08" .169" 0814 40 60 2.07" .21" 2.29" .21" 2.57" .22" 50 60 2.97" .44" 3,03" .4 " 3.58" .49" 60 60 3,89" .75" 4.36" .80" 4.62" .86" 70 60 80 60 Deflections in inches Pressure Time Mid Span Perm Purlin Rib Perm. Total Panel Total Increments (sec) Rib Set (E) Set Deflection Panel psf (D) Perm. e ative set 0 60 0" oil 0" 0" 0" 0" 20 60 .61" 0.0 .56" 0.0 .75" .01" 30 60 1.60" .08 1.30" .06" 169" 08" 40 60 2,37" .24" 2.06" .18" 2.57" .22" 50 60 3.36" .48" 2.92" .39" 3.58" .49" 60 60 438" .83" 3.83" .69" 4.62" .86" 70 60 __. .__.w 80 60 Note: C indicator reading is used as Total Panel Deflection and Permanent Set. Indicators removed after 70 psf to prevent damage. Failure occurred,at approximately 82 psf. Negative Side Graph 5.00 4.00 .�---Total Panel 3.00 Max.Def. Peru.Set 0.00 1 2 3 4 5 6 7 Observations- Deflections increased as pressure increased. Hat channel screws disengaged from rafter/post. ATLNC 032.1.01-17 Page 5 of 11 Siaecimen C Deflections in inches Pressure Time Purlin Rib Perm, Mid-Span Perm. Mid-Span Perm. Increments (sec) (A) Set Rib Set (C) Set psf (B) Ne ative 0 60 0" L131.... 039 _0}9 0" 0" 10 60 .70" <04" .8�/2" .05" 969, .06" 20 60 1.53" ,08" 1.72" . .10" 1.99" _.=12" 30 60 2.4138 22" 2.68" .24" 3.15" .32" 40 60 3.18" 44" 3.57" .49" 4.26" X66" 50 60 3.97" .75" 4.41' .84" 5.30 1.16" 60 60 70 60 80 60 90 60 100 60 Deflections in inches Pressure Time Mid Span Perm Purlin Rib Perm, Total Panel Total Increments (sec) Rib Set (E) Set Deflection Panel psf (D) Perm, e ative Set 0 60 Oil 0}, 0!9 0" 0" Oil 10 60 .93" .05" .71" .03" .96" .06" 20 60 1.90" .11" 1.49" 07" 1.99" .12'} 30 60 2.94" .28" 2.36" .20" 3.15" .32" 40 60 3.89" ,56" 3.10" .44" 426" .66" 50 60 4.79" 96" 3.92 ,78" 5.30 1.16" 60 60 70 60 80 60 90 60 ...__.._. 100 60 Note: C indicator reading is used as Total Panel Deflection and Permanent Set. Indicators removed after 50 psf to prevent damage. Failure occurred at approximately 105 psf. Negative Side Graph 600 500 40(7 �` s�� - --TotalPanel Max Def. 300 2 00 �x 0.00 1 2 3 4 5 6 7 Observations- Deflections increased as pressure increased. Screws pulled through panel. ATLNC 0321.01-17 Page 6 of 11 �KBBGImen Deflections in inches Pressure Time Purlin Rib Perm. Mid-Span Perm. Mid-Span Perm. Increments (sec) (A) Set Rib Set (C) Set psf (B) ale ative 0 60 0" 01A 0r; 0," OH 0" 7 60 .54" .02" .69" .02", .78" .02" 14 60 1.70" .29"a . 2.18" 36" 2.26" 28" 21 60 2.20" .47" 2.81" .57" 2.90" .45" 28 60 2.83" .63" 3.61'1 78" 3.72" 67" 35 60 3.32" .88" 4.27" 1.13" 4.43" .99" 42 60 4.11" Tn 1x22" 5.14" 1.56" 5.28" 1.40" 49 60 56 60 6q(3 6p0yy __ __ ___ __ ___ TI±IIIII ___ Deflections in inches Pressure Time Mid Span Perm Purlin Rib Perm. Total Panel Total Increments (sec) Rib Set (E) Set Deflection Panel psf (D) Perm. e ative V Set r.. P" 0"0 60 0" 0" 0" 7 60 .76" .02" .7J5„ 02₹r .7J8" 102![ 14 60 2.08" .22" 2.35" .37" 2.26" .28" 21 60 2.65" .37" 3.01" .58" 2.90" .45" 28 60 3.37" .56" 3.89" .81" 3.72" .67" 35 60 3.88" .81" 4.62" 1.20" 4.43" .99" 42 60 4.56" 1.10" 5,63" 1.71" 5.28" 1,40" 49 60 56 60 63 60 . _._ 70 6t} Mote: C indicator reading is used as Total Panel Deflection and Permanent Set. Indicators removed after 42 psf to prevent damage. Failure occurred at approximately 73 psf. Negative Side ra 5.00 - 4.00 <§ � --Total Panel Max.[ref. � --Total Panel 2.00> } Pem.Set 0.00 1 2 3 4 5 6 7 Observations-Deflections increased as pressure increased. Screws pulled through panel. ATLNC 0321.01-17 Page 7 of 11 t�eci en E Deflections in inches Pressure Time Purlin Rib_ Perm, Mid-Span Perm. Mid-Span Perm. Increments (sec) (A) Set Rib Set (C) Set psf (B) ati q ve 0 60 0" 0" 0"9 0" 0" 0" g 10 60 E,11 3)' i0" 1.122x 8)7" 1.L13 " .07" 20 60 2.49" .30" 2.72" x30" 3.12" .31" 30 60 3.56" .51" 3.90" 53" 4.56" ,60" 40 60 4.45" .80" 4.71" .87" 5.37" .98" 50 60 60 60 70 60 80 6 9064 Deflections in inches _ Pressure Time Mid Span Perm Purlin Rib Perm, Total Panel Total Increments (sec) Rib Set (E) Set Deflection Panel psf (D) Perm. e ative Set 0 60 01A 0'I 0,1 01, 0" 0)1 10 60 1.40" .08" 1.09" .07" 1.38" .07" 20 60 3 A8" .30" 2..42" .25" 3.12" .31' 30 60 4.46" .59" 3.4411 .42" 4.56" .60" 40 60 5.43" .99" 4.33" .71 5.37" .98" 50 60 60 60 70 60 80 60 90 60 --- Note: C indicator reading is used as Total Panel Deflection and Permanent Set. Indicators removed after 40 psf to prevent damage. Failure occurred at approximately 95 psf; Negative Side Graph 6.00 5.00 4,00 a � a Total Panel Max Def. 3.00 2.00 Pam.Set 1.00 4 1 2 3 4 5 6 7 Observations- Deflections increased as pressure increased. Screws pulled through panel. ATLNC 0321.0117 Page 8 of 11 ecimen F Deflections in inches Pressure Time Purlin Rib Perm. Mid-Span Perm, Mid-Span Perm. Increments (sec) (A) Set Rib Set (C) Set psf (B) e ative 0 60 0„ 0" 0„ Or" 0" 0" 7 60 .23" 0" ,27" .01" x36" .0211 14 _ 60 .49 .0°' .56" 02" t71" _M.._ .02" 21 60 74" 03" k84" .04" 1.05" 06" 28 60 1.06" .09" 1,12" 10" 1.39" .13" 25 60 1,41" .20" 1.52" 21" 1.90" .27" 42 60 1.77" .37" 1.52" .40" 2.40" .5014 49 60 2.27" .63" 2.40" .70" 2.93" .86" 56 60 2.81" 1.00" 2.99" 1.11" 3.66" 1,38" 63 60 3.43" 1.48" 3.79" 1.61" 470" 2.06" 70 60 77 84 Deflections in inches Pre9lssur Time Mid Span Perm Purlin Rib Perm. Total Panel Total e (sec) Rib Set (E) Set Deflection Panel Increments (D) Perm. psf Set e 0 ve py 60 0" 0" 0" "r 0" 0" 7 60 .28" .01" 24"17 .0" 36" 02' 14 60 60" .02" .52" .01" .71" 02" 21 60 .90" .05" .80" .04" 1.05" .06" 28 60 1.19" Al" 1.09" .09" 1.39" ,13" 25 60 1.59" 23" 1.44" .19" 1.90" 27" it 42 60 2.01 .41" Fk 1.81 .3 240"..._ 50 " i 49 60 2.49" .70" 2.26" 60" 2.93" .86" 56 60 3.08" 1.12" 2.78" .98" 3.66" 1.38" 63 60 3.87" 1.64" 3.39" 1.45" 4.70" 2.06 70 60 Note: C indicator reading is used as Total Panel Deflection and Permanent Set, indicators removed after 63 psf to prevent damage. Failure occurred at approximately 95 psf. ATLNC 9321.0147 Page 9 of 11 Negative Side rapt► 2O0 1.50 —�-Total Panel � Max.Def. 1.00 , �---Total Panel 0,50 Peru.Set 0.00 1 2 3 4 5 6 7 ObservatIons-Deflections increased as pressure increased. Screws pulled through panel. ATLNC 0321.01-17 Page 10 of 1 Note: 2 mil or 4 tail polyethylene film was used for the ASTM 1592 test, it is the opinion of the undersigned that it had no influence on the results of the test. Technician: Keith Owen Observers- Keith Owen, Ashley Poplin, 1 ATL Sam Poplin, Keith Owen Jr., Ronald Anders I ATL David W. Johnson, P.R Keith Owen, Lab Director American Test Lab, Inc. All Tests Witnessed and Certified by: En l a l And Signature David Johnson P. E W t, 1122 Calvert Rdo °' - " ` Brevard, NC 25712 , ", `. Florida P.F.. #61915 ' c Op Certificate of Independence: The witnessing engineer has no equity interest in American Test Lab of North Carolina, Steel Building and Structures or their parts vendors. Witnessing engineer is in complete compliance of Florida Statue 98-72, Section 72.110 Disclaimer: ATL and its staff have no equity interest in any product tested or installed. This test report was prepared by American Test Lab, North (ATL)for the exclusive use of the above named client; it does not constitute certification of this product. The results are for that particular specimen tested and does not imply the quality of similar or identical products manufactured or installed from specifications identical to the tested product. ATL is a testing lab and assumes that all information provided by the client is accurate and does not guarantee or warranty any product tested or installed. This report may not be reproduced except in full, and only under expressed permission from American Test Lab or Steel Building and Structures. Reproduced reports in hard copy must be labeled "Copy". ATLNC 0321.°01-17 Page 11 of 11 pp},, X AMERICAN TEST LAS NORTH DATE 04105117 .s REPORT NO. ATL,NC0321 O1-17 % V c n 7 ATLINSPECTOR ' TS25x2.3"14 GAGE 08 RAFTER,PO :/G s MEMBERS 7 TO SCALE @ . - tn £ PROPERTIES w AREA = 6.727 IN.2 d, 5x = 2578 IN3 Q _ SF = 0.570 IN. 1x m 0.713 IN.4 IV = 0.713 IN.4 0 rx = 0.990 IN. 05 ry = 0.950 IN. APPLICATION: Q 0 i ALL 38'-0 40'-0 , 50'-0' AND 44 .... 60'-0' WIDE STRUCTURES d ffi x " w 5 CALCULATED COIL WIDTH: 3.82' 8 t = 0,052` -13 vs-1Ow CUSTOMER METAL THICVI4CSgIED WIDTH. 005E`4.00' 2 t r 0,052' y qua ,• GEt1 %& MATERIAL GRADE 50 80 (Si w - .. TOLERANCE STANDARDS FOR THICKEST htE7At fI1 z xACCUMULATION d36a *.. DEPTH ----^_. TAI QF RADII - (+ OR ) 1/32 IN ANGLES MB €+ OR -s va IM INS 18 FT s+ccr a Q rar`r�C7AL SKI - -----' "a c+ OR ••> 1/8 IN IN ID FT try�y0$100" DIVE -=- -'--1+ OR -) 1/8 IN IN 10 FT 5K- #NET VARIATION FOR COMBINED DIMENSIONS Y.532 1 4 } ; I (1 ____ ) __ P t _ AMERICAN TEST l.AF3 NORTH 8 H DATE 04(45117 REPORT NO. ATLNCO321.01-17 HAT CHANNELP L /G 'Y MEMBERS / 01 TO SCALE J L.'-. 1 k,. ATL INSPECTOR f 2 bilili ill zui CALCULATED COIL WIDTH, 3181• @ t = 0.052 d x n #{ylktltlBirdt CUST0MER SPECIFIED 5/10TH= 4.00 8 t = 0,052 i ' ate I CICNESS 8052 MATERIAL GRADE, 50-80 KSI N CI TOLERANCE STANDARDS FOR THICKEST METAL: %ACCUMULATION --- <+ OR -7 1/16 IN 6/(, i7 t DEPTH ----------- ;+ OR -7 1/16 IN `. STATE f)2 4!" ( RADII --- --- - - {+ OR -I 1/32 IN 1111 p » ANGLES ---------- t+ OR -> 2 DEGREES "of#4ORF .Y" �;;^a'' CAMBER ---------- 1+ OR -I 1/6 IN IN 10 FT 5KCT ' 5'' DIVE ---------- t+ OR mi 1/8 IN INN N 10 FT *NET VARIATION FOR COMBINED DIMENSIONS 1 !: : CTY0i_ GT'�P CTYP,) , cw AME€«ICAN TEST LAB€€RTI e DATE 04/05/17 REPORT NO. ATLNC0321.01-17 w . ROOF- W EE3 NOT TO SCALE 12 ATL INSPECTOR GENERAL NOTES _2 i DESIGN WAS DONE IN ACCORDANCE WITH THE 2014 FLORIDA 64'0' x BUILDING CODE, 5TH ELI ION z 2 DESIGN LOAD ARE AS FOLLOWS: 1 � A) DEAD LOAD = 15 PSF � a ! B) LIVE LOAD = i2 PSF 0.1250 L7500 � . mm € 0.756" 3. Load DT0 WIND OP ED105 TO 140 MPH 7 R/POINAL o III WIND SPEED 8l TO 100 MPH)' trtAXIMUM RAF1ERf4'175T AND END [g�aE 129C0 POST SPACING = 50 FEET. O o ! 4, WIND PRESSURES ARE BASED ON ALLOWABLE STRENGTH DESIGN <ASD) UNDE .''SME IC t3R 5. RISK CATEGORY I. •J 6. WIND EXPOS'..RE CATEGORY H. -�°` 6 g*b.,.^ an 7. AVERAGE FASTENER SPACING ON-CENTERS ALONG RAFTERS OR PURLINS, (INTERIOR OR END) = 6 INCHES. Iii " 1 8. FASTENERS CONSIST OF I/4"-i4x3/4' SELF DRILLING SCREWS WITH CONTRO, SEAL WASHER. SPECIFICATIONS APPLICABLE ONLY 7 FOR MEAN ROOF HEIGHT OF' 20 FEET €IR LESS, AND ROOF SLOPES G v+ � 0 6tJ'8' OF 14 (3.12 PITCH) SPACING REQUIREMENTS FOR OTHER ROOF Z HEIGHTS AND/OR SLOPES MAY V RY 4 J 1.7560 _ 9 � ttert ��b � i7TT� a�p� GASyE, 29 GAGE csSz z X-3 �P IDE. �+'�°"» ''«C'`1 CALCULATED COIL WIDTH, 43-13/16` e t - 0.J.IN *-9¢ DESIGN THICKNESS: 0.8 10 GRADE OF MATERIAL: 60 KSI .iTOOLING STANDARD ASC SET WITH ld"T %t`:r 44' TOOL SPACE €22' CENTER LINE) TTOLERANCE STANDARDS FOR THICKESTMETA 3' BORE AND 6.026' PITCH DIAMETER *e =G Sys*� XACCUMULATION --- t+ OR -) I/IG IN G gg " ti G's� DEPTH -_--- _- Cr OR -I 1/32 IN E3hlAs^ RADII ------------ <+ OR -) 1/32 IN tdL$TE' ��Arrrrect4ae` _----_—_VE -ANGLES - - (+ OF. -) 2 DEGREES 1. ALL INSIDE BEND RADII ARE 0,062' EXCcPT WHERE NOTED CAMBER -_------- S0 FT C1O 2, DIMENSIONS ARE BASED ON 0,020' MATERIAL. POSITIVE ROOF PRESSURE: 16,0 PSF SKI --- --- t OR ) 1/8 IN IN I6 FT 3 ALL OF SHEET DIMENSIONS ARE TOP OF SHEET TO GAIIVE R OF P SS . —28.2 rdwsr -NET VARIATION FORC OR I COMBINEDI/DIIIENSIO IN NO FT ` fUP SHEET �` 36.00" COVERAGE INBOARD SFDE$ _ 16UTiDARD SIDE c3 3.006 9.060 €6.000 .750 3 T2S 43 m (TYP,) (TYP,) (TYP.) AN TEST LAB NORTH 4 a„ 'g fls _ DATE 04105/17 ,8 REPORT NO. ATLNC0321.01-17 73 p G3 w Sr ' .OO . GB WIND SPEED? j m NO TO SCALE r .LJT ATL INSPECTOR Sv a. wo k. DESIGN WAS DONE IN ACCORDANCE WITH THE 2014 FLORIDA BUILDING CODE. 5TH EDITION. N fa1'0' 9 43p 2, DESIGN LOADS ARE AS FOL LOW Sa A) DEADLOAD = 1.5PSF W `�' '�' B> LIVELOAD = I2PSI` s 3. HIGH ULTIMATE WIND SPEED 141 TO 170 MPH (NOMINAL WD SPEED 109 TO 132 MPH): MAXIMUM RAFTER/POST AND END (3.1250 L750Q D.7 " WIND SPACING = 4.0 FEET, c7 � IT o �� 1.2900 4. WIND PRESSURES ARE BASED ON ALLOWABLE STRENGTH DESIGN tASd3 5, RISK CATEGORY I. uBrg AP SID IC OR X(I" �-, 6. WIND EXPOSURE CATEGORY,.B. Ez ,,; .g 7, AVERAGE FASTENER SPACING ON-CENTERS ALONG RAFTERS OR PURL1NS, (INTERIOR OR END) = 6 INCHES. �z 1 t S.-FASTENERS CONSIST OF 1/4'-}4x3/4° SELF-DRILLTNG CR V OS WITH CONTROL SEAL WASHER, SPECIFICATIONS APPLICABLE OW_Y 2; 0'0' FOR MAN ROOF HEIGHT OF 20 FEET OR LESS. AND ROOF SLOPES OF 14 (3+12 PITCH) SPACING REOUIREMENTS FOR OTHER ROOF HEIGHTS AND/OR SLOPES MAY VARY, z h1 o 'p z w 700TYP a m 0VERLAP � ggbiBlltq�Y# {ALT m a Sy u gggg�� Xq�3!g � .°' 44Ey."Yr ' k4,r 65:"J 57+we 29 GAGEo CALCULATED COIL WIDTH, 43-13/16' 8 t - 0.024' DESIGN THICKN£55 710135` C4 74 GRADE OF MATERIAL 80 KSI NIH '� z c TOOLINGSTANDARD AS C SET WITH 44' TOOL SPACE t22' `'ENTER LINES -"3) 3T CfF ! 1l a ur 3' BORE AND 6.026' PITCH DIAMETER 4J TOLERANCE STR"fDARDS FUR THICKEST NET&- S� �`'' £3 T -ACCUMULATION —-- <+ OR -7 I/t6 IN NOTE( S} At-f DEPTH ----------- 7+ OR 5 1/32 IN 1/'32 IN ALL INSIDE REND RADII ARE 0062` ExCEPI WHERE NOTED ANGLES --------- 7 OR —) 2 DEGREES 2. DIMENSIONS ARE BASED ON 01.020' MATERIAL. CAMBER ----------<+ OR -7 7/8 IN IN IQ Fl s*cr .. 3. ALL HEIGHT DIMENSIONS ARE TOP OF SHEET TO POSITIVE ROOF PRES URE 21.2 PSF SKI ------------- <+NE OR —7 1/8 IN IN 10 FT TOP OF SHEET SUCTION ROOF PRE SS -39.4 PSG' DIVE AT IN IQ FT kT VARI VARTATILIN FOR COMBINED DIMENSIONS 36.00' covERAGE 7 ft ARD SI INB13ARD SID g,nDo 3.oao 18.080 3.I�5 2.75a aI25 us a� m CTYP.7 GTYP.5 fTYP.7 F y— AM RIC �4 TES NORTH a�n. E g 1t DATE O4/86/17 O REPORT NO. ATLNC0321.01-17AG RO IL r &> ` NOT TO SCAT E ATL INSPECTOR z t N GENERAL NOT 3 i 1. DESIGN WAS DONE IN ACCORDANCE WITH THE 2014 FLORIDA 64`0' � BUILDING CODE, STN EDIT ION z m 2, DESIGN LOA➢S ARE AS FOLLOWS lt: n Al DEAD LOAD = 15 PSF B7 LIVE LOAD = 12 PSF 3 UI 0,1250 11 1,7500 I 050 3. LOW ULTIMATE WIND SPEED 105 TO 140 MPH (NOMINAL ++� �, WIND SPEED SI TO 108 F1PH): MAXIMUM RAFTER/POST AND £ND d! o1.2900 POST SPACING = 5.0 FEET u S UNDERLAP SIDE TYPICAL ®RXS 4. WIND PRESSURES ARE BASED ON ALLOWABLE STRENGTH DESIGN (A 0) 5. RISK CATEGORY I, 6. WIND EXPOSURE CATEGORY B 7, AVERAGE FASTENER SPACING ON-CENTERS ALONG 0 W: POSTS AND GIROS (INTERIOR O12 END) = 6 INCHES. C1W xo ' 8. FASTENERS CONSIST OF I!4`-!4x3/4' SELF-DRILLING SCREIdS q T WITH CONTROL SEAL WASHER. SPECIFICATIONS APPLICABLE ONLY �-"'---� FOR MEAN ROOF HEIGHT OF 20 FEET ClR LESS, AND ROOF SLOPES o a 60"J' ,,.'° OE '4' C3:I2 PITCH) SPACING RE➢UIREMENTS FOR OTHER ROOF w ,,,is. n „- HEIGHTS AND/GR SLOPES MAY VARY. d a �° �, a c a 1 p ry U) °' ® E vae111ra Z a v, ti m 6 ' 47� ca ❑ 1 3 p'{m�tt T''(s)tj''E[7�eeyy } w*' 29 GAGE nc ICALRBX-3 �''`3'"' ''"" CALCULATED COIL WIDTH 43-13/16' 9 t = O.DDD" l O DESIGN THICKNESS. 0.8135" U tt GRADE OF MATERIAL 83 KSI MIN J ¢ O TOOLING STANDARD AS C SET VITH ,,,%#i /1 tr✓C'7 44' TOOL SPACE (22` CENTER LINE) TAYF OF TOLERANCE STANDARDS FOR THICKEST METAL: 3' BORE AND 6.026' PITCH DIAMETER ` XACCUMULATION - (+ OR -) 1/16 IN "e B� C) DEPTH ------_-___ C+ OR -) 1/32 IN NOTE: �1Ot A' ° RADII ----------- <+ OR -7 I/32 IN ' . ANGLES ---------- (+ OR -) DEGREES ALL INSIDE BEND RADII ARE O062 EXCEPT WHERE NOTED A BER - + 1/8 ININ 2. DIMEN�IONSE EASED ON 0.020' MATERIAL. POSITIVE WALL PRESSURE. �8,5 PSF SKI ___-_- ---_ f OR } 1/8 IN IN 10 FT £ 3. ALL MENSSGNS ARE TOP OF SriEET TO i. rrE vARIA ION FORCOBINED DIMENSIONSF MIr8 IN III ID FT. Ar TO - WI-'C'L 10 R} SIDE4 0 Ql1T$Cl� ARB ^..5i33E � S 9.cDDc o 40 3.125 2.750 3.225 CT P.) CTYP,F CTYP.) - AMERt T LAB NORTH DATE 04105117 01; E 5 REPORT NO. ATLNCO321.01-17 AG PAN EL 'ROFJLE / ./ GHWINDSPEED ATL INSPECTOR NAT TC seas e GE r I'E,S ,u c ,�, 'w, 1. DESIGN WAS DONE IN ACCORDANCE WITH THE 2014 FLORIDA 2i 65 6 x 5 o BUILDING CODE, 5TH £DITIQN. O. P . 2, DESIGN LOADS ARE AS f OLL06/S: A) DEAD LOAD = 15 PSF 01 .. B) LIVE LOAD = 12 PSF 4� 1 3. HIGH ULTIMATE WIND SPEED 141 TO 170 MPH (NOMINAL 6.1250 [.7500 o b750, WIND SPEED 109 TO 132 MPH): MAXIMUM RAFTER/POST AND END POST SPADING w 4.0 FEET, ¢ o ... 1.2900 4. WIND PRESSURES ARE BASED ON ALLOWABLE STRENGTH DESIGN CA C). o L) � 5. RISK CATEGORY I. E ;fg nY �,. 6. WING EXPOSURE CATEGORY 13 .,.Zz 3D4�S. 7, AVE AGE FAST£N£R SPACING ON-CENTERS ALONG q P m "+ POSTS AND GIRT S (INTERIOR OR END) = G INCHES. .W f 0. 8. FASTENERS CONSIST OF 1/4'-14x3/4' SELF-DRILLING SCREWS 05 WITH CONTROL SEAL 6/A HE SPECIFICATIONS APPLICABLE ONLY £ ® / FUR MEAN ROOF HEIGHT OF 20 FEET OR LESS, AND ROOF SLOPES M.. cs OF 14` C3'12 PITCH) SPACING REQUIREMENTS FOR OTHER ROOF HEIGHTS AND/OP SLOPES MAY VARY. _ o 1.7504 Cn w a .LI.i L - *R'..9 a 29 GAGE as^Y? CALCULATED COIL WIDTH 43-[3/76' @ t _ 0.024' � 3 - DESIGN THICKNESS 0.0135" 0 u x TO LINO STANDARD ASC SET WITH GRADE OF MATERIAL 00 0 MIN 44' TOOL SPACE (22" CENTER LINE) - 'fsll�Y SC:z. 3' BORE AND 5026' PITCH DIAMETER * TOLERANCE STANDARDS FOR THICKEST META?: ,, x+ACCUMULATION -- P+ OR -) t/16 IN NOTE ♦rr # AIA ae�` RADII ----------- C+ OR `) 1/32 IN 1, ALL INSIDE BEND RADII ARE 0.062' EXCEPT WHERE NOTED ANGLES ---------- C* OR 2 DEGREES 2. DIMENSIONS ARE BASED ON 0.020' MATERIAL. POSITIVE WALL Y PRESSURE Yt CAMBER ---------- C+ OR �1 1/8 IN iN 10 FT uerana a. 3, ALL HEIGHT DIMENSIONS ARE TOP OF SHEET TO V6'ALL P[�ESCS 27.3 1` SKI --_____.._-_.-.- C* OR _:I 1/8 IN IN 10 FT TOP OF SHEET. tJCTIO SS `355.5 ricr DIVE - ,-";. f+ OR -I I/8 IN IN 10 FT WHET VARIATION F0 COHUINED DII-IENSIQNE x as 'a N try z 4 h '.. � 3 - .gym � �° y Z x z TS2.5x2.5-1.4 GAGE jJ RAFTER/POST/PURLIN/GIRT/PU LIN/ I.. T MEMBERS NOT ill W o PROPERTIES 8 Fi2EA 0/. iN= < ' 11< N / 1N 3 zzft 0 /0 14.3 ¢ $ Ix = 0 13 IN.4 z I' 0 /1? IN O i rx - 1.7110 N. Ow r'Y 0.990 N. 6Yr` Buz APPLICATION i 4 a A _ 30'-0', 40`-0', 5IY-0` AND 60'-0" WIDE STRUCTURES CDI fULATIT- CL71L WIDT:l: 3rt1° Ca i- - 00.2° Jl innt�w $" CU ❑MEN' SI I 1101 WIDTN 0` 1 't = 0.072" E^ 1 w es tern 14 11i HI kNE'S. 0 0 r a av „ Cl 6r Mh II RI!(_ G(AD F 50 DO KS. .1 z No 57170 I EILERA'CE S I ANDARDS I I OR THICKEST MEI AI � ¢. wx �ACCUMUI Al INN 1 1'R -? 1/IC IN t STATE OF fit RADII 1+ JR 1/32 IN Av 'JR I OLD IFS `�''a „£3 P219,•'yA wee CAMBER _. t+ UR /i3 ,N ,N U <I n SACI - (7 OR /8 1N IN 0 �» 1110/0 C+ DR , I/N 1N IN 10 . -NET VARIATION I IlR CUMRTNE.D 1IMENSIUNO "' Iii S 3 4 sl N h R 0 g E 4 w i p fV W N HAT CHANNEL PROFILE PURLIN/GIRT I T E E R S W NOT i( S'-Al C z a a r V 8 �z W w I x a 2' b N M O i w qY W z C ALCUL.Al Li 1;`iL WID t - 0.J52" USTCMER S I II . WIDTH 4 CH t - U U w w ML iU l HI UN SS: ins MATLY AL I KA JF 0 30 KSI L z 41 Sy LU a's wo Z*I No 57170 g f LIl -UAIJI STAN AHII. FOR HiCKtS I ML I EL �- z a� • <ACCUMULAIILIN (+ UR -, I/16 IN LIrT - .+" ❑R 111E IN STATE OF <ct` RATII OK 1/33 IN ANC ES 0R I [G(;REES 'n,,�oi�•,h,�..f3Rt' Cy`*''' f CAMBER .. rx- OR -? 1113 IN IN lU N S.ItVE i LR l:£i Id iN 10 F a i s�fs yyt SK-2 } Y -N'CT VARIATII N FOR CDMBINE.1 I MENSIC PJS TA 0D- COVI RAGE _ IPB€�A RD SIDE _ .c __. _ oe TT _ _. .._ 3 roc C]U T DARD SIDE 37? IUO 3 Y25 w CT Y P) T Y F') ' (T Y P.} /,.^;^ p • 'll( �.aa• N4 a�37i 7a 4.a'� Mi 3CQME h AG PANEL PROFILE �: Sot $TATS OF .<dPo ROOF LOW WIND SPEED NOT ILl SCA`E ��®4 r ldA yffi� w c v GENERAL NOTES o __ CSI ti WAS I) NE IINI A CORDAN;A WIT, 'I - E 11'0 P OPIDA CE \l IA t i I'S � o « IVE LOAD 12L:C 3 7 OT a� 0/�O' ? L.ON M t '� VIi S f f 10 E 140 MPH ,NNM NAL t l z JIND SPE I D `Ri 7 1 I £ M 11) NANIMUM C,`ILRir„,I 'NI END i CO = PFIS F A .I - 0 1 T 4 �+ z UNDERLAP SIDE TYPICAL MINOR X-8 4 Wh D Pr F S' Ii S Al E AS'=1; ON ALA,NA I STI N-.TIi DESIGN iAsP; m S RIH AT. is( 0z a F. WIND ES-3SUf ..Fa.TCt[IA ww J TEFS Al N, NH ,L OR ( - rJR! INS <IN -kIO1' R I ND" 6 IN _HE S o z i s `' P. LASIEN R, : Ii414I 1 41P-1Ix /4 SIIE LRitIIN NIRIWSO NI INi CONTRI L NI �L vASI I , NI EIEII A IAN° a II ap UNLy I k I E:>S, A D kO!1 S LOPE! E 74 1312 ,TC 7 �I ACI��G I[f �IkEM P.i., FLR 7TH[K E IIELIHIS AN'1/OR SLOPES MAY .�A? C1 z Oo0 ' w 9 ry ! T T� OVERLAP SIDE EAGE -� o Q T z TYPICAL RIB X-3 i Al CULATEIJ OIL W15TiI 43...1'/£b I LLilN I A (KN SS; 113 U 'AL 'I 01 MA" lAl `$O AST MIN ¢ O IOCILINL `iFAI )APD A� S-T IIIIH ..., WF R n 44 F II F. I Al E CP .,ENN P LIP E> ❑LERANLL IAN API. FOR li 1CK< ST N"TAL _ W w 3= D RE 'H l (.JE6 PlICH 1•Ii'1L II R [HI CUM1 l AION {+ OR I F IN NOTE DL TH (.t Li I/HH IN KAD'? DR 1 IP IN DE: D Radii 'HE f7.0E2° CxCEPT I.P,- �'TED. ANGLES -- -..- <� CR -7 3 T _312EES D,MEyS IN N ARE BA! I OF H MATERIPI WA. N -) I, 'l eN l;l F T stir ee�. POSITIVE ROOF PRESSURE: 16.f PSF :�` .I 3. ALL Il>-t( i DIME NSTUNS (IR:_ TOP rl: SHEE I 'iJ 1 ,� N iN lC r " q� NEG TIVE ROOF PRESSURE: -39.9 PSF Dlvt TI OF SHEEI. NC7 VF,RIA"t`CON F—�IK COMAI[C._I} D.MEPdSION:., 0 CIn�rRr.3 L EOUTBOARD SIDE INBOARD SID _ : is-- — � 312'5 to 41P7 b a w `�# No 57170 e/b ® E cF /13Z/-2 z 90 T AG PANEL PROFILE A STATE OF ROOFROOFHIGHWINDSPEED NEST l SCALD GENERAL NOTES SI F S N N RDr, C WT1 t= Z Hi^ 2Czu -LI RIDA O UJ Z s fi _ — k�`IL[} NC C.GDE ITH LLI iON. ._._, > ,L.. . A' L 41 I) t CLAD 5 Sf y% 4) _IyE I SA J lc'. 1 SF - ----.* � 3 CC. TiMA �a1hJD S EEil 141 i(l 1/3 "�Fr CP�`S)NAL .,..,.... . I r PH) X1MUM AJ .J�,FF T AN ENDS t vL SFE IC D 1 7 v. �a r W I „S S'A C INC 4-0 f I _ ='I _ 4 wIND FK_SSt_ik.�S' ARE EASCD C\ ( S"(EENUH DES:IEN CPSI;> C:C I (A UNNDERLAP SIDE TYPICAL MINOR X-8 R:SK ATE NY <z Tr, 6 ,JI NI [4 j5 ('A"E C Nk t B z A T NCh SCN CE RS AL.ON, AF";CRS UR FL«TNS < N IjR c ENI; 6 113 ,15 S 1 r' FASTEN('RS ( FSIST ' I l[P 14 /4 SE DR1111vU h TNr O� �" � --.. - � ° W7 �.:ONTK. ..f.P,L tn�A fr. 11 LC�iF-iC�T ONE; Af I ( I- ABL f7"d..'Y � «` n O L';Sy FOR FAN DUF HEIG(11f �t t Ei ❑ S, AftD k,.i1.:IF UCS REMt�J I S C Un. U l .E R f2[7C7� t'EiGIiTJ Av7 Cll HC f SNOT VAl?Y 1J 7 /500 w ...... ._..._ Y TYPICAL RIB X-3 OVERLAP SIDE ' a At t f..A1L I, 13WIDTH 4A `3116 .)" F" Cad DFSI,N T ICKNIS'i- 003' US n x C h 1 1 1 D MA EF 41Af /FT LIIN; EIl IL R. AN}AEI A C S C /YTH .j 1- Z 44 105E SPACE: 1 2 t r r ER IN ', --. 6ii AB ORE AND Gff L CH LiAM1:7ER TII LRAN f SIAN I ARTS Fr R THICKLS C MEDAL 691 cl a 3 xoccs^�Ilt/' 3' OR > 1 tF IN NOTE` DLI )H 1 ,. IN Ai_f_ IN rii)_ BEN I•'AITIS llrE 2` r_XCE1 T WHE-E CI71_D ;A ti R zp iN TAK NSIENl ARE iA,>ED IJN 0.020 MALE ltai_. ANGLES �R S F (�FI.t.S r s1iER — .._ (.a OR —) I/� .N IN Y0 FT stir w¢. ALL F��IFIj DIME SIfN; ARL TII=' OF S.ifL POSITIVE ROOF PRESSURE: 16.0I'SF �K ©R N IN o ET �a a 1,R OF Sf4EF I SUCTION ROOF PRESSURE: EIVL CC v�K4 iJ4.��IO PRESSU E: 59.1 PSF xNLT LARIATION r-Uk LF;h+B.JED DIMENSIO13 > 00" CCTV(RA GL r,,,IN N BOARD SIDE �� =OUTBOARD SIDE{ a m 000 3 '5 7HC) t txa tfS®gym No 57170 p* 1 11 E A,p I T A T I g� STATE OF «rdd c g z WALL — LOW EE LIL � 1NA °' ��� �o °* S rte`/ 9 r" « -� 8133Cl CCAL:= tr�f8tt®aerewititi 2°'g GENERAL_ L NOTES ,. „,„,,,,. __ ._ t T) SI,N WAS Di `E IN AC I;[Th?MWE WITH OtE 2W0 E.HRIDA -• ` ._ 61 0' o� �` I3U71 D NG OD4 7O1 EM IIIN a ..... ,..-_...._w.w:. .... ,:. .,...>...... ��.,,,,,.,r,,,,,.,� F~ L 1 V E All F.,(` 1 I`'CC L 7W t11 I a W ND S I I L 10 T 1 _/+0 MP . CNHMI `AL w z ,.� _ _.... .,.�; .... f Il. ct ` W t- IND P �.P., CT TC Ii; MPI-k Ax MV CV IE.�� xT ANIJ 6I, _) -Sr s� A�:1r4� UNDERLAP SIDE TYPICAL MINOR X Q a _� 4 WAD PIN�TCC SSME S tr-T.. BAAM ❑N ALLIP ARLE_ ST:ENC,TH 11F SIf,N (ASD%. ° F'SK t Ci 1. ✓<N;! E1 Ii_Ki LATE uP% 6. <i 7 AVF(RA E FA TEN R S t N: nN C ti ERS aN( 03 AND C Ik S -TN ILht( 1P EN ( lilt H� z ikr o E ASTt NE RS C0NSIS I OF h 14x 1/ Sr f RII % SC R(W FOR MAN ni_II HI:CI I Eh _0 CI 1 Ok t ETS, ANC R l[.7F vI E ti n: 1 Nµ^ CIF ?N C3 I I) ;RAC A h'F AR ?EMEN S E R ❑TtiER Rf I(]t W a .• HEICi (S ahDl R ,i.0Pl S MAY ✓akY. 4 z `° d Q > /1300 ' �e C9 J G] ct OVERLAP SIDE C<[ (ALE U J , TYPICAL RIB X-3EA(GJIAT18 ]iL W'i1TH, 413 1/t. t = Li' 1 1 1<11 TI C[143 1< . f 11 s,;° M t3 a [PASF II MATE';IA 80 4S1 M N g ¢ O 3141 AN 1<E;1ILD ( 4S S lI td8 3" t. MC Lr CE NI l F 1NF) � IITI ?A.hdCE STANDARDS (" .� Tfa1�:KFS ME_/s t O A N I .H DAN, E3 A(:CL;M 1'Eid ❑R ) 1%t6 IN < a NOTES DEPT 0 R 7 1/3 IN R II __ ._� r+ NR i3 IN ... �-t- JK ) P In R I i. =;I L 1NS1JI ''1:"NCt RAC31i Pkk. N.06 EXCEPT WHERE N0l'E:Z;. I ANt._ES - -� �.S P M 131143< .[.- BASED I1�N t OP I F -RtAL. POSITIVE WALL PRESSURE: 17.8 PSF 3. ALL FF tt,HT i 1'1 NSIf7 S ,R€ P IIF SHEET T❑ _ �[JE R, 1/8 IN IN 10 4 i SK5 full AF SIFET NEGATIVE WALL PRESSURE: 214 PSP 'N-T vAPI� TARN FOR CC1PtM D 'IME N. A, INBOARD SIDE - _ 1:1j° r ✓r cC OUTBOARD SIDE oc La goo 750 I . _. �e xcs Bfi t9 ,TYP> .7YR.) (TYP) '& x# i4,6 z as a Na 57170 AG PANEL ;� PROFILE srarE of WALL - HIGH IN SPEED NOT IN AlSCE:: '� xx66D�ie5a%I 0 GENERAL NOTES E O z% DLS1(N WAS U( NE IN 1, URDANCE Willi IT n= )C1 F I ."I!,A - III BIJILIING t'EILE, ICII ED) 1I v �� nz � � t l' AT �ry ' z '_se A) DEAL I(A I5 1<3 �9 1 IE ( 1 12' PSr ^ \ JJ....,,,..-. I1IKH U(71 MATE L ND Sf 33 P 14 TC 170 'PI :NOM NC.L a .— 7 I`;CO _ ) �0 10 1 Mt IC. 4 F 33::M ( D'AG .R PE T A4�D F N o _ IOJ, aNC 4.J =Ft ( ;Cf1 4t1k& < A3IAA. t; i..N A( : / `TP Tf.i • SI:N CA I V UNDERLAP SIDE TYPICAL MINOR X-8 'i7SK z I � IND Ex MSUPI CIATICORV AVE BALI A S4 ACI 6 US ,.E NTE S FLON`. ;_ 1 US IS AND (A i (1333 1:33 ❑ NJ) = r INC rN er? .... _ _.. nS NF(S C7N 'ST Cl Cxt/A" S LI l.krl_t CREb Ow g mg f m�w , - dlIN C[7F NL SEP Wl4 S� ( F CP ON:, nG I I d ABL L7N:_'{ t ) �l 0- 0P. ME Srs RC(l k CI:,dl {-C -C I LF 11K LE S A D PM N[' S r� c 1- r' ( SI t+��'�G R� u ,L'a tun LI i r I- rc aI If "� HFA--JIT AND/(k S fJPI S MA't VARY. z t t 300 nQ TYPICAL RIB X-3 OVERLAP SIDE t/d a 2) GAGE J3 U¢z y (A CUTAI D COIL 4/ DTH 43 /13' 3 t = 0020" �^ LSI N T1(CINESS JC135' o z 1 iL1NC;, 41NDAP-J F S SET `.✓I(N C<3<3 L M/aTE lMIN is d _......_...__..., cl 44' IIIlJ-_ ` ACC C EE'..(�lIt R LINE) - — "- --`-' -- —. -_ I30NF_ EvE ,>ili:C P,1 C1 ii.A4stTER TIL S.RAN F.: S7A4DA N F,.;P TF1C<<'SI MAi_ U) u 4z U) 4 y cn 2 rlCf'iiM3Lr IO3 ) 1! 6 IN ,r NNTEI N - C+ PC Li I Al i_ INSIDE BEND i'Aj I 4E ( p ' 1F/ / 3/ 3 /EX(TI" WHERE Nf-ITE VII (I OR 1132' IN iMLN CBS AR 3 SI:C;NS Ff2 n C 1❑ PRESSURE:D ON OCH Nn.ER:AL_ a ( (+ E� 2 DUIPF S POSITIVE WALL P SSU L-3 6.6 PSF �AMBLR - IN w 10 PT r A, HF f P'T DID^ NS , L SCET � n �- 0� S IEET DIVE r JR 1/8 IN IN 10 F T R^ SUCTION WALL PRESSURE: 4.9 PSF NET v F IA l IpN E nP '"OMVN_D DIM_NSILI.S BCIS Home Log In User Registration ! Hot Topics Submit Surcharge Stats&Facts ! Publications Contact Us BCIS Site Map Links ! Search d bpr Product Approval 'USER:Public User Product Approval Menu>Prod_ ygct or Applicatign�aarch>Application List.>Application Detail FL# FL12765-R6 Application Type Affirmation Code Version 2020 Application Status Approved Comments Archived Product Manufacturer Janus International Group, LLC. Address/Phone/Email 135 Janus International Blvd. Temple, GA 30179 (770) 562-6135 Ext 360 curts@janusintl.com Authorized Signature Curtis Schroeder curts@janusintl.com Technical Representative Curtis L. Schroeder Address/Phone/Email 134 Janus International Blvd. Temple, GA 30179 (770) 562-2850 Ext 360 curts@janusintl.com Quality Assurance Representative Jake Lyons Address/Phone/Email 134 Janus International Blvd. Temple, GA 30179 (770) 562-2850 Ext 304 jakel@janusinti.com Category Exterior Doors Subcategory Roll-Up Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report- Hardcopy Received Florida Engineer or Architect Name who developed the Joseph H. Dixon,Jr Evaluation Report Florida License PE-7768 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 9.2/31/2023 Validated By Gordon Thomas, P.E. Validation Checklist- Hardcopy Received Certificate of Independence FL12765 R6 COI 29018 cert of fi, indep.pdf Referenced Standard and Year(of Standard) Standard Year ANSI/DASMA 108 2005 ASTM E330 2002 TAS 201 1994 TAS 202 1994 TAS 203 1994 Equivalence of Product Standards Certified By Sections from the Code I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s)are in compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity Yes No N/A FL12765 R6 COC FL12765 Affirm for FBC 7th 2020 s.pdf Product Approval Method Method 1 Option D Date Submitted 10/06/2020 Date Validated 10/06/2020 Date Pending FBC Approval Date Approved 10/12/2020 summary of Products FL# 12765.1 Series 1100 Series 1100 -26 Gauge Door Assebmly Max Size: 8'-8" x 14'-0" Limits of Use.. Installation Instructions Approved for use in HVHZ: No FL12765 R6 II 29018 Dwg T1012 Rev A.pdf Approved for use outside HVHZ: Yes FL12765 R6 II 29018 install 750 1100.pdf Impact Resistant: No Verified By: Joseph H. Dixon,Jr. 7768 Design Pressure: +24.4/-27 Created by Independent Third Party: No Other: Not for use in High Velocity Hurricane Zones Evaluation Reports FL12765 R6 AE ER-09-0008-R.pdf Created by Independent Third Party: Yes 12765.2 Series 1100 Series 1100 - 26 Gauge Door Assembly Max Size: 10'-0"x Limits of Use Installation Instructions Approved for use in HVHZ: No € FL12765 R6 II 29018 Dwg T1013 Rev A.pdf Approved for use outside HVHZ:Yes FL12765 R6 II 29018 install 750 1100,pdf Impact Resistant: No Verified By: Joseph H. Dixon,Jr. 7768 Design Pressure: +19.4/-22.7 Created by Independent Third Party: No Other: Not for use in High Velocity Hurricane Zones Evaluation Reports I FL12765 R6 AE ER-09-0008-R.pdf j Created by Independent Third Party: Yes 12765.3 Series 3100 Series 3100 -26 Gauge Door Assembly Max Size: 16'-0"x 20'-0" __...._.............(..__..........__...__ __.......-._............_..-_._.._...m___.._.___..._._..._.. ___.__....__.____._..._...__...__......._....._._ .......__.........._.____._.._____._._..._.__............._.. Limits of Use Installation Instructions Approved for use in HVHZ: No FL12765 R6 II 34012 Dwg T1004 E.pdf Approved for use outside HVHZ: Yes FL12765 R6 II 34022 Mod 3100 inst instr.pdf Impact Resistant: No Verified By: Joseph H. Dixon,Jr. 7768 Design Pressure: +36/-41 Created by Independent Third Party: No Other: +367-41 psf at 12'-0"wide.Varying loads are shown Evaluation Reports for widths 8'-0"to 16-0". Not for use in High Velocity FL12765 R6 AE M3100 FL12765 T10QSG P2.pdf Hurricane Zones Created by Independent Third Party: Yes 12765.4 Series 310Q Series 3100 - 26 Gauge Door Assembly Max Size: 20'-0"x Limits of Use Installation Instructions Approved for use in HVHZ: No € FL12765 R6 II 32041 FL T1005-F 0002.pdf Approved for use outside HVHZ:Yes FL12765 R6 II 34022 Mad 3100 inst instr.pdf Impact Resistant: No Verified By: Joseph H, Dixon,Jr. 7768 Design Pressure: +357-38 Created by Independent Third Party: No Other: +35/-38 psf at 16'-0" wide,Varying loads are shown Evaluation Reports for widths 15'-0"to 20-0". Not for use in High Velocity I FL12765 R6 AE 32041 ER-09-0007-R2 120112 0005,pdf Hurricane Zones Created by Independent Third Party: Yes 12765.5 Series 750 Series 750 - 26 Gauge Door Assembly Max Size: 3'-0"x Limits of Use Installation Instructions Approved for use in HVHZ: No FL12765 R6 II 29018 Dwg T1000 Rev B.pdf Approved for use outside HVHZ:Yes FL12765 R6 II 29018 install 750 1100.pdf Impact Resistant: No Verified By: Joseph H. Dixon,Jr. 7768 Design Pressure: +35/-45 Created by Independent Third Party: No Other: Not for use in High Velocity Hurricane Zones Evaluation Reports FL12765 R6 AE ER-09-0007-R,pdf Created by Independent Third Party: Yes 12765.6 [Series 750 Series 750- 26 Gauge Door Assembly Max Size: 6'-0" x1 Limits of Use_.__.. Installation Instructions Approved for use in HVHZ: No FL12765 R6 II 29018 Dwg T1001 Rev B.pdf Approved for use outside HVHZ: Yes FL12765 R6 II 29018 install 750 1100.pdf Impact Resistant: No Verified By: Joseph H. Dixon,Jr. 7768 Design Pressure: +19.9/-24.4 Created by Independent Third Party: No Other: Design pressures listed is at test width of 6'-0". For Evaluation Reports pressures versus widths, see Table 1, Page 4 of evaluation 1 FL12765 R6 AE ER-09-00_17-R.pdf report. Not for use in High Velocity Hurricane Zones. Created by Independent Third Party: Yes 12765.7 Series 750 Series 750 - 26 Gauge Door Assembly Max Size:8'-8" x 12'-0" Limits of UseyWW__._. Installation Instructions Approved for use in HVHZ: No FL12765 R6 II 29018 Dwg T1002 Rev B.pdf Approved for use outside HVHZ: Yes FL12765 R6 II 29018 install 750 1100.pdf Impact Resistant: No Verified By: Joseph H. Dixon,Jr. 7768 Design Pressure, +24.4/-27.0 Created by Independent Third Party: No Other: Not for use in High Velocity Hurricane Zones Evaluation Reports FL12765 R6 AE ER-09-0007-R.pdf Created by Independent Third Party: Yes 12765.8 Series 750 Series 750 - 26 Gauge Door Assembly Max Size: 10'-0"x 12'-0" Limits of Use Installation Instructions Approved for use in HVHZ: No FL12765 R6 II 29018 Dwg T1003 Rev B.pdf Approved for use outside HVHZ:Yes FL12765 R6 II 29018 install 750 1100.p Impact Resistant: No Verified By: Joseph H. Dixon,Jr. 7768 Design Pressure: +19.4/-22.7 Created by Independent Third Party: No Other: Not for use in High Velocity Hurricane Zones Evaluation Reports FL12765 R6 AE ER-09-0007-R.pdf Created by Independent Third Party: Yes 12765.9 Series 850-S Series 850-S, 26 Gauge Door Assembly Max Size: 8'-8" x 12'-0" Limits of Use Installation Instructions Approved for use in HVHZ: No FL12765 R6 II 29018 Dwg T1006-S Rev B.pdf Approved for use outside HVHZ:Yes FL12765 R6 II 29018 install 850.pdf Impact Resistant:Yes Verified By: Joseph H. Dixon,Jr. 7768 Design Pressure: +46/-54 Created by Independent Third Party: No Other: Not for use in High Velocity Hurricane Zones Evaluation Reports FL12765 R6 AE ER-09-0007-R.p Created by Independent Third Party: Yes EL 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: C Credit Card Safe 4 REVISIONS M y l ≥i,,s }� '� RED! DE5CR7PT70N OAT£ APPRC4VAl "`°` �' X" • "�f �'" — DRAWING RELEASE I7-f4-D2 �DM 3a' TO OUTSIDE OF BRACKET ���� �� y �V��� '}- tkORIZONTAL LEG CBOTH ENDS? }� �. .W 4ENA OF AXLE. �. �,HEADROOM -4 - (BOTH ENDS) 2�' 5 U MAX.WALL OPENING WIDTH Rg (CLEAR OPENING? BARREL TYP 3},` a- ASSEMBLY VERTICAL J HEADROOM "-Sg IF4'X 1!2'}tt1Rt2DNTAL �;' ° . } (TAD - BRACKET STOP CURTAIN PANEL DETAIL A CONCRETE 1-3 4' BLOCK WEDGE-BOLT USIN6 lf4'x E-3f4'POWERS VEDGE-BDl7 JNADT CONCRETE/ ASTM A653 DR 80 ZINC COATED STEEL FtLL£814.00K PRE-PAINTED WITH FULL COAT OF PRIMER AND 1 ; .ip,MBS BAKED SILICONIZED POLYESTER FINISH COAT ALL COMPONENTS SHALL BE --- -= 26 GA CURTAIN DETAIL ASTM A653 STEEL V/MSN FY=33 KSI GALVANIZED PER -- '-`- -- - ASTM A653 G-9D. S GUIDE STEEL 3t4'X ill"HORIZONTAL MAX,AX, _ _..� '_ T _. SLUT:B 24'O.C.MAXWALL — . M — OPENING _.i 26 GA 24 GA (022) GAIV. STEEL JAMBS r HEdOV1Y CURTAIN USING 1/4-14 X I`TEES ( (CLEAR OPENING) - STEEL BOTTOM BAR ASTM 6653 W/MIN. 18 GA (046) GUIDE MOUNTING DETAIL FY=33 KSI SINGLE 1/4'0 THRU BOLT WITH .LUCKING NUT LOCATED AT EACH HEADROOM_REQUIRED HANDLE EN11 AND TWO AT THE MIDDLE OF OPENING VERTICAL HORIZONTAL... ...... .:.....�._. .....� ANGLE, -- . ....._..__ .�_..__ _.. HEIGHT HEADROOM HEADROOM 2' X 1-1/2' X ,305 THRU 7'-4' 15-1/2 17-1/2" . ASTM 6653 W/MIN.ANGLE ASTRAGAL FY=33 KSI OVER 7`-4' CONTINUOUS FULL THRU 8.'-8' BOTTOM BAR ASSEMBLY } CURTAIN WIDTH SIDE VIEW INSIDE ELEVATION OVER a'-B' 17 18-1/4' THRU 10'-0' BOTTOM BAR ASSEMBLY ART ABM JANUS INTERNATIONAL CORPORATION THESE T$NOT BE AL O UCES S SUBMITTED TO 8Y JANUS ECURTAIX IG IN PART ID A PRIPRI1/NILE£f0.4Y RAT{A2E 61(4 PURPOSE OTbHERET 6.1114 THAT DATEWHICH 114 NECCESs s OR PREPARATION CF BIDS SC III ERIYYL WITHOUT MATERIHL' 134 JANUS INTERNATIONAL BLVD TEMPLE,GA 30179 TIE EXPRESS PERMISSION JAMn WHICH MAY RECALL 1REUMEATS AT ANY TIME. 770-562-2850FFax 770-562-2264 APPLPE4(IRISH 8 2012 Janus International Carlrotation Al Rights Reserved UNLESS OTHERWISE SPECIFIED DIMENSIONS ARE IN INCHES AND TOIL€RANCES:LBiiT OF MEASLIE, ARE, CERTIFIED WIND LOAD RATED DECIMAL FRACTIONS ANGLES HOLE DIAMETERS APPINYVALB ONTO 26 GA SERIES 750 DOOR ASSEMBLY SEE SHEET 2 FOR NOTES +.004 aE MAX, SIZE 6'-0' X 32'_O XX t,03 t 1/16 0°30' UNDER 2251 —,803 BECKY NELSON li 14 02 XXx tA05 ,251 to >500 t,uo3 CKE4 SIZE nRAVI R ac7w tB03 DON MILLS 11-14-D2 T 1 0 0 1 B OVER .500 X003 AaParTVEo- Scri c SHEET. ay. DON MILLS 1I�14-02 'NONE 1 2 '.g a *' '� REVISIONS f g TATS a REV DESCRIPTION DATE APFROVAL POWERS WEDGE-BOLT — DRAWING RELEASE Ii-ia-Q2 _DM —I ---I ( i I/4" X 1-3/4' •s e� A NOTE REVISIONS_.. 4-16-tl4DM SELfr-DRILLING SCREW t... ,p* a, l/4—l4 Xi 1" LONG EXISTING CONCRETE � +... 'L1f i 3.539 1.75!3 jtt f 539 (�}• � CUiTAIbi_--� � LI&Tnia.._�i I�.' �- 2x R.2aa CIPENIt4G WIDTki +3-3fa" 3 3 Q d 03.Bfl0 9llfi' Ifi 2X R.931 3732 '`-of 224 4,788 STEEL JAMBS CONCRETE/FILLED BLOCK JAMBS E 3633 2%A345 LH GUIDE MOUNT SHOWN RH GUIDE MOUNT SHOWN t d _. 4 STEEL PIPE i-t,I,} 2,039 4=965` ASTtt A65.1 YlTH Fy 3780 GA.Y.STEEL.IA RCCDRDA,HCE WITH AST.A653 690 -3.592 i{€ TWO 1/4'0 POWERS i.I9tl WEDGE-BOLTS W!1-1/£' MIN.EMBEDMENT IN 1168 N 2 COCRETE OR TWO I/4'd Ct4tTAIN CLN IRIN STEEL SCREWS W/FULL SIM..Ylf:v E(PLF)Vx —. V OCPLF) REAR VIEW PENETRATION INTO MIN.I/8' [ -— SIE£L, IF EXISTING IS MASONRY, on live torc8s by s heola#ant determine ax mum des PILL CELL W/2580 PSI GROUT. bas a ign Pibs5t,+'s based on maximum mamtnia,5d sheardeveloped by test,4'X a'tlnpr DOOR MOUNTING BRACKET DETAIL Vy Vy Vy + Doeg+ Pa,D..I h/ed 58109/ac6054d 63 Whdbad Design Dtxipn _77 _77 Pas k4 Naatnt Shear Nanani Shear (PLF) (P F) Psf Psi 1n-lbift tbfft 4Hb(42 A/Pt STEEL JAMBS CONCRETE/FILLED BLOCK JAMBS Test my 19.9 24,4 b'x4' LH GUIDE MOUNT SHOWN RH GUIDE MOUNT SHOWN ralmrac>d*,058059655 11804 6111 13361 73.7 fee 9958 door ( SUPERIMPOSED LOAD DIAGRAM GENERAL NOTES <vttrcn x Cann 9, ANCHOR NOTE$, 3'-4'x 1e 35,6 43.7 694.3 69.1 746.3 737 A. EMBEDMENT LENGTH DOES NOT INCLUDE STUCCO FINISH. 4-6,z 12• 33,9 nb 638,7 66.3 789.2 737 I. THIS NULL-UP DOOR SYSTEM IS DESIGNED 1N ACCORDANCE WITH THE FLORIDA 3-8'x 11 3L4 350 668.4 box 87*2 797 BUILDING CODE. B. FOR HRS SHALL MASONRY INSTALLED FILL ALL CELLS @ ANCHOR WITH UFAC PSI GROUT. 12' 29,7 36.9 128.9 641 8917 737 C. ANCHORS SHALL BE IN ACCORDANCE WITH MANUFACTURER'S "-V x 3z 23.8 24.2 9092 641 IU4a x37 2. THIS ROLL-UP DOOR HAS BEEN TESTED IN ACCORDANCE WITH AS TN E-330 AND SPECIFICATIONS. 5--6'x 12 21.7 26.6 999,4 60.1 12214 717 COMPLIES WITH ANSI/DASMA ITS 14. DOOR OPERATION TYPE TO BE PUSH-UP, s'-D'x 195 its e4.4 II S 641 1336.5 73.7 DESIGN LOAD„+199 PSF 11. GUIDE TO JAMB ATTACHMENT FASTENERS BEGIN 4' FROM t -24,4 Dtsipn tin,fonts lcu4at9tl to a i,,t rmnant and 01955r equal FLOOR AND END 3-]f2" BELOW TOP OF WALL OPENING. N o eel the n51,0438S, `evttopsd n the test do T/454o4 tl 99+99 th4 aLrtaln,gs4dt,a:A.7aN>arXMrag4s wI I 1 b stS door to 3. WIND LOADS FOR BUILDING OPENINGS SHALL BE DETERMINED BY A PROFESSIONAL I2. TEST DOOR WAIL OPENING SIZE, 6'-D° x 9`-D'. a he 000Th sa ar 1ts9 than ttmse fn th9 T st moor,car 490 ENGINEER USING APPROPRIATE WIND SPEED AND DESIGN CRITERIA, THIS DOOR # the+law aarairuct6d Ohs saxit for aD aPtrtND tfdthc. MAY BE USED WHERE THE DESIGN LOAD MEETS OR EXCEEDS THE DESIGN LOAD FOR THE BUILDING OPENING 4. SUPERIMPOSES LOADS ON THE JAMBS FROM THIS DOOR ARE DESIGNED AS Vx ART 5109818 AND Vy HEREIN CONTRACTORS SHALL HAVE BUILDING ENGINEER VERIFY THESE CONFIDENTIAL DOCUMENTS SUBMITTED BY JANUS CONTAIN INFORMATIONI SF A PROPRIETARY NATURE JANUS INTERNATIONAL CORPORATION ADEQUACY OF BUILDING STRUCTURE TO RESIST SUPERIMPOSED LOADS Vx, Vy Arm MAY NOT HE REPRODUCED OR USED T4 MANUFACTURE ARYTR5 IN PART OR IN WHOLE FOR ANY TERIAI, 134 JANUS INTERNATIONAL BLVD TEMPLE,GA 30179 AND BRACKET LOADS SHOWN. Pi f OTHER RMAN THAT WHICH IS NECESSARY FOR PREPARAT ON OF BIDS{1F ENGINEERING WITHOUT THE EXPRESS PERMISSION OF JA"WHICH MAY RECALL DMVENTS AT ANY TIME, 5. ALL WELDING SHALL BE PERFORMED BY QUALIFIED WELDERS IN ACCORDANCE w 1CD FlNSS 770-562-285O1 -2264 FaX 770-5&2 WITH A.W.S. SPECIFICATIONS,LATEST EDITION. ALL WELDING ELECTRODES SMALL ©2012 Janus International Corporation All Rights Reserved CONFORM TO A.W,S,45,1 GRADE E-7D. UNLESS OTHERWISE SPECIFIED DIMENSIONS ARE IN INCHES AND TOLERANCES T is XCAS1At£b ARE, CERTIFIED S IND LOAD RATED 6 DTORSER. HA sLL BE PR VIIED WITH LOCK HA MECNISMS Al THE OPTION OF THE DECIMAL FRACTIONS ANGLES HOLE DIAMETERS AP R9/90LS FATE 26 GA SERIES 750 DOOR ASSEMBLY OWN 7 ALL BOLTS AND WASHERS SHALL BE GALVANIZED OR STAINLESS STEEL WITH XX +.03 ± 1/16 # 05 30' UNDER .251 .DDS BECKY NELSON 12-14-D2 MAX. SIZE 6`-.0' X 22'_0' A MINIMUM TENSILE STRENGTH OF 6D KSh -q- REv, XXX 9,005 .251 to ,500 +AQ6 can SzzE nRAW1N6a j 8, DES115N BASED ON CERTIFIED TESTING LABORATORIES,INC.. TEST REPORT +ADB DON MILLS IS-I4-OP NO,CTLA-9a3W-1 OVER .540 -,QD3 APDON MAI o 3rS£T pF, s DCJN MILLS 12-24-02 NONE 2 2 � '. :����: jz �,,%� a /� � '✓i�rs�/ �syf i BCIS Home i Log In User Registration Hot Topics Submit Surcharge ': Stats&Facts € Publications Contact Us ; BCIS Site Map Links € Search ` ;1 C3 p1Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail 77 FL # 96-R2 Application Type Revision Code Version 2020 Application Status Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Elixir Door and Metal Company Address/Phone/Email 1215 Pope Drive Douglas, GA 31533 (912) 493-2215 ryarberry@elixirdmc.com Authorized Signature Randall Yarberry ryarberry@elixirdmc.com Technical Representative PTC Product Design Group Address/Phone/Email PO Box 520775 Longwood, FL 32752 (321) 690-1788 info@ptc-corp.com Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency Fenestration and Glazing Industry Alliance (formerly AAMA) Validated By Fenestration and Glazing Industry Alliance (formerly AAMA) Referenced Standard and Year (of Standard) Standard Year ASTM E330 2002 ASTM E330 2014 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL17996 R2 Equiv EER 2244 Rev3 ss.pdf Product Approval Method Method 1 Option A Date Submitted 02/19/2021 Date Validated 02/22/2021 Date Pending FBC Approval Date Approved 02/28/2021 Sumjmares®f Products LMode , Number or Name Description 17996.1 Series 202-20S Steel Door Series 202-20S Steel O.S. Door w/ Vertical Slider Window [Limits of Use Certification Agency Certificate Approved for use in HVHZ: No I FL17996 R2 C CAC 19359 Elixir - 202-20S OS Door (1b Approved for use outside HVHZ: Yes ASTM Jan. 2021.pdf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +38,7/-32 07/11/2024 Other: Installation Instructions FL17996 R2 II ELIX0034 Rev B Model 202-20S ss.pdf Verified By: Robert J. Amoruso, PE FL PE No. 49752 Created by Independent Third Party: Yes Evaluation Reports FL17996 R2 AE PER 1642 Rev4 ss.pdf Created by Independent Third Party: Yes 17996.2 Series 230 W9 Steel Door Series 230 W9 Steel O.S. Door w/ Cottage Window Limits of Use Certification Agency Certificate Approved for use in HVHZ: No j FL17996 R2 C CAC 19346 Elixir - 230-W9 OS Door (fib). Approved for use outside HVHZ: Yes ASTM Jan. 2021.pdf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +25.3/-25.3 07/11/2024 Other: Installation Instructions FL17996 R2 II ELIX0033 Rev B Model 230 W9 ss.pdf Verified By: Robert J. Amoruso, PE FL PE No. 49752 Created by Independent Third Party: Yes Evaluation Reports FL17996 R2 AE PER 1642 Rev4 sspdf Created by Independent Third Party: Yes 17996.3 Series 402-14 Vinyl Steel Out-Swinging Regular Door - 14" x 14" Window Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17996 R2 C CAC 19349 Elixir - 402-14 OS Door (b). Approved for use outside HVHZ: Yes ASTM Jan. 2021.pdf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +66/-56 08/26/2025 Other: Installation Instructions FL17996 R2 II ELIX0050 REV-B OS MODEL 402-14 ss.pdf Verified By: Robert J. Amoruso, PE FL PE No. 49752 Created by Independent Third Party: Yes Evaluation Reports FL17996 R2 AE PER 1951 Rev3 ss.pdf Created by Independent Third Party: Yes 17996.4 =SerrIies402-20S Vinyl Steel Out-swinging Regular Door - 20" slider window Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17996 R2 C CAC 19358 Elixir - 402-20S OS Door (d. Approved for use outside HVHZ: Yes ASTM Jan. 2021.pdf Impact Resistant: No l Quality Assurance Contract Expiration Date Design Pressure: +66/-56 08/26/2025 Other: Installation Instructions FL17996 R2 II ELIX0051 REV-B OS MODEL 402-20S ss.pdf Verified By: Robert J. Amoruso, PE FL PE No. 49752 Created by Independent Third Party: Yes Evaluation Reports FL17996 R2 AE PER 1951 Rev3 ss.pdf Created by Independent Third Party: Yes 17996.5 Series 407 Vinyl Steel Out-Swing Regular Door - Blank (no window) Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17996 R2 C CAC 19345 Elixir - 407 OS Door (lb) ASTM Approved for use outside HVHZ: Yes Jan, 2021.pdf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +50/-50 08/19/2025 Other: Installation Instructions FL17996 R2 II ELIX0052 REV-B OS MODEL 407 ss.pdf Verified By: Robert J. Amoruso, PE FL PE No. 49752 Created by Independent Third Party: Yes Evaluation Reports FL17996 R2 AE PER 1951 Rev3 ss.pdf Created by Independent Third Party: Yes 17996.6 Series 430 W9 Vinyl Steel Out-swinging Regular Door - 9-Lite Window (1'8" x 3'0") Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17996 R2 C CAC 19344 Elixir - 430-W9 OS Door (lb). Approved for use outside HVHZ: Yes ASTM Jan. 2021.pdf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +50/-50 08/25/2025 Other: Installation Instructions FL17996 R2 II ELIX0053 REV-B OS MODEL 430-W9 ss.pdf Verified By: Robert J. Amoruso, PE FL PE No. 49752 Created by Independent Third Party: Yes Evaluation Reports FL17996 R2 AE PER 1951 Rev3 ss.pdf Created by Independent Third Party: Yes 17996.7 Series 6400 W9 Cottage Series 6400-W9 Non-Impact Inswing Painted Steel Door w/Storm Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17996 R2 C CAC 19352 Elixir - 6400-W9 IS Door w- Approved for use outside HVHZ: Yes Storm (Ib) ASTM Jan, 2021.pdf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +66.7/-56.7 09/07/2024 Other: Installation Instructions FL17996 R2 II ELIX0056 Rev-B IS MODEL 6400-W9 WITH STORM DOOR ss.pdf Verified By: Robert J. Amoruso, PE FL PE No. 49752 Created by Independent Third Party: Yes Evaluation Reports FL17996 R2 AE PER 1954 Rev3 ss.pdf Created by Independent Third Party: Yes 17996.8 Series 7500 Oval Series 7500 Non-Impact Inswing Vinyl Laminated Steel Door w/Storm Door and PVC Jambs Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17996 R2 C CAC 19348 Elixir - 7500 IS Door w-Storm Approved for use outside HVHZ: Yes I (1b) ASTM Jan. 2021.pdf Impact Resistant: No I Quality Assurance Contract Expiration Date Design Pressure: +50/-50 08/23/2024 Other: Installation Instructions FL17996 R2 II ELIX0060 Rev-B IS MODEL STR 7500 OVAL WITH STORM DOOR ss.pdf Verified By: Robert J. Amoruso, PE FL PE No. 49752 Created by Independent Third Party: Yes Evaluation Reports FL17996 R2 AE PER 1955 Rev3 ss.pdf Created by Independent Third Party: Yes 17996.9 Series 8400 W9 Cottage Series 8400-W9 Non-Impact Oval Inswing Vinyl Laminated ISteel Door w/Storm Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17996 R2 C CAC 19353 Elixir - 8400-W9 IS Door w- Approved for use outside HVHZ: Yes Storm (fib) ASTM Jan. 2021.pdf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +50/-50 09/07/2024 Other: Installation Instructions FL17996 R2 II ELIX0057 Rev-B IS MODEL 8400-W9 OVAL WITH STORM DOOR ss.pdf Verified By: Robert J. Amoruso, PE FL PE No. 49752 Created by Independent Third Party: Yes Evaluation Reports FL17996 R2 AE PER 1954 Rev3 ss.pdf 3 Created by Independent Third Party Yes 110 Series 9000 Series 9000 Non-Impact Inswing Vinyl Laminated Steel Door w/Storm� Door ------� Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17996 R2 C CAC 19374 Elixir - 9000 IS Door w-Storm Approved for use outside HVHZ: Yes ( )_ASTM Jan. 2021.pdf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +50/-50.7 09/06/2024 Other: Installation Instructions FL17996 R2 II ELIX0058 Rev-B IS BLANK 9000 DOOR W. STORM DOOR ss.pdf Verified By: Robert J. Amoruso, PE FL PE No. 49752 Created by Independent Third Party: Yes Evaluation Reports FL17996 R2 AE PER 1954 Rev3 ss.pdf Created by Independent Third Party: Yes 17996.11 Series 9400-W9 Cottage Series 9400-W9 Non-Impact Inswing Vinyl Laminated Steel Door w/Storm Door Limits of Use � Certification Agency Certificate Approved for use in HVHZ: No FL17996 R2 C CAC 19350 Elixir - 9400-W9 IS Door w- Approved for use outside HVHZ: Yes Storm (ib) ASTM Jan. 2021.pdf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +50/-50 09/06/2024 Other: Installation Instructions FL17996 R2 II ELIX0059 Rev-B IS MODEL 9400-W9 COTTAGE W. STORM DOOR ss.pdf Verified By: Robert J. Amoruso, PE FL PE No. 49752 Created by Independent Third Party: Yes Evaluation Reports FL17996 R2 AE PER 1954 Rev3 ss.pdf Created by Independent Third Party: Yes 17996.12 Series AFIF7N Series AFIF7N Non-Impact IS Fiberglass Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17996 R2 C CAC 19351 Elixir - AFIF7N IS Door (1b Approved for use outside HVHZ: Yes ASTM Jan. 2021.pdf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +38.7/-38.7 08/21/2024 Other: Installation Instructions FL17996 R2 II ELIX0040 AFIF7N-BFIF7N RevB ss.pdf Verified By: Robert J. Amoruso, PE FL PE No. 49752 Created by Independent Third Party: Yes Evaluation Reports FL17996 R2 AE PER 1952 Rev3 ss.pdf Created by Independent Third Party: Yes 1f17996.13 fSerie�s��IF71\1 Series AVIF7N Non-Impact IS Steel Door Li . its of Use Certification Agency Certificate Approved for use in HVHZ: No FL17996 R2 C CAC 19356 Elixir - AVIF7N IS Door (lb)_ Approved for use outside HVHZ: Yes ASTM Jan. 2021.p ff Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +38/-38 07/22/2025 Other: Installation Instructions FL17996 R2 II ELIX0047 AVIF7N RevB ss.pdf Verified By: Robert J. Amoruso, PE FL PE No. 49752 Created by Independent Third Party: Yes Evaluation Reports FL17996 R2 AE PER 1953 Rev3 ss.pdf Created by Independent Third Party: Yes 17996.14 ]::S::e::ries BFIF7N Series BFIF7N Non-Impact IS Fiberglass Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17996 R2 C CAC 19357 Elixir - BFIF7N IS Door w-Side Approved for use outside HVHZ: Yes Lites (1b) ASTM Jan. 2021.pdf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +38.7/-38.7 08/21/2024 Other: Installation Instructions FL17996 R2 II ELIX0040 AFIF7N-BFIF7N RevB ss.pdf Verified By: Robert J. Amoruso, PE FL PE No. 49752 Created by Independent Third Party: Yes Evaluation Reports FL17996 R2 AE PER 1952 Rev3 ss.pdf Created by Independent Third Party: Yes 17996.15 Series BVI63S Series BVI63S Non-Impact Single Inswing Door w/Fixed Lite Insert and Outswing Storm Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17996 R2 C CAC EXR BVI63S E330 plus5.pdf Approved for use outside HVHZ: Yes QuaHty Assurance Contract Expiration Date Impact Resistant: No 12/17/2021 Design Pressure: +65/-65 Installation Instructions Other: FL17996 R2 II ELIX0061 BVI63S RevB ss.pdf Verified By: Robert J. Amoruso, PE FL PE No. 49752 Created by Independent Third Party: Yes Evaluation Reports FL17996 R2 AE PER 2244 Rev3 ss.pdf created by Independent Third Party: Yes 17996.16 Series BVIF7N Series BVIF7N Non-Impact IS Steel Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17996 R2 C CAC 19354 Elixir - BVIF7N IS Door (i ). Approved for use outside HVHZ: Yes i ASTM Jan. 2021.pdf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +40/-40 07/29/2025 Other: Installation Instructions FL17996 R2 II ELIX0049 BVIF7N BVIF7S RevB ss.pdf Verified By: Robert J. Amoruso, PE FL PE No. 49752 Created by Independent Third Party: Yes Evaluation Reports FL17996 R2 AE PER 1953 Rev3 ss.pdf Created by Independent Third Party: Yes 17996.17 Series BVIF7S Series BVIF7S Non-Impact IS Steel Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17996 R2 C CAC 19355 Elixir - BVIF7S IS Door w-Storm Approved for use outside HVHZ: Yes Q .)_ASTM Jan. 2021.pdf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +50/-50 07/29/2025 Other: Installation Instructions FL17996 R2 II ELIX0049 BVIF7N BVIF7S RevB ss.pdf Verified By: Robert J. Amoruso, PE FL PE No. 49752 Created by Independent Third Party: Yes Evaluation Reports FL17996 R2 AE PER 1953 Rev3 ss.pdf Created by Independent Third Party: Yes 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: Credit Card LMODEL 407 NON4MPACT OUTSWING C3 � a } 6t �ryU� z U O O E VINYL LAMINATED STEEL DOOR INSTALLATION ANCHORAGE NG I GENERAL NOTES: INSTALLATION NOTES: I.THE PRODUCT ANCHORAGE SHOWN HEREIN IS DESIGNED 5.IN AREAS WHERE WINDBORNE DEBRIS PROTECTION I.ONE(1)INSTALLATION ANCHOR IS REQUIRED AT EACH 5. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE 0 N d' TO COMPLY WITH THE CURRENT EDITION OF THE REQUIREMENTS EXIST,USE OF AN IMPACT PROTECTIVE ANCHOR LOCATION. WALL FINISHES,INCLUDING BUT NOT LIMITED TO O FLORIDA BUILDING CODE(FBC)EXCLUDING HIGH SYSTEM COMPLYING WITH THE FBC REQUIREMENTS FOR STUCCO,FOAM,BRICK VENEER AND SIDING. N O 0 VELOCITY HURRICANE ZONE AND THE DESIGN WINDBORNE DEBRIS REGIONS IS MANDATORY FOR THE 2.THE INSTALLATION ANCHORS AT THE SPACINGS SHOWN J PRESSURE(S)STATED HEREIN. PRODUCT HEREIN. ARE THE MINIMUM NUMBER OF ANCHORS AND MAXIMUM 6. INSTALLATION ANCHORS SHALL BE INSTALLED IN Z In SPACINGS TO BE USED FOR PRODUCT INSTALLATION. ACCORDANCE WITH ANCHOR MANUFACTURER'S Q O C O L' Ia,THE PRODUCT DETAILS CONTAINED HEREIN ARE BASED 6.FRAME MATERIAL:ALUMINUM ALLOY 6063-T6 INSTALLATION INSTRUCTIONS AND ANCHORS SHALL L O z UPON SIGNED AND SEALED TEST REPORT DOOR PANEL MATERIAL:.09 MIL VINYL LAMINATED 3.SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS E-I uo D O Z CONSTRUCTION CONSULTING LABORATORY REPORT# GALVANIZED STEEL,015"SKIN W/URETHANE FOAM CORE. WITH LOAD BEARING SHIM(S). MAXIMUM ALLOWABLE THAN THE MINIMUM STRENGTH SPECIFIED IN THE Wl 0.,.J p ui CCL-19-167 AND ASSOCIATED LABORATORY STAMPED SHIM SIZE OF 1/4 INCH.SHIM WHERE SPACE OF 1/16 INCH "ANCHOR SCHEDULE'THIS SHEET. .-+ I-b DRAWINGS. 7.GLASS MEETS THE REQUIREMENTS OF ASTM E1300-12AE1. OR GREATER OCCURS. SHIM(S)SHALL BE CONSTRUCTED '`" 04 C I- r I- Z m 16.TESTED TO ASTM 5030-1 4. OF HIGH DENSITY PLASTIC OR BETTER. 7. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE Q 0-U)Q 8.DESIGNATIONS"X"STAND FOR THE FOLLOWING: MUST BE MADE OF CORROSION RESISTANT MATERIAL , W,W 0 F 2.ADEQUACY OF THE EXISTING STRUCTURAL 2X FRAMING X:OPERABLE PANEL 4.ANCHORS FOR INSTALLATION INTO WOOD FRAMING OR OR HAVE A CORROSION RESISTANT COATING, 0 Z OR STEEL FRAMING AS A MAIN WINO FORCE RESISTING 0:FIXED PANEL 14GA.MINIMUM STEEL FRAMING SHALL BE AS SHOWN IN 0.ch ZOQ SYSTEM CAPABLE OF WITHSTANDING AND "ANCHOR SCHEDULE"THIS SHEET, Z Z a c TRANSFERRING APPLIED PRODUCT LOADS TO THE 9.HARDWARE: 0 FOUNDATION IS THE RESPONSIBILITY OF THE ENGINEER A. HALF HINGES:(4)6063-T6 EXTRUDED ALUMINUM O .- CS 03 Q 0 OR ARCHITECT OF RECORD. B. LATCH LOCK:KEYED C. DEAD BOLT:SINGLE CYLINDER H 0 W Z W a u 3.1X AND 2X BUCKS(WHEN USED)SHALL BE DESIGNED AND 1:3>ANCHORED TO PROPERLY TRANSFER ALL LOADS TO THE 10.SEE SHEET1 FOR DESIGN PRESSURE CHART, STRUCTURE,BUCK DESIGN AND INSTALLATION IS THE p_..i RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF 11. IF WATER INFILTRATION REQUIREMENT EXISTS,UNIT MUST rr�� - O° RECORD, BE INSTALLED BENEATH AN OVERHANG MEETING THE H go CURRENT EDITION OF THE FLORIDA BUILDING CODE- aS LA 4.THE INSTALLATION DETAILS DESCRIBED HEREIN ARE BUILDING AND RESIDENTIAL VOLUMES. W GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS 5 k FOR A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN,A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT. ANCHOR SCHEDULE MANUFACTURER EDGE DESIGN PRESSURE RATING(PSF) IMPACT RATING SUBSTRATE TYPE SIZE DOOR FRAME EMBEDMENT DISTANCE ANCHOR CAPACITIES ANDIOR WHERE WATER INFILTRATION WHERE WATER INFILTRATION TYPE SPECIFICATION (IN) (IN)(1)(21 BASED ON REQUIREMENT IS NEEDED REQUIREMENT IS NOT NEEDED NONE SHEET MIN.3 SEE GENERAL NOTE 11 *001-50 METAL/STEEL THREADS Robert J.Amoruso,P.E. TUBING 14 GA FIN(Z-BAR) PAN HEAD NO,8 ASME B18.6.4 PAST INSIDE 3/8" M(N,33 KSI YIELD MIN (TAPPING SCREW) STRNEGTH FL P.E,No,49752 SURFACE OF SUBSTRATE .s THICKNESS ?age.;e�s0F'•-, TABLE OF CONTENT ANS1818.6.1 SHEET DESCRCP710N 2X WOOD (WOOD SCREW} WOOD WITH AMINIMUM FRAMING FIN(Z-BAR) PAN HEAD NO,8 OR 1" 1/2" SPECIFIC GRAVITY OF t GENERAL AND INSTALLATION NOTES ASME 818.6.4 0,42, 2 ELEVATION, ANCHORING LAYOUT (TAPPING SCREW) Digitally signed by NOTES: Robert J Amoruso 3 VERTICAL CROSS SECTIONS 1)FOR WOOD OR TAPFWS SCREWS IF SPLITTING IS A CONCERN,DRILL 0.082'PLOT HOLE(DRILL SIZE45). 1.02.18 4 HORIZONTAL CROSS SECTIONS 2)EDGEDSSTANCEMEASURED PROM EITHER SIDE OF ANCHOR TOEDGEOFSUBSTRATE ' - 12:08'008:03-055`O0O0' 0 \ 01 p- 0 Q Z 38 'MAX.O.A. 0) FRAME WIDTH E 36"MAX. Do 5 DOOR PANEL w o WIDTH 6"MAX. O.C.(TYP.) B D 4"MAX.(TYP.) _ 4"MAX.(TYP.) 3 3 a C N � H H (-) 0 4 4 3"MAX.(TYP.) o 0 O U Nom- N F4 4 F--a V O O 8 G G LOCK ASSEMBLY IS LOCATED APPROX. ai I-O>- OC.(TYP.} E- 0 82 1/4" 80" 4 4 37"ABOVE BOTTOM OF DOOR LEAF AND THE DEAD BOLT ASSEMBLY O W m W�. � U) CU ti MAX,O.A. MAX. E O E �a .—, F. FRAME DOOR 4 4 APPROX.41"ABOVE BOTTOM OF DOOR X v� tz O~0'Imo- h In HEIGHT PANEL O LEAF.SEE STRIKE DETAILS THIS O ELInU Z HEIGHT SHEET. 0 ToQ 41" p0 0OQOZ P8 3"MAX.(TYP.) O Q 0 O �_ C1 w? o> FOUR HALF HENGES,3" V N L AND 21"FROM EACH SILL ANCHOR SPACING H A C END OF THE DOOR SAME AS HEAD SPACING 3 3 PANEL SECURED ANCHOR LAYOUT H <> BY#8 X 3/4'"SCREWS (TYP,) EXTERIOR VIEW ELEVATION E c EXTERIOR VIEW ANCHORING NOTES: __ ._ 1. MINIMUM NUMBER OF ANCHORS IN JAMBS IS 14. ANCHOR SPACING VARIES,BUT NOT TO EXCEED 6" MAXIMUM O.C. #8 TAPPING SCREW. #8 x 3/8"WOOD SCREW MUST BE OF 2. MINIMUM NUMBER OF ANCHORS IN HEAD AND SILL Robert J.Amoruso,P.E. SCREW SUFFICIENT LENGTH TO IS 6.ANCHOR SPACING VARIES,BUT NOT TO FL P.E.No.49752 PENETRATE(3)THREADS EXCEED 6"MAXIMUM O.C. MINIMUM BEYOND STEEL Digitally �.. TUBE. signed by Robert J ENTRY DOOR ENTRY DOOR =rAmorrso STRIKE DETAIL STRIKE DETAIL T,.^y z ' Date: WOOD RRAMRSUBSTRATE STEEL TUBING SUBS"rRA'rR """" 2021.02.18 12:08:47 -05'00' 1"MIN.EMBEDMENT #8 WOOD SCREW INSTALLATION ANCHOR 2X WOOD FRAME 0 (BY OTHERS) THREE(3)THREAD o 1/2"MIN. SEALANT TAPE TO BACK EDGE DIST. MIN.PENETRATION U #8 TAPPING SCREW SIDE OF MOUNTING FIN _ INSTALLATION ANCHOR L $ 0 o a SEALANT TAPE TO BACK 3/8"MIN. E w SIDE OF MOUNTING FIN EDGE DIST. o 1/4"MAX SHIM a EXTERIOR INTERIOR 14 GA.MIN.SQUARE STEEL TUBING(BY d y.� OTHERS) o O o V ti X O N z W EXTERIOR INTERIOR 30 E 5 rD E� � -ooa W m O U VERTICAL SECTION WOOD FRAME SUBSTRATE VERTICAL SECTION o a STEEL TUBING SUBSTRATE a o I Q E1W °=m EXTERIOR INTERIOR EXTERIOR INTERIOR 14 GA.MIN.SQUARE 1/4"MAX SHIM STEEL TUBING(BY OTHERS) f Robert J.Amoruso,P.E. SEALANT TAPE TO BACK -- FL P.E.No.49752 SIDE OF MOUNTING FIN-- 1/2"MIN. „. 2X WOOD FRAME EDGE DIST. 3/8"MIN. ���.�-`- BY OTHERS SEALANT TAPE TO BACK EDGE DIST. ( ) SIDE OF MOUNTING FIN " ` #8 TAPPING SCREW INSTALLATION ANCHOR 1"MIN.EMBEDMENT--�� #8 WOOD SCREW THREE(3)THREAD INSTALLATION ANCHOR MIN.PENETRATION Digitally signed by D��V]E�R"�FPC AL SECTION Robert J Amoruso WOOD FRAME SUBSTRATE VERTICAL SECTION STEEL TUBING SUBSTRATE Date:2021.02.18 12:08:59-05'00' 4 O 1/4"MAX SHIM 1/4"MAX SHIM Q1 o z 1/2"MIN.EDGE DIST. 1/2"MIN.EDGE DIST. m z 2X WOOD FRAME 2X WOOD FRAME z (BY OTHERS) (BY OTHERS) a 8 0 #8 WOOD SCREW #8 WOOD SCREW INSTALLATION ANCHOR INTERIOR INTERIOR INSTALLATION ANCHOR a m #8 X 3/4"SMS 1"MIN. r o O O EMBEDMENT °� EMBEDMENT s � DOCC SEALANT TAPE TO BACK EXTERIOR EXTERIOR SEALANT TAPE TO BACK W o J SIDE OF MOUNTING FIN SIDE OF MOUNTING FIN ��ii ,�� x to �yy �V O �0a O Z!: P Oz s SECTION c r E I-IORIZONTAL SECTION DI -HORIZONTAL wooD FRAME sUBSTxaTE (� I o5o pLa o°?m 14 GA.MIN.SQUARE 14 GA.MIN.SQUARE 3/8"MIN.EDGE DIST. STEEL TUBING(BY STEEL TUBING(BY 3/8"MIN.EDGE DIST. 5 OTHERS) OTHERS) INTERIOR INTERIOR #8 TAPPING SCREW #8 TAPPING SCREW INSTALLATION ANCHOR #8 X 3/4"SMS INSTALLATION ANCHOR THREE(3)THREAD THREE(3)THREAD MIN.PENETRATION MIN.PENETRATION Robert J.Amoruso,P.E. SEALANT TAPE TO BACK EXTERIOR EXTERIOR FL P.E.No.49752 SIDE OF MOUNTING FIN SEALANT TAPE TO BACK SIDE OF MOUNTING FIN HORIZONTAL SECTION O HORIZONTAL SECTION H STEELTUBI G SUBSTRATE Digitally signed by STEEL TUBING SUBSTRATE Robert.J Amoruso Date:2021.02.18 12:09:10-05'00' �,,�� 3 s ��t � �as � I 1b s. ��i�1� �. ��� BCIS Home % Log In ! User Registration Hot Topics Submit Surcharge Stats&Facts Publications Contact Us I BCIS Site Map Links Search product Approval - � `USSR:Public User Product Approval Menu>are uct or Applica ion Search>Application Last>Application Detail FL# FL22562 R3 Application Type Revision Code Version 2020 Application Status Approved Comments Archived Product Manufacturer Steel Building and Structures, Inc. Address/Phone/Email 820 Reeves Drive Mount Airy, NC 27030 (336) 367-6600 sbspermitting@sbsihq.com Authorized Signature Frances Garcia sbspermitting@sbsihq.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Structural Components Subcategory Structural Wall Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report-Hardcopy Received Florida Engineer or Architect Name who developed Wayne Moore the Evaluation Report Florida License PE-57170 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 05/31/2027 Validated By Simon Segal, RE. Validation Checklist- Hardcopy Received Certificate of Independence FL22562 R3 COI FPC 22562 AG Metal Wall Panel Engr Eval Report Feb 2021.pdf Referenced Standard and Year(of Standard) Standard Year ASTM E1592 2005 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D Date Submitted 03/04/2021 Date Validated 04/15/2021 Date Pending FBC Approval 03/04/2021 Date Approved 04/15/2021 Summary of Products FL# Model, Plumber or Name Description 22562.1 AG Metal Wall Low and High wind wall panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL22562 R3 II FPC 22562 AG Metal Wall Panel Engr Eval Approved for use outside HVHZ:Yes Report Apr 2021.pdf Impact Resistant: No Verified By: Wayne S. Moore, P.E. PE57170 Design Pressure: N/A Created by Independent Third Party: Yes Other: See installation drawings for Design Pressure. Panels i Evaluation Reports not tested for bracing, FL22562 R3 AE FPC 22562 AG Metal Wall Panel - Engr Eval Report Apr 2021.pdf Created by Independent Third Party: Yes 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: Credit Card Safe 401 S. Main Street 1009 East Avenue Suite 200 North Augusta, SC 29841 ,.. Q.a,b, ... .,. _.,, .,.. Mt. Airy, NC 27030 Phone: (800) 279-7799 MOORE AND ASSOCIATES Phone: [808) 410-3540 Fax: (808) 279-8848 E (ANEE IND AND DONEULr1NO Fax: [888) 719-2020 www.MandA-inc.com 15 April 2021 State of Florida-Metal Building Component Product Approval Engineering Evaluation Report M&A Project No. 20300S Prepared By: Wayne S. Moore, P.E. FL PE No. 57170 M&A COA No, 8966 Manufacturer: Steel Buildings and Structures,Inc. 820 Reeves Drive Mount Airy,NC 27030 Product: AG Metal Wall Panel Product Description: Low and high wind rated wall panels. FL Product Code Approval No.:FL22562 Code Compliance Statement: Moore and Associates Engineering and Consulting, Inc. (M&A)has reviewed the plans,calculations and testing information that applies to Florida Product Approval #FL22562 under the 2020 Florida Building Code, 71h Edition and finds them in compliance. Certificate of Independence: Wayne S. Moore, P.E. and M&A does not have, nor does it intend to acquire or will it acquire, a financial interest the company manufacturing or distributing the product or products being tested. Wayne S. Moore, P.E. is not employed by nor is M&A owned, operated or controlled by the company manufacturing or distributing the product or products being tested. Wayne S. Moore, P.E. and other M&A staff who are licensed Professional Engineers registered in the State of Florida who perform technical evaluations do not have,nor will they acquire, a financial interest in the company manufacturing or distributing the product or products for which test reports are being issued. Wayne S. Moore, P.E. and other M&A staff who are licensed Professional Engineers registered in the State of Florida who perform technical evaluations do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product or products. National Societyf Professional Engineers®@ Supporting Documents: Calculations: Structural calculations dated I I January 2021 performed by John Smith, E.I.T. and checked by Wayne S. Moore,P.E. Drawings: Drawings SK-1 through SK-6 signed/sealed by Wayne S. Moore, P.E. Testing: ATLNC #0321,01-17 test report dated 04/05/2017 and signed/sealed by David Johnson, P.E. Limitations and Conditions of Use: 1. Structural calculations were performed in accordance with the 2020 FIE, 7th Edition and compared to test results performed under previous FBC given that testing of panel was performed to maximum deflection and ultimate failure and that manufacturer utilizes same panel,supports and attachment fasteners. 2. Maximum allowable design pressure shall be as indicated on plans for each configuration. 3. This product is for use outside of the High Velocity Hurricane Zone(HVHZ). 4. This product shall be minimum 29 gauge thick galvalume coated steel with minimum yield stress of 80 ksi. 5. Panel material shall comply with 2020 FBC, 7th Edition Sections 1405.2, 1405.11 and 1405.17. 6. All supporting structural members shall be capable of supporting superimposed loads applied to this product. 7. Fasteners must consist of minimum 12-14 x'/4"self-drilling fasteners(SDFs)with control seal washers. 8. Analysis/design was performed assuming a maximum mean roof height of 20' 0"and a roof slope of 3:12 (14 degrees)or less. 9. Product shall be installed into substrates shown on installation drawings and shall not exceed spacing limitations. 10. Site conditions that deviate from calculation, drawing and/or testing limitation noted shall require further analysis by a licensed Professional Engineer registered in the State of Florida. Quality Assurance: The manufacturer has demonstrated compliance of proper quality assurance/quality control(QA/QC) in accordance with the Florida Administrative Code Rule 61G203.005. Manufacturer's QA/QC plan and practices have been audited by an approved quality assurance entity (Subsection 3). Signature/Seal: ®ego os�o;tea � No 57170 STATE F ao � R Client: SBSI Job No, 203005 Sheet No. 1 Job Name: Keaystone FPC Update ._ Rev. 0 Computed By: Js MOORS AND ASSOCATES Subject: Desi n Ex . B Date: 1/12/21 Checked By: AG Metaa Wa H Ca k Set spaces:=5•ft ocO.C. space2:=daft o.c. Risk at. I Exposure Low Wind Spacing High Wind Spacing width o=180•in width .Ht 120 in Htroaf4= 2 •0.25=1.875 ft mean,.fht s=20 ft=20 ft NQL : Test Protocol ASTM E330 requires a FS:=1..5 50% safety factor over design load pressures. Low i 140mph ( ass = ) Componen and 1 i Doors and Window Pressures: A:=0,89 mean,.fht=20 ft (Based on 2018 IBC (ASCE 7-16), Pg. 362) Adjustment Factor Values found from interpolation using Wall (Wind rea = 20 square ft): Vasd wind speeds since structure is Risk I. Pw„et3o sIOS,_20.04 ' f.A=17.836 psf (Based on 2018 IBC (ASCE 7-16), Pg. 352-353) Pwnet3©ne9108°='-26.24 psf.A=—23.354 psf : Used Zone 5 (more conservative) Note: Highlighted values indicate input. Client: SBSI Job No, 20300S Sheet No. 2 Job Name: e .stone FPC date Rev. 0 Computed By: MOORE ANO A FOCI TES Subject: lesion (Exsa. ) Date: Checked By: EN>>NEF..RIN Aa41.CC'4S`eE;E.I":N s High Wind 170mph (Vasd=132mph) Components and Cladding Doors and Window r rs: A:=0 89 meanr fh,t=20 ft (Based on 2018 IBC (ASCE 7-16), Pg. 362) Adjustment Factor : Values found from interpolation using Vasd wind speeds since structure is Risk I. WaH (Wind = 20 square ft): 29,.94 psf•A=2&647 f (Based on 2018 IBC (ASCE 7-16), Pg, 353) 2;=-39.2 f- = -34 888 p4 Nt : Used Zone 5 to be conservative. Note: Highlighted values indicate input. CHAPTER 30 iWND L. COMPONENTS t 30.1 SCOPE location for which channeling effects or buffeting in the wake 30.L1 Building Types. This chapter applies to the de ` anon of upwind obstructions wammt special consideration, of wind pressures on components and cladding(C&C)on buildings, 1. Part I is applicable to an enclosed or partially enclosed" 30.1.3 Limitations, The provisions of this chapter take into consideration the load magnification effect caused by gusts in • Low-rise building (see definition in Section 2h.2); or resonance with along-wind vibrations of flexible buildings. • Building with h≤ 60 ft (18.3 m). The loads on buildings that do not meet the requirements of The building has a flat roof gable ro(1f, tnultispan gable Section 30.1.2 or that have unusual shapes or response roof,hip roof,rnonoslope roof`stepped roof,or sa th t+of, characteristics shall be determined using recognized literature and the wind pressures arc calculated from a wind pressure documenting such wind load effects or shall use the wind tunnel equation procedure specified in Chapter 31. 2.Part 2 is a simplified approach and is applicable to an enclosed 30.1.4 Shielding. There shall be no reductions in velocity • Low-rise building (see definition in Section 26.2); or pressure caused by apparent shielding afforded by buildings • Building with h C 60 ft(183 m). and other structures or terrain features. The building has a flat roof, gable roof,or hip roof, and 30.1,5 Air-Permeable Cladding. Design wind loads deter- the wind pressures are determined directly from a table, mined from Chapter 30 shall be used for air-permeable 3. Part 3 is applicable to an enclosed or partially enclosed claddings,including modular vegetative roof assemblies, unless approved test data or recognized literature demonstrates lower • Building with h> 60 ft (18.3 m). toads for the type of air-permeable cladding being considered. The building has a flat roof,pitched roof gable roof,hip roof,mansan roof,arched roof,or r ,our,and the wind 30.2 GENERAL E Q UIR ENTS pressures are calculated from a wind pressure equation. 30.2.1 WindLoad Parameters Specified in Chapter 26. The 4.Part 4 is a simplified approach and is applicable to an enclosed following wind load parameters are specified in Chapter 26: • Building with 60 ft.h 160 ft(18.3 m'Fr.::48.8 m). • Basic wind speed, V (Section 26.5). The building has a flat roof,gable roof,hip roof, mono- • Wind directionality factor, Kd (Section 26.6). slope roof, or mansard roof, and the wind pressures are • Exposure category (Section 26.7). determined directly from a table. • Topographic factor, K0 (Section 26.8). 5, Part'115 applicable to an upen building of all heights that has a • Ground elevation factor, K, (Section 26.9) pitched frc. roof,anonoslope free rcoof,or troughed t'na.. roof . Velocity pressure exposure coefficient,K$or K,,(Section 6. Part 6 is applicable to building appurtenances such as roof 26.10.1); Velocity pressure, q, (Section 26.10.2) overhangs, parapets, and rooftop equipment. • Gust-effect factor(Section 26.11). 7.Part 7 is applicable to non-building structures—circular bins, • Enclosure classification (Section 26.12). silos and tanks;and rooftop solar panels. • Internal pressure coefficient, (GCS;) (Section 26.13). • Circular Bins, Silos and Tanks: h 120 ft (38.6 m). 30.2.2 i um Resign Wind Pressures. The design wind • Rooftop Solar Panels: Buildings of all heights with flat pressure for C&C cif buildings shall drat be less than a net pressure roofs or Gable or Hip Roofs with roof slopes less than or of 16 lb/ft2 (0.77 MN/m-) ting in either direction noun it to the equal to 7 degrees surface. 30.1.2 Conditions. A building that has design wind loads 302.3 Tributary Areas Greater than 700 ft2 (65 m2). die infined in accordance with this chapter shall comply with C&C elements with tributary areas greater than 700 ft2 all of the following conditions: (65 m2) shall be permitted to be designed using the provisions 1. The building is a regular-shaped building as defined in for main wind force resisting systems (1V1Wl RS). Section 26.2; and 30.2.4 External Pressure Coefficients. Combined gust-effect 2. The building does not have response characteristics that make factor and external pressure coefficients for C&C. (GC ), are it subject to across-wind loading,vortex shedding,or insta- given in the figures associated with this chapter. The pressure bility caused by galloping or flutter; nor does it have a site coefficient values and gust-effect factor shall not be separated. Minimum DesIgn Loads and Associated Criteria for Buildings and Other Structures 333 •« Net 19esi n Wind Pressure, z �+�, �?ne130s in Ibfft ,for Exposure B at h=30 ft, V=95-130 mph Effective T Basic Wind S [t h] Zone Wind Area (,fr)) 95 100 105 110 115 120 4 10 16.2 -17.6 18.0 -19.5 19.8 -21.5 21.8 -23.6 23,8 25.8 28,1 25.9 4 20 16.9 17,2 -18.7 18.9 -20.6 20.8 -22.6 22.7 24.7 24.7 -26,9 4 50 159 [ 16.1 -17,6 17,8 -19.4 [ 19.5 -21.3 21,3 -23.3 23.2 -25.4 4 100 l5 2 16.8 16.9 -18.5 " €8.5 -20.4 20.2 -22.2 22.0 --24.2 5 10 15 -21,7 18,0 -24.1 19.8 -26,6 21.8 29.1 23.8 -31.9 25.9 -34.7 30 . 5 20 20.3 17.2 -22.5 18.9 -24.8 2[1.8 -27.2 22.7 -29.7 24.7 -32.4 [ 29 it 5 50 18.3 [ 16.1 -20.3 17.8 -22.4 19.5 -24.6 21,3 -26.9 23.2 -29.3 [ 27 5 100 16 9 -18 7 16.9 -20,6 18.5 22.6 20.2 24.7 22.0 26,9 25,9 l 10 -25.9 -28 7 31 6 � -_'4 7 37 9 41.3 1 20 24.2 -26.8 5 -32,4 _ -35.4 38.5 1 50 21,5 r9$j. 2 � a -24.3 -26.8 �� 29 4 �� -32,1 -34.9 I 100 2 -22.4 _.,X -24.7 j27.1 296 V 32.2 i y 1' 10 � -14.9 fi -16.5 Li, -18.2 -19.9 4,9k" -21 8 -23.7 1 20 149 4 �, 165 -18.2 = -19.9 -.21.8 -23.7 1' 50 \.< . 149 165 182 ,. . 199 's, -21.8 -23.7 100 149 165 = -1$2 -199 218 i&1 12 34 1 �� „f; -37 8 - 7 , -45 7 �� -Sn t7 .4 2 20 ...3(9 r� -35.4 3' -39.0 � 42.8 � 4 -46.8 � 50.9 2 50 -29.08 -32.2 -35.5 � s; -38.9 -42.5 t -46.3 ex 2 1007 r 26.8 -29.7 -32,8 36.#1 ' 19 3 42.8 3 1t) -46.5 -51.5 56 8 -62.3 't1 -74.2 3 20 -42.1 -46.7 -51.4 -56.5 -61.7 , 4 67.2 7 3 50 -36.3 -40 / -44.4 -48.7 " -53 2 g s -57 9 3 1001 31.9 -35.4 `zn -39t7 -42 8 -9Ei.8 S0 95 w 1 10 30.0 E 366 02 -44 t7 #79 184 56 20I33212�-30.0 PP 33 -36.6 fli19 -40,2 -443) -47.9 (6.6 56 1 50 18.2 -20.2 -22.3 rO t -24.5 3 -26.7 -29.1 [� i4.2 100 -9.4 4 ' -10.4 Elm -11.4 a -12.5 €3.7 14.9 3 --17.5 2e 10 30.0 -33 -36.6 - -40.2 -44.0 47.5 18.4 _g6,2 2e 20 • 30.0 1 -33 l -36.6 t -40 2 -44.0 -47.9 16.6 56.2- . 2e 50 18.2 -202 -223 L -245 -267 -297,1 34,2. 2e 100 -94 10.4 -' 11,4 .`' 12.5 3, 13.7 , -14..9 g :'' 21,5 ib 2n I0 -43,8 . -48.5 514 58 -641 $ -69.8 €8,4 --81,9 2n 20 -378 -41.9 t -46,2 . -50.7 -554 -60.41 18.6 70.8 a 2n 50 30 0 -33 3ti 6 , -40 I JA 14 0 47.9 56 2 A 2n 1 Ot7 24 1 _�gr 7 25 4 3� i 35 38.4 45.1 2r 10 18.4 -81.9 °a 2r 20 -378 --41 9I 3 -46,2 �� I ,. v -50.7 -55,4 60.4 18.6 70.11 2r 50 -3(11) -33 � ' -36.6 t} 40 -440 [ .SJ 47,E t42 562 A 2r 100 24.1 . X6.7 rE. 29 4 A > 25.1 11 323 �,� -353 —38.4 _ : CU, is 10 -43 8 , -48.5 ",2 -53.4 't V 58,7 X4 1 t 698 18.4 -81.9 3e 20 -37,8 -41.9 'iG -46 -50,7 -55,4 -60,4 16.6 -711,8 3e 50 -30.0 -33.2 -36.6 -40.2 -440 IVJL -47,9 56.2 3e 100 -24.1 26.? � �` - n 35 3 -38;4> 9 4 -3 3 3r 10 520€ -57 6 -63 5 -69 7 14 t -76 2 s 83,11 18.4 -97.4 3r 20 6 -49.4 4 1oS -54.4 -'59.7 t,U" 5 Ji' -71.1 16.6 -83A 3r 50 "-347 -384 Lvt ,t -424 _ -485 1.j. -St18 - 65.0 3r I00 Notes:Plus and minus signs signify pressures acting toward and away from the surfaces,respectively.For effective wind areas between those given above,the load may be interpolated;otherwise,use the load associated with the lower effective area.Gray shading indicates that the final value,including all permitted reductions,used in the design shall not be less than that required by Section 30.2.2. Metric conversions: 1.0 ft=0.3048 m; 1.0 ft2=0.0929 in2;1.0 lb/ft2 =0.047911N/m2. FIGURE 30.4-1 (Continued).Components and Cladding,Part 2[h E 60 ft(h 18.3 m)]: Design Wind Pressures for Enclosed Buildings—Walls and Roofs continues 352 STANDARD ASCE/SEI in Ib/ft2,for Exposure B at h=30 ft,V-1.40-200 mph Net Design Wind P'ressuee,��,e�u, i1 Effective 11asic Wired ed( 11I Wind Zone Arm 17fl 180 190 200 tftll 140 130 160 70.4 72.0 -781 4 10 35.3 -38.2 40.5 -38.2 46.1 50.0 52.0 -56.4 58.3 -63.2 64.9 4 20 33.7 -36.71 38.7 34.6 X1.2 -45.1{ 46 6 51.0 52.2 0.6 58.1 662.0 3.7.51 68.7 4 -70.5 4 50 31.6 -34.6 36.2 4 100 30.0 -33.0 34.4 -33.0 39.2 -43.1 44.2. -48.6 49.6 -54.5 55.2 -6t3,7 61.2 -67.3 5 10 35.3 47.2 40,5 -47.2 46,1 --61.7 52.0 -69.6 58.3 -78.0 64.9 -87.0 72.0 -963 5 20 33.7 -44.01 38.7 -44.0] 44.0 -57.5 4 49.6 -64.91 55.7 -72.81 62.0 -81.11 68.7 -89.9 5 50 31.6 -39.81 36.2 -39.81 41.2 -52.01 46.6 -58.71 52.2 -65.81 58.1 -73.41 64.4 -81.3 5 100 30.0 -36.7 34.4 -36.7 39.2 -47.9 44,2 -54.1 49.6 -60.6 55.2 -67.5 61.2 -74.8 1 10 -56.2 16,5 -56.2 18.7 -73.4 21.1 -82.8 23.7 -92.9 26.4 -103.5 29.3 -114.6 1 20 1T4 -52.5 1 -52.5 17.6 --68.5 19.8 -77.4 22.2 -86.7 24.8 -96.6 27,4 -107.1 -70.1 20.3 -78 6 22.6 -87.6 25,0 -97.1 1 50 �� 47 6 -47.6 16.0 -62.1 18.1 72.5 20.9 80.8 23.2 -89.5 1 100 . -43.9 . "43 9 "r, -57.3 16.7 64.7 18.8 o-a -32 3 16.5 -32 3 18.7 -42.1 21.1 -47,6 23.7 -53,3 26.4 -59.4 29.3 -65.9 1' 10 -53.3- 24.8 -59.4 27.4 -65.9 ® 1' 20 -32.3 --32.3 17.6 -42.1 19.8 47.6 22.2 53.3 22.6 -59.4 25.0 --65.9 _32 3 -32.3 16.0 -42,1 18.1 47.6 20.3 -59,4 23.2 -65.9 1' 50 -32.3 42.1 16.7 _47j,,18.8 -53.3 20.9 1' 100 �. -323 ,.� : 109.3 23.7 -122.5 26.4 -136.5 29,3 -151.2 2 10 �,,, � 74 1 16.5 74.1 18.7 96.8 21.1 2 " -693.0 } X3.0 16 0 -82.9 . 17.6 -90.61 188 1 -141.5 50 92 91 20 3 -104.2 22.6 -116.1 25.0 12$7 2 �, ::` 6.1 16,7 -$5.9 18,8 96.3 20.9 -107.3 23.2 -118.93 10 --101 0 166.5 -101.0 18.7 -131.9 21..2 58.3 2 100 _ 58 3 . -7 -148.9 23.7 -166.9 26.4 -186.0 29.3 206,1 �. 5 3 20 -91.5 15.4 381 11.6 3 20.3 -130.4 22.6 -145.3 25.0 3 50 ' 13 78 9 -161.0 � - « ' -789 16 0 -10 .0 18. 69.3 �.1 90,6 16.7 lf}22 18.8 -114.6 20.9 -127.7 23:2 141.5 3 100 �T 6 3 ` ' -85.1 31.5 96.0 35.3 -107.7 39.4 -120.0 43.6 1329 1 10 21.4 b5A 24.5 -65.1 27.9 1 20 19.3 -65.1 22.1 -65.11 25.2.5 S 1.8 1 24,3 58.4 2?2 65.5-107.71 30 3 703.0 39.3. 8�9 1 50 16,5 -39.61 18.9 39.6 2 30.0 23.7 33.6 26.4 -37,4 29.3 41.5 1 100 �< -20.3 16.5 20.3 18.7 26.5 . 21.1 _ 2e 10 21.4 65.1 24.5 65.1 27.9 -85.1 2e 20 19.3 -65.11 22.1 -65.1 25.2 -85.1 28,4 -96.01 31.8 -107.71 35,5 -120.01 39.3 -132.9 -73.0 1 33.6 -80.9 2e 50 16,5 -39,61 18.9 -39.61 21.5 -51,8 24.3 -58.41 27.2 -65.51 30.3 2e 100 �_ -20.3 16.5 -20.318.7 -26.5 21.1 :30.0 23.7 33.6 26.4 37.4 29.3 -41.5 2n 10 21.4 -95.01 24.5 -95.01 27.9 -124.1 f 31.5 -140.1 35,3 -157.1 39.4 -175.Q 43.6 -193.9 2n 20 19.3 -82.1 22.1 -$2,11 25.2 -107.31 28.4 -121.11 31.8 -135.81 35,5 -151.31 39,3 -167.7 rya 2n 50 16.5 -65.1 18.9 -65.11 21.5 $3 2 .t -96.01 23.7 -107.7 86 30.3 -96,4 33.6 -1066:7 2n 100 52.3 16.5 --52.3 -124.1 31.5 -140.1 35.3 -157.1 39.4 175.0 43.6 193.9 2r 20 19.3 82.1 22.1 -82.1 1 25.2 -107.3 28.4 -121,1 1 31.8 -135.8 35.5 -151.31 39.3 -167,7 85.1 24.3 96.0 27.2 -107.7 30.3 -120.0 1 33.6 132.9 9 2r 50 16 5 -65.1 18,9 -65.1 21.5 86.4 26.4 -96.3 29.3 -106.7 2r 100 °.. -S2.3 16.5 -52.3 18.7 -68.3 21.1 77.1 23.7 ° 3e 10 21.4 -95,0 24.5 --9S.0 27.9 -124.1 31,5 -140.1 35.3 157.1 39,4 -151,3 39 3 -167 7 3e 20 19.3 -82.1 � 22.1 -82.1� 25.2 -107.3 28.4 -121.1� 31.8 -135.81 35.5 3e 50 16.5 -65.11 18.9 -65,1 1 21.5 -85.11 24.3 -96.01 27.2 107,7 30.3 -120.01 X3.6 -132.9 9.3 _106 7 3e 100 ,"',, 52.3 16.5 52.3 18.7 fi8.3 21.1 77.1 23.7 -86.4 26.4 -96 3 3r 10 21,4 -112,9 24.5 -112.9 27.9 -147.5 31.5 -166.5 35.3 -186.7 39.4 -208.0 43.6 -230.5 3r 20 19.3 -96.81 22.1 -96.81 25.2 -126.41 28.4 -142.71 31.8 -159.91 35.5 -178.21 39.3 -197.5 3r 50 16.5 7541 18.9 75.41 21.5 -98.41 24.3 -111.I 1 27,2 —124,61 303 —13&81 33.6 153.8 3r 100 1 —59.2 16,5 —59,2 18.7 —77,3 21.1 -87.2 23,7 —97.8 26.4 109.0 29,3 12C}.7 Notes:Plus and minus signs signify pressures acting toward and away from the surfaces,respectively.For effective wind areas between those given above,the load may be interpolated;otherwise,use the load associated with the lower effective area.Gray shading indicates that the final value,including all permitted reductions,used in the design shall not be less than that required by Section 30.2.2. Metricconversions: 1.0 ft=0,3048 m; 1,0 ft2=0,0929 tn2; 1,0 lb/ft2 =0.0479 kN/m2. FIGURE 30.4-1 (Continued).Components and Cladding,Part 2 Part 2 h and Roofs 18,3 rn)1. Design Wind Pressures for Enclosed continues 353 Minimum Design Loads and Associated Criteria for Buildings and Other Structures Net Design Wind Pressure for Roos'Overhang,p0,in ibl&,for Exposure B at h=30 It,V=95--,2a€}mph Effective Wind Area Zone 1tY 95 100 105 110 115 120 130 140 150 160 170 180 1 10 -31,6 -35.1 -38,7 -42 [-46.4 -50,5 -59.3 -68.7 -78.9 -89.8 -101,3 -113.6 ,4 1 20 -29,1 C -32.21 -35,5 -39.0 -42.6 1 -46.4 -54.5 -63.21 -72.5 -82.5 -93.2 -104.5 1 50 -25.7 -28.5 -31.4! -34,5 -37,71 --41.1 I -48,2 1 -55.9! -64,1 -73.0 -82.4 92.41_102,9 • 1 100 -23.2 -25,7 -2831 -31.1 4437.0 -43,4 -50,4 -57.8 -65,8 74.2 -83,2 2e 10 -38.1 -42,3 -46.6 -51.1 -55,9 -60.9 -71,4 -82.8 -95.1 -108.2 -122.1 -136,9 -152,6 ;l 2e 20 -31.61 -35.0 38.61 -42.3 I -46.3 I -50,4 C -59,1 1 -68.6 78,71 -89.61-101,1 I-113,41-1263 2e 50 -22.91 -25.4 -28.01 -30,71' -33.61 -36,61 -42.91 -49,81 -57,1( _65.0 73,41 -82,31 917 ° 2e 100 -22.0 -24.4 26.9 -29,5 -32.3 -35.1 -41.2 -47.8j -54 -62.4 -70,5 -79.0 --88,1 .y: 2r 10 46.I -51,1 --56.3 -61.$ 67,5 73.5 86.3 -100.1 -114.9 -130,7 -147.6 -165.5 -184.4 2r 20 -39.71 -44,01 -48.51 -53.21 -58.1 1 -63,31 -74.31 -86,21 -98.9 -112.51--127.01-142.41-158.7 -I: 2r 50 -31.21 -34.61 -38.1 1; -41.8 -45,71 -49.81 -58,41 -67,71 -77.7 C -88.51 -99.91-112.01-124,7 -1 2r 100 -24,8 27,4 -30.3 -33.2 -36.3 -39.5 -46A -53.8 -61.7 -70,2 -79.3 -88.9 -99,1 -109 3 10 -45.2j -50.1 -55.3 -60.6 -66,3 -72.2[ -84,7 -98.21-112,8 -128.3 -144.8 -162,4 -180.9 3 20 -36.41 -40.31 -44.51 -48.81 -53,41 -58,1 1 -68.2 -79.11 -90,8 C-103.3 -116.61-130.71-145.7 -1 3 50 -24.8 -27,41 -30.3 -33.21 -36.31 -39,5{ -46,41 -53,81 -61.71 -70.21 -79.31 -88.91 -99.1 -tt) ? 3 100 -24.$ -27.4 -30.3 -33, J, -36.3 395 .4j, -53.8J -61.7 -70.2 -79.3 -88.9 -99.1 -loot Note:Plus and minus signs signify pressures acting toward and away from the surfaces,respectively. Metric conversions: I.0 ft=0,3048 m;I.0 ftz=0,0929 rn2;1.01b/ft' =0,0479 kNlm', Adjustment Factor for Building Height and Exposure,2 Mean Exposure Roof Hel ht ft) B C D 15 0,82 1,21 b2- 20 0.89 1,29 1.55 30 1.00 1.40 1,66 35 1,05 1.45 1.70 40 1,09 1.49 L74 45 1.12 1.53 1,78 50 1,16 1,56 1,81 55 1.19 1.59 1,84 60 1,22 1.62 1.87 Note:Metric conversions:1,0 =0,3048'm;1.0 fe=0,0929 0;1,0 Ibtft2 =0.0479 kNlm�. FIGURE 30.4-1 (Continued),Components and Cladding, Part 2[h 60 ft(h≤18.3 )]:Design Wind Pressures for Enclosed Buildings-Wails and Roofs Table 30.5-9 Steps to Determine C&C Wind Loads for Enclosed or Partially Enclosed Building wilts h>60 ft(h>18.3 in) Step 1:Determine risk category;see fable 1.5-1. Step 2:Determine the basic wind speed,V,for applicable risk category;see Figs,26,5-1 and 26.5-2. Step 3:Determine wind load parameters: • Wind directionality factor,Kd;see Section 26.6 and Table 26.6-1. • Exposure category B,C,or D;see Section 26.7, • Topographic factor,K5;see Section 26.8 and Fig.26,8-1. • Ground elevation factor,K,;see Section 26.9 and Table 26.9-1 Enclosure classification;see Section 26.12. • Internal pressure coefficient, (GC );see Section 26.13 and Table 26.13-1. Step 4: Determine velocity pressure exposure coefficient,K,or Kh;see Table 26.10-1. Step 5:Determine velocity piessure,q,Eq,(26.10-1), Step 6: Determine external pressure coefficient,(GC,,): • Wails and flat roofs(0<10°),see Fig.30,5-1 • Gable and hip roofs,see Fig.30.3-2 per Note 6 of Fig,305-1 • Arched roofs,see Fig.27.3-3,Note 4 • Domed roofs,see Fig.30.3-7 Step 7:Calculate wind pressure,p,Eq.(30.5-1). 362 STANDARD ASCE/SEI 7-16 • rcAn Lai, 8x84 'ft�l,; att 'D ru ,ie tirc c' ATt, C## 0321.01-17 Report Date; 04/05/17 Test Dates: 03/21/17—03/23/17 Miami Dade Certification # 16-0526.01 FL Organizational#TST 1555 lAS Certification#TL-423 Test Requested By: Steel Building And Structures Inc. 820 Reeves Drive Mount Airy, NC 27030 Phone 877-272-8276, Fax 336-551-3449 Test Standard: ASTM E 1592-05 Test Conditicns: 65 -75 degrees F escrii Lion-o rod ucts tested. Specimens A, F 29 gauge Galvalume AG Metal Roof and Wall Panels as shown in Steel Building and Structures drawings SK-1, SK-3, SK-4, SK-5, SK-6. Panels attached to 2-1/2" x 2- 1/2" x 14 ga. rafters/ post with 12-14"x 3/4" self drilling screws at 6"oc. Specimen B, D 29 gauge Galvalume AG Metal Roof and Wall Panels as shown in Steel Building and Structures drawing SK-1, SK-3, SK-4, SK-5, SK-6 over 2-5/16"wide Hat Channel attached to 2-1/2"x 2-1/2" x 14 ga. rafter/post. Hat Channel was attached to each rafter with (2) 12-14 x 3/4" self drilling screws, panels to Hat Channels with 12-14 x 3/4" self drilling screws at 6" OC: Specimen C, E 29 gauge Galvalume AG Metal Roof and Wall Panels as shown in Steel Building and Structures drawing SK-1, SK-3, SK-4, SK-5, SK-6.over 2-1/2"x 14 ga sq galvanized steel girth attached to 2-1/2"x 2-1/2" x 14 ga. rafter/post. Girth was attached to each rafter with 2" x 2" x 14 ga angle with (4) 12-14 x 314" self drilling screws, panels attached to girth with 12-14 x 3/4" self drilling screws at 6" OC. ATLNC 0321.01-17 Page 1 01 11 TT Jo Z a 1gd LT-T0TZ£0 OM' LY -aagwago aql poi a saM lsod/Jal}aa gong m;uawtgoe;;V Sod/1314}J `OO „09 6uloeds Ja .aa 6uagiano ,Z�, gliM OO .,09 sueds E 'a uawioadS OO „91b 6ulosds is .ai 6uagaano „Z. ql!M OO sueds E 'O uawloadg :6uloedS qp eqnj Z/L-Z OO a,09 6uloeds is .ai 6uagaano Z L gllM 00 „8tt sueds E 'a uawloodS OO „9t 6uloeds a04aa '6u5gJano „Z6 ql!M OO ,,9tr surds E ` uawload; :6uloedS Iauu5LO; H '6u :gaano „Z6 gllM `OO „09 surds E 'j '3 'rj uowloadS '6uagJGAO „Z6 q JM OO „8tr scads E 'O '9 '' uawloadS -6uloedS joue i egnj 6 V t, x Z/V-z x„Z/�-Z -trod;onjisuo3 qisOd/iaeJ `Alieluozluoq pelunow ap!M slaued E `surds uilind cj (E) 'i u Lui:)edg '/lialuozpoq pelunow app slaued E 'sagni ,aZ/4-Z gl1M sueds gpal6 ,g `surds inland ,g (E) ' uawloed 'Alla;uozlaoq polunow aplM slaued E sueds IauusgO laH ,, `surds und ,q `a uewloadS ',cileluozluoq polunow oplM slaued E 'sagnl „Z/G-Z glint sueds q 16 ,#, 'surds utlind ,tr(E) 'O uowload 'illsluozpoq polunow app slaued E sueds IauusgO laN tY 'surds ullind ,t,(E) ` uatuloadt 'Alleluoziuoq polunow app slaued E 'surds uil.nd V (E) V uowioadS uol;eatt ! uo3 to �dhl) C"cll�7 �rlPi�� 0D0'et 000'6 Qd0'6 [JQTS OV0GNI T es# eei ergs Indicator Locations Specimens A, F Specimens B, C, 1 C i Ii TIll IIF 1 1 t 1 1 1 9 1 1 A 1 1 i 1 1 3 ! 1 1 ! i F 7 ! i I i 1 i F i t ! F 1 A 9 1 i i 1 III Specimens D, E k i , � Y , t t , } F t k t f t a 1 r x 1 A ! i t t 1 I 1 i t t i 1 F { 1 8 t p 7 i 8 ₹ i C ) z f z i 1 i 1 3 t 1 � i f � i i F t { F i F F i 1 t f I 1 I � e I s ATLNC 0321,01-17 Page 3 of 11 Specimen A Deflections in inches Pressure Time Purlin Rib Perm, Mid-Span Perm, Mid-Span Perm. Increments (sec) (A) Set Rib Set (C) Set psf (B) N atlas 20 60 75" 02" 83' 03" 93" A03" 30 60 1.04" .05" 1.12" .07" 1.20" .08" 40 60 9.45" 15" 1.52" 17" 1.73" .20" 50 60 1.84" 30" 1.92" .33" 2.22" 39" 60 60 2.35" 55" 2.47" 64" 2.90" .76,D 70 60 2.86" .84" 2.97" .99" 3.53" 1.22" Co 60 90 60 100 60 120 60 Deflections in inches Pressure Time Mid Span Perm Purlin Rib Perm, Total Panel Total Increments (sac) Rib Set (E) Set Deflection Panel psf (D) Perm. e ative Set 20 60 .80" ,02" 81" .02" .93" .03" 30 60 1.09" 06" 1.06" .06" 1.26" 08" 40 60 1.50" .17" 1.47" 016" 1.73" .20" 50 60 1.90" 32" 1.86" 30" 2.22" .391, 60 60 2,46" 63" 2.40" .58" 2.90" a 76" 70 60 2.97" ,97" 2.87" .89" 3.53" 1.22" 80 60 90 60 100 60 110 60 __ .. ,......_ _e ....e,.... 120 60 Note: C indicator reading used as Total Panel Deflection and Permanent 'is Set. Indicators removed after 70 psf to prevent damage. Failure Occurred at approximately 124 psf. Negative Side Graph 3.50 fay ?a 3.001 2.00 1.50 - —._..Total Panel 1.00 wE z Peen.Set 0.50 1 2 3 4 5 6 7 Observations- Deflections increased as pressure increased. Screws pulled through panel. ATLNC 0321.01-17 Page 4 of 11 aK�ec1 en Deflections in inches Pressure Time Purlin Rib Perm. Mid-Span Perm. SjT Perm. Increments (sec) (A) Set Rib Set (C) Set psf (B) Ne ative0 60 0" 00 0" oft 0" 20 60 .58" .01" .60" 0.0 .75" ,01" 30 60 1.34" ,07" 1.45" .08" .169" .08" 40 60 2.07" 21" 2,29" .21" 2.57" 22" 50 60 2.97" .44" 3.03" .46" 3.58" .49" 60 60 3.89" 75" 4.36" 8013 4.62" 86" 70 60 80 60 Deflections in inches _ Pressure Time Mid Span Perm Purlin Rib Perm, Total Panel Total Increments (sec) Rib Set (E) Set Deflection Panel psf (D) Perm. e Negative Set 0 60 0" 011 0,1 0" Oat 0" 20 O0 11" 0.0 56" 0,0 .75" .01" 30 60 1.60" .0816 1.30" r 06" ,169" 08" 40 60 2.37" .24" 2.06" 18° 2.57" 2217 50 60 3.36" .48" 2.92" 39" 3.58" .49" 60 60 4.38" .83" 3.83" .69" 4.62" .86" 70 60 80 60 Note: C indicator reading is used as Total Panel Deflection and Permanent Set, Indicators removed after 70 psf to prevent damage. Failure occurred at approximately 82 psf. Negative Side Graph 5.00 oioo I Max,Def. 2 00 ----..Total Panel 1 2 3 4 5 6 7 Observations- Deflections increased as pressure increased. Hat channel screws disengaged from rafter/post. ATLNC 0321.01-17 Page 5 of 11 ecimenC Deflections in inches Pressure Time Purlin Rib Perm. Mid-Span Perm. Mid-Span Perm, Increments (sec) (A) Set Rib Set (C) Set psf (B) e ative 0 60 0 0H 0H ", 0" 0!e ON 10 60 .70" 04' .82" .05" 96" .06" 20 60 1.53" .08" 1.72" .10" 1.99" .12" 30 60 2.41" .22" 2.68" 24" 3.15" 32" 40 60 3,18" .44" 3.57" .49" 4.26" .66" 50 60 3.97" .75" 4.41" .84" 5.30 1.16" 60 60 80 60 90 60 100 60 Deflections in inches Pressure Time Mid Span Perm Purlin Rib Perm. Total Panel Total Increments (sec) Rib Set (E) Set Deflection Panel psf (D) Perm. tine Set 0 60 0" 0" 0" 0" 0" 0" 10 60 .93" 55" .71" .03" X96" .06 20 60 1.9_0" 11" 1.49" 07" 1.99" .12" 30 60 2.94" .28" 2.36' .20" 3.15" 32" 40 60 3.89" .56" 3.10" .44" 4.26" 66" 50 60 4.79" .96" 3.92 .78" 5.30 1.16" 60 66 70 60 �_. 80 .� 60 90 60 100 60 Note: C indicator reading is used as Total Panel Deflection and Permanent Set. Indicators removed after 50 psf to prevent damage. Failure occurred at approximately 105 psf. Negative Side Graph 6,007 4.00 —Total Panel 3,QQ Max.Def. 2.QQ 3 b ---Total Panel 1 DO 1 2 3 4 5 6 7 Observations- Deflections increased as pressure increased. Screws pulled through panel. ATLNC 03 1.0147 Page 6 of 11 ecimen D Deflections in inches Pressure Time Purlin Rib Perm, Mid-Span Perm, Mid-Span Perm. Increments (sec) (A) Set Rib Set (C) Set psf (B) ative .,, 0 60 0U il. o Of n 091 0" 011 7 60 54" .02" .69" 02„j .78" .02" 14 60 1.70" .29" 2,18" 36" 2,26" 28" 21 60 2.20" .47" 2.81" .57" 2.90" .45" 28 60 2.83" .63" 3.61" .78" 3.72" .67" 35 60 3.32" .88" 4,27" 1.13 4.43" .99" 42 60 4.11" 1.22" 5.14" 1.56" 5.28" 1.40" 49 60 56 60 63 60 70 60 Deflections in inches Pressure Time Mid Span Perm Purlin Rib Perm. Total Panel Total Increments (sec) Rib Set (E) Set Deflection Panel psf (D) Perm. Ne ative _ Set 0 60 0" Oil of, oil Oil 0" 7 60 .76" .0217 .75" 102" .78" .02" 22" 14 60 2.08" " . 2.35" 37" 2.26Il 28, . 21 60 2.65" ..37" 3.01" .58" 2.90" .45" 28 60 3.37" 56" 389" .81" 3.72" .67" 35 60 3,88" 81" 4>62" 1 2" 4.43" .9911 42 60 4.56" 1.10" 5.63" 1.71" 5.28" 1,40" 49 60 56 60 63 60 70 60 Note te; C indicator reading is used as Total Panel Deflection and Permanent Set. Indicators removed after 42 psf to prevent damage. Failure occurred at approximately 73 psf. Negative Side Graph 500 n 400 X00 F Max.Def. � � 6 ---Total Panel 2,(10 ��� Pem,Set 0.00 12 3 4 5 6 7 Observations- Deflections increased as pressure increased. Screws pulled through panel. ATLNC 0321.01-17 Page 7 of 11. ecimen Deflections in inches Pressure Time Purlin Rib Perm, Mid-Span Perm, Mid-Span Perm. Increments (sec) (A) Set Rib Set (C) Set 1 psf (B) Neg ative eti 8 60(} 0" 0" 0" 3"" 0" 0" 10 60 113".t .1.1 ,3 0 1 `2 " 407" 1.38" .07" 20 60 2.49" .30'3 2.72" .30" 3.12" 31" 30 60 3.56" .51" 3.90" 53" 4.56" .60" 40 60 4.45" .80" 4,71" *87" 5.37" .981` 50 60 60 60 70 60 80 60 90 60 Deflections in inches Pressure Time Mid Span Perm Purlin Rib Perm. Total Panel Total Increments (sec) Rib Set (E) Set Deflection Panel psf (D) Perm. Ne ative Set 0 60 013 0" 091 0n 0" 0" 10 60 1.40" .081' -1.09" 07" 1.38" .07" 20 60 3,08" 30" 2.42" 25" 3.12" 31" 30 t 60 4.46" .59" 3.44" .42" 4.56" .60" 40 60 5.43" .99" 4,33" .715" 5.37" .98f1 50 160 60 1 60 Wo 70 160 80 T 60 90 1 60 Note: C indicator reading is used as Total Panel Deflection and Permanent Set. Indicators removed after 40 psf to prevent damage. Failure occurred at approximately 95 psf. Negative Side Graph s as 500 a 's �� — Total Panel 300 —Total Panel 2 a0 k � Peen.Set aaa 1 2 3 4 5 0 7 Observations- Deflections increased as pressure increased. Screws pulled through panel. ATLNC 0321.01-17 Page 8 of 11 eimen F Deflections in inches Pressure Time Purlin Rib Perm. Mid-Span Perm, Mid-Span Perm. Increments (sec) (A) Set Rib Set (C) Set psf (B) Ne ative 0 60 0" 017 O" O" 0" 07! 7 60 ,23k1 011 .27" 01" .36" .02" 14 60 .49" 0" .56" .02" .71" .02" 21 60 74" 03" 84" 04" 1.05" ,06" 28 60 1,06" .09}7 1.12" ,101' 1.39" ,13" 25 60 1.41" .20" 1,52" 21" 1.90" 27" 42 60 1,77" 37" 1.52" .40" 2.40" .50" 49 60 2.27" 63" 2.40" .70" 2.93" .86" 56 60 2.81" 1.00" 2,99" 1.11" 3,66" 1.38" 63 60 3.43" 1.48" 3,79" 1.614! 4.7067 2.06" 70 60 77 __ 84__ Deflections in inches _ Pre9lssur Time Mid Span Perm Purlin Rib Perm, Total Panel Total e (sec) Rib Set (E) Set Deflection Panel Increments (D) Perm, psf Set Ne ative _. 0 60 011 O,a 0)7 OR 017 0" 7 60 .28" .01" v2411 0" .36" .02" 14 60 .60" .02" 7' s01" 7118 x.02" 21 60 ..90" .05" 80`" 04" 1.05" ,06" 28 60 1.19" 11" 1.09" 09" 1.39" 13" 25 60 1.59" 23" 1.44" 19" 1.90" .27" 42 60 2.01" .41" 1.81" 35" 2.40" .50„ 49 60 2.49" ,70" 2.26" 60" 2.93" .86" 56 60 3.08" 1.12" 2.78" .98" 3.66" 1.38" 63 60 3,87" 1,64" 3.39' 1.45" 4.70" 2.0677 70 60 Note: C indicator reading is used as Total Panel Deflection and Permanent Set. Indicators removed after 63 psf to prevent damage. Failure occurred at approximately 95''psf. ATLNC 0321.01-17 Page 9 of 11 Negative Side raph 2 0t3 1 50 �s s .Total Panel Max.Def. 1 Oa ----Total Panel � s Pem.Set 1 2 3 4 5 6 7 Observatlons Deflections increased as pressure increased. Screws pulled through panel. ATLNC 0321.01-17 Page 10 of 11 Note: .2 mil or 4 mil polyethylene film was,used for the AS-TM 192test, it is the opinion Qf the undersigned that it:h-dd<rio"influence on the resutts of the test. Technid a 1 "Keith Owen Observra Keith Owen, Ashley Poplin; /"ATL Sam Rome Keith:Owen Jr.,,-Ronald Anders I ATL David Vii", Johnson, RE Keith Oweh, Lab Director Ama 1 n Test Lab, inc, 11 All Tests Witnessed and Certified by: En . " � 1:And Sigpature David Johnson P. E: '\\ ' \ o w 1122 Calvert Rd. 4 `ar Srevard,,NC 28712 I > - ; Florida P.E. 6191 5 r, Certificate of Independn ." The witnessing ongineer as no equity interest in American Test Lab of North Carolina, Steel"Building and Structures:cr,°th-eir parts vendors. Witnessing engineer is in complete compliance:of Florida Statue 9B-72, Section 72.110 Disclaimer: imer: ATL and its-staff have no_equity,interest in any product tested or installed°This test report was prepared by American Test Lab, North TL}"for the exclusive use of the above named client; it does trot constitute certifl ation of-this product. The results aro"for'that particular spcciniefl tested and does,not;impfy the:quality of similar or ldntiol products mnufactured or installed for specifications identical to the tested product. ATL is d testing lab and assumes that all information provided by the client is accurate and does not,guaratee or warranty any product' tested ar installed. This report may not be reproduced except in full, and only under expressed i-nis for rom Arnec ice n Test:Lab.or--Steel Building and Structures. Reproduced reports in- hard copy must be labeled "Copy". AflNC 0321.01-"17 Page 11 of 13 L± 4 z k 1 AMERICAN TEST LAB NORTH DATE 04/05117 � REPORT NO. ATLNC0321.01-17Na I � g� *, ATLINSPECTOR �. CIS.. �.K^v ` «1 GAGS T `1`/P / °I � E . r 7 TO SCALE a AREA = 0,727 IN. `� 4!j Z. = 0.570 IN.^' '. z SY = 0.570 IN.3 S Ix = 0.713 IN.`I ;i a IY x O,713 IN,4 oD x 0990 IN.ry 0995 IN APPLICATIOM. = 6 ALL 30`-6', 4O'-0'. 50'-O' AN3 4'$ 3R 60'-0' �,JID£ STRULTURES 9a CALCULATED C;DiL 41IDTH' 3.81' 2 t -'0,052' a n @ �a�.S4 �'f¢+:yam METACUSiONEL HICKNESSR IED 4![pTI'.k: 0.05' 2 t =,D.AS2' yaa. 0.D52" °u .�,L" ,-Si�°Y MAT_RIA.L GRADE: _ 50-80,KSI _ 9i 1O1ERANCE STANDARD FOR THICKEST METAL. is w -ACCUMULATION --- <- OR -> 1/16 IN �a .-tY 1#ad6 ' h DEPTH __---r-_..,, L+ OR -7 If16 IN STA3'E C5 41,. RADII - ________ « DR F> 1/32 IR ANGLES --_- c+ OR'^1 2 DEGREES �`rx NA e&#� SKI CAMEERDIVEv__ ____~ <+ DR -1 i/8 'N IN II g� xNET VARIATION FOR COMBINED DIMENSIONS 1.532 M T AMERMAN TEST LAB NORTH S DATE 04/05117 REPORT NO. ATLNG0321.01-17 HAT CIL LN PROFIL PT IN/GIRT MEN / OT T8 CA E �{ i" O . ATf»INSPECTOF a - zZ CALCULATED COIL WIDTH 3,81 t t = O.CS52" ��iq,�xaat)fiar�p CUSTOMER SPECIFIED WIDTH: 4.00` 2 t 6,052' : u j3wcn emu: #{} ,1 FAL MATERIAL iGRFlDEs 5060 KSI sa° .... �+' N u u TOLERANCE STANDARDS FFOR THICKEST METAL k• _� J . xaCCUHt?LATIQN - - C� QR -S 111�S iN � �`a � 6 fi# t - DEPTH -__ ------- (w OR -7 i/IS IN STAT' €3P At RADII __------__ C+ OR -) 1/32 INAMO -.. CE t° CAMBER _--_-- -- Co- OR 7 1/8 R ENIN .0 FT arts s 51<1 --- - --- -k 1/8 IN IN 10 - - FT :-c+ OR -7 1/8 IN TN ID PT Sr MNET VARIATION FOR COMBINED DIMENSIONS ED � k 36.00' COVERAGE ti 3.125 ,.2.750 3.125 , CTYP) CTYP.) ZTYF'.) p vU g AMERICAN TEST LAB NORTH to Z B 8 4 DATE 04/05/17 4 t S PROFIL REPORT NCB. ATL!�CO321.01-17 W ry GOOF- O SPEC /�/, ,' , t a€ NO TO SCALE f € ATL INSPECTOR ' `� o _ Z' OT S 1 1. DESIGN WAS DONE IN ACCORDANCE WITH THE 2014 FLORIDA . ' Gi OA o �'D 3t ILG L CDDE, 5TH FOLLO. ON o c 'c 0 SIGY 'OADS ARE AS CO LOWS° `�; L aa. I n A) DEAD LOAD = L5 PSF _ ( H) LTV£ tahD = 12 PSF OA250 7.7500 0,750`. ( 3. LOW ULTIMATE WIND SPEED 105 TO 140 MPH CNOMINAL z E �' ! WIND SPEED B1 TO L02 MPH), t(AXIXUM RAFTER/POST AND END L2J00 POST SPACING = 5.0 FEET• $ ffia !�1IDE'[p pp,rr`ee{p �^yy��}} 4. WtL4D PRESSURES A.'..£ BASED ON ALLOWABLE STRENGTH DESIGN CASD7_ ., mu .. SME TYP�iCAL 4,.R 5. RISK CnTEG RY i. aZ Es. W'TND EXPISJRE CATEGORY B. 7. AVERAGE FASTENER SPACING 01--CENTERS ALONG RAFTERS OR p � PURLINS, (INTERIOR OR END> = 6 INCHES. O a 4c �, � � �i°7 £3. FASTLPIERS CONSIST TIF I/§`-14x3/4 ,xF,!E'`t3R:LLlha SCREIfS WITH CONTRO: SEAL WASHER. SPECIFTCATi01 APPLIC/1 LE ONLY - � FOR MEAN ROOF HEIGHT OF 20 FEET OR LESS, AND ROOF S!:OPES c SO`C"f y OF %4' (312 PITCH) SPACING REQUIREMENTS FOR 13THER ROOF S 5 a ✓, `—J—W �WW— ice. cs NEIGH?5 Atd0/OR SLOPES MAY VARY. + $L'`o 14 9': 2S GAGE 0O - CALCULATED COOL Wi0 H 43-13/i6" R t x O,D20' 1- DESIGN THTCKNESS� OAFT5' 3� n GLADE OF MATERIAL- B0 KS1 FUTN = a 6 TOOLING STANDARD ASC SET WITH ii 3f °d T 44' TOOL SPACE (22' CENTER LINE➢ 5%JIT 0 TOLERANCE STANDARDS FOR THICKEST ME AL : 3' 308E AND 6.026- PITCH DiAlI ETER *r R '+ DACCUPULAT ON PIN _--Cr GR ^7 7132 TN NOTE �f ig test E RADII -_.-------- C GR -) 1/32 IN 1: ALL INSIDE BEND RADII A.RE a,''062' EXCEPT WHERE NOTED. CAMBER --------- C+ OR -) 2 DEGREES 2. AIMENSiONS ARE EASED ❑N 1020' MATERIAL. CAPS&ER -------__- (t CIR -) 's/3 IN IN 10 FT POSIT 'yCy7t {�`7PT S 16.1 Py'SsF+ SKI -----•-------- - OR -> 1/8 1�I t� I T 3, ALL fl I HT DIMENSIONS ARE TOP OF SHEET TG 1 1•i l I Y'4_ t1i' .E iJ - [7. .E c31' DIVE -----_----_-'- OR -) 1/8 114 ?N 10 FT . S T NExHET VARIATION FOR COMBINED D[FI£NSIONS I �[1ARD SID 36.Q0 CGVERAGE71"I [E00:0—:T�R iARb SIIt ,ca qa6a TB.aD 4 3.125 2,75D 3125 1 CTYP.3 <e vP.). cTYP.7 4.. �}-. ___ A.T TEST LAS NORTH r DATE04105f17Sv " REPORT NO. ATLNC0321.01-17 ` 4 P PRC) L} " ROC) { S NOT T❑ SOLE GE ATL INSPECTOR 4 `O Y d 1. DESIGN WAS DONE IN ACCORDANCE WITi THE 2014 FLORIDA ' ci " lID BUILDING CODE. 5TH EDITION n c5�, 2. DESIGN LOADS ARE AS f OLLDWS= $ —' JI-a' �• A7 DEAD EDAQ s r-sF NB) LIVE LOAD c 12 PSF 3. NIGt; UETI'�ATE WIND Sr'EED 141 TO I?B t�PH <NDMINAL WIND SPED lag TO 332 MPH)t MAYIMUM RAFTERIPOST AN'D END z 9 `*• Q.1250 f E t.75aD' a757' PDS SPACi1 G 4.a FEET, F � g ' 4. WINO PRESSURES ASdE $RSED ❑N ALLIIwsaBLE STRENGTH DESIRni CASD>. E�v���g,T�N^t RLAP SIDE u��i� �DESIDE TYPICAL oRx- 5. RISK CATEGORY !. °, a."." ya. WIND EXPOSURE CATEGORY B.. :�7, AVERAGE FASTENEr2 SPACI1G 014-CENTERS ALONG RAFTERS OR �'PURLINS ;INT;.RIGR 0 END) 5 INCH£5. 055. FASTENERS ]t sSS� GF /q«_14xlf4 SELF DRILLI€G SdR°`WS "WITH CONTROL SEAL �tA,S%IER, SPE ,F2CkTe0≥*is A.3"�.fC E t3tYFOR3a E N ROOF I HT 2D i EET Gp LESS.Arfl RR SLOPES1NG REPITRFMEN7S FOR OTHE ROOF uHEIGHTS AND/DR SLOPES MAY VARY. ^��„' ¢�,ctea rzU�rrrrs�'GE81 `"<. '9 GRGE ,t goy* a ~REGULATED C06t t IDTH� 43-13/16` 2 t= O.p24' p er$,. DESIGN THICKNESS; ©,0135' ffi a s' GRADE OF MATERIAL: 80 KSI MIN la z TOOLING STANDARD ASG SET WITfi ;/2TTfc11�Cq Ew"iTd�.0.4 .I'F' Ms 1 E il! h 44' TOOL S.ACE (22' CENT R LINE) K3' SORE AND 6.026' PITCH DIAMETER TOLERfi�CE STA�QRRDS FOR THICK_ST M TAI= !- a Ed �61�3 y *ACCUIULATION - - 1+ OR -) 1/15 IN S ' a DEPTH _--`_ - --- (+ OR -R ) 1/32 FN0TE; 3'14E-r m ANGL ES - - C+ OR -) 1 DEGREESAL, T1;kS?DE AENII RAD3I ARE 0062` E34CEPT YIHERE NOTED. " '"DIMNSIONS ARE 3ASED ON G.020' MATERIAL. ry�y q� }y�y ryy CAMBER ---------- (s OR ) 1/8 iN IN la FT xt[T xx3, ALL HEIGHT DIMENSIONS ARE TOP OF SHEET TO POgS+ I�d�L7�TPy.�..,JOE�: 21.2 PSF SKI ----___-_-__-. C+ OR -1 3/P iU IN 10 FT y�TOP BF SHEET` TIOROOF - -39.4 PS KNET VARIATION F0R(CO BINED�IIMENSIONS T`7 INBOARD SIII 36.DG~ cOvEla JOUTt[ I3 SIZI u p 9.p0Ii 9.(Jp0 &�EL&k'!s3 3.125 2.750 _ 3.125 1 lu z y CTYP,) £TYP) cTYPJ f� m AMERICAN TEST LAB NORTH ui DATE 04/05/17 REPORT NO. ATLN O32I.01-17 PRO WINDSPEED Q NOT TO SCALE ATL INSPECTOR GENERAL NO Sx I. DESIGN WAS DONE iN ACCORDANC"t W₹FH THE 2G1 FLORIDA �o. z BUILDING CODE. 5TH EDITION M 6 > 2. DESIGN L DADS ARE AS FOLLOWS ECf A) DEAD LOAD = IS PSF .y H7 LIVE LOAD = Ic PSF 0.2250 !7500 _<1 � p.?..3' 3. LOW UL T 1MATE WIND SPEED 105 TO 140 MPH x1,.`OMI SAL WIND SPEED 8I TO 108 MPH). MAXIMUM RAFTEIta'POST AND END POST SPACING = 5.0 FEETUNDERL . p }� qq''��yt�gg �pp�pt4k^��ss 4. WINO PRESSURES ARE BASED ON ALLOWABLE STRENGTH DESIGN (A,SD7... L'Wu tiC E ZC✓L'�S.d,r OR X- 5. RISK CATEGORY .. 6. WIND EXPOSLRE CATEGORY B. 7. AVERAGE FASTENER SPACING GN CENTERS ALONG POSTS AND GIRT S I1NTERIDP OR END) = 6 INCHES. c , 0. 8. AST NERD CON d 1k SL $ C _Vs WITH CONTROL SEAL WANT R SFE IONS APPLICAR E CJd�1LY FOR MEAN ROOF HEIGHT OF 2D FCCT LESS, A 1 2i F3F S,i.z't.PES im 3 D' ✓ OF 14 (3.15 PITCH) SP≥r!,gG RE0UIREilEf4T3 FOR CITHER sR80 ' u" ^ HEIGHTS AND/OR SLOPES MAY VARY, Cf - f sx5 o 1S#4FtR`1E8p7i ul R 1,750D r$i rt 2GAE Yys�p ��rr � G �Kcz ivt1L.�'.tl.— ".,*'� CALCULATED COIL WIDTH, 43-13115` F t'= Di) II 0 ",--. DESIGN THICKNESS= 6.0[35' GRADE OF NATERIAl 80 K MIN 0 TOOLING STANDARD ASC SET WITH S3 t f₹> 44' TOOL SPACE (2' CENTER LINE) -STATE OF , ,. TOLERANCE STANDARDS FOR THICKESTj18FtT C". 3' BORE AND 6.026' PITCH 51 METERXACCUMUL.TIC1N (+ OR > 1/ S 1 ¢ rt NOTE II£7lSA4 RADII C+ OR _) 11/32 I ANGLES - -- t+ OR > DEG I. ALL INSIDE BEND RADII ARE 0.062` EXCEPT WHERE NOTED. i'� �-E' t t CAMBER -___ ---- C+ OR cl 1/8 ₹N2. Pi17ENSI00. ARE BASED DN 0.02G' ATERIAL. F 1 L g 18.5 S SKt R t. OR -> I/6 1u 3. TOP OF SHEET₹hE4dS1GNS ARE €UP OF SHEET Fp Gt T L,L SJ . -24.1 PSG' X14ET VARIt TION F8RE COMBINED'DIMENSIONS FT � lgu 36.00' COVERAGE. 9.DDD 9.OD0 4_.60D i 3.125 ; 2.751 3x25. I ... i. <TYF,5 CTYR) tTYPJ .. AM LAB NORTH DATE 04/05117 0REPORT NO. ATLNC0321.01-17 AGPANIELPROFILE / - ' 0 GRWIND SPEED ATL INSPECTOR m . I C T II S CA E GENERAL NOTES 1- DESIGN WAS DONE TN ACCORDANCE NTH THE 2014 FLURItiFs � OU1LUiNG CODE, 5TH EDITION. E 2. DESIGN LOADS ARE AS FOLLGWS: i C 6E'+7' '---° � A5 DEAD LEAD = F.S PSF" o `t d n 4 (. 9) LIVE LOAD = 12 PSF a 6 t j �`� - „� 3. HIGH ULTIMATE WIND SPEED 141 TO 27q MPH (NOMINAL D.1250 1700 PO ST SPEED 109 TO 732 MPH)� MAXIMUM RAFTER/PRST AND END 0 0.750' i ©ST SPACING = 40 FEET 4-P M� a 4:.WIND PRESSURES ARE BASED 0,^7 AL LG'u'ADLE STRENGTH DESIGN (ADD), O - � ,7�.�7-;T}T �'p SIDE. a 1-i^soG MINOR �p p tJl'V11Gi13.i.''kL 11.0.1.1..AL OR X-8 S- RISK CRTEGIIRY I. 0 S. WEND EXPOSURE CATEGORY S. I�Z z 2 � .. N 7. AVERAGE FASTENER EPACIN ON CENTERS ALONG PESTS AND GIN I NTERID OR END: 6 INCHES. 8. FASTENERS CON S7ST Ctw t!4 i4r l4" SELF—DPILLING SCREWS 0di WITH CONTROL S„'.A' WASHER SPECIFICATION APPt.ICASLE 0 o� a 6C#`r;' FOP MEAN ROOF 141"OHT NSF 20 FEET.OR LESS,.AND ROOF SLIPS u n e7 OF 4 (312 PITCH SPACING RECUIREMEHTS FOR OTHER 420OIF I ^• o� x. �°'.^. .T 4IEIGidTS AND/OR SLOPES MAY VARY, z .- TYPICAL i PICAL VVEEk€r * y31Y77 F!#F?gt 0,+ d$t3' 29 GAGE j' Q ` u CALCLSLATED COIL ktIDTEr:53—t3lib' E ₹ a D,(i24' S! , r Na DESIGN THICKNESS=. D.ti135' tt! z - GRADE OF MATERIAY- 86 KS I NIN a < E a TOOLING STANDARD ASC SET WIT£t [L 1GtT7 �` uY 44' TOOL SPACE 122' CENTER-LINET SLATE CIF ': 3' BORE AND 6,026' PITCH-! DIAMETER lj TOL=RANGE STANDARDS FE THICKEST METAL' ¢ s WACCUMU_ATION - - C+ OR -I TIPS aN ffi NOT DEPTH (+ GR -> 1132 IN s RF,DtY - - L3 OR -3 1f3? IN L ALL INSIDE BEND RADII ARE 0.062° EXCEPT WHERE NNOTED, is 7* ANGLES ------_--�C+ OR ->2 DEGREES 2. B MENSILINS AP.E EASED ON 0.020' MATERIAL CAGBE5 ----_ ____L OR —> 1/8 IN IN 10 FTESW6 3, ALL HEIGHT DIMENSIONS ARE TOP OF SHEET TO POSITIVE WALL PRESSURE: 27.3 PSF SKI OR —> 118 IN IN ?0 FT T0? CF SHEET., STJCT OI IWALI,PRESSURE -355 PS %N ET VARIATION F0RCCO COMBINED DIMENSIONS FT X ii ; I-3 X090-2 w cz- F- - L. ata > 6`3 va u TS2. x2. -14 GAGE W RAFTER/POST/PURLIN/GIRT MEMBERS a NIM HI SCAI-E w o g $$T PROPERTIES akED .- D IN x - G 76 N. Y 3 / N. } Ix 0!13 IN Iv D/i• IN ` O� rr - D 3`70 IN. 0 o ^y - 0.3 0 INx APPLICATION z g ALL V'-Q`, =0'-0'. 50`_0' AND 60'-0" `µlI% SI1711 ES (°J a iiv NZQ6 q S C<'f C IIl A7�P ( 0II_ JII)TH; 81' - t - 0052' €it W CI HIPt HP 6/ii7Tl+ 906 @ t 6.752 UTI l(ktE ° S; 0052' �v -HP I RIAI_ •kADE t-80 KS No 57170 �'. 1CII.ERAK({ STANDARDS E 1A IHICKES ML Ai a� w HACCUT AT I'N + ]R ;! 6 IN 's -Ot ilt�j�i +tC� M.NIr; - .+ C1R 3 t i6 NJ STATE OF <tt: AJII OR 1/ IN ANGLE.S + IIF 7 2 DI(Hi=S 9j ew` CAMBER IN -) i/8 N IN 10 FT s rra j°o C1jA� stt* SKI ❑- i/a IN iN IJ F.. DIVt (+- I K 1/8 IN IN 10 CT NT i VA-VA If-IN F 38 -1SIK'ED DIME NSIC,INS 1522 & v LJ � 6 ji ..... _.... _. _ z HAT CHANNEL PROFILE PURLIN/GIRT T E S W m a NOT TL;' SCALE a .+ v I I 4 CALCULATED COIL WIDTH+ 381` L t = D.C52" �aaw a CUSTOM4-R SPECIFIED WIDTH 4,00` L t = 0_GI F" U wv, Vi !#d MFTAI. IHIC KISS C CSR' '0 MATT RIA! CLAD 80 II LEk�A CE S R )ak'OS FOR t 7CK ST M/ IA-No 57170 ACCUYdL'1..AT:(.1N OR _.) i/.6 IhI S �Q TST O F TH I OR a 7/ A N STATE OF -4U RADII C R > I/32 IJ rS3 LU, ANGLES U R 7 ? DEGREE S t t36T1C�4 sl EAMRFR U. OR 3 IN :Pd 10 FTL�K-2 DIVE ❑R N IN 10 FT �TTE I VARIATION F OR COM3INED DiMENSiONS Ilu> Lu L RD SID cry RAc7I — -- — C2UfBQARD SIDE; ¢ 0 �: 1(' CUr5 SC 3Ie5fi _. mob. `'" !l9 °� �&LI u* No 57170 `^.*� O to 3o u gay Z ❑AG PANEL PROFILE � ; STATE of `0 0 w i oROOF - LOW WIND SPEED "��, f,a v ,.NUT 7 Sr:A.L:- a��°a+rreoira+"$`* Z GENE L N TES 0 W_ — _ �,; �` ESI(N WAS IiINF_ iN ACC DkL�4T[- snlH � _'o">o FLIIR-1g0' ��;Iz U-) U11 DIN, COD[ 7[1 I DI'TIHIN���, q _i-. OBr o ! _ A) . All 17A1 1.5 S`f_ ,,,,,,,,,,,,,,,,,,,,� R, I E L A J E s f _____ Cf, E .� l OWE S f L-A,TE -ND SI I E_D 7 TU "t4 1 t C NMI NAL w z..� ... _ b-<; W_ t Si L L HI i(7 1 i 4� H`: t A trn� F F` XIMUP r(- (lam' AND c ND ,y t;D I I SI4CINC �= F r D�. v.IND 1RE;SI,RES /I �F�CD ON ALLU4,E,DL.( IIC.NI I L SiCN C('SD: u UNDERLAP SIDE TYPICAL MINOR X-8QPIS 1 f EGoPv IA 1JIN 1 r XI'USUI [ ATI 1 O r 1' Q�wn i. A.VLI ACF t A IFN R S(P INC NN CENT RS AL.E+J F'A T: rS ❑R �zy f'UFJ N� <I"T R 1 k II L D) INCHES 0 z' u (A r APS tNS T (1F 4? 4x`z/4' HE F DR II IV{ SC[,EWS�_ l� � VI EONfR E �.L A t R ;FI A(;UNS rRltt`:,u UNLY�_ _ U: F R tIr HF,1cl�T �o f� I,F ss. r) aL; 'Ii7t'ES�i �,. G� ;''"/4 14 <,1= TCH) ,t �JN(G R_ LJlFEv NIS FOR ClTfr_R Rr0[ m?�� E� �, FiEI�H IJ F1ND UR �LtJPES f1AY VARY. z. 1� LLu]J.�C1S ....._- .� Lu ¢ wTYPICAL RIB X-3 OVERLAP SIDE Al LI_GIFT CCIIL WIDTH: 44 1�3/1E," 4 t = oc o" 3 P d° rDENT N THICKNES< IC1dS" o(,I aB. OF MA!FRla 41: F-SI MIN .i a 0 S A DARD ASC SET VII: H a t A r CP EUTFL 1E> II ERRNCC SIAN.,ARDS F FIR 'tiCKFSI METAL , ¢A NZ �,.vc t F 1 t-R ¢ uA,:Lumt,;..al?©N _, I/1,6 D tos DE_PTI-1 « 4 1/s"' INRADII C P 1/ IN�'' LEa Ii B r� cr<INN" BEND >~AIIII AP 11116' t <CEF WHE-P.I NOIED �-q g7�q�+ A ,'4111`S ARE D S._11 FIh it120' MAIL IAL POSITIVE F P.R S lJ7A_I_l� t L !1 T�S� I CAMBCrr - - i+ ,IF? -> I/H iINN IN ITt V-T st iwtLU V 1 >KI - (+ (]f > 1./8 1N IN tC r T'I l�i1� lMIN41IIN AkL rUR 14 S EET TU �7 4 f �, T��3 O/'� 7�RES Y �p� 1 JIVE 1 Cr UP 3 IN IN L FT F �{1(E.T. I�TEC3A°T�I�L, P4. lJ i.' d_lO�'.�3�3� LS; —39.� S,}� 1 kNl- { VARInT;UN FUR C(1M61^JRD DI ME NSIUNS Rm INBOARD I 9-0 H( 0U L VERAGE E _. _ OUTBOARD SIDE is g 00 9F 0 :<T*F (TYH% <TYP, !t Z > No 57170 ez ° u r A EL PROFILE ST rT OF » ca p + oz do ROOF HIGH IN NCIT SCALE rJC3tj� 4yt+�` r a GENERAL NOTES s C� <� I I'F Sl(N >•JGS D["INF 1N AL( 1RDANLE Wlil I :V-iC OC,cC t-(_ORIf 61S �+ . BUR D N( CODE 'fH F DI I I[1N- z P 1 c � x ��� s_ • _ASS L, z a r `-,. A) DEAII LOAD I .�-S' W A . 'L• LFVF LUAB 'E FEE - � � .... HIL I F I IMA1t WIND S E1) 101 TN I IH H H (NFlHINAL Jr yJFF3 SPEED ID t-1 1 M�H): MP.X KT 1MUf1 P.ETCR/r P.P P _N1( w )� rJ I IF POS F IA(;Nr 10 F I 1 '30r) JINF FRE SFA .•RI F-' -.I7 ❑'I ALLElWA^?LLB l'k NCTI-I 1FSIGN CH I'};. UNDERLAP SIDE TYPICAL MINOR X-8 AT Q Q I E WIND EXPIS EE F ,TE. 1 ,Y -B a Z L U` � Y I a:EAA(F F A iENE A N UN A (IN ft L'" rr F CNH !)Rw ** y R N a rc771 UN FN NC.HE ' - -- - '� zs f AT11 CEF:S C , S1S E i#l'--14x �4 SEL' �RII F Fd JS `,liTl C}FvTrC FC._ ti F R, S F f*FI AT DPiF A>(( CABLL ❑Nl_Y FOR MEAN R:i HFT(,Hi ' ra (LE Clh t S;, /t Pn,Er PFS`r' r ✓ ' G, DE S1 C I.r F tTC.H` .f C„1vG F .�JREM�NIS ECi� IiHCR R_H�4 HE':( [J q.A1J/fR LC7rE:> MAY yARY. cu x cu 1 00 Q z TYPICAL RIB X-3 OVERLAP SIDE Ei AGF mo- CAL }LA1 1 (11If. NI (tF 43—i3I1C>" d t aura` DF SI(N 'I HILKN SS 0111 o z F IN 1ARI7 FSS S T Nil F- J F z _klanl F M [ .A 111 111 (�NI 'MIN 4 Tll0F FF((- t _:.iOF P I iHC..3 _ —_ ...-. _ ..__._ __.. #.. to ON ON. t,a2F; ETCH )I PHI F ER L F,PAN TANIARD'- I' "rt1Cl'F H ME TAL, � t.f'UMt1L ATI,IN >L = 1/1.C IN NOTE= I I H J 1 F IN ALL INSIDE FEN- RATIO ARE _,--OH I CEPT WHE N ADII 'iR 32 'N i)fMENNS ARE BASED ; F CINMATERIAL 'NtLES , ._.- _. :+ JR -) 2 )6-GF2EES ILL HEJOHT DIMENSIONS TOP OE SHEE IN/ POSITIVE 3 NF IN ) r7P I IN C s�ress ROOF 7 CJ€ice, 1�.� T F AM ≥- SI< OF. � s3 IN a ET P EE ,HEE - SUC [ION ROOF PRESSURE: -59,7 .PTE HR 3 N ;N o ET SK 4 TAI IC)Iv t IJl2 CONI,LVED CiMENSiC'INS 6 CC" cov LOAGL INBOARD SIDE - 0 OUTBOARD SIDE ca J 00 0010 1G ono 2fS0 3 TYP7I Y117 �z Fy ff No 57170 AG PANEL PROFILE _ w STAFF OF W a n M n WALL - LOW I SPEED dCT T❑ S ALE � adONA Z GENERAL NOTESO _2 9_ 4 ��Estrr "'016 n �� tra1n :E wr!� r1Fr_ 20 o CLaRt a El 0' �� �,�_ 3iJIl f INCA LE, 7TH ED_ll iN z > �TOEA C ( CIA 613 w J 1 S I YP z o C I FSI 0 125;1 i.7',JfJ I C C" ,W UI IMA"(I WIND E LD U T._: 14[ NI l, iNIM;NAL wTN3 S'I ED N] l ;(£ MFH7 MHn,tT!.!M FA- !tP/Hi ST AND END PG';F Al IN G EI UNDERLAP SIDE TYPICAL MINOR X-8 4 Ri IN`K [A IFf(c1' Y 1 ARE r:AsE1' ! ALL,NA ≤L[_ s RI N N <a,SI} E Wl N} Xf 11SuR ATE[ I Y B C p Lu w AN EI A E EA F NL R S ACING N ( N R DN(, PCJI IS AN (P S (,N K'DR D(' ['ND' IN(,HES' az o �N S CONS ST CIF #1 14. z/F" S DPI LIN[ SC EWL ` a� in 0 7" 14 P� ) ;Pry ItlC kE Ur N9�NIS u x ER UI _R f�O4 ti °` ' o i�JENTS AK�D/�) OFFS MAY 'VARY h � w w 750C w Q u AL TYPICAL RIB X-3 OVERLAP SIDE maz g At (..11.11 D c TIL WII;'rs 1 i- 2/16' R t 74 IGN T In KN S`> [ 0 Si' a A' MA I FRIAI 'I 1( L ' N CC Z 0 1! K r `LAN!Af,"D '.51, 51 WITW f ' - H ACE (r NE TO 'KAN(E STANLARDJ F N FUNKES .'NE 1 AC 3 ('RE AND 6.026 I _;H „IAN 1I wACCUr/'u Al ION ;+ DR -1 1/1G IN d a IEPTFi NR ',2 IN NOTE� �\ KADII _ C+ LI(. —) 1/30' IN I_ Al `NSIDE BENI'' K//ILRF. OLM . FXl PT HERE NOTED ANG ES ❑R i 2 TE�REES fL IuE:NS ONI Ck-_ h L FL' N f i2D" MU E IN POSITIVE WALL PRESSURE: t 1''78 PSF I (KMBER _.... — (+ ILK —? 1/FS IN IN 10 =...I SHMT ems I O 3 -- — i+ [)I: 7 1/F' IN I'V iL T S A HE 4iT JL NS.I;NS r+kh F ILSHEET TO NEGATIVE T PRESSURE: D V _ 0- pR 1/8 INNS:C r T TOP O t LET NEGATIVE WALL PRESSURE: —2.3.4 PS ' s -NF I IAA IL N CEO COMBINED /TMIN HINS xx 6,00" CHVE RAGE INBOARD SI DO -�- Dr J 000 OUTBOARD SIDE, � ,r`rP� �.TVR�) 31'N 2 No 57170 ACS PAN 'T FILE STATE OF <w o @� �cr r . WALL - HIGH WIND SPEED '" a ktu:` �• . " N GENERAL NOTES Z ri hE:SI N s1As UNI i v ACC DANCE: WITH iE L'c C E LORI A. 0 W m > t �IIII 1 Mr C❑,E 7TH l ITUIN z .. i A) I11. �,AF 1 5 PSI W is � � T B) i Vf ..DA) _i' Hi I -� �- � HIIIII U THAI WIND S F;J 141 Ti 17J M'H CNIIMI°JAL PjC 00 (AND O 1 G 7 r MU M/XIMUM n(I ILR/F 1`:i AEI ENO U1 G EIf St ACIM 4.0 IF z 4. WIND P ESSIIPF; AF LAZED III '%Ll 0WAflF S -N TH IF G-N (,}� RISK 'I_COI I to #a UNDERLAP SIDE TYPICAL MINOR X-8 CA Y d n nj 7 AVE NA I vTENr-V V ll C CEO- ( S A .FIJNN;1 AST NA S C(l+f iN RD` Ire E Il C tES L W g CL z H S 0 z o�� -- :- ._ - — - E WStI Cu .PIJ SEAL bAS .EP- SPECIf I ATiI N E1Pt I-FI ONi..Y ` id Vj` IF 4 C f,fd 7 H3 CH; P S ., JAIL'RE IP' c C N J -FR U S r" 1. � E�R MEA P��I riE h;ti� � � rr I I a s TYPICAL RIB X-3 OVERLAP SIDE 4 GAGE �AL,Ci1LATI II C17IL WIDTH= 43-13/15" @ t - t1,THV I FINN I III NESS FIJI " CIA y IAN APT (NI aL WITI-{ CC/11E L, MA FIAT 80 KS( HIM 44 If(17 I AEE C'_ CENTCF' L.NE` tn iid H. El AN L A(:. P AMETER Ti NCt STANl'A(aJ3 IJR TH1(:KFSl METAL AC.C.MU ATMN i-r UP -> 1/16 IN NOTE= E PTH R ;32 itN! A.I_I.. INS11A 13CNE MA Dii ARE ❑ tiP -YCCPT WHEP"" NOTED D!MENS-TUNS AP= BASED ON 0.ik`7` `4ATE21/IL - i ACItr_ES - _.. [+ DR -) P D 7Ri s (,ZIT DI ENSIO!1S 4('L TLIP L.r SHE E_1 TE POSITIVE WALL PRESSURE: L, .6 CAMB�_:f2 _ _ Cf (IR --I i N F/ IN :0 ek E o I _-- I TE.IP Ef SAC- MARIA'li'Nd f EJR COMBINED [IM 'SM!, a "' y`Yi ii�ti' BCIS Home Log In User Registration = Hot Topics f Submit Surcharge i Stats&Facts Publications Contact Us BCIS Site Map Links Search Product Approval i �`. :USER:Public User Product Approval Menu>Product or Application Search>Application Lot>Application Detail � �rs,: FL# FL17499-R9 u:; Application Type Editorial Change Code Version 2020 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 (717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency Fenestration and Glazing Industry Alliance(formerly AAMA) Validated By Steven M. Urich, PE Validation Checklist- Hardcopy Received Referenced Standard and Year(of Standard) Standard Year AAMA 506 2016 AAMA/WDMA/CSA 101/I.S.2/A440 2008 AAMA/WDMA/CSA 101/I.S.2/A440 2011 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 05/15/2022 Date Validated 05/15/2022 Date Pending FBC Approval Date Approved 11/07/2022 Summary of Products FL# Model, Number or Name Description 17499.1 9185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use ?Certification Agency Certificate Approved for use in HVHZ: No FL17499 R9 C CAC APC(13278) 185 SH (101723)_pdf Approved for use outside HVHZ: Yes FL17499 R9 C CAC APC(13279) 185 SH (101723)_pdf Impact Resistant:Yes FL17499 R9 C CAC APC(13280) 185 SH (101723)_pdf Design Pressure: +55/-55 FL17499 R9 C CAC APC(13292) 185 SH 101723),pdf Other: R-PG55*, Missile Level D, Wind Zone 3. Glass to be Quality Assurance Contract Expiration Date bedded in Pecora 896 sealant. 10/17/2023 Installation Instructions FL17499 R9 II 08-02545B1.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R9 AE 5133218-3.pdf Created by Independent Third Party: Yes 17499.2 185 SH 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R9 C CAC APC(13269) 185 SH 100823) pd( Approved for use outside HVHZ: Yes FL17499 R9 C CAC APC(13270) 185 SH 100823)_pdf Impact Resistant: No FL17499 R9 C CAC APC(13271) 185 SH (100823)_pdf Design Pressure: +60/-60 FL17499 R9 C CAC APC(13361) 185 SH 100823)_pdf Other: R-PG60 J Quality Assurance Contract Expiration Date 10/08/2023 Installation Instructions FL17499 R9 II 08-02549B1.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R9 AE 513327B-4.pdf Created by Independent Third Party: Yes _...._....._..._......................�..-.._._.........._. .___.. _._._.._......_...________. ------__ ______.. __ _ 17499.3 185 SH 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate 1 Approved for use in HVHZ: No FL17499 R9 C CAC APC(13272) 5 .(101723).p SH (101723)_pdf Approved for use outside HVHZ:Yes I FL17499 R9 C CAC APC(13273) 185 SH (101723)_pdf Impact Resistant: No ( FL17499 R9 C CAC APC(13274) 185 SH 101723).pdf Design Pressure: +60/-60 FL17499 R9 C CAC APC(13363)_155 SH (101723).pdf Other: R-PG60* Quality Assurance Contract Expiration Date 10/17/2023 Installation Instructions FL17499 R9 II 08-02550B1.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R9 AE 513328E-5,pdf Created by Independent Third Party: Yes 17499.4 185 SH 36x71 Fin, Finless, Flange Frame IG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R9 C CAC APC H0462.01 185 SH (042527 .pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/25/2027 Design Pressure: +60/-67 Installation Instructions Other: R-PG60* FL17499 R9 II 08-03163-1.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R9 AE 514082.pdf Created by Independent Third Party: Yes 17499.5 185 SH 36x72 Fin, Flange, and Finless Frame Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R9 C CAC APC(U )1583,02-106-11R0 185 Approved for use outside HVHZ: Yes SH(061423).pdf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-70 06/14/2023 Other: R-PG60 Installation Instructions FL17499 R9 II 08-03383.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R9 AE 514377.pdf Created by Independent Third Party: Yes 17499.6 185 SH 52x62 Fin, Flange,and Finless Frame, Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R9 C CAC APC(17812)1711.08-106-12-R0 185 Approved for use outside HVHZ:Yes SH(072723).pdf Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +50/-63 ; 07/27/2023 Other: R-PG50 Installation Instructions FL17499 R9 II 08-03379.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R9 AE 514373.pf Created by Independent Third Party: Yes 17499.7 185 SH 52x62 Fin, Flange, and Finless Frame, Insulating Lami Glass_IfLimits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R9 C CAC APC(17813)1711.04-106-12-R0 185 Approved for use outside HVHZ:Yes SH(072723).pdf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +50/-63 07/27/2023 Other: R--PG50 Installation Instructions FL17499 R9 II 08-03381.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R9 AE 514375.pdf Created by Independent Third Party: Yes 17499.8 185 SH =36x72 Fin, Flange, Finless Frame, Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R9 C CAC APC(17816)1711.07-106-12-R2 185 Approved for use outside HVHZ:Yes SH(061423)_pdf Impact Resistant:Yes Quality Assurance Contract Expiration Date Design Pressure: +60/-70 06/14/2023 Other: R-PG60, Missile Level D, Wind Zone 3 Installation Instructions FL17499 R9 II 08-03380.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R9 AE 514374.pdf Created by Independent Third Party: Yes 17499.9 185 SH 52x72 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R9 C CAC APC (13275) 185 SH 100823)_pdf Approved for use outside HVHZ:Yes FL17499 R9 C CAC APC (13276} 185 SH 100823)_pdf Impact Resistant:Yes FL17499 R9 C CAC APC (13277) 185 SH (100823)_pdf Design Pressure: +55/-55 FL17499 R9 C CAC APC (13291) 185 SH (100823)_pdf Other: R-PG55, Missile Level D,Wind Zone 3. Glass to be Quality Assurance Contract Expiration Date bedded in Pecora 896 sealant. 10/08/2023 Installation Instructions FL17499 R9 II 08-02544B1.pdf i Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R9 AE 513320B-l.pdf Created by Independent Third Party: Yes 17499.10 185 SH 52x84 Fin/Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R9 C CAC APC(13263) 185 SH (100923)_pdf Approved for use outside HVHZ:Yes FL17499 R9 C CAC APC(13264) 185 SH (100923)_pdf Impact Resistant: No FL17499 R9 C CAC APC(13265) 185 SH (100923).pdf Design Pressure: +60/-60 FL17499 R9 C CAC APC(13362) 185 SH (100923)_pdf Other: R-PG60 Quality Assurance Contract Expiration Date 10/09/2023 Installation Instructions FL17499 R9 II 08-02546B1.pdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R9 AE 513322E-2.pdf Created by Independent Third Party: Yes 17499.11 (185 Triple SH ( 111x72 Fin Frame IG/SG Single Hung 110x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No € FL17499 R9 C CAC APC(13341) 185 SH TPL(110423).pdf Approved for use outside HVHZ: Yes i FL17499 R9 C CAC APC(13343) 185 SH TPL(102123)_pdf Impact Resistant: No FL17499 R9 C CAC APC(13346) 185 SH TPL(102023_pdf 3 Design Pressure: +50/-50 FL17499 R9 C CAC APC(13348 185 SH TPL(102123) p Other: R-PG50* Quality Assurance Contract Expiration Date 10/20/2023 Installation Instructions FL17499 R9 II 08-02548B1.pdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R9 AE 5133248-6.pdf Created by Independent Third Party: Yes 17499.12 185 Twin SH 106x72 Fin Frame IG/SG Single Hung 105x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R9 C CAC APC(13340) 185 SH TWN (102123).pdf Approved for use outside HVHZ: Yes FL17499 R9 C CAC APC(13342) 185 SH TWN (110423) pdf Impact Resistant: No FL17499 R9 C CAC APC(13347) 185 SH TWN (102023 .pdf Design Pressure: +45/-45 FL17499 R9 C CAC APC(13349 185 SH TWN (102123 .pdf Other: R-PG45 Quality Assurance Contract Expiration Date 10/20/2023 Installation Instructions FL17499 R9 II 08-02547B1.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R9 AE 5133238-7.pdf Created by Independent Third Party: Yes 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: o Credit Card Safe rr" REVISIONS REV DESCRIP11ON DATE APPROVED A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. B REVISED CLASS 10/02/17 R.L. NOTES: 15. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO REQUIREMENTS OF THE FLORIDA BUILDING CODE. SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY 16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH TRANSFER A LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE INSTALLATION DETAILS. ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED 17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY I N DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY AE AILS. FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY 19. INSTALLATIONAl. FASTENERS TO BE CORROSION RESISTANT. BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH 19. MANA ANCHORS'SINSTSHALL INSTRUCTIONSE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. SUBSTRATES INSTALLATION AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED A, WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI. THE ARCHITECT OR ENGINEER OF RECORD. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,600PSI MINIMUM. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS D. METAL STRUCTURE: STEEL 18GA (.048") FY=33KSI/FU=52KSI OR PROVIDED. ALUMINUM 6063--T5 FU=30KSi .048" THICK MINIMUM 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL. BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APP.ICAB LOADS. 10. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED ALUMINUM 6063-T5. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09, SEE SHEET 11 FOR GLASS DETAILS. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. SIGNED:02/27/2020 MI WINDOWS ANDD DOORS, LLC 650 WEST ET STREET GRATZ, PA 17030-0370 w,•,�tGASFx4�if SERIES 185 ALUMINUM SINGLE HUNG WINDOW sir' 9 5i k. 36" X 84 — LMI TABLE OF CONTENTS NOTES STATS OF .gy SHEET NO. DESCRIPTION �4'+�yyRt -----____-_.-__-_ DRAWN DWG N0: I REV 1 NOTES SCALE 08-02545 545 B a �Zj1jfO11AI 1V1N 2 — 3 ELEVATIONS DAE NTS 12/09/2014 1 OF 11 ------------------- 4 - 10 INSTALLATION DETAILS I,ROBERTOLOMASP.E. Luis R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE,NC 27023 FL No.: 62514 11 COMPONENTS 434-688-0609 4lomas@I4omaspe.Com REVISIONS 36' MAX 36 MAX REV DESCRIPTION DATE APPROVED FRAME WIDTH FRAME WIDTH --VISE---------- -- - A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. 2" MAX -- {--- MAX -�- - 2" MAX 2" MAX -- - MAX --I - - 2" MAX B REVISED GLASS 10/02/17 R L. ------ I O-C- 0-C. III-- 2 // 2554W ., UL / // i 1 16" 16" CHART#1 FLANGE&FINLESS INSTALLATION MAX / MAX O.C. O.C. Number of anchor locations required / Frame Frame Width(in) / / Height 18.00 24.00 30.00 36.00 84" 84" (in) Head Jamb Head Jamb Head Jamb Head Jamb MAX MAX 24.00 2 3 3 3 3 3 3 3 FRAME FRAME HEIGHT / HEIGHT / 30.00 2 3 3 3 3 3 3 3 // // 36.00 2 3 3 3 3 3 3 3 42.00 2 4 3 4 3 4 3 4 48.00 2 4 3 4 3 4 3 4 54.00 2 5 3 5 3 5 3 5 60,00 2 5 3 5 3 5 3 5 / / I. 66.00 2 5 3 5 3 5 3 5 / 72.00 2 6 3 6 3 6 3 6 // ( /l 78.00 2 6 3 6 3 6 3 6 84.00 2 6 3 6 3 6 3 6 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW -----_--- VIII --_ EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE&FINLESS INSTALLATION FLANGE&FINLESS INSTALLATION SEE CHART#1 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART#1 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING ±55.0PSF LARGE MISSILE IMPACT MISSILE LEVEL D,WIND ZONE 3 SIGNED:02/27/2020 MI 650DWWS WEST AND MARKETD STREET LLC � 111111 ��. OS GRATZ, PA 17030-0370 *se•vtGN �§ NOTES: 1. MAXIMUM SASH SIZE: 34 1/2" X 36". SERIES 185 ALUMINUM SINGLE HUNG WINDOW 2. MAXIMUM SASH D.L.O.: 31 1/2" X 32 1/2" 36" X 84"- LMI 3. MAXIMUM FIXED D.L.O.: 33 1/8" X 45" FLANGE AND FINLESS ELEVATIONS ;tI TAIt LIE 4Q"- 4r DRAWN: SWs NO. RE SCALE FITS Dare 8 SD5 12/09/2014 HEET 2 OF 11 HARDWARE SCHEDULE 2 METAL SWEEP LOCK AT 8"FROM EACH END INTERIOR MEETING RAIL L. RD ROHER LOM MLLE,SP.E Luis R. Lomas P.E. ( ) 1432 WO L ROB T LEWtSVtLLE,NC 27023 (2)BLOCK AND TACKLE BALANCE AT JAMBS 434-688-0609 rllomas@atrtomaspe.com FL No.: 62514 REVISIONS 36" MAX 36" MAX OVA DESCRIP90N DATE APPROVED FRAME WIDTH FRAME WIDTH 0" 10" A REVISED ANCHOR SPACING & CHARTS 07/11/16 R L 1 .-..... . _..— 2" MAX -- �� MAX — 2" MAX 2" MAX — — MAX 2" MAX e REVISED GLASS 10/02/17 R MG O.C. L it 2" 10" MAX 10" MAX CHART#2 FIN INSTALLATION O'c. / 0.c. / --84" ----- 84 --------- Number of anchor locations required MAX / MAX // Frame Frame Width(in) FRAME ------------- FRAME Height I 18.00 24.00 3000 36.00 HEIGHT HEIGHT ----- (in) H&S Jamb H&S Jamb H&S S Jamb H&S Jamb /// /// 24.00 3 4 3 3 4 3 5 3 30.00 3 T4 3 41 4 4 5 4 36.00 3 5 3 5 4 5 5 5 42.00 3 5 3 5 4 5 5 5 F i11 fl 46.00 3 6 3 6 4 6 5 6 54.00 3 6 3 6 4 6 5 6 j // // 66.00 3 7 3 7 4 7 5 7 66.00 3 8 3 8 4 8 5 8 72.00 3 8 3 8 4 8 5 8 l / 78.00 3 I 9 3 9 4 9 5 9 Eo13IL 3 9 3 9 4 9 5 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART#2 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART#2 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE_RATING F IMPACT RATING ±55.OPSF LARGE MISSILE IMPACT MISSILE LEVEL D,WIND ZONE 3 SIGNED:02127/2020 MI WINDOWS AND DOORS, LLC \01II IIr>! 650 WEST MARKET STREET GRATZ, PA 17030-0370 NOTES: 1. MAXIMUM SASH SIZE: 34 1/2" X 36". SERIES 185 ALUMINUM SINGLE HUNG WINDOW *m ¢ 51 2. MAXIMUM SASH D.L.O.: 31 1/2" X 32 1/2" 36" X 84"- LMI � 3. MAXIMUM FIXED D.L.O.: 33 1/8" X 45" FIN ELEVATIONS TAT OF DRAWN: DWC NO. RED 'rA°t A4C3FtIC} ti HG. DATE 08-02545 B !!!l f MAL1 L HARDWARE SCHEDULE NTS 12/09/2014 3 OF ii 2 METAL SWEEP LOCK ATE'FROM EACH END INTERIOR MEETING RAIL L RD RDBER LEWIS VILL , Luis R. Lomas P.E. { } t 432 WOODFORO T LOMA I P.E NC 27023 {2}BLOCK AND TACKLE BALANCE AT JAMBS 434-688-0609 rllomasIaldomaspe.Com FL No.: 62514 REVISIONS 1/2" MIN DESCRIPTION DATE APPROVED EDGE QISTaNCE --- .- --- ---__. A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. WOOD FRAMING 8 REVISED CLASS 10/02/17 R.L. OR 2X BUCK BY OTHERS MN BACKER ROD & APPROVED SEALANT SHIM SPACE 1 i/4" MIN&NTERIOR 1/4" MAX#10 WOOC SCREW EINTERIOR EDIST#10 Cj 'L. SCEXTERIOR WGGD FRAM OR 2X BUCK BACKER ROD BY OTHERS & APPROVED EXTERIOR SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION SILL. TO BE SET El A BED OF AP PROVED STRUCTURAL BACKER ROD SEALANT & APPROVED SEALANT 1/4" MAX. SHIM SPACE SIGNED:02/27/2020 WOOD FRAMING OR BY OTHERS MI 65O MARKET DOVIS AN STREET 2X BUCK D DOORS, LLC GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW * (t 5i VERTICAL CROSS SECTION 36" X 84"- LMI WOOD FRAMING OR 2X BUCK INSTALLATION FLANGE INSTALLATION DETAILS s' TAT OF >tr✓ DRAWN: I DWG NO. REV NOTES 1.INTERIOR AND GOI RFINISHES,BYOTHERS, 8 025 NOT SHOWN FOR CLARITY. B NA NTS DATE 12/09/2014 45 OF 11 2.PERIMETER AND JOINT SEALANT BY OTHERS TO BE L DESIGNED IN ACCORDANCE WITH ASTM E2112 ROBER .E. Luis R. Lomas P.E. 1432 WOODFORD RD LOMASP LEWIS SILLS NC 27023 FL No.: 62514 434-688-0609 rllomasWlrlomaspe.com REVISIONS REV DESCRIPTION DATE APPROVED 1/2" MIN A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. EDGE DISTANCE 7/1 B REVISED GLASS 10/02/17 R. METALL. STRUCTURE BY OTHERS 1/4" MAX. SHIM SPACE APPROVED SEALANT 1/4" MAX. SHIM SPACE #10 SMS OR #10 SPAS OR SELF DRILLING SELF DRILLING INTERIOR SCREW SCREWS INTERIOR + - 172 MIN. EDGE DISTANCE EXTERIOR METAL EXTERIOR _ STRUCTUR BACKER ROD E BY OTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SILL TO BE SET IN A BED OF APPROVED STRUCTURAL BACKER ROD--- SEALANT & APPROVED SEALANT 1/4" MAX. [ NH M SPACE SIGNED:02/27/2020 METAL STRUCTURE MI WINDOWS AND DOORS, LLC ��kt �ttittl7XX�i BY OTHERS 650 WEST MARKET STREET \ �9 GRATZ, PA 17030-0370 VERTICAL CROSS SECTION SERIES 185 ALUMINUM SINGLE HUNG WINDOW **� 0 5 METAL STRUCTURE INSTALLATION 36" X 84"- LMI FLANGE INSTALLATION DETAILS " STATE 4F gJ NOTES; DRAWN: DWG N0. REV1.INTERIOR AND NOT SHOWN FORECLARt EXTERIOR FINISHES,BY OTHERS, N.G. DATE 08-02545 B /tj I0UC •` 2.PERIMETER AND JOINT SEALANT BY OTHERS TO BE SCA NTS 12/09/2014 5 OF 11 DESIGNED IN ACCORDANCE WITH ASTM E2112 L.ROSERrDLo,wASR.E Luis R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE,NC 27023 FL No.: 62514 434-688-0609 Tllomas@frlomaopo /AR 2 1/2" MIN. REVISIONS ._------ r- ._ EDGE DISTANCE REV DES CVP.VON DATE � APPROVED CONCREI-E/MASONRY -- - a A REVISED ANCHER SPACING & CHARTS 07/11/16 1R. L BY OTHERS e ° "=a — B REVISED GLASS 10/02/17 R L e 1 1/4" MIN. OPTIONAL 1X BUCK ° e EMBEDMENT SEE NOTES 3 -- 7 1/4" MIN. 1/4" MAX. SHEET 1 EMBEDMENT SHIM SPACE CONCRETE/MASONRY 1/4" MAX. J BY OTHERS BACKER ROD SE M SPACE & APPROVED SEALANT 3/16" TAPCON 3/16" TAPCON I a INTERIOR INTERIOR ------ 2 1/7" MIN. EXTERIORI EDGE l DISTANCE EXTERIOR BACKER ROD & APPROVED OPTIONAL 1X BUCK SEALANT SEE NOTES 3 - 7 SHEET 1 JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION BACKER ROD SILL TO BE SET & APPROVED WA BED OF SEALANT APPROVED NOTES: STRUCTURAL 1.INTERIOR AND EXTERIOR FINISHES,BY OTHERS, OPTIONAL 1 X BUCK SEALANT NOT SHOWN FOR CLARITY. SEE NOTE 3 - 7 2.PERIMETER AND JOINT SEALANT BY OTHERS TO BE SHEET 1 1/4" MAX, DESIGNED IN ACCORDANCE WITH ASTM Eli 12 SIGNED:02/27/2020 SHIM SPACE cONCREI B�oT ERs _ MI 65a WEST Dt7 WINDOWS MARKET D EDOOR�,T LLC GRATZ, PA 17030-0370 ° a SERIES 185 ALUMINUM SINGLE HUNG WINDOW * o 5i/ sk 36" X 84"- LMI FLANGE INSTALLATION DETAILS f, TAT OF WZz 8 a DRAWN. DWG NO. I REV VERTICAL CROSS SECTION N.G. AL 08-02545 B1(} At.Ew�' CONCRETE/MASONRY INSTALLATION NTS 12/09/2014 1SHEET6 OF 11 L"ROBERTO LOMASP"E Luis R. Lamas P.E. 1432 WOODFORD RD LEWISVILLE,NC 27023 434-688-0609 rllomasC&lriom maspe"co FL No.: 62514 REVISIONS REV DESCRIPTION DATE APPROVED t..-- 1/2" MIN -- EDGE DISTANCE A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. WOOD FRAMING B REVISED GLASS 10/02/17 R.L. OR 2X BUCK BY OTHERS BACKER ROD & APPROVED 1 1/4" MIN. 1/4" MAX. SEALANT SHIM SPACE EMBEDMENT SHIM SPACE #10 WOOD SCREW l 1/2" MIN INTERIOR EDGE INTERIOR DISTANCE #10 WOOD SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BACKER ROD BY OTHERS & APPROVED SEALANT EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION SILL TO BE SET IN A BED OF APPROVED STRUCTURAL BACKER ROD SEALANT & APPROVED -� SEALANT 1/4" MAX. SHIM SPACE SIGNED:02/27/2020 WOOD FRAMING F BY OTHERS OR BUCK MI WINDOWS MARKETQDQQr LLC 650 GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0�51 VERTICAL CROSS SECTION 36" X 84"- LMI WOOD FRAMING OR 2X BUCK INSTALLATION FINLESS INSTALLATION DETAILS TAT CIF NOTES: ACWN: OWE NO. 08 025b5 RB 1.INTERIOR AND EXTERIOR FINISHES,BY OTHERS, NOT SHOWN FOR CLARITY scaLE oaTEsrlcEr ZIf1 .1t�N\ti 2.PERIMETER AND JOINT SEALANT BY OTHERS TO BE NTS 12/09/2014 7 OF 11 DESIGNED IN ACCORDANCE WITH ASTM E2112 R 6ERTOLOMASF.E. Luis R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE,NG 27023 434-688-0608 4IomAA@4AoaspRDRR FL Na.: 62514 REVISIONS 1/2" MIN -"--- EDGE DISTANCE REV DESCRIPTION DATE APPROVED -...------------- METAL A REVISED ANCHOR SPACING & CHARTS 07/11/16 STRUCTURE 9 8 REVISED GLASS 10/02/17 I R.L.. BY OTHERS 1/4" MAX. _._ L� SHIM SPACE APPROVED ---- - ---- SEALANT 1/4" MAX. SHIM SPACE #10 SMS OR #10 SMS OR SELF DRILLING SELF DRILLING INTERIOR SCREW SCREWS INTERIOR 1/2 MIN. EDGE DISTANCE EXTERIOR METAL \\\�BACKER ROD STRUCTURE & APPROVED EXTERIOR BY OTHERS SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SILL TO BE SET O- IN A BED OF APPROVED STRUCTURAL BACKER ROD SEALANT & APPROVED SEALANT 1/4" MAX. SHIM SPACE SIGNED:02/27/2020 METAL STRUCTURE MI WINDOWS AND DOORS, LLC - r BY OTHERS 650 WEST MARKET STREET GRATZ, PA 17030-0370 �E�•�t $ � VERTICAL CROSS SECTION SERIES 185 ALUMINUM SINGLE HUNG WINDOW *^ ti 51 it METAL STRUCTURE INSTALLATION 36" X 84"- LMI FINLESS INSTALLATION DETAILS TAT ,0 NOTES: DRAWN: DWG NO. REV 1 INTERIOR AND EXTERIOR FINISHES,BY OTHERS, NA DATE G. 08-02545 B NOT SHOWN FOR CLARITY. 2.PERIMETER AND JOINT SEALANT BY OTHERS TO BE NTS 12/09/2014 SR IT8 OF 11 DESIGNED IN ACCORDANCE WITH ASTM E2112 L.RO8ER7OLOMASP.E. Luis R. Lomas P.E. 1432 W00DF0RD RD LEWISVILLE,NC 27023 FL No.: 62514 434-688-0609 dlomasWUlnmaspa.EVER 2 1/2" MIN. REVISIONS EDGE DISTANCE REV DESCRIPTION DATE APPROVED CONCRETE/MASONRY � - A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. BY OTHERS 8 REVISED CLASS 10/02/17 R.L. a a 1/4" MIN. OPTIONAL IX BUCK ° EMBEDMENT SEE NOTES 3 — 7 a ---------.^-.---° -- — 1 1/4" MIN- _ �I SHEET 1 EMBEDMENT CONCRETE/MASONRY 1/4" MAX. f BY OTHERS -- OPTIONAL 1X BUCK SEE NOTES 3 — 7 BACKER ROD SHIM SPACE i ov SHEET 1 & APPROVED SEALANT 3/16" TAPCON 3/16" TAPCON _ 1/4' MAX. SHIM SPACE INTERIOR ° INTERIOR } 2 '/2" _ MN. EDGE EDGE EXTERIOR DISTANCE EXTERIOR -------- BACKER ROD & APPROVED SEALANT JAMB INSTALLATION DETAIL SILL TO BE SET CONCRETE/MASONRYINSTALLATION IN A BED OF BACKER ROD APPROVED & APPROVED STRUCTURAL SEALANT SEALANT NOTES: ,I- 1.INTERIOR AND EXTERIOR FINISHES,BY OTHERS, OPTIONAL 1X BUCK 1/4" MAX. NOT SHOWN FOR CLARITY. SEE NOTE 3 -- 7 SHIM SPACE 2.PERIMETER AND JOINT SEALANT BY OTHERS TO BE SHEET 1 DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED:O2/27/2O2O -- f MCONCRETE/MASONRY a a ` 650 DOWS WEST MAN D MARKET STREET ET LLC � {ll kltL/0 /fffr BY OTHERS a GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 4"TAY b 51 a a 4 ... ° 36" X 84"— LMI FINLESS INSTALLATION DETAILS iSTATE OF sZC DRAWN! DWG N0. REV VERTICAL CROSS SECTION '/ cT'`•0Rt " N�` CONCRETE/MASONRY INSTALLATION SEAT 08-02545 8 A NITS DATE 12/09/261 sEOF 11 L.ROBERTO LOMASP.E Luis R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE,NC 27023 FL No.: 62514 434-688-0609 rllomasC?lrlomaspe.com REVISIONS 1 1/4„ MIN REV DESCRIPIION DATE APPROVED APPROVED EMBEDMENT A REVISED ANCHOR SPACING & CHARTS 07/11/16 RL. SEALANT -- WOOD BEHIND FIN --. - 5 REVISED GLASS 10/02/1 7 R L. FRAMING j BY OTHO ERS } _ 1/4" MAX. uh1E1 " h11SHIM SPACE 7/16" MIN ��- EDGE DISTANCE WOOD FRAMING 1/4" MAX #8 WOOD SCREW BY OTHERS SHIM SPACE #8 WOOD SCREW r 1 1/4" INTERIOR MIN. EMBEDMENT EXTERIOR 1 INTERIOR APPROVED SEALANT --_----- BEHIND FIN F 7/16 MIN EXTERIOR ~' EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1.INTERIOR AND EXTERIOR FINISHES,BY OTHERS, 1/4 MAX NOT SHOWN FOR CLARITY. ( SHIM SPACE 2.PERIMETER AND JOINT SEALANT BY OTHERS TO BE -- ----------- - -- -------------- DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED:02/27/2020 7/16" MIN EDGE olsrANCE M! WINaOWS AND D�©RS, C LC t1aIlIILIrli 650 WEST MARKET STREET tiX a L{ jlj� #8 WOOD ( WOOD GRATZ, PA 17030-0370 SCREW FRAMING w ` _______ 1 1/4" MIN. BY OTHERS SERIES 185 ALUMINUM SINGLE HUNG WINDOW4TAT APPROVED EMBEDMENT 36" X 84"- LMI SEALANT FIN INSTALLATION DETAILS BEHIND FIN VERTICAL CROSS_SE_CTION it7�"�®p ,4r WOOD FRAMING OR 2X BUCK INSTALLATION N DRAWNRET : Dwc No. 08-02545 j B SAL DATE SHEET NTS 12/09/2014 10 OF 11 L ROBER70 LOMASP.E Luis R. Lamas P.E. 1432 V✓OODFORD RD LEWIS VALE,NC 27023 FL No.: 62514 434-688-0603 rttomaSIWIlomaspe.com REVISIONS 2 3/16" 1 7/8" — -- 1 3/8'�-- R� DESCRIvnoN DATE APPROVED A REVISED ANCHOR SPACING & CHARTS 07/11/18 R.L. B REVIS 2 3/16"' T REVIS ED CLASS 10/07/11 R.L 3/16" 2 3/16' 2 3/161 5/16 FLANGE FRAME HEAD FLANGE FRAME JAMB FINLESS FRAME HEAD FINLESS FRAME JAMB 5/8"CM 18501 CM 18503 CM-18553 CM 18513 ALUMINUM 6063-T5.050"THICK ALUMINUM 6063-T5.050"THICK ALUMINUM 6063-T5.050"THICK ALUMINUM 6063-T5.050"THICK 1/8" ANN. 3/32 ANN. - 2 5/16" -� 2 5/16" - 2 5/16" - 090 PVB BY KURARAY -�---� - - - - � 3/32" ANNNSA . J - 2 3/16" -1i EXTERIOR BUTYL SPACER ftCED 3 3/8" 2 13/16" 3 3/4" I -- INTERIOR 2 5/16" 1/2" BITE SILICONE SEALANT . FLANGE FRAME SILL FINLESS FRAME SILL SE NC BLOCK CM 18502CM 18554FIN FRAME SILL FIN FRAME HEAD GLAZING DETAIL ALUMINUM 6063-T5.055"THICK ALUMINUM 6063-75.055'THICK CM 18509CM 18508 ALUMINUM 6063-T5.055'THICK ALUMINUM 6063-T5.050"THICK -j 1 7/16" 23/8" 1 5/8" ----- 1/8 - RR P 2 5/16' 2 3/16" 1 3/4" 2" 711 L LOCK RAIL STILE SASH BOTTOM RAIL MEETING RAIL FIN FRAME JAMB CM 18505CM 18555 CM 18504 CM 18510 ALUMINUM 6063-T5.062"THICK ALUMINUM 6063-T5.050"THICK ALUMINUM 6063-T5.055"THICK ALUMINUM 6063-T5.050"THICK SIGNED:02/27/2020 1/8.. 1 3/8" MI WINDOWS AND DOORS, LLC X��111111111rf,,7f 650 WEST MARKET STREET 15/16" GRATZ, PA 17030-0370 ti tiGENS ,p SERIES 185 ALUMINUM SINGLE HUNG WINDOW SASH STILE 36" X 84"- LMI GLAZING BEAD CM-18507 COMPONENTS + TAT 01F "a CM 18535 ALUMINUM 6063-T5.050"THICK RIGID PVC.050"THICK DRAWN: DWc NO I REV NC, 08-02545 B SCRE OAT E 1Al- NTS 12/09/2014 11 OF 11 L.ROBERTO LOMAS RE LUIS R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE,NC 27023 FL No.: 62514 434-688-0609 dlomasIIrl—aspe.com DISCLOSURE CITY OF ZEPHYRHILLS- BUILDING DEPARTMENT I, 4 have read and fully understand and agree to the provisions of this instrument. The undersigned states and affirms that he or she is desirous of constructing, renovating, adding to or reroofing his or her own domicile, that he or she actually occupies, or will occupy by said domicile, and same is not for rent, lease or sale. That he or she shall comply with the following conditions: 1. That the owner and he or she alone shall act as the builder for all phases of construction. 2. That the owner will comply with all provisions of the City of Zephyrhills ordinances and codes pertinent to the building. 3. That in the event various phases of construction are subcontracted, he will engage only properly licensed subcontractors and will personally supervise such work. 4. That in the event the Building Inspector shall require corrections to be made, the owner will assume full responsibility to insure they are made, and upon completion will call for a reinspection before proceeding with the building. 5. That the owner shall assume full responsibility for the construction and will not expect supervision of his work from the City of Zephyrhills Building Department. 6. That prior to final inspection any additional fees, including reinspection fees, must be paid in full. A written request from this office shall constitute an official notice to pay additional fees. 7. That the owner shall comply with all City, State and Federal laws in regard to social security, workman's compensation, lien laws, etc., where applicable. 8. That the owner shall comply with all the safety codes issued by the Florida Industrial Commission. 9. State law requires construction to be done by licensed contractors. You have applied for a permit under an exemption to that law. The exemption allows you, as the owner of your property, to act as your own contractor with certain restrictions even though you do not have a license. You must provide direct onsite supervision of the construction yourself. You may build or improve a one-family or two-family residence or a farm outbuilding. You may also build or improve a commercial building, provided your costs do not exceed $75,000. The building or residence must be for your own use or occupancy. it may not be built or substantially improved if for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person to act as your contractor or to supervise people working on your building. It is your responsibility to make sure that people employed by you have licenses required by state law and by county or municipal licensing ordinances. You may not delegate the responsibility for supervising work to a licensed contractor who is not licensed to perform the work being done. Any person working on your building who is not licensed must work under your direct supervision and must be employed by you, which means that you must deduct F.I.C.A. and withholding tax and provide worker's compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, building codes, and zoning regulations. OWNER'S SIGNATURE DATE ADDRESS r s " PHONE WITNESS PERMIT UMasterfonns/O iersAffidavit/NovO7