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WS-14-307 (2)Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-214734 Permit Number: WS -2-14-307 Scheduled Inspection Date: July 17, 2014 Permit Type: Windows/Shutters Inspector: Rodriguez, Jorge Inspection Type: Final Owner: TIBBITT, DANIEL AND SERENA Job Address: 11 NE 110 Street Miami Shores, FL 33161-7043 Project: <NONE> Work Classification: Window/Door Replacement Wt7o Ta11MRl:�'ii Parcel Number 1121360040300 ; Contractor: ORONI INC Phone: (305)685-0412 comments install 5 new windows in structurally altered wall (New opening size) INSPECTOR COMMENTS False Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-214403. CREATED AS REINSPECTION FOR INSP-207409. No access Failed Correction ❑ Needed Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. July 16, 2014 For Inspections please call: (305)762-4949 Page 17 of 28 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756:8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 FBC 20 Permit No. w s � PERMIT APPLICATION Master Permit No. Permit Type: BUILDING ROOFING JOB ADDRESS: a1 iii E, UC) S+ree 3r City: Miami Shores County: Miami Dade Zip: baa 4 l Folio/Parcel#: Is the Building Historically Designated: Yes NO Flood Zone: OWNER: Name (Fee Simple Titleholder): ®G^)l °Sasl^• Fr�12jff Phone#:3GS'"ZZ 173) Addrec7 a- I I AjG )) a l 4 S1, City: l Y i fr.1 " Tenant/Ussee Name: _ Email: tJ C State: F L Zip: l CONTRACTOR: Company Name: C CCVA =4P Phone#: 3®S &Ki5 67i/2 Address: H 0-i C) U U-)CP�- City: -1Q- 1► ` State: � 1 1n Zip: � `� Qualifier Name: (`fir State Certification or Registration #: of Competency #: Contact Phone#: Email Address: 1 �� Architec ngineer: /�- iitQ�;M �Q �� Phone#: �� 7 3 1 Value of Work for this Permit: $ 9-006 Square/Linear Footage of Work: Type of Work: DAddition DAlteration DNew ❑Repair/Replace ❑Demolition Description of Work: W +s C.Al S 10 S70V T� 1,C- o W-4 LA— hI OP(%�rKe- 512 Color thru tile: ��xmu��xx�xxxx��.xx�xx�xxxxxxx��xFees�•xxx��•x��xx�x�x�x�x�xxxx��xxx.x�xx��ax+ Submittal Fee $ (S-0 • Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ - Bond $ Notary $ Training/Education Fee $ Technology Fee $ Double Fee $ Structural Review $ TOTAL FEE NOW DUE $� Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgagrifols, dl's Address (J City x"4.43 State s P,a o IG?3 zip zip Tr/ 30 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: Asa condition to the issuance of a building permit with an estimated value exceeding $2500,, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature Owner or Agent Contractor The foregoing instrument was acknowledged before me this �_ The foregoing instrument was acknowledged bef re me this day orTehazLQ. 20 J�J, by �Clahi ek j ; j�.�� day of 20 by g who is personally own to me or who has produced n pr whois rsonally owtomeorwh has o duced As identification and who did take an oath. as identification and who did take an oath. Print: l'�Wm My Commission Expires: APPROVED BY Plans Examiner Structural.Review (Revised 3/I2/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) NOTARY PUBLIC: Sign: Print: My C Zoning Clerk Miami Shores Village Building Department 1111111131111% Ar 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 C I Y Fax: (305) 756.8972 q^22-J� COPY Permit No: W S 1 k— 3 O -F Structural Critique Sheet Page 1 of 1 STOPPED REVIEW Plan review Is not complete, when all Items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and Include one set of voided sheets in the re -submittal drawings. Mehdi Asraf V Shores Miami Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 Permit No: Lid S" - Structural Critique Sheet `Tt-p _ �j® P1 1 Lo J) L f'a ripp -- 2 Aga )17 STOPPED REVIEW Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets In the re -submittal drawings. Mehdi Asraf f A K s MIAM .wY I DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY AFFAIRS (PIRA) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) MIAMI -DADS COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Roam 208 Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 ww-w mIamWodaawinwa/ PGT Industries 1070 Technology Drive, North Venice, Fl. 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERA - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perforin in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control .Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "PGrI Clipped Extruded Aluminum Tube Mullion L.M.I. APPROVAL DOCUMENT: Drawing No. 6300JR, titled "Impact -Resistant Aluminum Tube Mullions", sheets 1 through 22 of 22, prepared by manufacturer, dated 08/29/11, signed and sealed by Anthony Lytm Miller, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been Bled and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur atter the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA reuses 90A 010-0819.03 and consists of this page.I apd'evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel PerezJ' V, r NOA No. 11-M.01 }=� ? Expiration Date: May 26, 2016 .PROVED N Approval Date: December 08, 2011 Page 1 .J 1d w ws 1q, -307 Miami-Sh.,.. V 1. '!�-. is ,;�• I' iNO b by ® WA f cob ®_.zrm (" 1erna DaneMd ■ 4. 1 , r.i � 77 1 l! ... .. ... . .. . . ... ....... .. . .. .......... J. ...... ... 'f F p ' —' ...o - ' e . ..�� .. ..e...._. ..t- .:• < ": s- 79�17F 47 L w. JJ 0 .1. ISP +1 -to -7-t -7 - ve ®77 3, -I o6 0 6o Vc -Uyt . . .. .... ... J -P ---- - - ---- (Z -C t 42 C---ZAAC-C- P.E.#038398 Edward A. LQNDIRS All (305)823-3938 CONSULTING EN S 141 Z, .v..k-::._»s>,•.:.„tn.. .. .i-. ... ..>.!ay.4•^>^x... .rr _. ... ••: M ^:v:....v.ti:m._.•:eai. .r.. ... ••.A:w•sn�w•i.M:is»yr.s >.w . .. . .......... eN:. .... .. .. ... . . j ct....... . ..... 6q.s 7f. d -j? P.E. #038398 Edward A. LANDERS j PlE. (305)823-3938 CONSULTING ENGINEERS . .. ... ..... ...... Pt ..... .... . ... . .... .... (6 xM .v..k-::._»s>,•.:.„tn.. .. .i-. ... ..>.!ay.4•^>^x... .rr _. ... ••: M ^:v:....v.ti:m._.•:eai. .r.. ... ••.A:w•sn�w•i.M:is»yr.s >.w . .. . .......... eN:. .... .. .. ... . . j ct....... . ..... 6q.s 7f. d -j? P.E. #038398 Edward A. LANDERS j PlE. (305)823-3938 CONSULTING ENGINEERS c6 .... .... .. ... A -Z- i -4- 1 .»r«v,=s+..� vas..ga.... .s ••v..san.•rr�«w,l.. •.L.. .. JQ+•-vv+:?rs'+wvn�Y:•'•axu•p +a.-«+:�u-.. .S rrxwedw•.. w?•+u.svv..��anrSnvs.^rt� siv{.n..•xwj.. rr�:r a.•wt«+.nwiiv......rmi�vr »•v�A•+vmv�v�•t_.•-.at _vi• _I 31 t A 4 6 s. i 40 1 —4. • t 4-1 e2 ; 4 ............ Wc; n f 4L Edward A. ARD L allft ERS, RE# CONSULTING ENGINEERS P.E. #038398 (305)823-3938 f TABLE311A., Reinforced Well Properties for Load Combinations Not Including Wind or Seismic ' d Con eMasoont iVall Propedles ant ProggrIles 8 in E� 29,000,000 psi Iran a 1,360 ps1 tforEffeadve Depth , d a 3.8128 in Fr 60,000 psi (table Arranged by Increasing Md fm a 1,600 psi Out•of--Plane Resisting Moment and Shear for Bars Positioned In the Center of the Well 7 fg" ' I'Ma 1,360 psi t'm a 1,600 psi Bar Bar Bar Bar Bar pacing A MR Bar Spacing A, N{s Bar Spacing A, Ma Bar Spacing A A� Size )164)On ize n) pn� ft (In•lb/ft Size n', (111-M) Size in ift) (in-lb/ft 8 8 1.19 20,072 4 24 0.10 8,311 8 8 1.9 21,860 8 72 0.13 8,028 • 7 8 0.90 19,008 8 72 0.13 8,310 7 8 0 0 20,847 4 24 0.10 8,348 8 8 0.88 17,730 8 68 0.09 7,804 8 8 O.W 19,201 7 72 0.10 8,114 8 16 0.69 16,809 5 40 0.09 7,763 8 18- 0.60 18,066 8 66 0.09 7,840 6 8 0.47 16,221 7 72 0.10 7,582 6 8 0.47. 17,611 6 40 0.09 7,786 7 16 0.45 16,660 8 84 0.08 0,829 7 16 0.46 16,983 6 64 , 0.08 6,860 8 24 0.40 16,040 6 48 0.08 8,608 8 24 0.40 18,308 IL Q0 p.10 8.6.90, 8 18 0.33 14,499 4 32 0.08 8,306 6 18 0.33 15,880 6 48 10.08 8.539 4 8 0.30 14,301 8 96 0.10 6,232 4 8 0.30 18,381 e- a r.w' � -a,-d3f 7 24 0.30 14,067 8 72 0.07 6,070 7 24 0.30 16,196 8 72 0.07 8,097 8 32 0.30 13,987 7 98 0.08 6,887 8 32 0.30 16,118 7 98 0.08 81086 8 40 0.24 13,160 6 58 0.07 6,678 8 40 0.24 14,181 6 Be 0.07 61800 6 18 0.23 13,134 4 40 0.06 6,080 6 18. 0.23 14,127 8 120 0.08 6,367 7 32 0.23 12,972 8 120 0.08 4,9" 7 32 0.23 13,963 4 40 0.08 6,104 6 24 0.22 12,898 6 64 0.08 4,881 6 24 0.22 13,871 6 64 0.06 4,900 8 48 0.20 12,466 6 98 0.08 4,662 8 48 0.20 13r392 7 120 0.08 4,868 7 40 0.18 12,103 7 120 0.08 4,649 7 40 0.18 12,982 8 98 0.06 4,673 8 32 0.17 11,768 6 72 0.06 4,339 8 32 0.17 12,692 5 72 0.06 4,368 6 24 0.18 11,608 4 48 0.06 4,264. 6 24 0.18. 12,315 4 48 0.06 4,278 7 46 0.16 11,374 4 68 0.04 3,866 4 16 0.16. 12,171 4 66 0.04 3,887 4 18 0.10 11,374 8 120 0.04 3,642 7 48 0.16 12,171 8 120 0.04 3,660 8 40 0.13 10,809 6 98 0.04 3,264 8 68 0.17 11,479 6 98 0.04 3,287 8 58 0.17 10,684 4 04 0.04 8,198 6 ' 40 0.13 10,886 4 64 0.04 3,209 7 66 0.13 9,748 4 72 0.03 2,843 7 68 0.13 10,432 4 72 0.03 2,862 6 32 0.12 9,698 6 120 0.03 2,603 8 64 0.16 10,044 5 120 0.03 2,814 8 64 0.16 9;349 4 98 0.03 2,132 32 .1 4 96 0.03 2,139 8 .0.11 9,148 6 48 0.11 9,106 4 120 0.02 1,708 8 4 120 - 0.02 1,711 7 84 0.11 8,830 .128 Edward A. P.E. #038398 LANDERS, RE. (305)823-3938 CA -t4 CONSULTING ENGINEERS /�� 19 fi op ..:....:...... .:. : s : r' ,... .::.....:,,,.. : . : id. ,•:.err...,:..»..� , :.::j,........• .:�.� :; $;.r :.:::.. . ... o, 7171 • ° rY: � �; -° ` ►,. Gad �. _. I, VVv:.. ' '� ° I .• . .:.... • :3- ePip F L : !... rx } .:...... . . ......:.......:. ... ...... .... :......:. .....c �� f`/ �• �• { � ,.d� �`: �'� •. •.w9�.� � d� I_ ��VAV—' r/Y�w �/}� • .. . V " •Y'/ l �'" `r jam•^' � ` � ,: y��• dt 1 •d �'' �'•: _�. +1;�, �� ` �' ( � Edward A. P.E. #038398 LANDERS, RE. (305)823-3938 CA -t4 CONSULTING ENGINEERS /�� : ,.:.. , :..... °............... ...:....... , a..... ;. : .. �. . :. :.. . ..•{ .. ... .. ... .� 4 : • .. l` , y.. :. ... .1..�... ... ..».. ... .. ... .... ..... .. .......... o...... .. ....... : .:. ...:... ---: • LL- ... ........ :j.. . ....... .... . ; ..... Pte. :.. .... I { 9 :•} ............. •..... .. .. .. ... ..... .. .. ... ....... .. ........ .. .. , ..146 9:.. Ae-s. uo - t Edward A. LANDERS, RE, CONSULTING ENGINEERS P.E. #038398 (305)823-3938 CA-tuf .xn� /� qp'.. ... .. .. ` �� • _/ chi Z� � { C � J ��..� ti:.. `................ :... 8 q e... :.>.4>v..... D......• ..:.•.... i........,::... .: .. . 4,............. ...:....... .......:............f .144. .... ... ... ... F.• i ..... .... ... .:.. .. ...... ...: ..:.. .. .. n .......:...... �•. il } ... .. , .... ..... ... .. .... ..v.. a ..•rv.v.... '...... .. ...... .. .. ... ... ... .. .. ... ... > .. ... .. .. .. .... .. ... .. .... ... ......a.... .} ... .. .. i ........:. ... ..>...... ... ...i... .. .. .. .. ..... ... ... .. ..... ...... .. ...i .. ..... .... .... .... ....i. i Edward A. LANDERS, RE* CONSULTING ENGINEERS P.E. #038398 (305)823.3938 � 1-t 7-4 �- 7 . . .... .... .. . .... . ...... ... ... ... ........ .... . ... ..... . . ... .. ... . ... .... . .. . ..... ....... . ... .... .. .... . . .. . . ....... .... ... .... ... -rte--t.ro�Q �i�B n/%' . .... .. .. . ij ... .... ... ... ..... .. ..... .. .. .. ... .. . .. . .. ............ . .. ..... ... ... . ..... .......... .. .. ....... ..... . ....... .... .. .. ... . ... ......... . ........... . ..... .. . .... ....... ........ I 1� . .. ...... ....... . .. ........ . . .. .... ... . . ..... ... .... .. ..... . ..... ... .... .. ........... .. . ..... ....... . . .. . . . .. .. . UP! .... .......... . . ....... .... ... ... ...... :.- . ....... ... P.E. #038398 Edward A. �QNDERS, RE$ (305)823-3938 CONSULTING ENGINEERS P.E. #038398 Edward A. L AUDSRSp PoEs (365)823-3938 _ S CONSULTING ENGINEERS MECANInd Version 2.1.0.6 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2014 www.mecaenterprises.com Date 1/19/2014 Project No. : 1413258-01 Company Name Edward A. Landers, P.E. Designed By : Edward A. Landers, P.E. Address 7850 NW 146th Street, #509 Description : Wind Pressures City Miami Lakes Customer Name : it NE 10th Street State Florida 33016 Proj Location : Miami Shores, Florida File Location: C:\Program Files (x86)\MECAWind\1413258-01-wnd u ?! ? -------- o. 2 I 'p ROof not 5imm 15 II ,-2 ; 1 2; 1;2 2; 1;I 2 51 J 4 2 I5 5' i WaRs Hip Roof 7 < 0 -:= 27 a Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = 3.2 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf -------------------------------------------------------------------------- WINDOW B 3.00 3.00 9.0 4 1.00 -1.10 40.05 -43.45 WINDOW C 3.00 5.00 15.0 4 0.97 -1.07 39.00 -42.39 WINDOW D 4.16 5.00 20.8 4 0.94 -1.04 38.14 -41.54 UPLIFT 2.00 10.00 33.3 1 0.40 -0.85 19.53 -34.88 UPLIFT 2.00 10.00 33.3 2 0.40 -1.44 19.53 -54.94 UPLIFT 2.00 10.00 33.3 3 0.40 -1.44 19.53 -54.94 Khcc:Comp. & Clad. Table 6-3 Case 1 Qhcc:.00256*V^2*Khcc*Kht*Kd 0.85 = 33.94 psf MECAWind Version 2.1.0.6 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2014 www.mecaenterprises.com Date : 1/19/2014 Project No. 1413258-01 Company Name : Edward A. Landers, P.E. Designed By Edward A. Landers, P.E. Address : 7850 NW 146th Street, #509 Description Wind Pressures City : Miami Lakes Customer Name 11 NE 10th Street State : Florida 33016 Proj Location Miami Shores, Florida File Location: C:\Program Files (x86)\MECAWind\1413258-0l.wnd 0.85 Directional Procedure All Heights Building (Ch 27 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Slope of Roof = 4 : 12 Slope of Roof(Theta) = 18.40 Deg Ht: Mean Roof Ht = 8.00 ft Type of Roof = Hipped RHt: Ridge Ht, = 12.00 ft Eht: Eave Height = 8.00 ft OH: Roof Overhang at Eave= 2.00 ft Roof Area = 29354 ft^2 Bldg Length Along Ridge = 50.00 ft Bldg Width Across Ridge= 55.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gust1: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.92 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gust1 or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Figure 27.4-1 External Pressure Coefficients Cp - Loads on Main Wind -Force Resisting Systems L F iZ I --' .D B Kh: 2.01*(Ht/Zg)^(2/Alpha) = 0.85 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)^2*I*Kh*Kht*Kd = 33.94 psf Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 29354.00 ft^2 Reduction Factor based on Roof Area = 0.80 MWFRS-Wall Pressures for Wind Normal to 50 ft wall (Normal to Ridge) Wall Cp Pressure Pressure +GCpi (psf) ----------- -GCpi (psf) --------------- ------ Leeward Wall -0.48 -19.96 ----------- -7.74 Side Walls -0.70 -26.30 -14.09 Wall Elev Kz Kzt qz Press Press Total ft psf +GCpi ---------------- ------------------- -GCpi +/-GCpi ------ ----- Windward 12.00 0.85 1.00 33.94 16.97 ------- --------- 29.19 36.93 Note: 1) Total = Leeward GCPi + Windward GCPi Roof Location Cp +GCpi(psf) ---------------------------------------- -GCpi(psf) Windward - Min Cp -0.36 -16.50 ---------- -4.28 Windward - Max Cp 0.14 -2.07 10.15 Leeward Perp to Ridge -0.57 -22.55 -10.34 Overhang Top (Windward) -0.36 -10.39 -10.39 Overhang Top (Leeward) -0.57 -16.44 -16.44 Overhang (Windward only) 0.80 23.70 23.70 MWFRS-Wall Pressures for Wind Normal to 55 ft wall (Along Ridge) Wall Cp Pressure Pressure +GCpi (psf) --------------- ------ ----------- -GCpi (psf) ----------- Leeward Wall -0.50 -20.53 -8.32 iZ Side Walls -0.70 -26.30 -14.09 wall Elev Kz Kzt qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ---------------- ------ ----- ----- ------- ------- ------- --------- Windward 12.00 0.85 1.00 33.94 16.97 29.19 37.51 Note: 1) Total = Leeward GCPi + Windward GCPi Roof - Dist from windward Edge CP Pressure Pressure +GCpi(psf)-GCpi(psf) --------------------------------- ------ ---------- ---------- 0.0 ft to 4.0 ft -0.90 -32.07 -19.86 4.0 ft to 8.0 ft -0.90 -32.07 -19.86 8.0 ft to 16.0 ft -0.50 -20.53 -8.32 16.0 ft to 50.0 ft -0.30 -14.76 -2.55 C4D5 MIAMI, MIAMI-DADE COUNTY, FLORIDA PRODUCT CONTROL SECTION DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY 11805 S.W. 2e Street, Room 208 AFFAIRS (PERA) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590, F (786) 315-2599 _NOTICE OF ACCEPTANCE (NOA) MmMMIamidaftafteral PGT Industries 1070 Technology Drive Nokomis, FL 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERA- Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami -Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, Including the High Velocity Hurricane Zone. -]ESC1HPTION: Series '1SH 700" Aluminum Single Hung Window - L.M.I. APPROVAL DOCUMENT: Drawing No. 4040-20, titled "Alum. Single Hung Window, Impact", sheets. l through 11 of 11, dated 09/01/2005, with revision "D" dated 10/07/2011, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P. E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and Expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant. LIMITATIONS: Miami -Dade County Product Control Approved Shutters Or Protection Devises shall be required for Glazing Option "M" at installations above 30 Ft. above ground (See sheet 1 of 11). LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/ series and following statement: "Miami -Dade County Product Control Approved" unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in Its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the jobjth�te request of the Building Official. This NOA revises NOA No, 11-0405.10 and consist a of 1, evidence pages E-1, E-2 and E-3, as well as approval document mentioned above.The submitted documentation was reviewed by J4iige. E. NOA No. 11-1013.14 Expiration Date: March 26, 2016 �Z � ,- \ Approval Date: November 03, 2011 Page 1 Q e PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No 4040-20, titled "Alum. Single Hung Window, Impact", sheets 1 through 11 of 11, dated 09/01/2005, with revision "D" dated 10/07/2011, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P. E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 24113.2. 1, TAS 202-94 along with marked up drawings and installation diagram of an aluminum single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL--4957, dated 10/03/06, signed and sealed by Edmundo Largaespada, P. E. (Submitted under previous NOA No. 07-0322.06) 2. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Large Missile Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of an aluminum single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL-4958 and FTL-5063, dated 10/03and 11/21/06, both signed and sealed by Edmundo Largaespada, P. E. (Submitted under previous NOA No.07-0322.06) 3. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of an aluminum single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4645, dated 08/11105, signed and sealed by Edmundo Largaespada, P. E. (Submitted under previous NOA No.07-0322.06) 4. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of an aluminum single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL-4649 and FTL-4723, dated 10105 and 08/11/05, both signed and sealed by Edmundo Largaespada, P. E. (Submitted under previous NOA No. 05 1018.01)!��;A t Ja me D. Gas¢ , P. E. Product Control Section Supervisor NOA No. 11-1013.14 Expiration Date: March 26, 2016 Approval Date: November 03, 2011 E-1 PGT Industries NOTICE OF 6&CEPTANCE: EVIDENCE SUBMITTED B. TESTS (CONTINUED) 3) Test reports on: 1) Air Infiltration Test, per FBC, TAS 202--94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Small Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 24113.2. 1, TAS 202-94 along with marked up drawings and installation diagram of an aluminum single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FI`L-4947 and FTL-4650, dated 08/11/05, both signed and sealed by Edmundo Largaespada, P. E. (Submitted under previous NOA No. 05-1018.01) 4) Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Large Missile Impact Test per FBC, TAS 2.01-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked --tip drawings and installation diagram of an aluminium single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL-4948 and FTI -4646, dated 08/10/05, both signed and sealed by >dmundo Largaespada, P. E. (Submitted under previous NOA No. 05-1018. 01) C. CALCULATIONS r 1. Anchor verification calculations and sxruciural analysis, complying with FBC 2007, dated 01/11/2011, prepared, signed and sealed by Robert L. Clark, P. E. Complies with ASTM E1300-04 (Submitted under previous NOA No. 11-0128.03) D. QUALITY ASSURANCE 1. Miami—Dade Department of Permitting, Environment, and Regulatory Affairs (PERA). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.01 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Butacite® PVB Interlayer" dated 09/08/11, expiring on 12/11/16. 2. Notice of Acceptance No. 11-0325.05 issued to Solutia Inc. for their "Saflex and Vanceva clear and color interlayers" dated 05/05/2011, expiring on 05/21/2016. Jaime D. Gascoyll P. E. Product Control Section Supervisor NOA No. 11-1013.14 Expiration Date: March 26, 2016 Approval Date: November 03, 2011 E-2 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance and compliances with the FBC-2007 and FBC-2010, dated October 07, 2011, signed and sealed by Anthony Lynn Miller, P. E. 2. Statement letter of no financial interest and independency, dated October 07, 2011, signed and sealed by Anthony Lynn Miller, P. E. 3. Laboratory compliance letter for Test Reports No.'s FTL-4957, FTL-4958, FTL-5063, FTL-4645, FTL-4649, FTL--4723, FTL-4947, FTL-4650, FTL-4948 and FTL--4646, issued by Fenestration Testing Laboratory, dated 10/03/06 through 08/10/05, all signed and sealed by Edmundo Largaespada, P, E. (Submitted under previous NOA No. 07-0322.06 and OS -1018.01) G. OTHERS 1. Notice of Acceptance No. 114405.10, issued to PGT Industries for their Series "SH -700 Aluminum Single Hung Window - L.M.I.", approved on 04/21/2011 and expiring on 03/23/2016. 9 Q- �, -- Jaime D, Gasc n, P. E. Product Control Section Supervisor NOA No. 11-1013.14 Expiration Date: March 26, 2016 Approval Date: November 03, 7,011 E-3 i ® GENERAL NOTES: IMPACT SINGLE HUNG FLANGED AND INTEGRAL FIN WINDOWS 1. GLAZING OPTIONS: (SEE DETAILS ON SHEET 2) A. 6118' LAM CONSISTING OF (2) LITES OF 1B' ANNEALED GLASS WITH A.090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER. B. SM(' LAMI CONSISTING OF (1) LITE OF 1/8' ANNEALED GLASS AND (1) LITE OF 1/8" HEAT STRENGTHENED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER. C. 5118' LAM CONSISTING OF (2) LITES OF 1/S" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SARMUKEEPSAFE MAXIMUM PVB INTERLAYER D. 7/18' LAMI CONSISTING OF (2) LITES OF 3MS' ANNEALED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PNB INTERLAYER E. 718° LANA CONSISTING OF (1) LITE OF 3M8" ANNEALED GLASS AND (1) LTTE OF 3M8' HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFL€ OMEPSAFE MAXIMUM PVB. F. 7118' LAMI CONSISTING OF (2) LITES OF 311W HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER G. 13/18° LAMI IG: (1) LITE OF 118' TEMPERED GLASS, AN AIR SPACE AND 6118" LAMA CONSISTING OF (2) LITES OF 1/8' ANNEALED GLASS WITH A .090 DUPONT BUTACITE OR SAFUDUKEEPSAFE MAXIMUM PVB INTERLAYER H.13/1 S' LAIM IG: (1) LITE OF 1/8" TEMPERED GLASS, AN AIR SPACE AND 618" LAMI CONSISTING OF (1) LTTE OF IV ANNEALED GLASS AND (1) LTTE OF IV HEAT STRENGTHF_NAED{GLASS WITH A .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER 1.13118" LAM IG: (1) LITE OF 1/8" TEMPERED GLASS, AN AIR SPACE AND 5/18' LAMI CONSISTING OF (2) LITES OF 118" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER J. 13/18' LAMI IG: (1) LITE OF 1/8" TEMPERED GLASS, AN AIR SPACE AND 7/18" LAM CONSISTING OF (2) LITES OF 3MS' ANNEALED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER K.13/18' LAM IG: (1) LITE OF 1/8" TEMPERED GLASS, AN AIR SPACE AND 718' LAM! CONSISTING OF (1) LITE OF 3M8" ANNEALED GLASS AND (1) LITE OF 311W HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB. L.13/18' LAM IG: (1) LITE OF 1/8' TEMPERED GLASS, AN AIR SPACE AND 7118" LAM CONSISTING OF (2) LITES OF 3/18' HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER ,&M.13MS' LAM[ IG: (1) LITE OF IV ANNEALED GLASS, AN AIR SPAM AND 5M8' LAM CONSISTING OF (2) LITES OF 1!'8' ANNEALED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER 2. CONFIGURATIONS: "OX' (1/1, VIEW AND RADIUS TOP, ALL W/ LOW OR HIGH SILL OPTION) ®3. DESIGN PRESSURES: (SEE TABLES, SHEETS 3) A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300.02. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 13004)2. 4. ANCHORAGE: THE 33113% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. SEE SHEETS 8 THROUGH 11 FOR ANCHORAGE DETAILS. S. SHUTTERS ARE NOT REQUIRED. 6. FRAME AND PANEL CORNERS SEALED WITH NARROW JOINT SEALANT OR GASKET. ®7. REFERENCES: TEST REPORTS FTL4545, FTL-4848, FTL-4547. FTL-4848. FTL-4649. FTL-4860. FTL-4861, FTL-4723, FTL-4957, FTL4968 AND FTL-5083. ANSUAF&PA NIS -2001 FOR WOOD CONSTRUCTION ADM -2000 ALUMINUM DESIGN MANUAL & SERIESIMODEL DESIGNATION SHIM, ALSO REFERRED TO AS Mm. 9. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY ® HURRICANE ZONE (HVH4 P.O. BQX 1848 NOXMW,FL84V4 SHM I NMI I u ii 1 4040-20 NOA DRAWING MAP SHEET GENERAL NOTES ..... »..»..1 GLAZING DETAILS ...... ».... 2 DESIGN PRESSURES.... -.3 ELEVATIONS ..............».»» 4 VERT. SECTIONS ....... »_ 5 HORIZ. SECTIONS ...... _... 5 PARTS LIST.»..»......»».._.. 6 EXTRUSIONS.. ................. 7 CORNER DETAIL »...»..».. 7 ANCHORAGE.»............»... 8-11 PRODUCr REWSED k ' 00.`�gTa3 A P.E. FL P.E.# 68705 or 112" NOM. GLASS SITE 1 118" ANNEALED OR HEAT STRENGTHENED GLASS 090 SOLUTIA OR DUPONT PVB INTERLAYER 116" ANNEALED OR HEAT STRENGTHENED GLASS 6/16" NOM. 5/16° LAMINATED GLASS O 112" NOM. GLASS SITE ,88 or 92 89,90 or 91 70 TO 116' ANNEALED OR HEAT STRENGTHENED GLASS 090 SOLUTIA OR DUPONT PVB INTERLAYER 11W ANNEALED OR HEAT STRENGTHENED GLASS 6116" LAMINATED AIR SPACE 1!8" ANNEALED OR TEMPERED GLASS A L413118" NOM. 13/16" LAMI IG GLASS W/ 6/16" LAMI mmmm"m PQBQX98 8 ,FL8�Rf4 )M. SITE A NOTE: LAW IG OUTBOARD LITES MAY BE UPGRADED TO 3{16" WITH NO CHANGE IN DESIGN PRESSURE. C]EXTERIM INTERIOR L"> (ALL SECTIONS) 3116" ANNEALED OR HEAT STRENGTHENED GLASS A90 SOLUTIA OR DUPONT PVS INTERLAYER 3M(" ANNEALED OR HEAT STRENGTHENED GLASS 7116" LAMINATED 7/16" LAMINATED GLASS V2" NOM. GLASS SITE EMT 3116" ANNEALED OR HEAT STRENGTHENED GLASS 090 SOLUTIA OR DUPONT PVB INTERLAYER 3116' ANNEALED OR HEAT STRENGTHENED GLASS 711W LAMINATED AIR SPACE 1/&' TEMPERED GLASS® 13116" NOM. 13/16" LAMI IG GLASS W/ 7/16" LAMI _LAZING DETAILS lcm-T., ALUM. SINGLE HUNG WINDOW IMPACT sxrw Fut! 1 2 a 99 amora4fL4 W SILL BASED ON FLANGED WINDOW TIP -TO -TIP FRAME DIMENSIONS TABLE 2. 78" 48" A D,M +800 1 -80.0 1 +80.0 -80.0 +80,0 -80.0 +80.0 -80.0 +70.0 -70.0 +70.0 70.0 +700 -70.0, 60" A.s,mAN +800 -80,0 +80.0 -K0 +80.0 .80.0 +79.9 70.9 +70.0 -70.0 +70.0 700 +700 70.0 or A S.M +KO -800 +80.0 -80.0 +80,0 -80.0 +78,9 78.9 +70.0 -70.0 +8&8 .88.8 WINDOW HEIGHT 63118" A .M +80.0 -80.0 +80.0 -60.0 +80.0 -80.0 +76.0 -7&0 +88.0 401.0 +88.7 -W.7 WIDTH GLASS TYPE 83- 88" 86- L 13M6 LAMI 6 - U61. ASR SPACE, 6116 LAMI - lWW..060. VBrHS) FTL4B48 J.13M6 LAMI IG -116 T. ABR SPACE, 7116 LAMI • 16A,.090, 3116A FTL400. 460 48" A,B,M +80.0 -N.0 +800 -0.0 +80.0 -80.0 +80.0 -�I.O +80.0 -W.0 +80.0 -80.0 +80.0 -800 60- AB,M +60.0 -80.0 +80.0 1 -80.0 1+80.0 80.0 +80.0 -80.0 1 +80.0 1 -w.0 +80.0 1 -800 1 +79.0 -79.0 8R"I A ,M A +80.0 40.0 +80.0 -80.0 +80.0 0.0 +800 •80.0 +7&8 1 -78.8 +77.3 77.3 +76.9 -76.9 63116" A,B,M +80.0 .80 .0 +80.0 .80.0 i79_B :/8.8 i7B 2 .72.9 +72 Ot .72 O a9R d .7R d s7d 2 _7d 1\ STANDARD VIEW & RADIUS TOP FLANGE OR INTEGRAL FIN WINDOWS W/ HIGH SILL OPTION ,& BASED ON FLANGED WINDOW TIP -TO -TIP FRAME DIMENSIONS WINDOW HEIGHT WIDTH GLASS TYPE 3 -03 -18r: ---Tl 44- 1 60 6W 83- T2" Yr TABLE 2. 78" 48" A D,M +800 1 -80.0 1 +80.0 -80.0 +80,0 -80.0 +80.0 -80.0 +70.0 -70.0 +70.0 70.0 +700 -70.0, 60" A.s,mAN +800 -80,0 +80.0 -K0 +80.0 .80.0 +79.9 70.9 +70.0 -70.0 +70.0 700 +700 70.0 or A S.M +KO -800 +80.0 -80.0 +80,0 -80.0 +78,9 78.9 +70.0 -70.0 +8&8 .88.8 +87.6 87.6 63118" A .M +80.0 -80.0 +80.0 -60.0 +80.0 -80.0 +76.0 -7&0 +88.0 401.0 +88.7 -W.7 +86.6 -0.6 UP TO 63 C,b,E,F,O,H,! J,KL +80.0 -80.0 +80.0 --.0 +80.0 B070.0 +70.0 700 +70.0 70.0 'USTOM VIEW & RADIUS TOP FLANGE OR INTEGRAL FIN WINDOWS Wl HIGH SILL. OPTION® TABLE 11 3ASED ON FLANGED WINDOW IP TO•TIP FRAINS DIMENSIONS WINDOW HEIGHT MINUS SASH HEIGHT (MAX, WINDOW HT. Wl BASH ■ 78" FLANGED AND 76- INTEGRAL MN) WIDTH GLASSTYPEI 17118" I 2211M8" 1 283119* 1 333W I 39 6116 4413/•16- I 60 318" 6616118" 631/$" D,E,F,J KL1 +81).0 1 -80.0 1 +80.0 1 0 1 "MO 1 -84.0 +60.0 -80.0 1 +70.0 1 700 1 +70.0 -70.0 +70.0 70.0 +70.0 70.1 GRASS TYPES: TEST REPORTS TABLE 4. A. 6118" LAMI - (1/rA..M 111 rA) FTL 4647, 4048, 4723, 4067 B. 6116 LAMI - 1/6A,.090,U6H3 FTL4647, 4648 C. 6116 LAMI - 1/8°)i:f,.o9D 1APH9) FTL4847, 4848 D. 7116 LAMI - 16 .090, 3V16A) FT44840, 4888 E. 7116 LAMI - (3/16A,.080.3h6HS) FTL4846 F. 7/16 LAND- (3118HS,.090, 3FI"S) FTL4848 G. 13116 LAMI tG -118 T, AIR SPACE, 6116 LAMI • lff&.090,116A) FTL4848, 4723 H. 13116 LAMI 10 - v6 T, AIR SPACE, 6116 LAMI - (1/BrA,.090u8H8) FTL4848 L 13M6 LAMI 6 - U61. ASR SPACE, 6116 LAMI - lWW..060. VBrHS) FTL4B48 J.13M6 LAMI IG -116 T. ABR SPACE, 7116 LAMI • 16A,.090, 3116A FTL400. 460 K 16116 LAMI 10 -116 T. AIR SPACE, 7116 LAW - (3116A,.090. 311VM) FTL-4849, 4850.4M L 13116 LAMI 10.1!8 T, AOR SPACE, 7116 LAMI - 3118rHS,.000, 3116H8 1`71,-4849, 4860 M.13M6 LAMI 10 - IWA, AIR SPACE, 6:16 LAW - QWA,.090, U8 -A FTL4M MEETING RAIL HT. "Xr 8JISH ® ' '� w tiT. MINUS SASH HT. HT. MEETING RAS. 4 rX• NOTES: 1. WINDOWS WITH THE LOW SILL OPTION ARE LIMITED TO A POSITIVE DESIGN PRESSURE OF +64.0 PSF OR LOWER AS SHOWN IN THE TABLES. NEGATIVE DESIGN PRESSURES ARE UNEFFECTED. 2. FOR INTEGRAL FIN WOmOW DESIGN PRESSURES USE THE ABOVE TABLES BY DEDUCTING 1- FROM THE FLANGED To TO -TIP FRAME DIMENSIONS, & AVAILABLE SASH HEIGHTS FOR CUSTOM WINDOWS ARE 12 SW MINIMUM TO 38° MAXIMUM. (�........ *�� • 708 � * '� �r.nrrvrr uru rwr aLi/.,•.....' \\� 1 -.K8!1/OS .1,,L ZQ9VD7 T Buhr am AITB S 11 4040.10 D FL P" 48114' MAX. DENT DLO (ALL) DETAIL A 111 g j X j � 76' MAX. I.F. He ® SEE 78' MAX. TA FLANGED HEI 20" SASH SEE DLO HEIGHT B --t DETAIL D VIEW (CUSTOM SASH) — — DETAIL 531/8" MAX. FLANGED WIDTH 62118" MAX. I.F. WIDTH 76' MAX A 49 W MAX. FIXED DLO (ALL) D +, SEE DLO TABLE SEE DLO TABLE 0&4X)() L 76' IMAX. i A p �J HEI SEE DLO ® TABLE 78" MAX. L FLANGED HEI 38 118° HT SEE DT HEI H TABLE II 01. — j XjMAX FLAN HEI 48114' MAX. DENT DLO (ALL) DETAIL A 111 g j X j � 76' MAX. I.F. He ® SEE 78' MAX. TA FLANGED HEI 20" SASH SEE DLO HEIGHT B --t DETAIL D VIEW (CUSTOM SASH) — — DETAIL D.ED LITE LOW SH.L 76' MAX A A I.F. O �or HEI 41 518' 78'1 C FLAN HEI 40718' x � SEE 6211116" DETAIL B VIEW (STANDARD SASH) AX. 3ED HT E +-I i 176" MAX I.F. E +� HEI HT DLO ILE 0 70'1 IAX FLANGED HEI TABLE X % SASH HEIGHT DETAIL E RADIUS TOP (CUSTOM SASH) NOTES: 1. SEE SHEET 6 FOR VERTICAL AND HORIZONTAL SECTION DETAILS. 2. SEE SHEET 7 FOR CORNER DETAIL VIEWS. 3. SEE SHEETS 8 THROUGH 11 FOR ANCHORAGE INFORMATION. 4. SASH HEIGHTS FOR STANDARD SASH WINDOWS (DET/ILLS B & C) ARE BASED ON A THREE OVER TWO FORMAT. PC. BQOCIBZB 1�K00.1B, FL84Z74 DETAIL C VERTICAL DAYLIGHT OPENING DETAIL D.ED LITE LOW SH.L HIGH SILL A 34112" 34 3116' B 41 518' 41114" C 41 IW 40718' D 52 518" 6211116" E521/4' 62 5118' SASH DETAIL LOW SILL HIGH SILL A 34 112" — 34 3116' B 27 7/1W 27118' C 27 7/16" 271/8- D 16 318' 16 314' E 16 3/8' 15 3/4" TABLE 6. awo I NTS 1 4 e 11 1 4040-20 75' MAX. I.F. HEI 70, FLANGED SLSL HEI HT N 4 hull _� is . Na. 68705 U A. LQ'W&WRE.` FL P.E.# 88705 F::: MAX. FIXED LITE DAYLIGHT OPENING OUTSIDE VENT DAYLIGHT I+-2.784' NOTE MIN. (1) SWEEP LATCH AT VENT CENTERLINE OR OPTIONAL BOTTOM LOCKS. (1)0" FROM EACH SIDE OF SASH 26 27 NOTE: BALANCE PARTS USED INSIDE INSIDE 11" VENT DAYLIGHT OPENING ® BASED ON SASH WEIGHT n -'�767Z9,10,14,15,15 1$ 7.8OR1 I I I OUTSIDE MAX. FIXED LITE DAYLIGHT OPENING MAX. WIDTH SECTION A -A OUTSIDE INTEGRAL FIN (I.F.) FRAME SECTIONS,& INSIDE 47 I HIGH F� SI 2 LOW SILL 48 49 HIGH•SILL LOW SILL HEAD 2.710' ( ALF. FRAME II 53 OUTSIDE 52 (LOW SILL) SILL) SEE NOTE ABOVE 54 ULTRAUFT 12 ONLY ULTRALIFT 12 ONLY ALTERNATE HIGH SILL DETAIL - ALUM. SINGLE SINGLE HUNG WINDOW IMPAC aBQ7C1ffi8 _ A.aaua VW*Bemx Hall e 11 lig g4090-20 �t Nw 58705 A LY� (dlft4tlE1��P`.E.` ` FL P.E.ffi 68705 I.F. FRAME SEALANT ALONG ENTIRE JOINT 1 I or 47 I j/% 2 i `I.F. FRAMEQ IF -2.784 T-1 t 1 062 I II II 1.3-03 2.830 2330 I 6 or 5Q O FLANGE FRAME HEAD I #4002A, 6003-T8 1-- —2 784--+� I I--1 gas --I O I FLANGE eSILL (LOK) I orW ELD + oo3c eo83ALO G O FLANGE FRAME JAMB #4004,8083 -TG (USED AS RADIUS TOP HEAD) OSASH STOP #4026,6063-T5 1342 A 082 165 1,707 21 FIXED MEETING RAIL28 SASH TOP RAIL 94064A, 6063H13 -TB #4W6Q, 808�iS T8 F.2.784---1 69 FLANGE FRAME SILL (HIGH) #4050A,8083 -T8 �-1.613+ 738 .040 �• 17 SASH STOP COVER #4053.8063-T6 SEALANT OR GASKET BOSS (2) AT HEAD AND SILL I VIEW D -D VIEW E -E (1H77 VIEW HEAD S SILL, RADIUS TOP SILL) (RADIUS TOP HEAD ONLY) FRAME CORNER CONSTRUCTION — -- 060 —►I 1.186 I+ �I��Ih �TT IIIlPPPLL�� .878 1.096 i i .062-1' GLAZING BE .5/16n 41 0398 #4.8083-T6 31 SASH SIDE RAIL #4008,6083•T6 28 SASH BOTTOM RAIL(I-oVV) #4007, 8083•T6 J378 1.098 1-� � T O GLAZING BEAD 7/16" #4222,6063•T6 O SASH BOTTOM RAIL (HIGH) #4081A,8083•T6 ro eWR' MDK061�, %4 .050- 878 1.11r. 1 - O GLAZING BEAD, 7/16" 6083•T6 (U3ED W/ GRILL Km .0,50 • - Z .878 1.088—'jr I adoNroa"aCl�\ .1183 .060 42 GLAZING B . 5/1608D #40446,6003-T6 (USED W/ GRILL KIT) N"A' I_ adoNroa"aCl�\ .1183 .060 1.097 1n�ui/ 46 GLAZING BEAD, 13/16" IG `.`��,ro ��.•R�'% #4087, 608.9-T6 '-;gyp' sYA,� .� ........... '%cSSIONA% %% A. LYi /MILL , P.E. FRAME CORNER DETAIL RUNG RUNG WINDOW IMPACT % w„ 7 ✓ 11 40,W20 D FL P.E.# 68705 ANCHOR QUANTITIES FOR 111 FLANGED WINDOWS TABLE 5. WINDOW HEIGHT SUBSTRATE: 28.803 34.803 40.803 48.803 52.803 58.803 84.803 78.000 ANCHOR TYPE GYPS M� ZLASS ej 8— ZZpM� or 04%V VPV� ZZpM� Q ZZp� V O� [�� Z�QpZMJ(��] NU V�SNCJ QrQoZM� 8-��8 Z ZM� U� QZp�QZM� NU V QZ NV Z TU WINDOW WIDTH 18.125 C,D,E,F,G, H,I,J,K,L 1 1 12111 1_ 1» 1121112221222222222222222222222222222232233 1 1 1SS 1 1 177 1 1 1S _1 1_ 1 1 _1_ 1 _1__ 1 1_ 1 1 ABM 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 _1 121119121112229222222222222222222222222222232233 _1 _1 C,D,E,F,G, 1 1 1 1 1 1 1 1 1 1 1 1 9 1 1 1 7 1 1 1 9 1 1 24.000 KIJ'K'L 1 2 1 1 1 2 1 2,1 2 1112 2 2 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 _7 2 2 2 3 2 2 2 3 3 3 :2E2 3 3 f48 1 1 121112121212221222222222222222232222232223332233 1 _1 1 1 1 1 1 1 1 1 _1_ _1 _ C,D,E,F,G, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 1 2 1 1 2 1 1 32000 H,I,J,K,L 121222231222231223232223232223332233343233343344 A,B,M 9 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 2 2 2 213.112 2 2 213 1121213 2 32 2 213 2 3 2 2 2 3 3 3 2 2 3 3 3 4 3 2 :3]L3 3 4 3 3 4 4 C,D,E,F,G 1 1 9 1 1 2 1 1 2 1 2 2 1 2 2 2 2 1 2 2 1 2 37 Q00 H,I'J,K,L _1 2 2 1 2 2 2 2 3 1 2 2 3 2 3 2 2 2 3 2 3 2 2 2 3 2 3 213 213 314.213 _1_ 3 3 3 4 3 3 3 4 3 5 3 3 4 4 AB 1 1 1 1 1 1 2 1 1 2 1 2 2 1 2 2 1 1 2 2 1 2 2 1 2 ,M 212 1 f2 212 2 3 1 2 2 3 2 3 2 F2 2 L3 2 3 2 2 2 3 2 3 2 3 2 3 3 4 2 3 373 3 4 3 3 3 4 3 5 3 3 4 4 PSF 79 40.000 C,D,E,F,G, HIJ,K,L 2 _2 2 2 221222232223232223232323242333342334353334453344 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 A,B,M 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1 2 2 2 2 3 2 2 2 3 2 3 2 2 2 3 2 3 2 3 2 3 2 4 2 3 3 3 3 4 2 3 _2 3 4 3 5 3 3 3 4 4 5 3 3 4 4 PSF 79 44.000 C,D,E,F,G, HIJ,KL 2 2 2 2 222222232223232233242333342333342334353334453445 2 2 2 2 2 _2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 A,B,M 2 2 2 2 2 2 2 2 2 2 1 2 1 2 2 1 2 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 2 3 2 3 2 2 3 3 2 4 2 3 3 3 3 4 2 3 3 3 3 4 D2:3 3 4 3 5 3 3 3 4 415 3 4 415 PSF 79 79 C,D,E,F,G, 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3k3345:4L6]3L4j55: 3 2 2 48.000 H,IJ,K,L 222222232223342333 44233434233435333435 A,B.M 212 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 3 2 2 22222223222334233334233434233435333435483455 PSF 72 79 79 C,D,E,F,G, 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 3 2 3 3 2 53.125 HIJ,KL 232223342334342334343334353344483445483458 2222�22 ABS 2 2 2 2 2 2 232223342334342334343334353344453345463445 2 2 2 2 2 3 2 2 3 2 2 3 2 2 3 2 3 iAtX srM8hEEr P.O, e4x 18� twxoaus4 m ama SHM INTS 1 8 d 11 1. ANCHOR TYPES: 1-114' ELCO TAPOONS 2 -19' ELCO S84 CRETE -FLEX ® 3 - #12 SCREWS 2. ANCHOR LOCATIONS ARE BASED ON THE FOLLOWIING DIMENSIONS. HEAD -181!2' MAX. FROM TOP CORNERS JAMBS -171/2' MAX FROM TOP CORNERS 15" MAX. FROM BOTTOM CORNERS 8" MAX. BELOW MTG. RAIL ®SILL -ANCHORS NOT REQUIRED 3. INSTALL PER THE ADJACENT TABLE ANCHOR QUANTITIES USING THE DIMENSIONAL CRITERIA OF NOTE 2. .TABLE WIDTH AND HEIGHT DIMENSION ARE FOR FLANGED WINDOWS. INTEGRAL FIN DIMENSIONS ®ARE 1• LESS. 5. DESIGN PRESSURE LIMITATIONS: SIZE BLOCKS OF THE ADJACENT TABLE WITH A BOLD ITALICIZED VALUE ABOVE THEM, INDICATE A MAXIMUM DESIGN PRESSURE WITH THE QUANTITY OF ANCHORS SHOWN IN BOLD. OTHERWISE, THE MAXIMUM DESIGN PRESSURE FORTH RESPECTIVE SIZE AND GLASS TYPE IS AVAILABLE. TABLE KEY: MAX. PSF (DP LIMITEDI 118 HEAD 2 ODUCTR" M «omplyls wim mo JAMB ABOVE 2 3 N. MTG. RAIL JAMB BELOW MTG. RAIL P� (FULL DP)�� I i I►� ``�. 0LYNN Mlti�i,� HEAD 2 JAMB ABOVE 2 3 ark:�ENse MTG RAp. yg906 JAMB BELOW MTG. RAIL _= No• �� to Viola � "0'.. wv? A.LYNI *ICWp\.E. NNDOWS ►W, IMPACT��`SSIONA +oma 4040-ZO D FL P.E.# 58706 ANCHOR QUANTITIES FOR STANDARD VIEW AND RADIUS TOP FLANGED WINDOWS TABLE 6. HEAD 2 WINDOW HEIGHT SUBSTRATE: 29.655 37.155 44.655 52.155 59. 6 7. 15 5 74.6U5 5 76.00 0 ANCHOR TYPE. O NZ O M M O rN WIM Z Z Zc7ONU Z Zl_ UM2 JAMB BELOW MTG. RAIL U DARD VIEW TYP U UU UpU p UWIDTH U U ppg ,D,E,F,G 1 1 1 1 1 1 1 9 1 1 1 1 1_19.125 H,LJK,L 1 1 1 1 1 1 2221 222221 22222222222222222322232322232 A,B,M _1 1 11 J-- 1 1 1 1 1 2 2 2 1 2 2 2 2 2 1 2 2 2 2 2 2 2 2 2 2 2 -2T21-2 2 I 2 2 3 2 112 -3F21312 2 2 3 2 PSF 79 C,D,E,F.G, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 24.000 H,LJ,K,L _1 111 1 1 1 22 9 1 22222222222222222232322232322232322232 _1_ _1_ _1 _1 A,B,M 1 1 1 1 1 -I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 9 1 1 1 1 1 1 1 1 1 2 2 Fl 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 3 2 2 2 3 2 3 2 2 2 3 2 3 2 2 2 3 2 PSF 68 77 C,D,E,F,G, 1 1 1 1 1 1 1 1 1 1 1 2 1 1 2 1 1 1 1 1 1 1 1 1 1 1 1 1 32000 fLLJ KL Ill Ill 111, 2L2 2 2 2 2 2 3 212 2 2 3=3 2 2 3 3 3 3 3 2 3 3 3.31 2 2 3 3 4 3 3 2 4 3 4 3 3 2 4 3 A,B M 1 1 1 1 1 I 1 1 1 1 2 1 1 2 1 1 1 1 1 1 1 1 1 1 _1 1 1 1 1 1 1 1 1 2 2 2121212 2 3 2 2 2 2 3 3 2L2 3 3 3 3 3 2 3 3 313121213 3 4=3 3 2 4 3 4 3 3 2 4131 PSF 59 67 79 C,D,E,F,G, 1 1 1 2 1 1 1 2 1 1 2 2 1 2 2 1 2 2 2 1 2 2 1 2 37.000 H.1,J.K,L 111111 jil 222222232223332233333343333433243443243 A,B,M 1 1 1 2 1 1 2 1 2 2 1 2 2 1 2 L33 2 2 1 2 2 1 2 1 1 9 1 1 1 2 2 2 2 2 2 2 3 2 2 2 3 3 3 2 2 3 3 3 3 3 3 4 3 3 3 3 4 3 3 2 4 L3 =44: 3 2 4 3 PSF 54 79 62 79 C,D,E,F,G, 2 2 2 2 2 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 40,000 H,LJ,K,L 111111 22222223223333223343 334333ff33 43443343443353 A,B,M 2 212 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 .-I T-1 111 111,212 2 2 3L2 2 3 2 2 3 3 313 2 2 3 3 4=3 3 3 4 3 3 3 4=3 4 4 3 3 4 3 4 4.3j 3 5 3 PSF 49 79 66 79 79 C,O,E,F,G, 2 2 2 2 2 2 2 2 1 2 2 2 1 2 2 1 2 2 2 2 2 2 2 2 2 2 2_ g4,D0p H,1,J,K,L 111 9 11 222222 332233342333443343443343443343443354 A,B,M 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1 1 111 111 2 2 212 212 313 2 2 3 3 3 4 2 3 3 3 4 4 3 3 4 3 4 4 3 3 4 3 4 4 3 3 4 3 4 4 3 3 b 4 PSF 45 741 61 74 791 79 C,D,E.F.G. 2 2 1 2 2 2 2 1 2 2 2 2 2 2 3 2 2 2 3 2 2 3 2 2 48,000 HAJ.KL 1 1 1 1 1 1 2 2 2 2 2 2 3 3 2 2 3 3 3 4 3 3 3 3 4 4 3 3 4 4 4 4 4 4 4 3 b 4 b 4ABM2 2 2 2 2 2 2 2 2 2 2 2 _3 ff22 2 2 2 3 2 2 =4=43 2 4 1 1 1 1 1 2 2 2 2 2 2 3 3 2 2 3 3 3 4 3 3 3 3 4 4 3 3 4 4 4 4 4=4 4 3 5 4 5 4 PSF 41 67 46 67 76 79 C,D,E,F,G, 2 2 2 2 2 2 3 2 1 2 3 2-J-3- 3F -2-F-3- 3 2 3 —3 -F -2-T-3- 3 2 3 53,126 H, AK I. IFI -11-1 1 1 2 2 21212 3 3 3 3 3 3 4 4 3 3F441.�44�3�4[4 4 S S 4 3 3 3[!2L 5 45 5 4 3 b 4 A,B,M 2 2 2 2 2 2 3 2 2 3 2 3 2 3 2 3 3 2 3 1 1 1 1 1 1 2 2 2 2 2 2 3 3 3 3 3 3 4 4 3 3 4 4 4 4 3 3 4 4 4 4 3 3 4 4 b 4 4 3 5141 N. 4 4 3 b 4 1. ANCHOR TYPES: 1- 114" ELCO TAPCONS 2 -1/4" ELCO SS4 CRETE -FLEX ® 3-912 SCREWS 2. ANCHOR LOCATIONS ARE BASED ON THE FOLLOWING DIMENSIONS: HEAD -18112" MAX. FROM TOP CORNERS JAMBS -171!2" MAX. FROM TOP CORNERS 16' MAX. FROM BOTTOM CORNERS 8" MAX. BELOW MTG. RAIL ®SILL. - ANCHORS NOT REQUIRED 3. INSTALL PER THE ADJACENT TABLE ANCHOR QUANTITIES USING THE DIMENSIONAL CRITERIA OF NOTE 2. ® 4: TABLE WIDTH AND HEIGHT DIMENSION ARE FOR FLANGED WINDOWS. INTEGRAL FIN DIMENSIONS ARE 1" LESS. ® Ti DESIGN PRESSURE LIMITATIONS: SIZE BLOCKS OF THE ADJACENT TABLE WITH A BOLD ITALICIZED VALUE ABOVE THEM, INDICATE A MAXIMUM DESIGN PRESSURE WITH THE QUANTITY OF ANCHORS SHOWN IN BOLD. OTHERWISE, THE MAXIMUM DESIGN PRESSURE FOR THE RESPECTIVE SIZE AND GLASS TYPE IS AVAILABLE. TABLE KEY - MAX P; HEAD 3 i u�pwda JAMB ABOVE 3 3 Jg� L• I I MTG. RAIL JAMB BELOW MTG. RAIL ptifta lruu urs HEAD 2 .��y la �t(l111 JAMB ABOVE 2 2�pECs MTG. RAI. 5gT05 ' * ' JAMB BELOW MTG. RAIL No• = ry * o bt I • K SSA of' o DARD VIEW I'=..,, ALUM. SINGLE HUNGWINI5W, IMPACT ,`�SIONP�.�` I �FJC 4f/l91� B creme BY81ZB N P Fl� a a.r. s m,.,�. ,s, A. CAW MILD: P E FJC A�8lCB Ja ZMV7 1 Bay aww NTS 9 d 11 4040M D FL P.E.# 68705 ANCHOR QUANTITIES ABOVE MEETING RAIL (HEADS JAMBSCUSTOM FLANGED WINDOW HEIGHT MINUS SASH HEIGHT WINDOW HEIGHT MINUS SASH HEIGHT FROM TABLE S. TABLE 7. SUBSTRATE: ANCHOR TYPE: Qo WINDOW GLASS �NO�-U�NO`-U�NO`-H`YQNUPU`Y WIDTH TYPE 17.128 22.668 U v o U a oo 8 CUA 28211 U 8 (FULL DPl e 33.764 39.286 44.839 60.382 55.925 O QQo �j7j U O QoQ j�Nti�ti4Nti�8`� $ tQJ QU o oU O kn t "H U c �t�`S�U�U U a 18.126 D,E,F,J, KL 1 -_ 1 1 -- 1 1 — 1 1 — 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 24-2 1 _. 1 2 1 ..2-- 1 3_ 1 _. 2__.. 1 3 .. 1 3-[.12 .. 1 _.3.. 1 _._3 .....3 1 .._.3... 1 24-000 D,E,F.J, KL.___.... 1 1 1 1 1 9 »1 2 1 2 1- 2 1 2 1 2 1 2 1 2 1 2 1 3 1 3 1 2 1 3 1 3 1 2 1 -_..3 3 1 3 1 3 1 3 1 3 1 3 1 4 32.0MKL D,E,F,J, 1 -1 "I 1 1 1 1 2 1 2 1 2 2 3 1 2 1 3 2 3- 1 3 1 3 1- 3 - 1 2 1 3 1 4- 1 3 1 48 1 1 1 1 1 1 - 2 PS 2 1 2 1 2 3 2 2 3 2 2 32.000 2 79 2 2 2 2 3 2 2 3 2 3 3 2 3 3 1 2 3 4 2 3 4 2 3 37.000 79 37.000 D,E,FA KL 1 1 1 1 1 1 2 2 1 2 2 2 2 3 1 -- 2 2 -- 3 2 - -- 3 1 - --- 3 2 — 4 2 3 1 3 2 -- 3 2 --- 4 1 ...-_....._ 3 2 - 4 2 — 4 1 4 2 b 2 b _1 4 2 5 PSF 79 79 79 79 2 2 2 2 2 3 2 3 3 2 3 3 3 3 4 3 3 4 3 4 4 1 3 4 44.00D 40.000 D,E,FA KL 2 1 2 1 2 1 2 2 2 2.. 2 2 _._3 2 ._._ 2 3 2 3 .. 2 4 2 3. 2 -4 2 4- 2 3- 2 4 2 -4 - 2 3- 2 6 2 4 2 4 2 g 2 6 2 a 2 g - PS 79 76 79 79 77 79 78 79 2 F2 2 2 2 1 3 2 3 1 3 41 3 1 4 1 4 1 3 1 4 5 44.000 D,E,FA 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1 S 1 3 1 KL 1 1 1 2 2 2 3 3 3 4 4 4 -3_1_12d_2 4 3 5 4 3 5 6 A 5 6 4 8 PSF 78 79 70 78 79 71 79 73 76 48.000 D,E,FA 2 2 2 2 2 2 2 2 2 3 2 2 2 2 2 3 2 2 3 2 2 3 2 2 KL 1 1 1 2 2 2 3 3 3 4 4 4 5 4 5 5 4 6 b 1 4 -6 6 b 1 6 PSF 71 78 63 71 79 64 74 66 77 69 69 63.126 DE,FA 2 2 2 2 2 2 3 2 2 3 2 3 3 2 3 3 2_ 3 3 2 3 3 2 3 KL 1 1 1 2 2 2 3 3 3 4 4 4 6 4 6 8 5 6 6 5 7 8 6 T ANCHOR QUANTITIES AT JAMBS BELOW MEETING RAIL, CUSTOM FLANGED WINDOWS BASED ON SASH HT. " ��.( LYNN g4j[i_�ii� w.`� 1�`�aceNSF (FULL DPl e JAMB BELOW MlfG � (o N s[A o ►'USTOM VIEW TABLE S. SASH HEIGHT SU2 12 778 15.776 18.778 21.778 24.778 27.778 30.776 31.106 ANE NO �Q�Q]] "'.sQN$ b`3 QQ (�N$ QQ NH- N �H`.rQ�§`-R`3§y QQ N�- Q �`r {jN I SS �l S $Prg s H`1l H § S H- 8a WIDTH WIDTH 18.125 1 1 1 2 1 2 2 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 24.00 2 1 1 2 1 2 2 2 2 2 2 2 2 2 2 2 1 2 1 2 3 2 2 3 2 2 32.000 2 1 2 2 2 2 3 2 2 3 2 3 3 2 3 3 1 2 3 4 2 3 4 2 3 37.000 79 2 9 2 2 2 2 3 2 3 3 2 3 3 3 3 3 3 3 4 3 3 4 3 4 40 000 74 2 2 2 2 2 2 3 2 3 3 2 3 3 3 3 4 3 3 4 3 4 4 1 3 4 44.00D Be 78 —31-4- 2 2 2 2 2 2 3 2 3 3 1 3 1 3 4 3 3 4 448.0W83 48.0W03 -T2 72 79 —47-3 2 F2 2 2 2 1 3 2 3 1 3 41 3 1 4 1 4 1 3 1 4 5 3 4 5 3 4 53.126 5 86 72 2 2 2 2 2 2 1 3 1 3 1 3 4 3 4 4 3 4 1 S 1 3 1 4 5 3 5 S 3 6 ANCHORAGE NOTES: 1. ANCHOR TYPES: 1-114" ELCO TAPOONS 2 -114° ELOO SS4 CRETE -FLEX 3-812SCREWS 2. ANCHOR LOCATIONS ARE BASED ON THE FOLLOWIING ® DIMENSIONS: HEAD -181/2" MAIC FROM CORNERS JAMBS -171W MAX. FROM TOP CORNERS 11 1W MAX. ABOVE THE MEETING RAIL 8" MAX. BELOW MTO. RAI. 15" MAX. FROM BOTTOM CORNERS SILL - ANCHORS NOT REQUIRED DETERMINE THE ANHCOR QUANTITIES FOR CUSTOM VIEW WINDOWS FROM TABLES 7. AND 8. USING THE DIMENSIONAL CRITERIA OF NOTE 2. USE TABLE 7. FOR ABOVE THE MEETING RAIL AND TABLE S. FOR BELOW. 4. AVAILABLE SASH HEIGHTS FOR CUSTOM VIEW ® WINDOWS ARE 12 818' MIN. TO 38" MAX fi TABLE WIDTH AND HEIGHT DIMENSION ARE FOR B� FLANGED WINDOWS. INTEGRAL FIN DIMENSIONS ARE 1' LESS. 8 DESIGN PRE33URE LIMITATIONS: ® 312E BLOCKS OF THE ADJACENT TABLE WITH A BOLD ITALICIZED VALUE ABOVE THEM, INDICATE A MAXIMUM DESIGN PRESSURE WITH THE QUANTITY OF ANCHORS SHOWN IN BOLD. OTHERWISE, THE MAXIMUM DESIGN PRESSURE FOR THE RESPECTIVE SIZE AND GLASS TYPE IS AVAILABLE. ® TABLE 7. KEY: MAX. PSF (DP LIMITED)[1112 HEAD JAMB ABOVE MTG. RAIL FULL DP HEADI JAMB ABOVE=4 MTG. RAI. MAX PSF (DP [112 JAMB BELOW1 2 1 Kra RAIL " ��.( LYNN g4j[i_�ii� w.`� 1�`�aceNSF (FULL DPl e JAMB BELOW MlfG � (o N s[A o ►'USTOM VIEW I�.....�� ALUM. SINGLE HUJVG WINDOW FJ4 ?0 B Ri C/6DBY8/ZE PO eQ7t1 9 FX Jd n�xwt�.Flam4a t4stb�6�"— SJt7� �NT3 10 a 11 owe 4040.20 D ALYNI�I�NW ,PE 1. FOR CONCRETE APPLICATIONS IN MIAMI -RADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED IW ELOO TAPCONS OR 114" SS4 CRETE -FLEX. MINIMUM DISTANCE FROM ANCHOR TO CONCRETE EDGE IS 1314". WOOD ANCHOR 2. FOR WOOD APPLICATIONS IN MIAMI -RADE COUNTY, USE #12 STEEL SCREWS (G5) OR (SEE NOTE 2 & 3)®1/4" SS4 CRETE -FLEX. 3. FLAT HEAD ANCHOR8, WHERE REQUIRED, MUST HAVE #12 TRIMFIT HEADB. 4. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1x ARE BUCKS WHOSE TOTAL THICKNESS 18 LESS THAN 11/2'. 1x WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE 1 INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 1/2" _3A ® THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. 6. FOR ATTACHMENT TO ALUMINUM: THE MATERIAL SHALL BE A MINIMUM STRENGTH OF 114' 6W3 -T6 AND A MINIMUM bF 1/8" THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE MAXAX OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME SIMILAR TO THAT MSHOWN IN THESE DETAILS FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A #12 SHEET SHIM DETAIL A DETAIL B TYPICAL FLANGED HEAD ANCHORAGE Ak LOA 13/6' MIN. r 1 114' _ 1/4" MAX. SHIM 1+ —I� 114" MAX. SHIM I CONCRETE ANCHOR, ' ? FH BELOW MEETING RAIL (SEE NOTE 1 & 3) A 3.35 KSI MIN. CONCRETE •r," ; OR 1.5 KSI MIN. CMU 1x BUCK OPTIONAL WITH SOLID CONCRETE SUBSTRATE (SEE NOTE 4% METAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM. IF THESE CWrERIA ARE MET, THE RESPECTIVE DESIGN PRESSURES AND ANCHORAGE SPACING FOR TAPCONS MAY BE USED. A FLANGED FRAME COMPONENT MAY BE SUBSTITUTED FOR AN INTEGRAL FIN FRAME COMPONENT FOR MULLED APPLICATIONS. FOR INTEGRAL FIN MULLED APPLICATIONS IT IS EXCEPTABLE TO REMOVE THE FIN AND ATTACH TO THE MULL THROUGH THE FRAME USING THE FLANGED FRAME ANCHORAGE REQUIREMENT. S. ANCHORS ARE NOT REQUIRED AT THE SILL OF FLANGED UNITS. 7. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT CAME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF FSC CURRENT, EDITION, SECTION 2003.8.4 (SUPPLEMENT 21305 . WOOD ANCHOR, FH BELOW MEETING II RAIL (SEE NOTE 2 & 3) j II INTERIOR JJJ fff�� (ALL JAMB DETAILS) EXTERIOR 2x WOOD BUCK (SEE NOTE 4)® l' DETAIL C DETAIL D TYPICAL FLANGED JAMB ANCHORAGE U4° .131° DIA. MIN. x 21/2" NAIL, AT CORNERS AND W O.C. mm—A 114" MAX. SHIM DETAIL F. (HEAD) MAX EXTERIOR INTERIM ALL HEAD AND SILL DETAILS) ® CONCRETE ANCHOR 3.35 KSI MIN. CONCRETE (SEE NOTE 1 & 3) ® 2x WOOD BUCK FRAME ®(SEE NOTE 4) i . •e "1' : ' : '. a 1318' MIN, 1/4' TAPCON «! 4•314" MIN, 1/4" CRETE -FLEX OPTIONAL 1x WOOD BUCK o (SEE NOTE 4) 1/4° MAX. SHIM 1. FOR CONCRETE APPLICATIONS IN MIAMI -RADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED IW ELOO TAPCONS OR 114" SS4 CRETE -FLEX. MINIMUM DISTANCE FROM ANCHOR TO CONCRETE EDGE IS 1314". WOOD ANCHOR 2. FOR WOOD APPLICATIONS IN MIAMI -RADE COUNTY, USE #12 STEEL SCREWS (G5) OR (SEE NOTE 2 & 3)®1/4" SS4 CRETE -FLEX. 3. FLAT HEAD ANCHOR8, WHERE REQUIRED, MUST HAVE #12 TRIMFIT HEADB. 4. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1x ARE BUCKS WHOSE TOTAL THICKNESS 18 LESS THAN 11/2'. 1x WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE 1 INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 1/2" _3A ® THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. 6. FOR ATTACHMENT TO ALUMINUM: THE MATERIAL SHALL BE A MINIMUM STRENGTH OF 114' 6W3 -T6 AND A MINIMUM bF 1/8" THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE MAXAX OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME SIMILAR TO THAT MSHOWN IN THESE DETAILS FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A #12 SHEET SHIM DETAIL A DETAIL B TYPICAL FLANGED HEAD ANCHORAGE Ak LOA 13/6' MIN. r 1 114' _ 1/4" MAX. SHIM 1+ —I� 114" MAX. SHIM I CONCRETE ANCHOR, ' ? FH BELOW MEETING RAIL (SEE NOTE 1 & 3) A 3.35 KSI MIN. CONCRETE •r," ; OR 1.5 KSI MIN. CMU 1x BUCK OPTIONAL WITH SOLID CONCRETE SUBSTRATE (SEE NOTE 4% METAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM. IF THESE CWrERIA ARE MET, THE RESPECTIVE DESIGN PRESSURES AND ANCHORAGE SPACING FOR TAPCONS MAY BE USED. A FLANGED FRAME COMPONENT MAY BE SUBSTITUTED FOR AN INTEGRAL FIN FRAME COMPONENT FOR MULLED APPLICATIONS. FOR INTEGRAL FIN MULLED APPLICATIONS IT IS EXCEPTABLE TO REMOVE THE FIN AND ATTACH TO THE MULL THROUGH THE FRAME USING THE FLANGED FRAME ANCHORAGE REQUIREMENT. S. ANCHORS ARE NOT REQUIRED AT THE SILL OF FLANGED UNITS. 7. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT CAME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF FSC CURRENT, EDITION, SECTION 2003.8.4 (SUPPLEMENT 21305 . WOOD ANCHOR, FH BELOW MEETING II RAIL (SEE NOTE 2 & 3) j II INTERIOR JJJ fff�� (ALL JAMB DETAILS) EXTERIOR 2x WOOD BUCK (SEE NOTE 4)® l' DETAIL C DETAIL D TYPICAL FLANGED JAMB ANCHORAGE U4° .131° DIA. MIN. x 21/2" NAIL, AT CORNERS AND W O.C. mm—A 114" MAX. SHIM DETAIL F. (HEAD) MAX SHIM WOOD FRAME FRAME o IF= .131° DIA. MIN. x 2 IM NAIL, AT CORNERS AND 6" O.C. .131° DIA. MIN. x 21/2° NAIL, AT CORNERS AND 6" O.C. DETAIL E, (JAMB) TYPICAL INTEGRAL FIN ANCHORAGE . R.3gZ/8 p.O.egOC1816 NOxO�, PL9f2T4 sao0 I NTS1 11 d 11 :��,t`2�• JGENSE�• �� •1; ; • No. SST •. •k ro A.LYNNMII 41740.2;7 D I FL P.E.# MIAMNOAD MIAMI DADE COUNTY, FLORIDA PRODUCT CONTROL SECTION DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY 11805 SW 26 Street, Room 208 AFFAIRS (PERA) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NPA) www.mi midad ov/r PGT Industries 1070 Technology Drive Nokbmis,.Fl 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERA- Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami -Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "PW --701" Aluminum Fixed Window - L.M.I. APPROVAL DOCUMENT: Drawing No. 4259-4 titled "Aluminum Picture Window, Impact", sheets 1 through 8 of 8, prepared by manufacturer, dated 07/14/03 with revision "D" dated 10/18/11, signed and sealed by Anthony Lynn Miller, P. E., bearing the -Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and Expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/ series and following statement: "Miami --Dade County Product Control Approved" unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site atthp request of the Building Official. This NOA revises NOA No. 10-0504.05 and consists of this page , evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D. NOA No. 11-1110.15 Expiration Date: February l9, 2014 ' t Z Approval Date! February 02, 2012 Page 1 Nt Q � PGT Inddstries NOTICE OF ACCEPTANCE: ' EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under previous NOA No. 0-1105.01) 2. Drawing No. 4259-4 titled "Aluminum Picture Window, Impact", sheets 1 through 8 of 8; prepared by manufacturer, dated 07/14/03 with revision "D" dated 10/18/11', signed and sealed by Anthony Lynn Miller, P. E. B. TESTS 1. Test reports on: 1) Air. Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of aluminum fixed window, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL-3835 and FTL -3850, dated 07/18 and 31/03, all signed and sealed by Joseph C. Chan, P. E. (Submitted under previous NOA No. 03-1105.01) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, dated 08/19/10 complying with FBC-2007, prepared by manufacture, signed and sealed by Anthony L. Miller, P. E. (Submitted under previous NOA No.10-0504.05) 2. Glazing complies with ASTM E1300-02/ 04 D. QUALITY ASSURANCE 1. Miami -Dade Department of Permitting, Environment, and Regulatory Affairs (PERA) E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0325.05 issued to Solutia, Inc. for their "Saflex -- Clear or colored Interlayer" dated 04/21/11, expiring on 04/21/16. 2. Notice of Acceptance No. 11-0624.01 issued to E. I. DuPont DeNemours & Co., Inc. for their "DuPont Butecite® PVB Interlayer" dated 09/08/11, expiring on 12/11/16. F. STATEMENTS 1. Statement letter of conformance and compliance with the FBC-2007 (with the 2009 supplement) and FBC-2010, dated 10/29/11, signed and sealed by Anthony Lynn Miller, P. E. 1 Statement letter of no financial interest and independence, dated 10/29/11, signed and sealed by Anthony Lynn Miller, P. E. 9"- � Jaime D. Gascon, P. E. Product Control Section Supervisor NOA No. 11-1110.15 Expiration Date: February 19, 2014 Approval Date: February 02, 2012 E-1 PGT Indfistries NQTI E QF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 3. Letter of Adoption of as his Own, the Work of another Engineer per Section 61G15 27.001 of the F.B.P.E., dated 08/19/10 signed and sealed by Anthony Lynn Miller, P. E. (Submitted under previous NOA No. 10-0504.08) 4. Statement letter of conformance and compliance with the Florida Building Code, dated 08/19/10 signed and scaled by Anthony Lynn Miller, P. E. (Submitted under previous NOA No. 10-0504.08) 5. Statement letter of no financial interest and independence, dated 08/19/10 signed and sealed. by Anthony Lynn Miller, P. E. (Submitted under previous NOA No. 10-0504. 08) 6. Laboratory compliance letter for Test Reports No.'s FTL-3835 and FTL--3850, issued by Fenestration Testing Laboratory, Inc., dated 07/31/03, signed and sealed. by Joseph C. Chan, P. E. (Submitted under previous NOA No. 03-1105. 01) G. OTHERS 1. Notice of Acceptance No. 10-0504.05, issued to PGT Industries for their Series "PW - 701 Aluminum Fixed Window — L.M.I." approved on 09/22/10 and expiring on 02/19/14. �Y- Jaime D. Gascon, P. E. Product Control Section Supervisor NOA No. 11-1110.15 Expiration Date: February 19, 2014 Approval Date: February 02, 2012 E-2 NOTES: SERIES 701 ALUMINUM FIXED WINDOW 1. DIRECTIONS FOR USE: A. DETERMINE THE PRODUCYS MAXIMUM DESIGN PRESSURE FROM EITHER TABLES ON SHEET 2 (DEPENDING ON YOUR GLASS TYPE). B. DETERMINE THE TYPE AND QUANTITY OF ANCHORS REQUIRED TO MEET THE WINDOWS DESIGN PRESSURE FROM SHEET 6 FOR WOOD SUBSTRATES, OR SHEET 7 FOR MASONRY SUBSTRATES. SPACE ANCHORS APART EQUALLY PER NOTES ON SHEET. C. USE SHEETS 3 THROUGH 6 TO INSTALL PRODUCT, REFERENCING NOTES FROM SHEETS 6 & 7. 2. DESIGN PRESSURE RATINGS: NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND ASTM E1300-02, 3 -SECOND GUST. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND ASTM E1300-02, 3 -SECOND GUST. 3. ANCHORAGE: THE 33-1/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE. LOAD DURATION, CO. OF 1.6 WAS USED IN WOOD SUBSTRATES ONLY. 4. SHUTTER REQUIREMENT: NONE REQUIRED 5. MATERIALS USED FOR ANCHOR EVALUATIONS WERE SOUTHERN PINE, C-90 CONCRETE MASONRY UNITS AND CONCRETE WITH MIN. KSI PER ANCHOR TYPE, SEE SHEET 7. 6. REFERENCES: TEST REPORTS, FTL-3835 & FTL-3850. NQA: 07-0425.01 (ULTRACON), 03-0225.05 (CRETE -FLEX), ANSI/AF&PA NDS -2005 FOR WOOD CONSTRUCTION, ADM -2005 ALUMINUM DESIGN MANUAL 7. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 8. SHIMS ARE REQUIRED AT EACH ANCHOR LOCATION WHERE THE PRODUCT IS NOT FLUSH TO THE SUBSTRATE. USE SHIMS CAPABLE OF TRANSFERRING APPLIED LOADS. WOOD BUCKS. BY OTHERS, MUST 13E SUFFICIENTLY ANCHORED TO RESIST LOADS IMPOSED ON THEM BY THE WINDOW. 9. NARROW JOINT SEALANT IS USED ON ALL FOUR CORNERS OF THE FRAME. INSTALLATION ANCHORS SHOULD BE SEALED. ADHESIVE SEALANT SHALL BE USED BETWEEN SUBSTRATE AND FLANGE OR FIN. OVERALL SEALING/FLASHING STRATEGY FOR WATER RESISTANCE OF INSTALLATION SHALL BE DONE BY OTHERS. 44-1/4" VISIBLE LIGHT MAY 42-7/8" MAX. O.C. 2' MAX. -A T I 12-7/8" 98 1/4" 1 MAX. FINTO1 �l S. I 6• 1 48" FLANGE MAX . TO FLANGE B 42-7/8" MAX. O.C. 2' MAX. -A T 45-1/4" y VISIBLE LIGHT 5" MAX. O.C. 98 1/4" 1 — FINTO1 92-1/4" 5' VISIBLE MAX. LIGHT O.C. 96" \ FLANGE 98" TO FLANGE I 1 TYP. FLANGED FRAME ELEVATION (TESTED UNIT) 93 -1/4 - VISIBLE LIGHT NOA DRAWING TABLE OF CONTENTS GENERAL NOTES........................I ELEVATIONS. FLANGED ............... i ELEVATIONS, INTEGRAL FN....... 1 GLAZING DETAILS.......................2 DESIGN PRESSURES, FLANGED. 2 DESIGN PRESSURES, FINNED....2 INSTALLATION. INTEGRAL FIN ..... 3 CORNER ASSY, INTEGRAL FIN..3 INSTALLATION, FLANGED.............4 CORNER ASSY, FLANGED......... 4 INSTALLATION, MISC.................. 5 ANCHORAGE ............................... 6.7 EXTRUSION PROFILES................8 PARTS UST................................8 2" MAX. 48" ��RN TO FIN TYP. INTEGRAL FIN FRAME ELEVATION (TESTED UNIT) OTHER SHAPES AS SHOWN BELOW OR SIMILAR, MAY BE USED BY INSCRIBING -THE SHAPE IN A BLOCK AND OBTAINING DESIGN PRESSURES FOR THAT BLOCK SIZE FROM THE TABLES ON SHEET 2. i - WIDTH —moi 8$°m1'm9°m&v h-- WIDTH —�I� I,"— WIDTH—,•{T 8A 9&ftO & .. . �� 6 WIDTH -MI WIDTH I-- -'"I WIDTH h- to _ z T N— WIDTH —�+(7 I " WIDTH --I IF WIDTH +I I+ WIDTH --i If WIDTH --I , t T — T —1 Y� (a � � � I _��`�'�.� • �Q�� . �•p.p� J.J. 10 18 1! D 2010 FBC UPDATE ~ STS! ATEw 2�� J.R. 3 31 !0 C 1 N. VENICE,aFL�342 �VA770M M NOTES %�,c� �(OR10P•' •��`� FJt. '414107 B PA. fmX 1629 ALUMINUM PICTURE WINDOW (IMPACTids/OVAL aar 7HE9/.4 NOXOMIS, FL 34274 PDW1Tlf NT3 7 m 8 42594 �`P.LfRL �•E. Fin wtd Fish whNIM B Maximum Design Pressure(•M psf) I 7/16Lamb 3A64 -MORS -SAM 7ASLI"tS:3A81MP-7A6AIR-S"-AWPV9-6A616 ° " W'w 01IMMIM (in) 24 30 30 42 48 84 00 07.876 Bao 30' 80.0 80.0 80.0 80.0 80.0 no 80.0 80.0 80.0 48 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 64.0 00 80.0 80.0 no 80.0 80.0 71.1 71.1 64.0 821 87.878 80.0 80.0 80.0 80.0 80.0 71.1 64.0 (121 72 80.0 60.0 80.0 80.0 78.3 71.1 64.0 64.0 76.8 80.0 80.0 80.0 60.0 78.0 70.0 04.0 84 80.0 80.0 80.0 74.3 08.3 83.8 71.1 a 88.3 80.0 80.0 80.0 73.6 67.4 82.6 6 88 !.D 80.0 77.2 64.7 88.2 109.7 80.0 80.0 72.3 88.3 120 MO MO 70.4 60.0 128 60.0 no 70.0 148 80.0 80 0 altd Fln F1r VVI1LQtwis Maximum Dean Preaeure(+hpef) 4 3o 38 716 Lamb 3A6K--880PVB-9AW 7/t6Lamtwsel6dbv7A6AIR•sAaHs-oeaw9-sA0Is A" m B° 13hrmwim 42 48 84 00 87.876 38 80.0 80.0 80.0 80.0 8D.o 8110 Sao Bao 48 80.0 8D.0 80.0 80.0 80.0 80.0 80.0 80.0 so 80.0 80.0 80.0 80.0 80.0 71.1 71.1 64.0 OTA70 60.0 80.0 80.o 80.0 80.0 71.1 84.0 821 72 80.0 810 80.0 80.0 80.0 71.1 84.0 76.8 80.0 8110 80.0 80.0 010 71.1 64.0 84 80.0 80.0 80.0 no no 71.1 88.3 80.0 810 80.0 80.0 80.0 71.1 b 90 80.0 Bao 80.0 60.0 80.0 109.7 80.0 8D.O 8D.0 810 120 80.0 80.0 80.0 128 80.0 810 60.0 7/16' LAW QM MaNAL. 3/18' AIKWM OR HEAT STRE0ER1� CRASS 00- .6DUR M WITACRE OR SOY= lwa111 a1 3 16' FO'AT wAss 17 21 11/16• WXt � 91rE 7/16" LAMI GLAZING DETAIL FLANGED OR INTEGRAL FIN FRAME (FLANGE FRAME SHOWN) AW 6f 7/16• LAM WWUL 7/18• AIR SPACE 3/18" MW$A M OR MAT 9rPM0 0dW OL4W 3/16' IPM MAM - 1-1/18" LAW mass Rt Oft 090• MWM MAME OR lI/18• Roll CLAW an 146 �o 1-1/16" LAMI I.G. GLAZING DETAI FLANGED OR INTEGRAL FIN FRAN NOTES: (INTEGRAL FIN FRAME SHOWN) ',4" A" & "B" DIMENSIONS MAY DIM. BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. �- "B" DIM. � "B" DIM. DIM. 1. ANY ONE SIDE OF THE WINDOW CANNOT BE MORE THAN 148" NOR CAN THE WINDOW AREA EXCEED 32FT7. 2. FOR SUM NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION. 3. FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL WIDTH AND HEIGHT DIMENSIONS COMPL6TEL.Y FIT WITHIN. 4. THE WINDOWS WIDTH AND HEIGHT (DIMENSIONS "A" AND "B' MAY BE REVERSED TO OBTAIN A MORE ACCURATE RESULT FROM THE TABLE (SEE FIGURE. THIS SHEET). NS C -4P TO TMP FOR 30' RULE TM P.O. BQX 1529 N01t01a.4. Fl. 34274 pw4w 1 NTS 1 2 « 8 1 4204 ```:l'lp .I LYNN 41/le�•�i�� * N0.58705 STN511allE PX ON N- AIII587 P.E E•Ss7 ® os INSTALLATION DETAILS FOR FINNED FRAMES 2X WOOD BUCK OR FR .131" (1/8") X 2-1/2" NAIL, WITHIN 2' OF- CORNERS FCORNERS AND 5' O.C. 11 MAX. WuvDow HEIGHT MAX. VISIBLE LIGHT OPENING ISH SEE ANCHOR GUIDELINES, SHEET 6 10 1 1/4" MAX. SHIM 1 3/8" WIN. -r ! . SEE 2X WOOD BUCK SHEET 6 OR FRAMING VERTICAL SECTION D—D NOTES 1. USE ONLY NAILS PER ABOVE, OR ANCHORS LISTED ON SHEET 6. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. P.O. BQXFL 1529 .0.&S. 34274 EXTERIOR MITERED FRAME WITH INTERIOR AND EXTERIOR FRAME WELDS (SHOWN) OR CORNER KEYS AT SCREW BOSSES ANGLED CORNER ASSEMBLY 4LUMINUM PICTURE WINDOW IMPAC PrAmf 108 3 a 8 4204 %'o LYNN * ' N0,68705 * ' ICWAI�. W. A. i.E.0 wm 2X WOOD UCCING OR �I �- 1/4" MAX. SHIM 1/4" MAX. SHIM 2X WOOD BUCK OR FRAMING SEE ANCHOR GUIDELINES, 1 i3 SHEET 6 1 �$ 13 .375' MIN. EDGE DISTANCE .131" (1/8') X 1-3/8' MIN. .375" MIN. EDGE DISTANCE WITHIN 2" F CORNERS AND 5" O.C. O O cO EMBEDMENT 11 16 �R 22 17 21 10� MAX. VISIBLE LIGHT OPENING MAX. WINDOW HEIGHT HORIZONTAL SECTION C—C ISH SEE ANCHOR GUIDELINES, SHEET 6 10 1 1/4" MAX. SHIM 1 3/8" WIN. -r ! . SEE 2X WOOD BUCK SHEET 6 OR FRAMING VERTICAL SECTION D—D NOTES 1. USE ONLY NAILS PER ABOVE, OR ANCHORS LISTED ON SHEET 6. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. P.O. BQXFL 1529 .0.&S. 34274 EXTERIOR MITERED FRAME WITH INTERIOR AND EXTERIOR FRAME WELDS (SHOWN) OR CORNER KEYS AT SCREW BOSSES ANGLED CORNER ASSEMBLY 4LUMINUM PICTURE WINDOW IMPAC PrAmf 108 3 a 8 4204 %'o LYNN * ' N0,68705 * ' ICWAI�. W. A. i.E.0 wm INSTALLATION DETAILS FOR FLANGED FRAMES SEE ANCHOR GUIDELINES,— SHEET 7 MIN. CONCRETE KSI PER SEE ANCHOR ANCHOR TYPE, GUIOHJNES MIN. CONCRETE KSI SEE SHEET 7 SHEEP 7 PER ANCHOR TYPE. SEE SHEET OR 1.5 KSI SEE ANCHOR ] OR 1.5 KS1 MIN. CMU MIN. CMU GUIDELINES. ! ^ 1X WOOD BUCK SHEET 7 1/4' MAX. SHIM �1L SEE ANCHOR 11 2 GUIDELINES, - SHEET 7 13 MAX. 18 ORO WINDOW HEIGHT 17 21 MAX. VISIBLE LIGHT INTERIOR OPENING SEE ANCHOR GUIDELINES, SHEET 8 13 10 2 1/4' MAX. SHIM SEE ANCHOR GUIDELINES, SHEET B I_,2X WOOD BUCK OR FRAMING VERTICAL SECTION B—B 1X WOOD BUCK 1/4" MAX. SHIM 1 4' MAX SHIM SEE ANCHOR / GUIDELINES. 2 13 S� 8 INTERIOR 13 I 900 CORNER ASSEMBLY NOT S 1. USE ONLY ANCHORS LISTED ON SHEETS 6 AND 7. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. 11 18 O 17 OR 10 MAX. WINDOW HEIGHT HORIZONTAL SECTION A- MITERED FRAME WITH INTERIOR AND EXTERIOR FRAME WELDS (SHOWN) OR CORNER KEYS AT SCREW BOSSES ANGLED CORNER ASSEMBLY 2. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS IX ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1-1/2'. 1X WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE WOOD BUCKS DEPICTED AS 2X ARE 1-1/2' THICK OR GRATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. N. TECIiNW.UO1 D j FIL 4275 P.o qX >5" ALUMINUM PICTURE !KNDOW, IMPAC N P 0. B FL 34274 L�Ci — Pw-90f ZV 4 m 8 4268.4 2X WOOD BUCK OR FRAMING SEE ANCHOR GUIDELINES, SHEET 6 LYNN `� Pa's; = VCENS�c '• :� �� *' No.38705 �.O' OAF ''•.!�ZORIOP.� • •?` ,�OIVAl- ti?G�� A. P 411" P.E. P E8 58708 MISC INSTALLATION DETAILS ' 1/8NOM. MIN. X12 STEEL 1 -DRILLING SEE ANCHOR SMS (G5) SEE ANCHOR SEE ANCHOR FIN FRAME WITH GUIDELINES, SHEET 8 FIN FRAME WIT LINES, 7 FIN FRAME WITH GUIDELINES, SHEET 7 FIN REMOVED INTERIOR FIN REMOVED FIN REMOVED OR INTERIOR 1/4'1X #iSCREWEL WOOD BUCK 1/4' JIm SHIM /12 STEEL *;rH;n 1 /4' MAX. SHIM 1 3/8" MIN. lSHIM J�GUIDELINES, ANC EMBEDMSEE ENT L SEE ANCHOR ..'SHEET 7GUIDELINES. 2X WOOD BUCK OR FRAMING SHEET 7 MIN. CONCRETE KSI PER ANCHOR, SEE SHEET 7 MIN. CONCRETE KSI PER ANCHOR TYPE, OR 1.5 KSI MIN. CMU SEE SHEET 7 OR 1.5 KSI MIN. CMU EQUAL LEG FRAME EQUAL LEG FRAME EQUAL LEG FRAME (OTHER FRAMES SIM.) (OTHER FRAMES SIM.) (OTHER FRAMES SIM.) 2X WOOD SUBSTRATE 1X WOOD BUCKSTRIP DIRECTLY TO MASONRY 2 STEEL 1/8' NOM. MIN. 1 —DRILLING SMS (G5) USE SAME ANCHOR QUANTITY & SPACING AS #12 STEEL SCREW EffiEBIQ@ (SHEET 6)ADE APPROVED MULLIOND A(SEE SEPERATE NOA) ALUMINUM: 6083-T8 MIN. .125' MIN. WALL THICKNESS —11-1/4- MAX. SHIM 1-3/8* EMBEDMENT MIN. EMBEDMENT EXCLUDING POINT J2 STEEL ' 1/8NOM. MIN. X12 STEEL 1 -DRILLING SELF -DRILLING - SMS (G5) SMS (G5) USE SAME USE SAME ANCHOR ANCHOR tUANffTY & QUANTITY. FACING AS SPACING & EDGE #iSCREWEL DISTANCE AS EXTERIOR /12 STEEL (SHEET 6) ZA36 SCREW METAL FRAMING (SHS 6) STEEL_- FY -36 KSI MIN. L .125' MIN. WALL THICKNESS 1/4' MAX. SHIM 2X WOOD BACKER l EXTERIOR FULL—LENGTH, WOOD BACKED STEEL STUD ALL GAUGE THICKNESSES (ATTACHMENT BY OTHERS) SEE ANCHOR GUIDELINES, SHEET 7 INTERIOR 1/4' MAX. F SLUM SEE ANCHOR GUC SHEET 7 :i. ,`4:'. •. ANCHOR, SEE SHEET 7 1.5 KSI MIN. CMU FLANGE FRAME PRECAST SLOPED SILL 1- 1/4" MAX. SHIM #12 STEEL SELF -DRILLING SMS (G5) USE SAME ANCHOR QUANTITY & SPACING AS #12 STEEL SCREW EXTERIOR (SHEET 8) STEEL STUD FM KSI MIN. 18 GA MIN. FLANGE FRAME FLANGE FRAME FLANGE FRAME FLANGE FRAME (OTHER FRAMES SIM. (OTHER FRAMES SIM.) (OTHER FRAMES SIM. (OTHER FRAMES SIM. ALUMINUM MULL SUBSTRATE STRUCTURAL STEEL SUBSTRATE STEEL STUD/WOOD SUBSTRATE STEEL STUD SUBSTRATE NOTES 1. USE ONLY ANCHORS LISTED ON SHEETS 6 AND 7. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. 2. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1X ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1-1/2'. IX WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2X ARE 1-1/2' THICK OR GREATER, INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. 3. FOR ATTACHMENT TO METAL THE STRUCTURAL. MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME. 4. IF APPLICABLE, LOWER DESIGN PRESSURE FROM EITHER WINDOW OR MULLION NOA APPLIES TO WHOLE SYSTEM. NO CHANGE THIS P.O. BQX 1528 NOIKOb9S. FL 34274 UUMINUM PICTURE WINDOW, IMPAC PKL709 NTS S 8 4259-4 VON \•`NSF •'p * No. 68705 ' 0� • � 8TA `I • �� SS/CiNAt1L� �� A !L� •wuYer, P.E. P.E.g 58705 MOTES: 1. ANY ONE SIDE OF THE WINDOW CANNOT BE MORE THAN 145" NOR CAN THE WINDOW AREA EXCEED 321r. 2. FOR SIZES NOT SHOWN, ROUND 1& TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION. 3. FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL WIDTH AND HEIGHT DIMENSIONS COMPLETELY FIT WITHIN. 4. THE WINDOWS WIDTH AND HEIGHT (DIMENSIONS A" AND "B') MAY BE REVERSED TO OBTAIN A MORE ACCURATE RESULT FROM THE TABLE (SEE FIGURE, THIS SHEET). 5. DIFFERENT ANCHORS MAY BE CHOSEN FROM MULTIPLE TABLE COLUMNS TO MATCH THE SUBSTRATE. P.O. aQX 1528 NOHOML9, t2 34274 Anchor TypeD Anchor DescrJ - Substrate Head, SIR and Jamb Anchor Quantities Into Wood or Metal (AnchorTypes 1-4) Min. Embed- mmri #12, Steel sSx (n Anchor 0;804" 1.375" 1#_12, Steel screw (GD S& Stud, Gr 33 0.32,0 .OW118G9 "A" or"B" Oimenskm 0.324" 0.324" (in) #14, Steel screw (GS) S. P111e Type 24 #14, Steal screw (GS) 30 0.361" 36 #14, Steel screw (G5) 42 0.381"_ 1 48 54 60 67.876 #14, Steel scmaw Anchor 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 Locauon" Jamb 3 3 4 3 4 13 4 3 4 3 4 3 413 4 314 3 4 3 4 3 4 3 4 3 4 3 413 4 3 HOB&SM 2 2 2 2 3 3 3 3 4 3 4 3 5 4 5 415 5 5 6 6 8 6 6 6 6 6 8 71 6 7 6 Jamb 4 4 5 4 5 4 5 4 5 5 6 5 5 5 6 51 5 5 6 5 S. 5 6 5 5 5 6 6 5 5 8 5 46 Hes"Ill 2 2 2 2 3 3 3 3 4,3,4 3 5 4 6 415 5 6 6 .6 6 7 6 6 6 7 6 1 7,11 7 Jamb 5 6 6 5 6 5 6 15 6 8 16 8 6 6 7 6 6 6 7 6 7 6 7 6 7 6 7 8 7 6 7 8 so Heats 2 2 2 2 3 3 3 3 4 3 4 3 5 4 6 4151 5 6 5 8 6 7 6 7 6 7 6 8 7 8 7 Jamb 6 6 7 6 7 6 7 6 7 6 7 6 7 7 8 7 7 7 8 7 7 718 7 8 7 8 7 8 7 8 7 67.876 HeacUSM 2 2 2 2 3 3 3 3 4 3 4 3 5 4 6 4 5 6 8 5 6 8 7 8 7 6 7 6 8 7 8 7 Jamb 6 6 8 6 7 6 8 6 7 7 8 7 7 7 8 7 7 7 8 7 8 7 9 7 8 7 9 7 72 Hea&8111 2 2 2 2 3 3 3 3 4 3 4 3 5 4 5 4 5 5 8 6 6 6 7 8 7 8 7 6 _ 76.8 Jamb 7 7 8 7 8 7 8 718 7 8 7 $18 8 8 8 6 918 8 8 9 8 918 9 8 HeaM 2 2 2 2 3 3 3 3 4 314 3 6 4 5 4 5 6 6 5 6 6 7 8 7 6 7 6 Jamb 7 7 9 7 8' 7 9 7 8 8 9 8 8 8 9 8 8 8 10 8 9 8 10 8 ig HeaWSiO 2 2 2 21313 3 3 4 3 4 3 6 4 5 4 6 5 6 6 8 8 7 8 Jamb 7 7 9 7 8 7 9 7 8 8 918 8 8 9 8 8 8 10 8 S. 8 10 8 ffi 85.3 Hen A%M 2 2 2 2 313 3 3 4 3 4 3 5 4 6 4 6 5 6 6 6 6 7 6 ' Jamb 8 8 10 81918 10 8 9 9 10 9 9 9 10191 91 9 11 9 Head/SN 1 2 2 2 2 3 3 3 3 4 3 4 3161 4 61415 5 16 5 Jamb 9 9 12 9 10 911219 10 10 12 10110110 12 10 109.7 Head1SM 2 2 2 2 3 3 3 3 4 3 4 3 614 fi 4 Jmisb 10 10 13 10 11 10 13 10 11 11 13 11 * VAdth and Height dimensions may be 120 Head(SW 2 2 2 2 3 3 3 3 4 3 4 3 reversed to bete anchor quantities on the table. If so, the Head/Sill and Jamb rows 128HeadtSM Jamb 11 11 13 11 12 11 13 11 12 12 13 11 must also be reversed so that the longer 2 2 2 2 3 3 3 3 4 3 4 3 dimension gets the most anchors. Jamb, 12112 16 12 13 12 16 12 148 Head/SW 2 2 2121313 3 1 3 MOTES: 1. ANY ONE SIDE OF THE WINDOW CANNOT BE MORE THAN 145" NOR CAN THE WINDOW AREA EXCEED 321r. 2. FOR SIZES NOT SHOWN, ROUND 1& TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION. 3. FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL WIDTH AND HEIGHT DIMENSIONS COMPLETELY FIT WITHIN. 4. THE WINDOWS WIDTH AND HEIGHT (DIMENSIONS A" AND "B') MAY BE REVERSED TO OBTAIN A MORE ACCURATE RESULT FROM THE TABLE (SEE FIGURE, THIS SHEET). 5. DIFFERENT ANCHORS MAY BE CHOSEN FROM MULTIPLE TABLE COLUMNS TO MATCH THE SUBSTRATE. P.O. aQX 1528 NOHOML9, t2 34274 Anchor TypeD Anchor DescrJ - Substrate Min. Edge Min. Embed- mmri #12, Steel sSx (n — S.Ptne 0;804" 1.375" 1#_12, Steel screw (GD S& Stud, Gr 33 0.32,0 .OW118G9 012, Steel screw #12, Steel screw G5) Alum. g0W'!E A38 Steel 0.324" 0.324" 0.125r' 0.126" #14, Steel screw (GS) S. P111e 0.984" 2 #14, Steal screw (GS) StL Stud, Gr 33 0.361" _1.378" .!148"11 #14, Steel screw (G5) Alum. W63-76 0.381"_ 0.128" #14, Steel scmaw A36 Steen 0.301" 0.126" 3 1/4" Steel ulbacon S. Pine 1" 1" 1.375° 1.375" 114" 410 SS 4 Maxine 5118° Steel UBracon S. PMe 128° 1 1.3761 A" & "B" DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. DIM. [--"B" DIM. _Z1T � "8" DIM. DIM. \� Pwam I NTS1 6 a 8 1 42694 F4tOAiSCritBVt38D m oaagnlytog W ton a�a p�nm. Yraduet "\V0\ VYNN.�ya".'�j�� * No. 58705 ate' CA -60 U: . O�F�_ •FtORiOP��?�� P.E. NOT 1. ANY ONE SIDE CANNOT BE MORE THAN 145" AND HAVE AN AREA OF MORE THAN 32Fr. 2. FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION. 3. FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL WIDTH AND HEIGHT DIMENSIONS COMPLETELY FIT WITHIN. 4. THE WINDOWS WIDTH AND HEIGHT (DIMENSIONS A" AND "B") MAY BE REVERSED TO OBTAIN A MORE ACCURATE RESULT FROM THE TABLE (SEE FIGURE, THIS SHEET). 5. DIFFERENT ANCHORS MAY BE CHOSEN FROM MULTIPLE TABLE COLUMNS TO MATCH THE SUBSTRATE _. , h_ il, TJ . x.X 4 1 P.o. eQx 1529 NOKOMIS. IL 34274 Head, Sip and Jamb Anchor Quantitlss Into Masonry (Anchor Types 6-7) Min. Min. Anchor Type Anchor Substrate Edge Embed- "A" or "B" Dimension (in) mad b 1!4" Steel UFtrerwn - Type _1' 24 1/4" Steel Ulba mn 2 7k Cor¢rete 38 1 42 114" 410 88 CreteFlex 48 1 54 60 1 67.875 Anchor LOCWJ n' 6 8 7 6 8 7 5 6 7 5 6 7 5 6 7 5 8 7 5 6 7 6 6 7 ws- Steel Ulhacon 3.bk Caroms I 1.w_ Jamb 4 3 3 4 4 3 4 4 3 4 4 3 4 4 3 4 1413 4 4 314 413 38 HeadtSpl 2 2 2 3 3 3 4 4 3$$ 4 6 5 4 618 6 6 8 6 7 718 Jamb 5 4 4$ 6 4 5 5 4 6 5 5 6 6 5 616 6 6 6$ 8 6 6 48 —Head/SN 2 2 2 3 3 3 4 4,3 8$ 4 6 5 5 7 6 6 7 6 6 8 7 7 Jamb 8 5 6 6 8 6 8 -615 7 6 8 7 6 6 7 6 6 7 6 8 7 8 8 Headl818 2 2 2 3 3 3 4 4 3 8 5 4 6 5 5 7 6 6 7 6 6 8 7 7 Jamb 7 8 8 7 8 8 7 7 8. 8 7 7 8 7 7 8 7 7 8 7 7 8 8 7 87.876 HeadN318 2 2 2 3 3 3 4 4 316 6 4 616 fi 7 816 7 8 8 8 8 7 Jamb 8 8 6 8 7 6 8 7 8 8 7 7 9 7 7 9 717 9 8 7 72 HeadISM 2 2 2 3 3 3 4 4 3 5 6 4 6 8$ 7 6 6 7 8 6 _ 78.8 Jamb 8 7 7 8 7 7 8 8 7 8 8 8 8 8 8 9 6 8 9 8 8 Headi$ill 2 2 2 3 3 3 4 4 3 5 5 4 8 5 6 7 6 6 7 6 6 84 Jamb 9 71 7 918 7 9 8 7 8 8 8 10 8 8 10 8 8 HeadISM 2 212 3 13 3 4 4 3 5 5 4 6 5 6 7 6 8 is 8&3 Jamb 8 7 1 71 9 18 7 9 18 1719 IS 8 10 8 811018 8 Head/Slg 2 2121 313 3 4 4 1318 16 4 6 6 5 7 6 6 Jamb 10 8 I 8 1019 8 10 9 81101 9 9 ill 9 9 98 Head/SM 2 2 1 2 313 3 4 4 3 8$ 4 61 6 5 Jamb 12 919 12110 9 12 10 9 12110110. 108.7 Hea&Sgl 2 2 12 3 13 3 4 4 3 6 15 14 • VAdth and Height dimensions may 120 Jamb 13 10 10 13111 10 13 11 10 be reversed to locate anchor HeadISM 2 2 2 313 3 4 4 3 quantities on the table. If so, the 128 Jamb 13 11 11 13 12 11 13 12 11 Head/911 and Jamb rows must also Head/SI8 2 2 2 3 3 3 4 4 3 be reversed so that the longer Jamb 16 12 12 i5j 13 12 dimenslon gets the most anchors. 145 Heed/SM 2 2 2 3 3 3 NOT 1. ANY ONE SIDE CANNOT BE MORE THAN 145" AND HAVE AN AREA OF MORE THAN 32Fr. 2. FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION. 3. FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL WIDTH AND HEIGHT DIMENSIONS COMPLETELY FIT WITHIN. 4. THE WINDOWS WIDTH AND HEIGHT (DIMENSIONS A" AND "B") MAY BE REVERSED TO OBTAIN A MORE ACCURATE RESULT FROM THE TABLE (SEE FIGURE, THIS SHEET). 5. DIFFERENT ANCHORS MAY BE CHOSEN FROM MULTIPLE TABLE COLUMNS TO MATCH THE SUBSTRATE _. , h_ il, TJ . x.X 4 1 P.o. eQx 1529 NOKOMIS. IL 34274 A7 & "8" DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. A" DIM. t•- "B" DIM. --� `B" DIM. DIM. MM I NTS 17 a 8 1 42694 PAODIIf.TR81R8$D asomegdyit�wleb tbo ell ```��ON•{ LYNN *' No. W705 •• � STATE OF • CC/ ZONAL �NE A I MBIlli" P. s o 5870$ Min. Min. Anchor Type Anchor DescripHal Substrate Edge Embed- Dh tanee mad b 1!4" Steel UFtrerwn - _Hollow Bloch _1' ll b _ 1/4" Steel Ulba mn 2 7k Cor¢rete T 1.376" 6 114" 410 88 CreteFlex HolMw Block 1" 128• 1/4" 410 SS C relaFlex 3.35k Ctxxxete 1" i 7 wle" Steel Ullm+ron HOlknv Bkx* 1.681 126° ws- Steel Ulhacon 3.bk Caroms I 1.w_ 1" A7 & "8" DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. A" DIM. t•- "B" DIM. --� `B" DIM. DIM. MM I NTS 17 a 8 1 42694 PAODIIf.TR81R8$D asomegdyit�wleb tbo ell ```��ON•{ LYNN *' No. W705 •• � STATE OF • CC/ ZONAL �NE A I MBIlli" P. s o 5870$ 2.784" 094' 2,500" .062' -"`1 �- .077' 1.125" INTEGRAL FIN FRAME O MAT'L: 6063—T5 DWG NO. 4256A —. 1.875- =^ .062' .062 2.784' FLANGED FRAME O DWG NO. 4253 Aro CHMGE TM SWEr 13 .062* .094' .970" -1 875" .050- ._.-11..— 1 1/16" LAMI GLASS BEAD 1s MATT: 6063—T5 DWG NO. 4255 .346" -►{ �-.- .975" .050" -r{N-- 1-1/16" LAMI I.G. GLASS 13EAD 11 MAT'L: 6063—T5 DWG NO. 4254 ITEM DWG # PART P DESCRIPTION 1 4258A 642.56 Integral 6n frame head, sill & jamb 2 4253 64253 Flanged frame head, sill & jamb 7 1155 781 PDX #8 x 1 Quad PH SMS stainless steel 8 Schnee -Morehead SM5504 acryl-r marrow JoInt sealant or 10 4255 64255 7/16 lama glass bead 11 4254 64254 1-1/16laml I.G. glass bead 12 1224 67P247 Vinyl bulb weatherstrip (thick) 13 4224 installation fastener co%er 14 Dow Coming 899 glazing sealant or equKelent 15 Dow Coming 995 silicone structural sealant, black 17 Ills" laml glass: 3/16" annealed -.090 DuPont Butacite or Saflex KeepSelb Maximum PVB interlayer - 3116' heat strengthened 18 141i6" lams I.G. glass: 3116' heat strengthened outboard - 7/16' airspace - 3/16" annealed -.09D DuPont Butacite or Sdex KeepSafs Maximum PVB hderlayer - 3/16" heat strengthened 20 4262 64262 Architectural corner key 21 7116" lam[ glass: WlW heat strengthened -.090 DuPont Butacite or Sailex KeepSafe Maximum PVB intedayer - 3/16" heat strengthened 22 1-1118" lama 1.13. glass: 3116" [teat strerohered outboard - 7116" airspace - 3/16" heat strengthened -.09D DuPont Butactte or Saftex KespSda Mextrnum PVB trdefter - 3/16" heat strengthened P.O. ox 1629 NOKOIA3, F1 .34274 PW -M I 1Y78 1 8 " 8 I 4269-4 .974' .047 INSTALL. FASTENER COVER 13 MAT'L: 6063—T5 DWG NO. 4224 eco Fladaa \�.•� `i LYNN 4f/A, ,// * Na 58705 ,-off �•�� ,� tt ' �, .,PLoaVo_• SIONAL �W.. A. Pt�WW P.E. P E f 58705 MIAM•DADE MIAMI -DADS COUNTY PRODUCT CONTROL SECTION DEPARTMENT OP PERMITTING, ENVIRONMENT, AND REGULATORY 11805 SW 26 Street, Room 208 AFFAIRS (PERA) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NPA} www.miami adegov/uerai PGT Industries 1070 Technology Drive, North Venice, Fl. 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERA - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DFSCRIPTION: Series'TGT" Clipped Extruded Aluminum Tube Mullion - L.M.I APPROVAL DOCUMENT: Drawing No. 6300JR, titled "Impact -Resistant Aluminum Tube Mullions", sheets 1 through 22 of 22, prepared by manufacturer, dated 08/29/11, signed and sealed by Anthony Lynn Miller, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. iMISSE E IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the ser by the manufacturer or its distributors and shall be available for inspection at the job site at quest of the Building Official. This NOA revises 90A ## 10-0819.05 and consists of this page evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel rerezl .. L JAPPROVED1 NOA No. 11-0922.01 1` Expiration Date: May 26, 2016 rx"4, Approval Date: December 08, 2011 \X Page 1 s� PGT Industries NOTIL OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. 6300X;, titled "Impact -Resistant Aluminum Tube Mullions", sheets 1 through 22 of 22, prepared by manufacturer, dated 08/20/11, signed and sealed by Anthony Lynn Miller, P.E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 along with marked -up drawings and installation diagram of clipped aluminum mullions, prepared by Fenestration Testing Lab, Inc., Test Report No. FTL 6443 (samples A-1 thru E-1), dated 02/28-11, and addendum letter dated 05/05111, all signed and sealed' by Marlin D. Brinson, P. E. (Submitted underprevious NOA #10-0819.45) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-2007 and FBC-2010, prepared by manufacturer, dated 09/20/11, signed and sealed by Anthony Lynn Miller, P.E. D. QUALITY ASSURANCE 1. Miami -Dade Department of Permitting, Environment, and Regulatory Affairs (PERA). E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of conformance with the FBC-2007 and FBC-2010, and no financial interest, dated June 06, 2011, signed and sealed by Anthony Lynn Miller, P.E. 2. Proposal # 10-1070-R issued by BNC to PGT Industries, dated 01/07/11, signed by Ishaq I. Chanda, Product Control Examiner. G. OTHER 1. Notice of Acceptance No. 10-0819.05, issued to PGT Industries, for their PGT Series Aluminum Clipped Mullion — L.M.I., approved on 05/26/11 and ' ing on 05/26/16. 4 Mpfiuel Perez, P.E. Productnt l Examiner NOA No. I1-0922.01 Expiration Date: May 26, 2016 Approval Date. December 08, 2011 E-1 SUITABLE FOR ALL LOCATIONS REQUIRING NON -IMPACT OR LARGE AND SMALL MISSILE IMPACT -RESISTANT PRODUCTS FIGURE 1: MULTIPLE DPW"WTHFOEfIC.dI1 MULLIONS 8%7rLALU�G't T323 SEE DETAILS / at6sTeas Mln, LENGTH LI HOR�IT HIL------ MULL AL LENGTH I EDEA" aHEersa,3 HORIZONTAL MULL LENGTH GENERAL NOTES: 1) DETAILS SHOWN ARE FOR THE MULLION ONLY. ANCHORS SHOWN ARE W ADDITION TO ANY ANCHORS REQUIRED FOR THE FENESTRATION PRODUCT INSTALLATION. TYPICAL APPLICATIONS ARE SHOWN. EACH SITUATION IS UNIQUE AND SHOULD BE EVALUATED BY AN EXPERIENCED INSTALLER FOR THE BEST INSTALLATION METHOD. OPTIONAL 1X OR 2X WOOD BUCKS IF USED, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS AND ARE TO BE DESIGNED BY OTHERS. ARCHES TO BE 2) THE TYPE AND NUMBER OF ANCHORS IS CRITICAL TO THE STRUCTURAL PERFORMANCE OF THE MULLED UNITS. MULLIONS SHAPE HAVE BEEN TESTED AS 'FREE-FLOATING' AND DO NOT NEED TO BE DIRECTLY ATTACHED TO THE MULLION CLIPS, BUT SHALL NOT HAVE A GAP OF MORE THAN 14' FROM THE CLIP. 3) THE ANCHORAGE METHODS SHOWN HAVE BEEN DESIGNED TO RESIST THE WNDLOADS CORRESPONDING TO THE REQUIRED DESIGN PRESSURE. MULLIONS ARE CALCULATED TO DEFLECT NO MORE THAN U1S0. THE IM STRESS INCREASE WAS NOT USE() IN THIS ANCHOR EVALUATION. THE 1.8 LOAD DURATION FACTOR WAS USED FOR THE EVALUATION OF WOOD SCREWS. 4) PROPER SEALING OF ENTIRE ASSEMBLY IS THE RESPONSIBILITY OF OTHERS AND IS BEYOND THE SCOPE OF THESE \ INSTRUCTIONS. i A� �� 6) USE THE COMBINED WIDTH OR HEIGHT OF ONLY TWO ADJACENT FENESTRATION PRODUCTS TO DETERMINE PRESSURES AND / stHEET82a ANCHORAGE FOR THE COMMON MULLION, SEE EXAMPLES ON THIS SHEET AND SHEET 21. FOR MULTIPLE UNITS, CONSIDER OI+Etm a ONLY TWO ADJACENT UNITS AT A TIME WHEN USING THE DESIGN PRESSURE AND ANCHORAGE TABLES. THE LOWEST DESIGN NEHiHT PRESSURE OF MULTIPLE MULLIONS OR FENESTRATION PRODUCTS SHALL APPLY. FOR HORUONTAL 8) WHEN FINDING YOUR SIZE IN THE MULLION TABLES, ALWAYS ROUND UP TO THE NEXT SIZE SHOWN ON THE TABLEMS SEEDETAILE, MULL -SHEETS 7) ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE COATED OR CORROSION RESISTANT AS APPROPRIATE FOR SUBSTRATE MATERIAL DISSIMILAR MATERIALS SHALL BE PROTECTED AS REQUIRED TO PREVENT REACTIONS. FENHBTHATMN PHO MAY - BE OFANYTYPE 43; 8) REFERENCE: TEST REPORTS: FTL-84ELC.O ULTRACOMAGGRE-GATOR NOA'S; ANSVAF&PA NOS FOR WOOD CONSTRUCTION: FANY MUST Be ADM -ALUMINUM DESIGN MANUAL MANUFACTURED BY PGT. 9) MULLIONS AND CLIPS HAVE BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, AND ARE APPROVED FOR IMPACT AND NON -IMPACT APPLICATIONS. MULLIONS ARE ONLY TO BE USED WITH PGT -APPROVED FENESTRATION PRODUCTS HAVING CURRENTAPPROVALS. 10) MULLIONS ARE IN COMPLIANCE FOR USE IN THE HVHZ. ADDITONAL EXAMPLES OF MULL CONFIGURATIONS: yGTH h—OPL]VWGYJIDDi--1 �HOWZMLiLI LENCiCH—^I HEIM POman HULL ` dFOR T LENGTH r P NC= L T_ J SINGLE MULLION SINGLE MILLION y O TM FWtVEftRCJLL MULL -4 OPB*aWIDTH FOR VERTICAL MULL ` %SEEOORRESPONDINGDETAILS MULTIPLE MULLIONS FROM FTGIIR E 1 ABOVE. INSTRUCTIONS: 1) DETERMINE THE DESIGN PRESSURE REQUIREMENT (LBS*P) FOR THE OPENING USING THE ASCE-7 STANDARD. 2) CHOOSE A MULLION TYPE THAT WILL FIT THE DEPTH OF THE FENESTRATION PRODUCTS FRAME DEPTH. 3) REFER TO SHEET 22 TO DETERMINE IF THE WIND LOADING IS-RECTANGULAMOR-TRIAN GENERAL NOTES-„ 1 INSTRUCTIONS._...._._ 1 ELEVATIONS__.„_„_.1 MULL TO 2X WOOD, _..---- _......... 2 MIAL TO 1X & MASONRY_;...„._... 2 INSTALLATION NOTES...._-_...._. 2 MULL TO MASONRY.........__„»... 3 MULL TO STEEL STUD..----.. 3 MULL TO MULL___„........v.„„. 3 ANCHOR SPECS-..._....__—.__ 3 ALTERNATATE CLIPS__...__._.« 4 BAY MULL. OWAL1ATION_-.„„_..4 I X 2 X.126 MULL SPECS—_..„8 IX 2 X.378 MULL SPECS—._...._ 8 1 X 2.76 X JM MULL SPECS-- 7 i X 2.78X.5 MULLSPECS._...Y..8 1 X 3.126 X.886 MULL SPECS..... 0 1 X 4 X.126 MULL $PECS------ 10 1 X 4 X.376 MULL SPECS._._..__ 11 126 X 3.188 X.268 MULL SPECS. -12 2 X 4 X.26 MULL SPECS.„„._._..... 13 2 X 6 X.26 MULL SPECS._.... 14 128X 2.11 X AW MULL SPECS_. 16 3(° X 326 BAY MULL SPECS_..._.18 48' X 3.26 IDLY MULL SPECS-_ 17 MULLION& CUP DEMNMIONS._..18-26 EXAMPLES 18 LOADING EXAMPLES....„._........._.22 4) FIND THE CHOSEN MULLION'S MULLION CAPACITY CLBg/FT°) FROM TABLES 1A THROUGH 1&% ON SHEETS 5 THROUGH 17 tRLODUCTREVISBD RESPECTIVELY, USING THE MULLION TYPE, LENGTH AND OPENING WIDTH OR HEIGHT(DEPENDING IF THE MULLION IS SPANNING asoomplyftwlkbdwpbft VERTICALLY OR HORIZONTALLY}. THE MILLION CAPACTTY(uu*- °) OBTAINED SHALL MEET OR EXCEED THE DESIGN PRESSURE B°Rdh* Cob AooNO REQUIREMENT (LBS FM FOR THE OPENING OBTAINED IN STEP 1) � Ido S) FROM THE SAME TABLE USED IN STIP 4) ABOVE FIND THE VALUE IN THE NEXT COLUMN ANCHOR CAPACITY REQUIRED (LBS. THIS By VALUE REPRESENTS THE WINDLC AD TRANSFERRED TO THE SUBSTRATE BY THE ANCHORS AND MUST BE MET TO ATTAIN THE FULL MULLION CAPACITY. 11111 `�� K LYNN �. 6) FROM THE ANCHOR CAPACITY (LBS) TABLE ON THE SAME SHEET AND USING YOUR ACTUAL SUBSTRATE CONDITION ( MULTIPLE ANCHORI8U83TRATE/ANCHOR-CLIP PATTERN MAY APPLY) SELECT AN ANCHOR CLIPPATTERN AND VERIFY THAT THE REQUIRED `�� ,ZO �G@NSE • .,'•.. �� ANCHOR CAPACITY IS MET. * 7) IF THE MULLIpN CAPACITY (LBStFM OBTAINED IN THE TABLE IS HIGHER THAN THE DESIGN PRESSURE REQUIREAOEfd7 (LBS/FT°) �C ; NO• ATOS FOR THE OPENING, YOU MAY USE THE "ANCHOR CAPACITY ADJUSTMENT FORMHLA` TO OBTAIN THE LOWER ANCHOR CAPACITY REQUIRED. WITH THIS VALUE A LOWER ANCHOR CAPACITY OPTION MAY BE SELECTED FOR THE SAME SUBSTRATE Q B) VERIFY THE DESIGN PRESSURE RATING c►FT') FOR THE FENESTRATION PRODUCT TO BE USED AND (XJMPARE WITH THE FINAL MULLION CAPACITY SJ33/FT'1 OBTAINED FOR THE MULLION SYSTEM. THE LOWER OF THE TWO SHALL APPLY FOR THE ENTIRE .. ii3EEE�tI �� % O .. pP--A MUL LED FENESTRATIONBLY.'��sSIONA�l” ,- , �T oR� 9) HIGHLIGHT USED AND TABLEVALUESUSED IN A SPECIFIC APPLICATION WHEN USING THIS NOA TO APPLY FOR A PERMIT. A. LYI�484UIUO,L�, P E. FL P.E # 5870 DETAIL A. MULLION TO 2X WOOD BUCK OR WOOD FRAMING (OFFSET CLIP SHOWN) SEE SHEETS 1&70 FOR HOLE LOCATIM .'!, i.0. r Lyf�« • `i FRONT VIEW SIDE VIEW INSTALLATION NOTES: 1) ANCHOR EMBEDMENT TO EASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. QUANTITY OF ANCHORS MID MULLION SIZE SHOWN ABOVE ARE FOR PICTORIAL REPRESENTATION ONLY. BECAUSE THE ANCHOR CAPACITY IS BASED PARTLY ON THE ANCHOR TO ANCHOR DSTANCE, THE CORRECT QUANTITY AND LOCATION OF ANCHORS MUST BE FOLLOWED. REFER TO THE TABLES ON THE FOLLOWING SHEETS. FOR DETAILS A -D, EITHER THE STANDARD OR INTERIOR CUP MAY BE USED. 3) ANCHOR HEAD TYPE MAY BE PANHEAD, HE)MAD OR FLATHEAD. 4) WOOD SUCKS ARE OPTIONAL, SEE DETAIL G SHEET 3, B) FOR MASONRY APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI OADE COUNTY APPROVED ELCO ULTRACON OR ELCO 1/4- S.S. AGGREGATOR MASONRY ANCHORL DETAIL B: MULLION ATTACHED TO 1X WOOD BUCK AND MASONRY (STANDARD CLIP SHOWN) L� EXTERIOR MIN 2.7 RSI CONCRETE OR CMI FRONT VIEW MP727NGi � .� �. ,� ••� Ewe CONCRETE OR CMI'_ (_DISTANCE, —+1 SEE SEE TABLES E06EDwmm 18.108 111111117%1 i� aR' �,�OENSB• .''c ' 'ic • No. 58705 OF ` FCOR100:G� C> ';,,;St,10'NA%- A. LYPIN�II j 1 P.E. FL P.E# 68705 DETAIL E: DETAIL C:MULLION TO MULLION r MULLION DIRECTLY ATTACHED TO INTERSECTION NOTE MASONRY STRUCTURE MULLION (U -CLIP) 1) MAY BE INSTALLED IN -TEE' OR •CROSS•' (STANDARD CLIP SHOWN) ,A--� INTERSECTIONS. 4 VAI JY ' I 2) MAYBE INSTALLED HORIZONTALLY STANDARD � L (SHOWN) OR VERTICALLY. SEE TABLES 18.108 3) SEE U -CLIP DRAWINGS. SHEETS 18.2D 8 OFFSET Ml0.l i . TOP VIEW FOR CORRESPONDING MULLION. toCLIPM DWALISE DBBY , EDOEOISTANCE ON Q *"w METHOD. a MR VARIER.7.� ANCHORS Ia; 012STEELBCRM, /-89.FDRS.LtJJB OR PRE-DRILL MWIMANDUSESMffi UiUi e Q EXTERIOR 'a" 8 EDGE MULLWI: O g o FOR MASONRY / ANCHORS,o _ Z. � g U4WP 5 Il(=n_. LLL 1e EXTERIOR TYP.ANCHgft.G ///�PBBHRRRE TAB1.E818.108 4 Q TYP.ANCHOR BEH BHEET8 OR I L PEItBUBBTHAT& "Mil"MilLOCATIOCATION afro SEETABLES18-1013 FRONT VIEW ®SE ce ATTAtbOAENT DISTANCE �2 F– 7 Iri OTHEt�. - SEE TABLES to a SEE NOTE I, r .' .' 10-103 :;; BHHET,. a N EDGE DISTANCE ABLES a w &?KSI camwm OR a a ��—ter SIDE VIEW 2—h 1' Emu 2A K81 CONCRETE OR CMU IS -1613 15 FRONT VIEW SIDE VIEW DETAIL D: MULLION ATTACHED TO (j STEEL STUD I� r 1 (STANDARD CUP SHOWN) �J INSTALLATION NOTES: STraICruRE 1) ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. WP' ANCFM :SEET,& 108 I�ODUCT 2) QUANTITY OF ANCHORS AND MULLION SIZE SHOWN ABOVE ARE FOR PICTORIAL REPRESENTATION a > ONLY. BECAUSE SHE ANCHOR CAPACOY IS BASED PARTLY ON THE ANCHOR TO ANCHOR DISTANCE, THE 1 -N FOR 1�Hd CORRECT QUANTITY AND LOCATION OF ANCHORS MUST BE FOLLOYVED. REFER TO THE TABLES ON THE H �` �` > 8 CCOOda�t� Act ! FOLLOWING SHEETS. FOR DETAILS A -D, EITHER THE STANDARD OR INTERIOR CLIP MAY BE USED. LOCATIONS NO 3) ANCHOR HEAD TYPE MAY BE PANHEAD. HOWEAD OR FLATHEAD. MULLION 0 ` BY Ptoduot 4) WOOD BUCKS ARE OPTIONAL WE DETAIL C SHEET 3 1LII 11111//// - 5) FOR MASONRY APPLICATIONS IN MIAMI -DARE COUNTY. USE ONLY MIAMI -RADE COUNTY APPROVED ELCO ULTRAOON OR ELCO 1/4• S.S. AGGREGATOR MASONRY ANCHORS.DWANCE ��:'�,GENSE i� FRONTVIEW ,B�oAAANDCWktAmTwrtHr�FLwAme t ,� �� A2X IAIOOO BACKER MUST USED. ATTACHMENTBYOTHB IL '= * NO. EXTERIOR USE WOODANCHOR SPECS SIDE VIEW NOTES: 2X WOOD•BACKED 8TUD8, WOOD Q �Alm.2WZ •.FOR STEEL ANCHOR VALUES MAY BE USED. 0' ' •., 208104 ' ''�'�SStt�rOr,,N��A''LLL� ``• 2) SEE CORRESPONDING MULLION TABLES SHEETS 617, FOR QUANTITY OF SCREWS. ALYrvIV�mtLL P.E. FL P.E.# 68705 DETAIL F: FIELD -MODIFIED MULLION CLIP (F -CUP) SEE OEfAB.BA•E. SHEETS 2 AND 3 FOR NOTALLATION X TOSPEGMSUBSTRATES. O O O O IDE VIEW SHOwNO1rtT l*xrx.12V mwaaN DETAIL G: ANGLE MULLION CLIP (ANGLE CLIP) DETAIL H: BAY MULLION INSTALLATION (ANGLE CLIP) ,000� WOR4V KMWOOOISTEELSTANI)AROCUPTOSE EXTERIOR OR MASONRY EXTERIOR f / A", CMU OR MASONRY VIODIFED PMELD. mmm ovvwo / .. AWK CMU OR MASONRY ti ,moi• itPEROISTANWPERANCHOR NOTES FOR INSTALLATION OPTION /�..' ANIMM NMS FOR INSTALLADON OPTIONS R , CLIPS S - ED WIDE OF MULLION. 2) DETAIL Q SEE TABLES 113-1113 FOR ANCHOR QUANTITIES AND SHEETS 18-20 FOR HOLE 1) [�ETAIL IS NOT APPLICABLE FOR THE BAY OR 1-2W X III'X.12V MULLION. LOCATIONS. 2) SEE TABLES 10-108 FOR ANCHOR QUANTITIES �. SHEETS IM FOR HOLE LOCATIONS. 3) DETAIL K' SEE TABLES 120 OR 1313 FORANCHOR QUANTITIES AND SHEETS 180 MR 3) THE 2X6 CLIP IS NOT SUMABLE FOR THIS APPUCATION. HOLE LOCATIONS.• I TABLE 1A Ar&W CIP Patwm I AWtWlYFsl I v,• u I um;«, 1311WEWUI. I v's-waw I; ao�«Iii I Isr ma�f:i ;lc�e,ls«�.iosll NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. ANCHOR CAPACITY ADJUSTMENT FORMULA: X (ANC CAP.,,,,,-ANCHORCAP._ i MULLION CAP.,tl„�, USE THIS FORMULA TO OBTAIN THE ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT IS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. FIGURE 1: FIGURE 2: TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. 1KtODUCT REVISED o F�,' F" o eSEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. asuaftowe s a3o wltL Plodda A*clpftwh%A-Q5 1- 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. r CURE 3: 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 1&20. ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRUM IN 2,000 1117 THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 18.20. II t t t ANGLE CLIP MUST BE USED IN PAIRS, 4 SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED L 128" FIGURE 4: FIGURE 5 FIGURE 6: CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM SHA WOOD SHALL BE BE A MI R&TREAF .12F k M YELLOW SOUTHERN PINE WITH AN SO OF 0.68. ALUMINUM SHALL BE 8083-T8 AND BE A MINIMUM OF.12F THICK STEEL STUB TO BEA A MINIMUM GRADE 33 AND.045"THtCKEXT N GAUGE} STRUCTURAL STEEL TO BEAT 1• X 2• X .128• MULLION = NO' rjgT05 _ � • • THE MATERIAL THICKAND A38. ALLANCHOR8 lPTCO METAL SHALL EXTEND AT LEAST 33CREW THREADS BEYOND = � �'�O.o' •..moo o '•t��. '�,,,`S�ONAL,,• A LYI� MILy.'ER, P.E. FL P.E.# 68706 YIrd:1A*' -.1 NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. =ANCHOR CAP._ USE THIS FORMULA TO OBTAIN THE ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING. WHEN IT IS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. FIGURE 1: FIGURE 2 TABLE NOTES: Anchor Capadly Table (Ibs) W 011411 la8wkbthe W" • 01 • s9 ualm 2.7a Ca94edo uk Omo I O N40ow c w O • Rmed cmu PTWoad badw AnclwrCUP Pattenb Amborlype: eHSElae120mon yrE'kotAbaeon 8115 mm Lfta n SfSEJ¢ollommn va•Elcetlgfeee, Vr 88 Elco SW Eiaa 114' SS Ebo 010 Sled AWS MIM ARWOU41 Bmew((ib) 012 St" 012 WOO Somw(GM Scmw(88) ElOOOMONO ft T 2 -Ur r 21w 3-1w r 2.1W T 2-w r 3-tv r 0.45 a64• 0.724' Embedmmd On 1314' 144 14W 1.114 r t -w 1-14 t -1w 1-114 1-V4• 1-V4 r t3/8' 1318' (99e trate 2 MCFNm fS are` aGlBtendstdw�&Cllp 980 m9 380618 450 lbs mom 1 ma 270om 280Fm 3 M 740ms 488 ms 664lba 118209 828 On 420 m9 080 4 An4bas 01.10• tdbl. O.a l SMntlmd(w O MW) CBP ft 2): 400 On 700 ms WA WA WA A 880 m9 WA WA WA WA WA 882 Um 840 Ofs 1120 m9 4AnoMmt� 3* WA O.G 02S An&Dips IOU 3x 760 ms 70o IDs 080ms 1080ms 1888ms 610 ms 68009 WA 780 On mom 880ms 2384ms am 840 m9 1120 m9 2AnWM (8R 0.46• O.G 11LC8p, boo Adm. WA A WA WA WA WA WA A WA RA WA WA WA WA 7t8 ft 1Am wrF-Clipgiq o /soft 'm ft 226ms 446 m9 8220s t36oa 14oma Was dam 234 as 932 m9 6810n 18300 MOW � 280 ms 2 Atwbms 1.16' WA O.GI F-0Op ek 24000 880 018 WA WA WA WA 100 Gig WA WA bpA WA WA 328 00 420 am 680ms NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. =ANCHOR CAP._ USE THIS FORMULA TO OBTAIN THE ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING. WHEN IT IS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. FIGURE 1: FIGURE 2 TABLE NOTES: W 011411 la8wkbthe W" • 01 • • Bui)da18CaA0 t Aawptml6e� O 1[ O • • SEE SHEET 1 FOR INSTRUCTIONS ON USING THE AND SHEET 22 FOR INFORMATION ON LOADING. 1.000' EE SHEETS 2 FOR GENERAL IN87ALLATION METHTABLES � r+— 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. hBy FIGURE 3: 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 1&20. 1111 I I i l I1 • • F• • ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED IN x'000" `` N u e THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 1820. ......... `�� Grp . ' �GENSF '•. P i ANGLE CLIP MUST BE USED IN PA8ffi 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HALLOW AND GROUT41LLEDL 378" -T * : FIGURE 4: ® FIGURE & FIGURE & CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-90 WOOD SHALL BE PRESSURE TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.08. ALUMINUM SHALL BE 8083 -TS AND BE A MINIMUM OF .125' THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .040' THICK (18 GAUG4 STRUCTURAL STEEL TO BE AT LEAST .128° THICK AND A3& ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND 1" X 2° X 378' MULLION No 887(X =_ %10 ( 0 11 iL • • • THE MATERIAL %1► '. yTA O �� iO��'•• FGORA10- let A. LYNN MILLER, P.E. FL P.E.B 887 sA 'ga rAnl c nn W W FABLE NOTES W in AnchorCapeft 70 to • • • W in 1.00(r so b1 1008+ Q 120 U 140 in plead 180 in 2.76 CMIWA 1 x "5 x Reotmpldo TWOT04 Rm18n0Wbr TM#Td V. R4 1 7n1ptT4anx Re4tmgwar Tmwft-lo. Rx1pm 4e TIWT-4 R Topmm Reeten9uler T�wR1'na• Re41erou60 Treptfdead Tmp/ldmm L -ft Iae" w4m LOema6 FfondCMu Laft Lwft 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 18-21). 2 7b0' Low AMW*1004 TYOa L LWmrm toe�2 L44db16 * No. 55765 * �_ Loaf L-� wmala LOW" Edge dName Mfi Lire wzft 2-vr r oat 378Atum Tube r Mu@On Ti�lli T11,111X r 3•'Ua• r Ur &W a" •: ��(1` %�1 '•.,FCORIO� :•' G� �? `�`• Fmbeftad 14P4' 134• 144' 134' r 61/4• 1-Y4' 1-v4' 1-tt4' 1-1t4' 4vr r 1.310' 1-w low note 4) 2A1bT01s(84. 0.1 or0lmel CAP .1k 3Wib8 =W0. 11 i 1 1644MB 27000 280 Um 386 Ws 740160 11 if 11 if 1111 323 420ft 4 AnDMM(✓g1.WIHS. O.C. t SlaWmd(w088s1) CUP 09.2): 4W N3 TOO Ibs WA WA WA WA 380 m0 WA wA WA wA NIA 082U SOMS 1120Um 4AUMM403•M6LO.C.t(2)215Ab8fa COp3ift MUM MGM 6809m 160000 Z 'ga rAnl c nn NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CUP. CIRCLED VALUES ARE USED IN THE EXAMPLE ON SHEET 21. .avi.nun 1�~ 1 r—"* 1 m 4ruKw (DP—)X ( ANCHOR CAP.,, ::) _ANCHOR CAP.- 1MULLION CAP.,,a•,,, USE THIS FORMULA TO OBTAIN THE *ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT IS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELD MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. da OomFLYh1g wLb ihd FMflds Ba8dI13COd6 FIGURE 1 FIGURE 2 FABLE NOTES AnchorCapeft Table Ps) • • • 1.00(r Q 1) GEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. plead stbAmwl 2.76 CMIWA 3Ak Cpm. FI E 3 Kdkw CMU .....!lf ''•� FfondCMu PT 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 18-21). 2 7b0' ARCfIMCOP Palertle AMW*1004 TYOa 9118`FhoUOreeon 144't]co UonoaO Uwe" linA99MOOMIA02a4n * No. 55765 * �_ x4' 88 Eke on$, ltm U4.88 Etoo 0108104 012 SW 012 SW AMOGOW SCMW(05) SOMIGM SmW(00) THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 18.20. Edge dName Mfi r 2-vr r 2-1W 3-tv r 2.1W r 2-wr r 3•'Ua• r Ur &W a" •: ��(1` %�1 '•.,FCORIO� :•' G� �? `�`• Fmbeftad 14P4' 134• 144' 134' r 61/4• 1-Y4' 1-v4' 1-tt4' 1-1t4' 4vr r 1.310' 1-w low note 4) 2A1bT01s(84. 0.1 or0lmel CAP .1k 3Wib8 =W0. 4W Oro 8W 0m 1644MB 27000 280 Um 386 Ws 740160 4W Dm 604 ds MEN 323 420ft SING_ 4 AnDMM(✓g1.WIHS. O.C. t SlaWmd(w088s1) CUP 09.2): 4W N3 TOO Ibs WA WA WA WA 380 m0 WA wA WA wA NIA 082U SOMS 1120Um 4AUMM403•M6LO.C.t(2)215Ab8fa COp3ift MUM MGM 6809m 160000 1806 ms 640 Rm =Rm NA 7W1b0 =F* 8W r43 280400 60200 84000 IMMS RAM&= 0 0.4V WM C.C. t U4UR bd01l8'Aim1. 088. 4x wA wA wA wA wA wA wA wA wA wA wA WA WA WA 716 Me 1 AnWo1 F-C2p 1>u lb9 196Ibe 220010 440Ibs m0 t96 Um 1401b9 1777b8 MIbs 234 ib9 992618 SBtem 189108 210 Um 618 2Anomlb. 1.1rM6LaoJFd2IP 2aoro3 3W00 w0. wA w0. WA iWBm w0. wa wA VA WA 360Ib4 NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CUP. CIRCLED VALUES ARE USED IN THE EXAMPLE ON SHEET 21. .avi.nun 1�~ 1 r—"* 1 m 4ruKw (DP—)X ( ANCHOR CAP.,, ::) _ANCHOR CAP.- 1MULLION CAP.,,a•,,, USE THIS FORMULA TO OBTAIN THE *ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT IS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELD MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. da OomFLYh1g wLb ihd FMflds Ba8dI13COd6 FIGURE 1 FIGURE 2 FABLE NOTES r0. • • • 1.00(r Q 1) GEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. plead GEE SHEETS 2.4 FOR GENERAL INSTALLATION METHODS. FI E 3 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS AVOWABLE .....!lf ''•� 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 18-21). 2 7b0' ' aCEN3lc ALLMULLION CLIPS MAYBE FACTORY MACH NED AND CONTAIN UNUSED IDLES. HOLES MAYBE DPAL ED IN * No. 55765 * �_ THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 18.20. ANGLE CLIP MUST 13E USED IN PAIRS. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED CONCRETE BLOCK UNIT SHALL CONFORM ASTM C4110 WOOD SHALL BE PRESSURE FIGURE 4: FIGURE & FIGUREG: (CMU) TO -TREATED YELLOW SOUTHERN PIPE WITH AN SG OF 0.85. ALUMINUM SHALL BE 611113-75 AND BE A MINIMUM OF.12V 0STA OF THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045• THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT1• LEAST .128' THICK AND ASS. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND X 278' X 375' MLA LION •: ��(1` %�1 '•.,FCORIO� :•' G� �? `�`• • THE MATERIAL �s+sJO L i NA �,, A. 010 M(L'LER. P.E. FL P.EA WM TABLE 4A Anchw C8p PeI@nB mummemmityToble 3116'Ekotllf o WHl. LWtaoon Opening Wift (forwd lVapamhg Rum m) or Opeulna tleight(for Irorizol6e67-spam" -A-) 3116'M. UOae4n v4E4:o1Rm64n 58N BON 701. I so In Go In 100 In 12DIn WON Isola 1 x2.78x Ra41811B TeeDOTAmtg. Redmgl6m Tr6plfAenE ReWenOelm 'ov#WW18. RBCWMWW TmP'Ma4 RwmnWm Topfftnt Reamrtr TrOWMV. RmtWtgNm Tm#TIW . ReotangWer TteWTftg. Redo*"TAWMan4 Edge Dletmme Ani 850 Ab4m > B Loam L Loa0M9 LOOmng L... L4eWn0 L aft L - ft 168610 LaaD W Loaft toaft Loa" Loadhg Loa ft Loa ft 2-112' 3•11V r Mumn g g g 2.17r r 3-11V r @N 1740 820 720.0 438 170.0 744 170.0 478 1740 888 770.0 WB 170.0 1 982 170.0 610 170.0 1118 1 17AO 621 170.0 1240 170.0 SM IMO 1468 170.0 MI 158.71 1020 170.0 521 136.8 1820 170.0 821 1 0.324' 481. 170.0 708 170.0 824 1740 858 OMA 684 TMO 582 170.0 890 1740 1133 Was 881 170.0 12M 170.0 877 170.0 1417 1740 63D 141.7 1417 170.0 880 121.6 1417 1740 660 106.3 1417 170.0 860 I-aw MOM N 170.0 747 1740 583 170.0 898 170.0 631 1740 1048 170.0 684 170.0 1105 17MO 723 wZO 1268 1740 747 141L 1283 1740 760 121.91 1288 I 170A 768 104.3 1286 170.0 788 91.4 I= 170.0 758 I -w 60 N 170.0 758 170.0 612 170.0 868 170.0 ON 170.0 1118 170.0 764 160.7 1130 1740 803 199.8 1130 170.0 837 120.8 0.0 856 1046 1130 1TOA 681 88.1 1130 170.0 881 76.3 1158 170.0 881 1-114• 601. 170.0 886 770.0 701 148.6 018 1823 781 126.6 918 144.5 748 109.9 918 132.3 735 58.6 915 1239 728 WA 48 720 73.2 916 114.4 716 628 916 114.4 716 64.9 818 158.4 718 r 831. 181.8 830 181.9 710 128.6 8:1. 138.0 884 158.6 830 12:12 881 94.8 890 112.2 870 84.4 890 104.8 858 748 .4 868 83.9 830 9L8 898 69.2 830 94.1 849 47.4 858 94.1 8� Mmhme C 4.7r WA-O.Q BBN 1321 757 140.0 858 1140 758 1148 838 843 758 1068 8.24 58.6 758 047 614 73.4 758 841 806 840 2 600 6&0 767 79.0 93 47.2 758 70.2 581 41.3 45.041A 767 78.2 591 460 oW 72N 101.7 088 10&8 88.2 84.8 898 91.0 so 727 836 80.1 830 8&8 898 72.2 821 SBA 838 048 514 640 3 GOO 424 636 672 M 58.3 838 8&3 458 31.8 838 56.•2 497 q g 06 781. 8&8 871 90.4 498 72.1 ON 748 488 WA 478 80.1 871 80.8 471 4&0 871 85.5 484 4&2 A 489 38.0 671 47A 462 348 871 44A 447 27.0 Wt 44.5 448 0 78 in 80.0 542 58.4 474 6&7 BRi 70.8 488 58.1 802 821 468 840 8U 8&7 448 44.4 842 61.0 442 40.0 437 33.3 6a? 42.9 420 28.8 842 40.8 1 425 28.0 50 441 423 88008 90 In 821 458 69.7 381 43.4 407 4&4J3037.2 458 39.6 349 SU 458 3&3 349 28.0 458 39.1 338 28A 458 2&6 394 21.7 462 2&1 327 1&8 458 24.1 322 143 458 2&0 319061. WA NIA 429 W M.1 320 35.8 368 582 968 324 309 2&8 388 58.8 304 23.8 388 28.1. 900 21.6 988 24A 798 97A 988 21.0 289 1&3 588 182 2841081. WA 380 we WA 30.1 283 30.8 258 58.1 283 2" 203 22.6 247 18.8 2&9 19.9 244 187 283 1&0 258 I&1 283 18.5 2371111. WA WA 27.8 258 2&3 242 2&12V 23.8258 20.6 z� 17.3 587 1&9 221 1&4120 112028 N 220 229 223 209 18.3 220 1&8 228 182 2ffi 88026 Anchw C8p PeI@nB Amlmr 3116'Ekotllf o WHl. LWtaoon L;Z 3116'M. UOae4n v4E4:o1Rm64n AgAr8691m Wtamn AggmOetor Baraw /List SAomar(86) 2?�ar 026) Edge Dletmme Ani r 2.174 r 2-112' 3•11V r 2•vr r 2.17r r 3-11V r OAA 0.60' 1 0.324' Embedmm0M I-aw 1.304 1474• I -w r 1-114' 1-v4 1-114• 1-vr 1•v4 1-v4' r 1.'98' 1.918' /�84) Mmhme C 4.7r WA-O.Q t Slandmi a Oftel Cop M *1 380 On 39028 460 oW 890109 1004 Bn 27029 =On 36126 740 Vm 0 1182188 MWS 4202s 88008 4Ambme01.18" O.C.IGWkU4(mO6aet1CBPM 4606!9 man WA NIA WA WA 380 we WA WAWA WA WA 85226 112028 4 Amlmn 0 3• Mho. 0.111W 2x6 / (W9.3k 75828 78026 88026 mw u 188826 64000 658 On WA 7802878028. 8028 09626 880169 236129 65829 IF 1120 29 2AWbWs 0 0.46' MN. O.C. t 11420. dao v8'A V lFl& WA tOA NTA WA WA WA NIA WA PBA NIA WA t0A NA4 71826 tAmhm2F475p iRb 6): 18628 1982e 225 On 44629 87226 195Iba 14029 17726 37026 28426 S321ia 8810n 15826 210 ibe 28028 2Amhme(�1.WIfihL 0.CJ P -M O 2401M 38028 N/A WA WA WA 18029 WA WA NN WA P9A 95826 420881 8802a NOTE: FOR THE OFFSET CLIP. USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP_ CIRCLED VALUES ARE USED IN THE EXAMPLE ON SHEET 21. FIGURE 1: FIGUREc, 1,9 e FIGURE 3: TABLE NOTES: P -)x tMULLtON CAP.,, _) -ANCHOR CAP. - USE THIS FORMULA TO OBTAIN THE °ANCHOR CAPACITY REQUIRED° CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING. WHEN IT IS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YEW A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TAS ES AND SHEET 22 FOR INFORMATION ON LOADING. SEE SHEETS 2.4 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MUII. LENGTHS ANDICR OPENING WIDTHS IS ALLOWABLE. 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE FOR EXACT DIMENSIONS. SEE SHEETS 18.20. ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED IN THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 18-20. 4) 8UBSTRATES-. CONCRETE SHALL CONFORM TO ACI 301 SPECIFtCA710M. HOLLOW AND GROUT-FILLEO CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C•80. WOOD SHALL BE PRESSURE -TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.85. ALUMINUM SHALL BE SM346 AND BE A MINIMUM OF.12S THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .046' THICK (18 GAUGE). STRUCTURAL. STEEL TO BE AT LEAST .128' THICK AND A38. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL. V x 2.76 X .ew MILLION I 3 PRODUCTRBvim 89 t,"1*%with gm Fbz* mi *' N0.68706 �•�'•, AT01OFit �•� A. LlitU�{IY�ILLIER,IP.E. FL P.E.# 58706 ANGLE CLIP MUST BE USED IN PAIRS. FIGURE 4: FIGURE 6: FIGURES: M 1111 e 9 flF e 0 1 TABLE NOTES: P -)x tMULLtON CAP.,, _) -ANCHOR CAP. - USE THIS FORMULA TO OBTAIN THE °ANCHOR CAPACITY REQUIRED° CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING. WHEN IT IS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YEW A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TAS ES AND SHEET 22 FOR INFORMATION ON LOADING. SEE SHEETS 2.4 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MUII. LENGTHS ANDICR OPENING WIDTHS IS ALLOWABLE. 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE FOR EXACT DIMENSIONS. SEE SHEETS 18.20. ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED IN THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 18-20. 4) 8UBSTRATES-. CONCRETE SHALL CONFORM TO ACI 301 SPECIFtCA710M. HOLLOW AND GROUT-FILLEO CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C•80. WOOD SHALL BE PRESSURE -TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.85. ALUMINUM SHALL BE SM346 AND BE A MINIMUM OF.12S THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .046' THICK (18 GAUGE). STRUCTURAL. STEEL TO BE AT LEAST .128' THICK AND A38. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL. V x 2.76 X .ew MILLION I 3 PRODUCTRBvim 89 t,"1*%with gm Fbz* mi *' N0.68706 �•�'•, AT01OFit �•� A. LlitU�{IY�ILLIER,IP.E. FL P.E.# 58706 TABLE 5A TABLE 5B Me111on qMqft Table Anchor Copeck Table (b6) Openho th,(for ver6catly9palmingnxdons)or Opening Hetght(forhorizonta4-9pamftMin-) SO In 60 In 7001 BO In 8061 100 in 9201n Mtn 18010 3.S4Caro. Rerdrsffi I Toommys, ReolmlglQar UaWtIM Rim TOWTdOW Raftgft Teprftmgp FAWT40W 7WT&to. RoQW*4 f TU*Tdetg. ftdo Aw T1aW7fdM RedoMtO r Tre dan RecIffiVAN TfemTW4 1'x3.12rx Loaft Loading Lamts LOBdOg LoW6g 4oedn0 Lwft Loft L0309 Lwft Imft Lwft Lose* Lo9d01g LoOAW I-" Loe131g L=ft JW Akfm Tube MM 9146'EtOO UWtleat 1/4'EICO u0lmon tW SS MW &W Elm W SS Eton 810 &W 0128t d 812 &wi ABB1 00= AgWW0 SaearM Baes(CM 80. (ft Edp pietenoe ft V 2-wr r 21/4 3.918° P 4210 17a0 820 170.0 438 17aO 744 1700 478 170.0 888 '170.0 808 17&0 882 170.0 S78 170.0 1178 170.0 821 170.0 1240 1740 621 170.0 1488 1740 921 170.0 1799 1740 821 1504 ISM 17MO 521 r 4861 '170.0 700 1700 924 170.0 SW 170.0 984 1700 892 17RD SW 170.0 1133 170.0 681 170.0 7278 170.0 677 170.0 1417 170.0 880 107.7 1877 170.0 880 1311 187/ 170.0 880 118.2 1977 170.0 880 ftoodmmit 5UMN 170.0 747 17aO 963 fl00 800 770.0 831 170.0 1098 170.0 884 170.0 11m 970.0 723 170.0 7345 170.0 747 170.0 1404 17&0 798 141.7 1498 170.0 798 MA 14W 170.0 7W 10&3 1495 170.0 788 r 8461 170.0 797 1740 812 170.0 898 170.0 891 170.0 1978 17&0 784 170.0 1278 170.0 603 I8&1 1401 17&0 897 140.9 1401 1700 890 120.8 1401 170.0 881 108.8 141 17&0 981 99.0. 1401 170.0 881 r 601n 170.0 890 0.&0 701 170.0 1063 1740 797 108.8 1160 1700 8'18 13&7 IIW 797.0 078 129.9 1168 ISU 017 111.0 1168 148.7 810 020 1100 1400 909 78.3 1189 144.0 803 8&4 IUS 1440 SW 46001 89In 170.0 830 170.0 748 1M.8 1049 170.0 890 137.0 1049 199.0 860 Nab 1009 141.7 808 108.9 1068 1320 898 99.9 1078 1209 820 T&8 1048 110.9 820 89:8 1009 118.8 818 89.0 1099 118.9 819 6849n 8010 18&8 999 170.0 788 19&0 050 161.9 W4 1191 886 =7 788 104.2 OW 121A 778 826 05 1128 788 89.4 869 10&4 767 09.9 8911 9&6 749 88.8 M 88.7 748 CLI 909 BS.7 740 WA 7270 12&8 800 139.9 887 107.0 009 114.9 862 870 809 101.1 870 80.3 803 81.2 880 71.4 809 83.9 899 042 603 78.8 642 83.8 809 722 4&9 808 89.8 828 40.1 S9 880.7 C[7 WA 7810 1082 721 1141 828 91.0 721 07.0 618 7&0 721 S.1 805 6&3 711 780 698 80.7 721 741 688 84.8 721 8&4 578 49.0 721 �,4 m8 900 727 6&6 989 941 721 Bat 073 60Ws 7861 101.0 684 ROM NO 84.2 884 88.4 607 722 864 76.4 678 8&1 887 70.4 68'7 88.7 884 870 08 5a5 684 89.0 551 421 884 80.1 041 S&I 04 111.9 038 310 B84 AB 834 880 On 00In 818 514 87.8 488 860 614 87.3 440 47.0 914 80.0 440 41.7 514 440 433 9011 814 4MS 427 320 014 37.3 421 27.4 514 0&0 412 29.0 614 30.4 400 208 514 78.0 403 WA Be fn 602 40 86.7 404 49.2 452 470 39B 9&7 492 40.8 390 038 402 WA 980 301 402 920 978 27.1 492 90.3 373 22.6 462 2&0 390 180 482 242 988 1&9 462 226 95 WA 1061n 9&1 887 36.8 322 31.7 387 32.7 917 272 387 21.4 912 238 3S7 25.2 308 21.1 367 227 303 18.0 967 20.8 290 18.8 987 18.0 203 138 967 1&2 297 .11.9 367 1&0 283 2256. 971 m 311 338 35.8 308 2&2 938 $.1 901 2.0 33(1 7&1 2B8 21.8 338 78.1 282 18.8 3911 �.8 T8B 17.8 991 1&0 2B4 140 331 18.$ 278 120 9311 14.8 279 170 -938 738 20B 332 In 12010 27.7 288 2&2 789 23.1 237 2� 1&8 289 70.8 281 17.9 288 18.1 282 119 289 18.3 249 139 tae 148 240 110 289 128 240 &0 288 11.4 288 &7 2B8 10.4 212 TABLE 5B NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CUP. FIGURE 1: FIGURE 2: • O O • • • • • FIGURE S� 1 0 0 -1 F ANGLE CLIP MUST USED IN PAM. FIGURE 4: FIGURE 8 FIGURE S: . • O • • TABLE NOTES: =ANCHOR CAP.„, THIS FORMULA TO OBTAIN THE'ANCHOR 0.CITY REQUIRED` CORRESPONDING TO AN UAL PRESSURE REQUREMENT FOR THE MING, WHEN IT 18 LOWER THAN THE MULLION 4CIT'Y (FROM THE TABLE) OF THE SELECTED LION. IT WILL YIELD A MINIMUM ANCHOR 4CITY WHICH MAY BE USED TO QUALIFY ITIONAL ANCHOR OPTIONS FROM THE HOR CAPACITY TABLE 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. SEE SHEETS 2.4 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS ANDIOR OPENING WIDTHS IS ALLOWABLE. 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 18.20. ALL MULLION GIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY LE DRUM IN THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 1820. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. NVS. HOLLOW AND GROUT-FlLLED CONCRETE BLOC( UNIT (CMU) SHALL CONFORM TO ASTM C-90. WOW SHALL BE PRESSURE TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.86. ALUMINUM SHALL BE 6083-78 AND BE A MINIMUM OF .128` THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND AW THICK (18 GAUGEy STRUCTURAL STEEL. TO BE AT LEAST .128• THICKAND A38. ALL ANCHORS INTO METAL SHALL EXTEND AT LEM 3 SCREW THREADS BEYOND THE MATERIAL. `� `•��: '�CENBF' :'7 *�Y No. 58705 is _ O STA iSS/OIVAl.1 A. IYW� MILL �R, P.E. FL P" 58705 Anchor Copeck Table (b6) SwAtrdm 0.76 Ca Wde 3.S4Caro. mwmcMU FMW CMU PT Wood 59814 AndW C9P PW ms Nldrot ljtpa 9ti8'Eboo lBhooan U4'EI�UWeoOtt 8716 Eton UdaW91 9146'EtOO UWtleat 1/4'EICO u0lmon tW SS MW &W Elm W SS Eton 810 &W 0128t d 812 &wi ABB1 00= AgWW0 SaearM Baes(CM 80. (ft Edp pietenoe ft V 2-wr r 21/4 3.918° P 2-wr I` 2tw r 3118' r 0.46 0.80 ow ftoodmmit 13k' 7374• I.9t4• I3f4• r I_Im 1-1w I-114' 1-w 1-1f4' 7-1w r I -W !m- 1&-p 2Ano= 76 rAn / U* VM. BWBs =118 46001 890073 In 210Ws 28D 36483 7401DI 418W3 6849n IUM On 3WW5 42D Os 8770 tlm 4AratM@ LIS'Min QQ ISWndmd COP ft 48DI0s 708 an WA t71A KfA WA 36D as WA m t4IA WA 710 862 Ms a&Ws IMIts 4 NIo131e 6 3- WM O.G. I M 2XSAVD CUP ft 4 MWs 760 Ws 60Ws 1680075 1800073 540 Ws 36D26 WA 760 Ws mms 880 On 2381 WS 6520s 840 Bs 110 3AMb0M ® 0.46 6041. QQ 1 "t4 p,6do'U8' A%M (Fl ,* WA WA WA WA WA WA WA WA WA WA WA WA WA WA 1074 Ws 1AWw1RCffpft 1808. 19SW3 2256. 445 W3 872 Ds 185 Ws 140 We 177 W3 370 Ws 23400 332 In am Us 16303 2100. 0.8003 2ADMM Q 1.16601. (XQIF-W 24ORS 350 no WA WA .WA WA 1800n NIA WA WA WA WA I 028073 420 Os 080070 NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CUP. FIGURE 1: FIGURE 2: • O O • • • • • FIGURE S� 1 0 0 -1 F ANGLE CLIP MUST USED IN PAM. FIGURE 4: FIGURE 8 FIGURE S: . • O • • TABLE NOTES: =ANCHOR CAP.„, THIS FORMULA TO OBTAIN THE'ANCHOR 0.CITY REQUIRED` CORRESPONDING TO AN UAL PRESSURE REQUREMENT FOR THE MING, WHEN IT 18 LOWER THAN THE MULLION 4CIT'Y (FROM THE TABLE) OF THE SELECTED LION. IT WILL YIELD A MINIMUM ANCHOR 4CITY WHICH MAY BE USED TO QUALIFY ITIONAL ANCHOR OPTIONS FROM THE HOR CAPACITY TABLE 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. SEE SHEETS 2.4 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS ANDIOR OPENING WIDTHS IS ALLOWABLE. 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 18.20. ALL MULLION GIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY LE DRUM IN THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 1820. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. NVS. HOLLOW AND GROUT-FlLLED CONCRETE BLOC( UNIT (CMU) SHALL CONFORM TO ASTM C-90. WOW SHALL BE PRESSURE TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.86. ALUMINUM SHALL BE 6083-78 AND BE A MINIMUM OF .128` THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND AW THICK (18 GAUGEy STRUCTURAL STEEL. TO BE AT LEAST .128• THICKAND A38. ALL ANCHORS INTO METAL SHALL EXTEND AT LEM 3 SCREW THREADS BEYOND THE MATERIAL. `� `•��: '�CENBF' :'7 *�Y No. 58705 is _ O STA iSS/OIVAl.1 A. IYW� MILL �R, P.E. FL P" 58705 TABLE 6A DON 00N 7014 Soto 9014 MON 120in 14014 18014 Reamgalm 11WbIanp. ReelmgWO TMWRbg. Reot•gdm 100 mg. RBAM*tdm TmplTWX medmgater TRp:Nmg. f4edmgmm T3pRdmg. Re.md. TmplRimg. Raotmgww 7mplTilmg. Roslm�giAm Tavl4mrm. Ix4x.126 Logan LWAV Loa&ne LaWNO i—n8 Logan L -Am Lomumms Long 1pedng Leafg Leamlg tooft LLoaft L��g tmdg LnamaB Loaft a 1 11 1 111 11 1111111111 1 11 1 11 1 1 a I I& filial I Alum. Tobe NUMDnfill, 1 11111 111 11 I TARI F RR YYWIVR LAPAVII i NVJYOInnCI\I WRWIVLiC (DP—) X { ANCHOR CAP.— ,.\ =ANCHOR CAP.— MULLION CAP.— e USE THIS FORMULATOOBTAIN THE ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT IS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. WUtt rUK 1 rlt VtreiC 1 (ill'. Utt I rlt W MC AWr1UN I -Al I tM ANU AN(:MVK VALUrZ A, T1•II:.R-4ANUARU GUI'. FIGURE I: FIGURE$ Anchor Capsft Table Ps) TABLE NOTES: •_ ° o ° • ° o • • o o • • • subsuft 17@ Comets 3.6k Cam. I 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. SEE Hoamcmu Filed CORI PT Wood mew AROh31CPO PaftmB AsohaT7ps sMB•Ebo126aam 174'Efeol10m0oO Qt18' E140 il08oa1 3118 t3colSWawn v4'ENolMtmnn IW SS Eb0 SMS' Elco IW SS E140 0108W 012 atW OVSW Agpeftw U110— AWDQft Saew(SO Saw(" Saes((M Ed8e Ohdano @* I- I 2.4W 11 2•ifd' 3.1/8' T 2-U?' 11 2.147 r 3-iff r 0.481 nw 0—w E"WI 1$4•I I-ve 1-aw f—aw r 1-U4' 1-tw 1-w 1-114' t4t4• 1.114' r 1.918' IW (aeeaae4) 2kXbM@k7TWft.0.C./ C9p(FS.1m 390 UM 300 M3 48003 800 On1844Ibs ° • 270 Its 290 ms 304 ms 740M3 IDs 664 Us 1962M3329 me 420 OWE- 4 Andmm®2W WL O.C. I SovdWCDP (FI8. 9}: 700 On 70006 580@s U10111365223 PINE WITH AN SG OF 0.85. ALUMINUM SHALL BE 8083.78 AND BE A MINIMUM OF .125 THICK STEEL MOB BTUOB TO BE A MINIMUM GRADE 33 AND AW THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT LEAST .125 THICK WA aM03 WA 83006 1101 830 M3 WA 882 M3 8400s 112OU S Mchas O LU• Wh O.C. / SMMMW 0l1(FS. 800 1400M S NIA WA WA WA 700ms WA WA WA WA WA 1304 M3 I=ft 1 290 lbs 4 A1mAas®8' WA 0.4. 1 M 20 An& CUP pTg.6): 780168 780M3 800 ms R00me s230ms 540 us 6m IDs 708 ms 1480Ms 93s m9 1328 ms 230403 80209 Was 112004 6Atmhaa@TWm 0.Q1(2)2a8AgIe C0ps(R8q 117008 1170ms 1020 ms 43Mms 284403 81003 84 m WA 1140ms 1404 ms 1820 M3 384804 Mlbs 128006 1800 me 4Aroh4ae@0.48 bIN.0.C./IdCOA Into vB'AAon. iR8.7k RIA WA WA WA NtA WA WA WA WA WA WA WA 4MA WA 145203 2&Vhms 02W WA 0.C. t F421p ft 380 M3 300ms 200 M3 708 ms 47806 WA 20000 WA MOMS Oft 40M3 Oft 828 M3 420 ms 600ms 4Aadroes ($)1.16' VA QR I F•CMp (t Bk 48003 700 ma WA WA WA WA Noms WA WA WA WA WA B82 R3 S40 me 1120 WS YYWIVR LAPAVII i NVJYOInnCI\I WRWIVLiC (DP—) X { ANCHOR CAP.— ,.\ =ANCHOR CAP.— MULLION CAP.— e USE THIS FORMULATOOBTAIN THE ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT IS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. WUtt rUK 1 rlt VtreiC 1 (ill'. Utt I rlt W MC AWr1UN I -Al I tM ANU AN(:MVK VALUrZ A, T1•II:.R-4ANUARU GUI'. FIGURE I: FIGURE$ FIGURE 3: FIGURE 4: FIGURES: FIGURES TABLE NOTES: •_ ° o ° • ° o • • o o • • • • • o • • • 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. SEE SHEET$ 2.4 FOR GENERAL INSTALLATION METHODS. o ° ° • a ° ° o • ° ° • • • • • ° • • • 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS ANDIOR OPENING WIDTHS IS ALLOWABLE. 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS. SEE SHEETS 18.20. ALL FIGWRE S: FIGURE 6: FIGURE • • • • 7: MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED IN THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 18.20. • • • • 4) SUBSTRATES: CONCRETE SHALL CONFORM TO AC 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED • • CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-80. WOOD SHALL BE PRESSURE -TREATED YELLOW ANGLE CLIP (FIGURES 688) MUST BE USED IN PAM. PINE WITH AN SG OF 0.85. ALUMINUM SHALL BE 8083.78 AND BE A MINIMUM OF .125 THICK STEEL MOB BTUOB TO BE A MINIMUM GRADE 33 AND AW THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT LEAST .125 THICK AND AX ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL ',�CENSF- No. 68705 OF ��'•.,�LORIOP.•�G A LYNN MILLER P E FL P.E.# 68705 7A 5D In FKHURE2: FIGURE 3: FIGURE 4: FIGURE B: FIGURER: 60 In •,o ARahor Capacilp Table (9m) 70 In • so In • • BOM !coin mn 140 In o 180M o Roctitn char i TVITdM RaWmdOOm 1x4x.378 taadttw I.aam68 teadu8 I Trep/rdeag Lmmns tommre R L aftnMft TmgTfttg. 1.a Lam" R l-ov Trapra1m10 Rmimrorter Laedrs I T Loft Loamn0 8• Recmn8Wer Tapfidan8. RedarBmar LwAkv Waft I TSp/almg. toadtnp Loaft wwEleoU2a= Rectm•Iter TteD/fdMtO. Laxav lamft Alum TWm muman if 011ll, 111111,111111 1.3/4' 1 11 r 1-114 1ll,T11 1-tf4 t-1/4• 11 h 111 I 1111I I 11 will i Tll�, i 11 TI,, 9 7A01 C 712 NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. ANCHOR CAPACITY ADJUSTMENT FORMULA: (DP_) X (ANCFIOR CAP. `MULLON Z..,a:) n ANCHOR CAP.„, USE THIS FORMULA TO OBTAIN THE'ANCHM CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT IS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YEW A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL. ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. FIGURE I: FKHURE2: FIGURE 3: FIGURE 4: FIGURE B: FIGURER: TABLE NOM: •,o ARahor Capacilp Table (9m) • • • • • • • • 2.7k Concrete o 3.8k Casa. o o mokwCtal • • F81ed CMU FR1Yood Metal AndwCQpPebm AnUmtType 3118 FAwt00eaot it4•Efaolpltewn SHB' Go 1amm wwEleoU2a= t/4'8WtRtraWn 1M• SS Elco &W Elm t/4• SS qac oto afar 0128t d Oi28tW A98 12tmm A9 S—(" 8oa•(1 Scra pR wmstm-(In r 2.1/2' r 2-1c 3-118• r -r 2-V2' r av0' r 0,48' o86' 4324'EMbedmmd 13f4• 1.3/4' 1314 !314' r 1-114 o ° 1-tf4 t-1/4• 1.114 1d/4' r 1318' 1.378' (eae n•e2 M@4. O.C. (R2.1« 3Wme 890 Ws =Ws 184408 270WM • • 38426 .74020 2S 8841 1182106 Bts 420 WDWs4 mohm 0 22r VA O.C. / Clp (FU. 3): 70026 700 03 8WW8 1410@3 8820s WA WA 830Ms WA 880 W6 WA sm res 84026 112003 8 Armbme®t W Mn O.C. I MmWmd CUP ft B8DIbs 140023 WA WA WA WA F2 WA WA WA WA WA 130408 1=118 2240 Ws 4 Ancbom (� r MM. O.C. 1(2)2BAr4o 42ipa (R2.4 man 7B02s o000s 17800s 328823 84003 708103 148028 898 WS 1328 Ws 238426 Oman 840@6 1120@8BArroAm3®3•'Mkr.0.4f�21IBMrgle Cipe (i�. 11700s 1170Ws 1020@3 23402s 284426 81000 WA 1140 Me 1404@8 1320 Ws 384823 87826 1280Ibs 108l14And= @ 0.48 Min RG / V p, M10918°Ablrn. ft 7I: WA WA WA WA WA WA WA WA 40A WA WA WA WA 1432Is2Anchm@ 2.WWA O.C. I FCip(FI 4 SWUM 35026 2802S MMS 470 Gn WA WA 3180b OWs 44028 of 928813 1 42003 880I� 4 MOM ®1.WWA O.C. I F4C8p(Rg. 4 480 Re ?Mft WA WA K% I WA I =IbS WA NU\ WA WA WA 66223 84018 11 08 NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. ANCHOR CAPACITY ADJUSTMENT FORMULA: (DP_) X (ANCFIOR CAP. `MULLON Z..,a:) n ANCHOR CAP.„, USE THIS FORMULA TO OBTAIN THE'ANCHM CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT IS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YEW A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL. ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. FIGURE I: FKHURE2: FIGURE 3: FIGURE 4: FIGURE B: FIGURER: TABLE NOM: •,o ° • • • • • • • • o o o o o • • o • 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADWQ SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. o ° ° • o ° ° o • ° ° • • • • • ° • • • 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS ANDIOR OPENING WIDTHS IS ALLOWABLE. 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS. SEE SHEETS 18.20. ALL FIGURE 8 FIGURE S. FIGURE 7: MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED IN THE FIELD • • • • FOLLOWING DIMENSIONS SHOWN ON • • • • SUBSTRATES CONCRETE S HALL ASTM1C-9070 301 EPRESSM-TREATED • • BLOCK UNIT (CMI) SHALL CON4) FORM TO �W� SHALL B YELLOW SOUTHERN PINE WITH AN SG OF 0.SS. ALUMINUM SHALL BE 0083 -TS AND BE A MINIMUM OF AW THICK STEEL STUDS TO BE A MNIMEIM ANGLE CLIP (FIGURES 888) MUST BE USED IN PAIRS. GRADE 33 AND .048' THICK (18 GAUGE} STRUCTURAL STEEL TO BEAT LEAST.120' THICK AND A30. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATER@� IY � ..\\\111t1flf/fi * No.58705 %'O Q ( o�ll (U i�'O�S•. FI.ORiOA.•�tj� A. LYNN WER, P.E. FL P.E.#88706 TABLE 8A Mumon Capacity Table OpeningWidth (for v7xt10ally-Spolli gm160oi19)9 OpentngHeight (fbrhoftorb*sp-bVmWHans) Goin 40 in Torn so In sob twin 120 in 140 in lwtn 1.2rx Rwt"Wer Tre4f91mm. Reotwretler 7tep101m19. Reotan06la1 naWr1> H6ot4ngWm Treld7dr»9. R80fE11gGi8f 'nec/Tilan9• haptfdmp. iter gWar TtepdTdalq. Reetetlgaler Tr6prrlmro. Reota119Wa1 7mPlr4eng. Laom4di Ldnoing Loading Loadang loedNp Lr p lamNg Loading Loadilg Loading 3.188' tonav Load no loading Lwft Loedlq Loading L -ft loading x I 11 fill, I 1 11111 1 h I I fill, I, fill, I I I I I I I I 1 I I 421 170.0 620 170.0 436 170.0 744 170.0 478 170.0 888 170.0 608 170.0 987 1700 618 170.0 1116 MA 621 170.0 1240 170.0 G21 7700 1488 1711A 621 1700 1736 TMA 621 161.6 1789 170.0 821 &Bk tblla 48 b1700 708 1700 624 170.0 880 170.0 664 170.0 892 170.0 630 1700 1133 170.0 881 WILD 1776 1700 877 1700 1417 170.0 688 184.8 1698 1700= 1327 7848 880 7101 1N6 1700 888 1bOda9 80.0261n 170.0 747 1700 603 170.0 893 170.0 831 170.0 1098 170.0 004 170.0 1188 1700 729 170.01 1348 170.0 747 -no 187.0 1488 170.0 788 139.2 1488 170.0 788 119.3 1 1468 170.0 788 104.4 1468 170.0 768 64 In 170.0 787 170.0 612 170.0 888 170.0 Bin 1700 1118 1700 784 170.01 1278 I 170.0 SM 111&1 1376 170.0 837 148.8 1378 1700 888 122.3 1378 1700 861 104.81 1978 170.0 861 91.7 1378 170.0 881 aim 1186 167.4 990 129.8 1188 1608 919 6010 470.0 888 1700 701 170.0 1063 1700 797 16&8 1188 170.0 878[41.2 171.2 1168 180.0 972 927 1166 144.8 906 78.4 1188 144.8 9w 808 1188 144.8 906 114•Ebblatrpowl 88.81 1700 888 170.0 746 980.1 9061 170.0 860 1372 1881 966.8 882 1061 14x0 848 108.7 1887 1323 837 96.7 1061 188.7 830 80.1 7061 /116 822 B&8 7061 17&9 881 80.0 fwd 119.1 821 1Ja•EboNOew11 88 b 167.1 867 170.0 788 139.3 867 181.8 806 118.4 967 134.0 7w 967 121.6 777 829 937 192.8 767 B&8 967 10&8 788 8&8 887 100.0 760 89.7 887 8&O 748 6L2 067 88.8 748 r 72 b 128.7 804 136.2 688 107.9 801 11&2 684 91.0 804 101.3 677 804 91.4 888 71.6 804 84.1 880 iW4 804 78.8 643 882 804 72.3 633 48.0 604 89.9 828 40.2 004 88.8 628 2Wr 781n 188.4 722 110.4 050 01.2 722 97.2 018 78.2 722 88.3 8M 722 78.7 688 889 722 70.3 688 54.7 727 68.6 690 46.8 722 6&6 670 39.1 722 88.7 686 342 722 602 684 2•Vr TB In 1012 M6 IO&6 OM 84.4 688 68.8 888 729 605 789 677 888 70.6 888 88.2 80 64.6 6w W.8 886 00.1 688 422 886 64.3 843 38.2 886 61.4 697 37.8 006 60.7 838 r tmtn 869 818 88.0 487 69.8 816 879 448 47.7 816 88.1 447 816 44.7 434 382 816 40.8 428 B&O 618 VA 422 279 616 88.1 419 23.6 818 90.6 407 33.8 616- 2&1 404 0.48'1420ft 88 in 84.3 488 889 404 48.3 483 47.1 967 3&8 488 41.0 981 488 36.4 388 302 488 3&O 9771 27.2 463 90.4 374 228 488 20.8 we 10.4 488 24.3 3w 17.0 463 229 388IM Em8ed09ent8n): In 98.1 368 88.0 323 31.9 388 328 318 272 368 28.4 319 366 2&2 388 212 388 227 904 18.1 388 88.8 3w 18.9 888 18.0 288171b 1-sw 3&t 996 88.8 306 2&3 338 30.1 881 1LI 336 28.1 200 338 232 288 18.6 9M 20.8 269 17.8 MB 10.1 288 1-1JC min 27.8 290 88.9 264 2&2 280 23.8 288 10.8 280 20.8 266 17A 280 1&2 263 1&4 2w 1&4 249 1-V4• 1-1J4• 1441n 18.1 201 169 188 1-V4• TABLE 88 Kl7I G rVK i i= U1.1'JL I Lur. woo 1 m .awu= AIYL;HuK rAI 1 t:M AKU ANW%JK VAWVZ PZ -IM 71IANUAIIU LAAR. FIGURE 1: 0 9 0 LID 3 0 FIGURE 4: FIGURE 5: • Q • • / FIGURE 0 0 ANGLE • . C LIP MUST SE USED IN PAIRS. FIGURE 8: IL :I ANCHOR CAPACITY ADJUSTMENT FORMULA: X /ANCHOR a ANCHOR CAP._ `MULLION USE THIS FORMULA TO OBTAIN THE 'ANCHOR CAPACITY REQUIRED` CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING. WHEN IT IS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELDA MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. SEE SHEETS 24 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS ANDIOR OPENING WIDTHS IS ALLOWABLE 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS. SEE SHEETS 18.20. ALL MULLION CLIPS MAY BE FACTORY MAC20NED AND CONTAIN UNUSED HOLES. HOLES MAY BE ORD I IN THE FIELD FOLLOWING DIMEN.RIONS SHOWN ON SHEETS 18-20. 4) SUBSTRATES: CONCRETE SHAD. CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -F11 I E CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C -M. WOW SHALL BE PRESSURE -TREATED YELLOW SOUTHERN PINE WITH AN 813 OF 0.88. ALUMINUM SHALL BE 6US-T8 AND BE A MINIMUM OF .128• THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND 045 -THICK (18 GAUGE} STRUCTURAL STEEL TO BE AT LEAST .128• THICK AND A36. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOMD THE MATERIAL 11 It! V ..1�L►7111 r1//Ji VCEN84 68705 ��ppQT �i��'•. FCORIOP •��j�� 1DNA- A. LYNAIJIiAStL�R P E FL P.E.# 887 AnchorCapacKy Table (am) Sobatmta ala Cdelerete &Bk tblla 1bOda9 PAtee p4U PTYYaod aim Ar6HarCIpPalems Aradlar 3+1178bot8baoon 114•Ebblatrpowl SNWEloo tahadron di10•Ebotauxan 1Ja•EboNOew11 V4. 88 Ebo 6W17 Moo 1!4•88sw Oto Steel 01a87eei 01207288 A887e0etor Lobsoon ftmeata S4reoP4 8gd6w((48) amaamm adsomsiae88 r 2•Vr r 2Wr 3-118' r 2•Vr r I 244 r 316' r 0.48'1420ft 0.324• Em8ed09ent8n): 7.114' 1-w 1-sw VOW r 1-1JC 1-V6• 1-V4• 1-1J4• 9-Aro• 1-V4• r t.'if8•(beendi9 a 64.717Wn.O.C.J8WId-1COp 1 = 39008 460 ma MO ISM 270 ata 288 lb 364 W0 74OWS 488 am 864 m9 IMAM 388 b8 050 an 4 Aoe M 01.18• din O.C.l SWANd Clip 488 Ws 1w 29 WA WA WA WA Swan WA WA WA WA WA Moan 1120 ma 4Atlollole (#r8814 A. 1(2) 216 AMID Cape ft 788On 78008 8050n 1680188 MCI ba 640 the 88020 WA 788IW �0300n 888 an 236428 052118 11= Ws 4 Aaenals a0.46• Wo. O.C./ UCLA 0o 1J8•Abun. (Fin. WA WA WA WA WA WA WA WA WA WA WA WA MIA1432 an t AoalorJ r^�p 6): 90111 106118 22628 448018 05229 19628 1402 177 m0 3/Oms 23420 332109 601 an 188 an 280 an aAlmFms 1.13-WnO.CIF42Ip ek 240an Moira wA WA WA WA 190On WA HOA WA WA WA 98828 050@8 Kl7I G rVK i i= U1.1'JL I Lur. woo 1 m .awu= AIYL;HuK rAI 1 t:M AKU ANW%JK VAWVZ PZ -IM 71IANUAIIU LAAR. FIGURE 1: 0 9 0 LID 3 0 FIGURE 4: FIGURE 5: • Q • • / FIGURE 0 0 ANGLE • . C LIP MUST SE USED IN PAIRS. FIGURE 8: IL :I ANCHOR CAPACITY ADJUSTMENT FORMULA: X /ANCHOR a ANCHOR CAP._ `MULLION USE THIS FORMULA TO OBTAIN THE 'ANCHOR CAPACITY REQUIRED` CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING. WHEN IT IS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELDA MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. SEE SHEETS 24 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS ANDIOR OPENING WIDTHS IS ALLOWABLE 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS. SEE SHEETS 18.20. ALL MULLION CLIPS MAY BE FACTORY MAC20NED AND CONTAIN UNUSED HOLES. HOLES MAY BE ORD I IN THE FIELD FOLLOWING DIMEN.RIONS SHOWN ON SHEETS 18-20. 4) SUBSTRATES: CONCRETE SHAD. CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -F11 I E CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C -M. WOW SHALL BE PRESSURE -TREATED YELLOW SOUTHERN PINE WITH AN 813 OF 0.88. ALUMINUM SHALL BE 6US-T8 AND BE A MINIMUM OF .128• THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND 045 -THICK (18 GAUGE} STRUCTURAL STEEL TO BE AT LEAST .128• THICK AND A36. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOMD THE MATERIAL 11 It! V ..1�L►7111 r1//Ji VCEN84 68705 ��ppQT �i��'•. FCORIOP •��j�� 1DNA- A. LYNAIJIiAStL�R P E FL P.E.# 887 �retal c oc win OO in 70 in 8001 90 to Mtn 12081 1401n 27k Canasta Mtn aft Caw. I Realmlgldm TM#Tdmm. Rectomdm TmplTdmig. Reotmlgara RmlelWW Th1111i Tmp?dmg. Ream"W TMWdm•. Reatmtgalm T�WRft" ft... Tmp✓06m1p• ReoUnWAV TMP74W& 1/e Exo UO eom R Wm Bang. 2x4xJ5 L 9 L=OV Lwmng Loaft Lwdilp 2.1/7 T Loeft LoadOtg 3118' Laeav Loaning 448' Lwols Louft L-mv L - ft Loafing Loft" O / (Ff Iw . Loatlir• =90 Lweap AWIn.Tube M9Aton11 � fill, � �' 48SMS 06433 11 928 8w SH01ba 4Anawla40x88'6hQQ/MMdWd 2p(ft4 740@8 � , ,L", 1405 lbs 1426 Qd WA BB09a WA BW ft WA I1 Wft 840@9 .111I 8Andm@i.7VWMCLC.1QMdVdCBpftq 885Ib.D13 Mlbs IM90 WA WA 705923 ; 79880 1 WA WA fA880 12800• 188034 4AnCb0MQTMh=1C2)25Ar4eMp ft 780®. �retal c oc L: WA&U VALUt.1' AM USEU IN Tlit r"MFU: UN OHM 4 Z7. ANCHOR CAPACITY ADJUSTMENT FORMULA: r/ ANCHOR CAP.,,,,,,,,1 X `MULLION CAP..®.•„) :=ANCHOR CAP. USE THIS FORMULA TO OBTAIN THE ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING. WHEN IT IS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. 1x FIGURE 1: FIGURE 2 FIGURE 3 FIGURE 4: 2�„ - elh • ^ o e o • o e • • e o • • e o • TABLE Nl TE9� 1I11IU / O e o 0 0 o e o 0 0 0 0 • o o • 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. SEE SHEETS 2.4 FOR ��C GENERAL INSTALLATION METHODS. "� O oo • O oo O • oo • • oo • ,.••' ••.F �i� FIGURE & FIGURE 8 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE.: 1�C • . • • • • • • • • • gyp. 4• . ,k No. 58705 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE 8HEET318-�ION . ALL M4RL1X0'8 MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED IN THE FIELD FOLLOWING 04MEI KM SHOWN ON SHEETS 18.20. q FIGURE 7: FIGURER: FIGURES: FIGURE to ANGLE CLIP 4) SUBSTRATES: CONCRETE SHAD. CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT-FLLLED CONCRETE BLOCK UNIT � �• ® ® (FIGURES USED (LUM) SHALL CONFORM 3- ASTM C-80 WOOD SHALL 12 PRHICK. STEEL STUD YELLOW SOUTHERN PAVE WITH AN SG OF TUDS TO BE A MINIMUM GRADE 33 AND.04fr K i� • o • • BID] ABT A S. G ALUMINUM SHALL BE TRUCTURAL STEEL TO BE AT LEAS 1T 2V T5 AND BE A MINIMUM THICK AND A38. ALLALL RS INTO MET SAL HALL EXTENDAT LEAST 8 {18 SCREW 2'X4•X zbMuwCVsS/ONALIN PAIRS. GAUGE) A. L;AW M P.E.• • THREADS BEYOND THE MATERIAL RL P.E.# Af 1Dbw Qapac*j Table pb9) &AUMtee 27k Canasta aft Caw. I Ho11a cw F@ed CW nvww mew Afx CAp Patlmfla Amba lUPe 9H8 EbOtlWaoon 114•EwollAle3m 8/10•Elco tl3aoat 9hO EkpfAtrauvl 1/e Exo UO eom 114'89030 EHB•Eloo 114'88!80* 010MOM /128W 012Stea1 Af a ftAWeGata SMW(SM Saew(GM Seer (6d) EOP MAwma PQ 1• 2.1? 11 2.112• 3118• 1• 2.1/7 T 2-tw 7 3118' T 448' ow 0.3w 14W 1 1.3f4' 13r4' 7 1-1/4• 1-1/4• 1.114• 1-w 1.1/0` I-Iw 7 14W 1.Ri7 (a rae 2An0hnQ4.78 O / (Ff Iw . 390ft =90 45050B90fb. 1844•. 2701-.28096 80 74028 48SMS 06433 11 928 8w SH01ba 4Anawla40x88'6hQQ/MMdWd 2p(ft4 740@8 740 ft 830 Me 1405 lbs 1426 Qd WA BB09a WA BW ft WA —8165'9—WA Wft 840@9 112016a 8Andm@i.7VWMCLC.1QMdVdCBpftq 885Ib.D13 Mlbs IM90 WA WA 705923 WA 79880 WA WA WA fA880 12800• 188034 4AnCb0MQTMh=1C2)25Ar4eMp ft 780®. 880bm 1mas 189B2s SBO om WA 780815 MRS 88-35 I MUM G28w 8491ba IIMIb3 SAtgtwle0$SBBe O.C./M2t8AngmC0pft 11703. 117035 102039 $14034 2B4423 81 8403s WA 114O35 1494160 132-35 $WWs 87880 128 -Ob 18B03s 8 A00boW 0I.W Mh O.Q I DM OOO VS Aim ft 4 WA WA WA WA WA WA WA WA WA WA WA WA WA WA 4 0 Archwe ®a84'b3L O.Q / U09R Bdo 718 /dm< (R9 WA WA WA WA WA WA PYA WA WA WA WA WA WA WA no 2 Anal= 0U7 Abe. QQ/F42pft 9): 37035 37029 815MO 74S ore 71239 WA 2808:0 WA 34800 WA 44035 WA 928-9 420 ma BBOIIts 3A=htm-@IYrbfln.O.C./ IW 390fM 3803a 340 On 78038 9483. 27035 28D3a WA 33033 1 45080 1 44026 1 118235 1 32838 42038 5803. L: WA&U VALUt.1' AM USEU IN Tlit r"MFU: UN OHM 4 Z7. ANCHOR CAPACITY ADJUSTMENT FORMULA: r/ ANCHOR CAP.,,,,,,,,1 X `MULLION CAP..®.•„) :=ANCHOR CAP. USE THIS FORMULA TO OBTAIN THE ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING. WHEN IT IS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. 1x FIGURE 1: FIGURE 2 FIGURE 3 FIGURE 4: 2�„ - elh • ^ o e o • o e • • e o • • e o • TABLE Nl TE9� 1I11IU / O e o 0 0 o e o 0 0 0 0 • o o • 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. SEE SHEETS 2.4 FOR ��C GENERAL INSTALLATION METHODS. "� O oo • O oo O • oo • • oo • ,.••' ••.F �i� FIGURE & FIGURE 8 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE.: 1�C • . • • • • • • • • • gyp. 4• . ,k No. 58705 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE 8HEET318-�ION . ALL M4RL1X0'8 MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED IN THE FIELD FOLLOWING 04MEI KM SHOWN ON SHEETS 18.20. q FIGURE 7: FIGURER: FIGURES: FIGURE to ANGLE CLIP 4) SUBSTRATES: CONCRETE SHAD. CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT-FLLLED CONCRETE BLOCK UNIT � �• ® ® (FIGURES USED (LUM) SHALL CONFORM 3- ASTM C-80 WOOD SHALL 12 PRHICK. STEEL STUD YELLOW SOUTHERN PAVE WITH AN SG OF TUDS TO BE A MINIMUM GRADE 33 AND.04fr K i� • o • • BID] ABT A S. G ALUMINUM SHALL BE TRUCTURAL STEEL TO BE AT LEAS 1T 2V T5 AND BE A MINIMUM THICK AND A38. ALLALL RS INTO MET SAL HALL EXTENDAT LEAST 8 {18 SCREW 2'X4•X zbMuwCVsS/ONALIN PAIRS. GAUGE) A. L;AW M P.E.• • THREADS BEYOND THE MATERIAL RL P.E.# TABLE 1oA Mtn 80tn 701111111 80 in Min 1001n 1101. 1401. 191) in TWldrnlmlg. RedmgWm Re1Y'"I- RBofml�Om ReWwpmM Tmp/Tlimp. 1 TM#nWng,Trt4m2p Ltoom Loaft Lore L0e41n0 Loapn9 Loeo9ng lna01W Loa BnB Lo0mn78 L L Loa 2p L83o1B teem pAlum.Tub9� 111 -1 j 1 it j 1111111 I TAQI C 4nM (DP)X�MULLIONCAP.,,m,—)'ANCHORCAP„„ USE THIS FORMULA TO OBTAIN THE ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT IS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELD A MINMAIM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. WA WA WA POA lWA WA 2884 W9 38428 74028 4868* 882 Wa 116:2:W$4 820 2e 420 Wa d69 Ws WA 633 WS WA WA H/A 868 84028 1120tlm ,�0^ TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND= OPENING WIDTHS IS ALLOWABLE. 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 18.21, ALL MULLION CUPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED fl IN THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 1820. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FR LED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-90. WOOD SHALL BE PRESSURE -TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.51. ALUMINUM SHALL BE 6003 -TB AND BE A MINIMUM OF .126' THICK STEEL STUDS TO BEA MINIMUM GRADE 33 AND .046' THICK((18 GAUGE} STRUCTURAL STEEL TO BEAT LEAST .126' THICK AND ASS. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW 2' X 8• X THREADS BEYOND THE MATERIAL MULLION P v 1111111111, `•��1'j`��}CENSF' �(F� �' * No.58705 10, A. LYNN MnnILLER P.E. Ft. P.E.# 58708 Atteher Capacity Table (am) 27k CwwmW 3.ek C? HoOos U FRe CMU I Pr WOM Mems Ant9laCOpPattam9 Af"W TyPe: 3718• Eloc kutmom v4• EWD Mroom7 Bfl6• Etc* 181901. 3110• Mm IJMm 174• elco t2Umm 174• SS Mm 010 Steel 012 Steel 912 Sta81 A0800mA0000m Sala1(CM) S—(GO $mme(fM)j 174' SS tam HE:— Edge oh ma My 1• 2.1Q' 1. 2-Vr 3.118• r 2-Wr r 2-1W r r 840• 804' 0.3w ftftftMWOn 1574' 1014' 14W 1-3w r 1•v4•t-U4• 1-W4• 1.174• 1.1w r 1.Nd' 152' note 4) 2 A3amm Q 4.70.146L O.0. 7 SUOft4 T91 W 4 WO 340 We 480 W3 2a 1844 270 013 888 Wa 384 Fns 7W Wa 400 884 Wa 1182014 U810a 28 B80 4 NO= QAGr MW. O.0./SWMmO CUP ft 3): 780®8 7W28 em 0* 17802s 3004t03 Was =Ibs 708W3 1480W8 9W Its 1104 a* 2384 Q* 862 am e400o 1120 Ms BAtatlma 7077 Min, O.C. I mandmd C2lp 4}: 1180108 Meas 1010013 2mms WA 1WA 9000* WA 1001la 1101 WA WA 1304 me 1600 iba 2270 We 4Am0a3@3• Mkt Q0.1M 8d AnpW Cups a 780We M21 800 We 18800* 18988. 8400* 6882* WA 780We mws 880Wa 2384Q* 862108 840 Wo 1120 WS 8Am0oE0 (�rMot O.Q/CA 2x8 AngW tgfpa LRlg. Bk 188028 16800* 1S8aam 3120103 3782 Wa 10W W3 9101 Q* WA 181De* 18720* 178001 4728 W3 1304Ibs WN am 2240 We r1Am0me 1S Mkt QQ / R) 238A1� C8p0 .7j 1930 Ws 2100 We 1/40108 978028�MNMMA WA 13200* WA 1600 Q* WA WA WA 1988Iba 2820 9580 a* 4 Arch= Q 1.94• Mh QQ 1 tJaR 001 978' Alm*. (Fig. Sk 8AmmW Q ae4• Mkt QQ ! U-aI1L km 118• AOm. M WA WA WA WA WA WA WA H1 WA WAaAaatm3Gaea1lmoa7F�P851o) WA WA WA WA WA WA WA 413229 899013 990We 869014 890 am* 2800014Ami=* 1.7rMktQC.iF1Mp0%11L 690 Q* 700 WS 1024 1788 We 47028 (DP)X�MULLIONCAP.,,m,—)'ANCHORCAP„„ USE THIS FORMULA TO OBTAIN THE ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT IS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELD A MINMAIM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. WA WA WA POA lWA WA 2884 W9 38428 74028 4868* 882 Wa 116:2:W$4 820 2e 420 Wa d69 Ws WA 633 WS WA WA H/A 868 84028 1120tlm ,�0^ TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND= OPENING WIDTHS IS ALLOWABLE. 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 18.21, ALL MULLION CUPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED fl IN THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 1820. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FR LED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-90. WOOD SHALL BE PRESSURE -TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.51. ALUMINUM SHALL BE 6003 -TB AND BE A MINIMUM OF .126' THICK STEEL STUDS TO BEA MINIMUM GRADE 33 AND .046' THICK((18 GAUGE} STRUCTURAL STEEL TO BEAT LEAST .126' THICK AND ASS. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW 2' X 8• X THREADS BEYOND THE MATERIAL MULLION P v 1111111111, `•��1'j`��}CENSF' �(F� �' * No.58705 10, A. LYNN MnnILLER P.E. Ft. P.E.# 58708 I TALI C 440 M1NG110R GAPAGITY ADJUST02ENT FORMULA: (DP_)X{ANCHORCAP.,, ,,� ANCHOR CAP.,, l MULLION CAP., p „,, USE THIS FORMULA TO OBTAIN THE ANCHOR CAPACITY REQWREO" CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING. WHEN IT IS LOWER THAN THE MULLK3N CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. SEE SHE2-4 FOR GENERAL INSTALLATION METHODS. r•-1285' m comply ETS w acvbhliroFio711s FIGURE 1: 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS ANDIOR OPENING WIDTHS IS ALLOWABLE. A O 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 18-20. F ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED IN 2,115• THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 1820. ANGLE CLIP MUST BE USED IN PAIRS, 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT•FILLED I 1� `\ \ NN L 4q/ /i� CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-80. WOOD SHALL BE PRESSURE -TREATED i �� O , =!F i� YELLOW SOUTHERN PINE WITH AN SG OF CSS. ALUMINUM SHALL BE 8083.75 AND BE A MINIMUM OF .125• 1 `�:: ' �CENSRc ;? i THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045' THICK 08 GAUGE). STRUCTURAL STEEL TO BE AT 1 Za• X 211• X.1�• l4UI1 X)N LEAST .125' THICK AND AS. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND (INTEGRAL FN MULLION) * ' N0.58705 THE MATERIAL •Dck it o ll ��'• teTIAINOOF- 11, FL P.E.B 68705 AmsbOrCepe ttp Table (Iba) 9dtetama: 2.7k Caarte *A Caro, moOow cmu FOedcuu FTWood m" AnchwCdpPaleam Amhor= sNB"E-loam- 174•EooUiaewn dlie• Ekm unmm 9N8"E-Ulna-n t/4•EcoUm4cm am &8 E- 9H9• Elan 114.88100 010 sled 012 Sled gnaw UMmoan AgWOOMr 8omwt(i6) Saew(a9) smew(fi9) Edge Deamm M r 2Z r 2-wr 3.1/9• r 2-t/2• r 2-iff r &118• r a4r 0.90' 0.324• Embedment 1.310' 1.110.' tato• 1.QaC r 41lA• i•1k• 1-1/4• 1-tH• 1-tAt• 1-1/4• r ta/a° 1�A7' (eee aem 4! 4 ARCO= Wn. O. / 2di At8le CApa(FlO.tk 780me man mma 1880me Imm3 BW me 880 me THA me me 8p lba 2394 Ere 882 Ria 8090n 1432 me M1NG110R GAPAGITY ADJUST02ENT FORMULA: (DP_)X{ANCHORCAP.,, ,,� ANCHOR CAP.,, l MULLION CAP., p „,, USE THIS FORMULA TO OBTAIN THE ANCHOR CAPACITY REQWREO" CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING. WHEN IT IS LOWER THAN THE MULLK3N CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. SEE SHE2-4 FOR GENERAL INSTALLATION METHODS. r•-1285' m comply ETS w acvbhliroFio711s FIGURE 1: 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS ANDIOR OPENING WIDTHS IS ALLOWABLE. A O 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 18-20. F ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED IN 2,115• THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 1820. ANGLE CLIP MUST BE USED IN PAIRS, 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT•FILLED I 1� `\ \ NN L 4q/ /i� CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-80. WOOD SHALL BE PRESSURE -TREATED i �� O , =!F i� YELLOW SOUTHERN PINE WITH AN SG OF CSS. ALUMINUM SHALL BE 8083.75 AND BE A MINIMUM OF .125• 1 `�:: ' �CENSRc ;? i THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045' THICK 08 GAUGE). STRUCTURAL STEEL TO BE AT 1 Za• X 211• X.1�• l4UI1 X)N LEAST .125' THICK AND AS. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND (INTEGRAL FN MULLION) * ' N0.58705 THE MATERIAL •Dck it o ll ��'• teTIAINOOF- 11, FL P.E.B 68705 TABLE 12A TART F 19R Mulion Ca Table (lbefR`) AnchorCepacBp Table (Ire) OpenkM Width (f&v0dca*sPw7ft MUIN s) or Openhig Height (fa laab-ft6y-Bpat9dtp( m mors) 60 in 6010 70 in SO In win to In 12o in too in 160 In ReoW Wm 7WT7Img. Rwknoft TwI7FTd•V. R�anOWnr TwTdeng. Ratwgfaer TMn1Atang ftdmfgt4er TMOT110% Reavoi ' Ire B. TfwTdnng Reate119nm7 Tieplftfla TOW, 3.28'30 Lwmv Looft Lording Loaft I Lam" Loo Looft Lording Lao" Laeditgl Loaft Loakno L -ft Loading Land1• L -ft looft Lwdi09 DEMAL BAY MULL motel AnolwCUpPa�ne A=hw lO c SFW Elco Unman tW Elm Unman j 'a 121 1.111 all it 1z ' 42111! 11 11 if 11 42N 170.0 820 170.0 438 17MO 744 170.0 478 170.0 Sea 170.0 SM 170.0 632 1710 Big 170.0 1116 80.0 S21 170.0 1240 Rao 021 17xO 1488 17ae 821 17xO +738 17ao 821 149.1 1740 170.0 827 taro' 481n 170.0 708 170.0 04 170.0 SBO Rao 884 170.0 892 170.0 We 170.0 1133 170.0 881 170.0 1278 170.0 877 170.0 1417 170.0 68o 181.2 1872 170.0 880 130.0 1572 170.0 580 1142 1822 17x0 880 1-1/ WAS in 17x0 747 170.0 883 170.0 BBB 1740 631 1T0.0 1018 1709. 884 170.0 ties 1740 723 170.0 1345 170.0 747 184.2 1443 170.0 738 1368 1443 1740 738 117.3 1449 170.0 786 1028 1443 1709. 789 t-38• 641n 7709. 7W 1709. 812 Rao 988 770.0 881 170.0 1118 1710 734 770.0 1278 170.0 Bal 167.4 1383 170.0 837 140.3 1353 170.0 880 120.9 1389 170.0 861 103.1 1383 170.0 861 90.2 1309 170.0 BB7 450 Me WIn 170.0 us 170.0 701 RAO 1063 170.0 767 167.0 1218 170.0 878 148.1 +278 170.0 844 120.8 1218 180.8 678 11&9 1298 1821 874 67.4 1210 148:1 813 838 1218 1411 913 79.1 1218 14&1 819 7208m 8367 170.0 930 170.0 748 170.0 7118 170.0 860 1�.2 1180 788.8 833 131.4 1180 783.0 814 11&8 1160 19.+.0 BBB 10&1 1160 134.2 885 67.8 11� 128.7 677 7&1 1160 1283 870 80.7 1100 1262 870 78OUS 88M 881 170.0 674 170.0 788 1ffi.4J49.361.6 130.8 '1048 148.8 684 114.9 1048 159.+ 860 101.8 1048 1259. SSB VIA 1048 91&6 850 712 1048 108.4 821 8&9 1098 +082 818 87.1 1078 167.2 818 =23 72N 140.8 B80 147.0 784 1R.4 748 167.8 BBO 1109 737 88.0 880 100.0 722 712 8B0 02.0 712 70.4 880 882 703 67.7 880 78.7 6B9 60.9 580 78.8 886 44.0 670 78.4 8aB Sc a 781n 118.7 700 128.1 090 889 SM 38.8 780 013 We 74.8 790 88.8 SM 888 700 78.8 043 67.9 TBD 71.7 WS 49.8 790 88.1 814 42.8 780 821 819 37.4 790 81.6 817 ttiA 13235m ttm 978ma t7801im 18805m 7811 11018 780 11&B 887 =3 644 7&1 M 8&3 632 092 780 77.1 821 61.8 780 70.6 612 S&4 780 86.7 808 462 M 89.4 884 39.8 780 88.2 688 34.8 760 8&8 888 �b 721 883 749. 800 67.1 491 61.6 889 64.9 483 4&1 BBS 48.9 478 40.1 863 44.4 480 3&1 683 40.0 462 32.0 883 3&2 452 2&8 883 313 448 22.6 863 31.8 442 884 495 61.1 443 40.8 435 424 495 44.8 427 37.1 493 39.8 421 33.0 486 311 416 2&7 498 3L2 408 24.6 498 29.1 400 212 405 2&8 384 1&$ 488 28.0 390 41.7 9B1 428 389 30.8 391 3&e 946 20.8 391 91.1 89 26.7 391 27.6 W 2&2 391 20.0 333 28.9 981 228 328 17.4- 391 19.7 321 149 391 17.8 315 Min3&4 d14411 370 98.2 338 979. 370 310 930 27.8 670 2&8 926 240 370 26.3 320 21.4 370 228 518 19.2 970 20.8 312 1&0 370 1&1 305 30.4 317 30.9 288 25.9 317 28.0 284 2LT 3R 77.8 280 1&0 317 18.8 we 18.8 317 179 273 I- 220 17.9 209 TART F 19R FIGURE 1: FIGURE 2: D D FIGURE 3: ANGLE CUP (FIGURES 13) MUST BE USED IN PAIRS. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS L4 ALLOWABLE 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS. SEE SHEETS 18-20. ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRUM IN THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 18.20. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-80. WOOD SHALL BE PRESSURE TREATED YELLOW SOUTHERN PINE WITH AN SO OF 0.88. ALUMINUM SHALL BE 8083.76 AND BE A MINIMUM OF .128' THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .048' THICK (18 GAUGE} STRUCTURAL STEEL TO BE AT LEAST .128• THICK AND AX ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL. ApJ&WRIMT POMULM g'-- =ANCHOR CAP.- USE THIS FORMULA TO OBTAIN THE 'ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT IS LOWER THAN THE MULum CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE fi' ..1\tt11ll tU/t ``��.ONY Lt rv71 d1/4 �'i \,\CENSE * No.5858705 * ' STATE A. LYNN MI 11LL1E/R P.E. FL P.E.# 58705 AnchorCepacBp Table (Ire) 27k cowete &5k Caro. I HOUGWCMU FIRM Coal PTwad motel AnolwCUpPa�ne A=hw lO c SFW Elco Unman tW Elm Unman SNr ow Unman 3N8' Bw Unman 1/4' F W Unman tW 88 Sm 808° Elco 1/4' SS Elm 010 Shmi 012 Steel AVOGOUt Uba0w AggsWr Screw (GS) Strew 0.2 Steel Sew W) r &lir r 0.48' &W Edge Wataus 0* r at/r r 2.1/r 3.18' r atfr rEMUS 0.974' E7nlmment M taro' 13/4' tsrx 1367' r 1.9/4` 1-1K• 1-1/ I-Vw 1-174' r t-38• 1.38' (me ate 4) zatmme@ePBnn a /Tg23 wB9 tx Mgr 3-80 US 450 Me age The 170o are 2a0m3 354 HA* 4N dm 7208m tte29m 32eme 42oao aeBBm 4 Aatm•®18'6a1L Mt 1(2) 218 Argte CUP$ ft 4j 7eolbe 78OUS 780@3 1870 Um 26480m BOWS 50003e w =23 800118 2384 no 862 AM Swum 1110110. BAn0=@27rA to.c.1�275Ae�e C5p8(Flg. 112DMS 1=29 t�lbs 2248 Us 2254lbe IYA 840Im WA ttiA 13235m ttm 978ma t7801im 18805m FIGURE 1: FIGURE 2: D D FIGURE 3: ANGLE CUP (FIGURES 13) MUST BE USED IN PAIRS. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS L4 ALLOWABLE 3) MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS. SEE SHEETS 18-20. ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRUM IN THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 18.20. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-80. WOOD SHALL BE PRESSURE TREATED YELLOW SOUTHERN PINE WITH AN SO OF 0.88. ALUMINUM SHALL BE 8083.76 AND BE A MINIMUM OF .128' THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .048' THICK (18 GAUGE} STRUCTURAL STEEL TO BE AT LEAST .128• THICK AND AX ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL. ApJ&WRIMT POMULM g'-- =ANCHOR CAP.- USE THIS FORMULA TO OBTAIN THE 'ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT IS LOWER THAN THE MULum CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE fi' ..1\tt11ll tU/t ``��.ONY Lt rv71 d1/4 �'i \,\CENSE * No.5858705 * ' STATE A. LYNN MI 11LL1E/R P.E. FL P.E.# 58705 1 BO Mn 1 00 to ) 7013 1 90 In I 90 m 1 1001n 1 120 In 1 $40 In I iso 1n I 9.29"48rif, DECAL BAYMULL ATARI F 4'AR FIGURE 1: FIGURE 2 FIGURE & ANGLE CUP (FIGURES 1-3) MUST BE USED IN PAIRS. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS ANMW OPENING WIDTHS IS ALLOWABLE. 3) MULLION AND MULLION CUPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS. SEE SHEETS 18.28. ALL MULLION CUPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED IN THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 18.20. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C -ft WOOD SHALL BE PRESSURE -TREATED YELLOW SOUTHERN PONE WITH AN SG OF 0.89. ALUMINUM SHALL BE 8083-T8 AND BE A MINIMUM OF .129• THICK STEEL STUDS TO BE A MINIMUM GRADE 33 AND AW THICK (18 GAUGE} STRUCTURAL STEEL TO BE AT LEAST .128• THICK AND A38. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL P—) X i MULLION CAP. ®„„� 'ANCHOR CAP.— USE THIS FORMULA TO OBTAIN THE ANCHOR CAPACRY REQUIRED• CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT E LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO OUALIFY ADDmONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. pi 174 v �11uu„� * : No. 58705 =-o tit. No-F, 1 1 �i�piC� '' • .!cLOfVMMA RVDP ' • �9 PONAL A LaIWL).'E'11t. P.E FL P.E.B Sam Alte6or Capacity Table (Iba) 66su to 2u C4ncMtD &a Cub. Holow CDU F•ed Cha, PT Wood abw AbtbiTppe 3H8•t7wl84aab 1/4'Elwllif dw Elu! 0 3/18 EkoUlDaoon 1,4 EI�Upaoon yr SS ON &WBW 1,r SS EW 0108W 0128W #128WAWWCbFathom Aam0elm Wm— AWaGeUw S—PO Sae 00 3—po Echo mosm F0 r I 2-vr r h1/83 -1w r 24W r 2-Wr 3-1w r a4r 0.84• 0.384• EmbeftM(1nB 14,a• 14a 14x1• 14x4• r 1-vr 1-ua• 1-14• 1-wr 1-vr 1vr r 1-w I -W ieaerom4) 2 6 (2)ia8 S.1$ 390 3801bs 17001D3 954 740 46816• 72D 1 420 860W 4Anc6ae (i$&"Uh O t1(2e)2x6Ar4bC0pft 2J; 7801b3 760 @s 780 ms 1670163 282E Ibs 8/0 Bre 6M ros WA NPO Ibs 038 ms 8B0®s ?3841U3 BBSIbe 640Ih3 11aoa• B Anah=@ 27r Nh O.C.,(2)US Aegl9plpe (H& 11�Ox 1120 MDs >Ie ws 2248ID3 2260 as WA 8401 WA tos91D3 WA 93zoID3 WA 97e IDB 12•ilbe tsw 2�s FIGURE 1: FIGURE 2 FIGURE & ANGLE CUP (FIGURES 1-3) MUST BE USED IN PAIRS. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 22 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 2) LINEAR INTERPOLATION BETWEEN MULL LENGTHS ANMW OPENING WIDTHS IS ALLOWABLE. 3) MULLION AND MULLION CUPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS. SEE SHEETS 18.28. ALL MULLION CUPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. HOLES MAY BE DRILLED IN THE FIELD FOLLOWING DIMENSIONS SHOWN ON SHEETS 18.20. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C -ft WOOD SHALL BE PRESSURE -TREATED YELLOW SOUTHERN PONE WITH AN SG OF 0.89. ALUMINUM SHALL BE 8083-T8 AND BE A MINIMUM OF .129• THICK STEEL STUDS TO BE A MINIMUM GRADE 33 AND AW THICK (18 GAUGE} STRUCTURAL STEEL TO BE AT LEAST .128• THICK AND A38. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL P—) X i MULLION CAP. ®„„� 'ANCHOR CAP.— USE THIS FORMULA TO OBTAIN THE ANCHOR CAPACRY REQUIRED• CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT E LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO OUALIFY ADDmONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. pi 174 v �11uu„� * : No. 58705 =-o tit. No-F, 1 1 �i�piC� '' • .!cLOfVMMA RVDP ' • �9 PONAL A LaIWL).'E'11t. P.E FL P.E.B Sam 1' X 276X .866' MULLION 8683.78 ALUM. X -SECTION r-.126' •-•126' .{ 1. .126• IU -CLIP 6683.78 ALUM. STANDARDCLIP I X -SECTION 2X6 ANGLE CUP 6063•TS ALUM. 6063 -TB ALUM. 2 000` XSECTI�N I 2126' 2000. X -SECTION L .12V I � .126' J.740' M CUT HERE ro .376' B. .376'_ 3.126'- --�{ _ CREATE F�.IP. BEE M W. .� MW. & MmKL DETAIL F. SHEET4 .376° MW.-► U -CUP 6083-T8 ALUM. MIN. ^ I } A A I E USWFORALL1'X2•AND MIN. VX 276' MULLIONS. ac.��`„!ll EET886 6.312` - 6.312 6.22W TYP. T 3000' MIN. STANDARD CLIP 6663 -TB ALUM. TOPVENI 6.800• .375° .375' MIN. MW. I �,, MIN. "YY !I O.Q I 6.312 B 1 O OFF9ETcLw .,�• 6083.76 ALUM. .740"-i�� TOPVIEW 1 .3�• MIN. LLCLro 8083-T8 ALUM. 1•xa.t1 x�r A hl LY � TOII L Y. SEE B E TO"'EW "MIN. U4UP 8003-76 ALUM. 126 X3.,88•X 286' A IdULLONLY.SHEECI2 TOPvmw E 2X6 ANGLE CLIP 6083-TOAWM. TOPYIEW TABLE B 126"X SAW X 285• MULLION 6883 -TB ALUM. XSEc71ON Mug Dimension (Meet Mullion POT Part 9 Std. Clip Offset Clip UdClip Angle Clip 1" X2' X.128" (6) W= 06113M 6651116M 6W243M 8116511M 1"X2"X.376"(6) OWN 6MI14M 6W1119M 6W44M �6612M 1"X2.76'X.376(7) 88807 6W11..5M 6691120M 668246M 666913M 1" X2.76" X.660" (8) I 68808 W6116M 6881121M SM46M 6=14M 1" X 3.12G X .600" (9)66837M B 3.000 W51116M W61114M 686242M 6W616M 1.26"X 3.188•X.286 (12) 86641M 6OB1117M 6861113M 61=41M 686518M 1.28' X2.11" X.126 (1b) 69370 WA WA WA 669517M NOTES: 1) ALL MULLION CLIPS MAY 9E FACTORY MACHINED AND CONTAIN UNUSED HOLES. E NEEDED, HOLES MAY SE DRUJ ED IN THE FIELD FOLLOVMG DIMENSIONS OPEN ON THIS SHEET. 2) SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. TABLE A Dimension Value On) For Mullion: A 1.626 1"X2X.12Ci Aluminum Tube Mullion B 2.854 C 0.896 D 0.740 E 1.45D MhL A 1.125 1"X2 X.376" Alu rd im Tube Mullion B 2.404 C 0.836 D 0.49D E 0.46D A 1.878 1" X2.76"' X .375 Alamimun Tube Mullion B 3.000 C 0.757 D 1.118 E A50 Wn. A 1.312 1°X17WX . AttQnhllm Tube Mullion B 3.000 C 0.476 D 0.836 E A50 Min. A 2.000 1" X 3.126' X .600" Alum Tube Mull B 2.637 c 0 883 D 1.137 E .45D Min. A 2876 1.28" X 3.188" X.W Alum Tube MIA B 3.282 C 0.882 D 1.782 E .460 Min. A 1.813 1.28° X 2.11" .121" Alum Tube Mull ��1t11I I I11J)7,'. No. 58708 k ='a 'U 3�i1 ' 14 A. LYNN Mh! o P.E. FL P.EX 68705 30• BAY MULLION 603.78 ALUM. XSECTION �'J �.881•+i 46• SAY MULUG 6083-T8 /LLUX X -SECTION .128' 2000• I .126• STANDARDCUP 8063.78 ALUM. XSECTION .378",-3.126•"--'-� MIN. F 3.(187 HEM TO _ CCREATE F-CUP.>E i DETAIL F. StiEET4 I .376' 1.= I H 2.680 MIN.0.312' F 3.187 1' X4" X.3W G O.C. t H 2430 Tulsa MUDIon F 2.813 30' Bay Mu0 F 2.876 146P Bey Mull I F O O O STANDARD CLIP 8063.76 ALUM. TOPVIEW 6.600" .376' MIN. 77I 1.16• (� MK 0.0.312 O.C. 2280• t 3.000' L -0 H O NOYES: OFFSET CLIP 8083-T8 ALUM. TOPVIEW 1) ALL MULLION CLIPS MAY BE FACTORY MACHINED AND CONTAIN UNUSED HOLES. IF NEEDED, HOLES MAY BE DRILLED IN THE FIELD FOLLOWING DIMENSIONS GIVEN ON THIS SHEET. 2) SEE SHEETS 2-4 FOR GETam MSTALLAnON METHODS. .338' (D MIN. F € W1.226' U -CLIP 6083 -TS ALUM. USED FORALL 1• X 4• MULLIONS. SHEETS 1O& 11 TABL TOPVIEW E C TART F D 2�.126• 2X8 ANGLE CUP 8083-T8 Awal XSECTION 8.000' M. MIN. AllO .378 0.312• M� --{}----e-- € 2X6 ANGLE CLIP 8083-T8 ALUM. TOPVIEW Dlmendon Value On) For WMoo: F 3.(187 1'X4° X.126° O 1.= Alumimun H 2.680 Tube MtdRcn F 3.187 1' X4" X.3W G 0.767 Admdntan H 2430 Tulsa MUDIon F 2.813 30' Bay Mu0 F 2.876 146P Bey Mull mull Dimermion 8d-st8) POT Part tS 7;>tidilon Std Clip OtisetC)ip U•Ciip jAnqIoCHP 1'X4" X.126 (10) WW 666111M Sam= SM41M 668518M 1'X4'X.378"(11) 66810 666112M 6M1123M SSM2M eW518M 3D (18) 6SS0 WA WA WA 6865110M 4S Degree (17) 86860 WA WA WA 6666111M J2.71•MM.O.0 O (BAY MULLS) 3.00` MIN. O.C. (1' X 4• MULLS) P TABLE E Mull Dimension PGT Part A r (shoot 0) Mullion Std. ClipU•Clip I Angie Clip I j r •1z5' 2"X4° X.26" (13) 66602 686281M 681M t�5112M 8083•TBALUM. 2" X 8• X .26" (14) 88604 668262M 668827272M 6M 13M STANDARD CLIP NOTES: 1--2.1100'_` rX8Xz6" MULLION 6(183-78 ALUM. XSEanON .376', MIN. ....u. ..dam 5.800' CUTHERETO 3.804"CREATEFCLIP. £ I SEE DETAIL F. r SHEET4 375 MN 1.716, I I 0.2W � .37y. Zf. MIN. O.C. I 64 - - - 0.312' 1 O O ' 1.344• 0.312• O.0 I STANDARD CLIP 6083-T6 ALUM. TOPVIEW 6.600' -CTO CREAXEF .376SHDETAIL F.MN. SHEET 44 'MIN. q— 1.71s MN.O_C. \v0J0.312' I I 6.000 0.2W � .37y. O I 64 � L- zsza STANDARD CLIP 6063-T6 ALUM. TOP VIEW tl 126• �� -^1 t•-- ---I t--.1zs• �� T- I 4 U.CLIP 2X6 ANGLE CUP g 2.126' 6083.78 ALUM. 8083.78 ALUM.L 8 k XSECTION 2;O• X -SECTION 1 .12b° L .126' g N T Z �-1.41'- I o 0- -010 010 t 6.438 5.431 010 1 .632' MN. oa UCLIP 6083-T6 ALUM. USED FOR r Xr ULUON. MEET 14 TOPVIEW 2X6 ANGLE CLP 8W3-16ALUM. TOPvmW y�`��•l�'��'yicENSE'K�F�A '. No.58705 is at"PTIt t�O11�NAL �.�•. A. LYNN MI S ER P.E. FL P.E.B 68706 6.000 0.2W � .37y. 5.000' MN.O.C. ,376• MIN. 1 O + O 1.344• 0.312• O.0 I 2'Y 3.438• �e -------- i 3.433• .376" o O MN. .13r MIN. O.C. U -CLIP 2X8 ANGLE CLIP 6063.78 ALUM. 6003.78 ALUK USED FOR 7X4' TOPVIEW MULLION, SHEET 13 TOPVIEW 0- -010 010 t 6.438 5.431 010 1 .632' MN. oa UCLIP 6083-T6 ALUM. USED FOR r Xr ULUON. MEET 14 TOPVIEW 2X6 ANGLE CLP 8W3-16ALUM. TOPvmW y�`��•l�'��'yicENSE'K�F�A '. No.58705 is at"PTIt t�O11�NAL �.�•. A. LYNN MI S ER P.E. FL P.E.B 68706 EXAMPLE 1: SINGLE VERTICAL MULLION THE BUILDING SUBSTRATE IS KNOWN TO BE WOOD ON ALL FOUR SIDES. THE WINDOW FRAME DEPTH IS 21W. THE OPENING REQUIRES A DESIGN PRESSURE OF +00.01-80.0 PSF. ? ` $ DESIGN PRESSURE OF+60J0-66.0 PSF. NOANCHOR3IN HEAD --- 1) INITIALLY ASSUMING THAT A 1' WIDE MULLION IS SUITASLE,THE MULLION LENGTH IS 72" AND THE OPENING WIDTH IS 32'" 32+1' -86'. REFERENCING SHEET 22, THE COLUMN USING RECTANGULAR LOADING MUST BE USED. SCAN THE MULLION TABLES FOR A MULLION THAT IS AT LEAST THE WINDOW FRAME DEPTH OF 24/4' AND WILL MEET OR EXCEED THE REQUIRED g i1 yyq EXAMPLE 2: MULTIPLE MILLIONS THE COLUMN USING RECTANGULAR LOADING SHALL BE USED. SCAN THE MULLION TABLES FOR A MULLION THAT IS AT LEAST THE WINDOW FRAME DEPTH OF 2-318' AND WILL MEET OR EXCEED THE REQUIRED DESIGN PRESSURE OF +50.0668.0 PSF. IF THE TABLE DOES NOT SHOW THE EXACT SIZE, USE THE NEM LARGER SIZE AVAILABLE APaaovAL EE DESIGN PRESSURE OF +80.0680.0 PSF. IF THE TABLE DOES NOT SHOW THE EXACT Ste, USE THE NEXT LARGER SIZE AVAILABLE FROM TABLE 3A, SHEET 7, THE 1' X 2.70' X.370'MULLION (LENGTH - 7Y, OPENING WIDTH - 707 MEETS THE DEPTH REQUIRED. HOWEVER THE DESIGN PRESSURE IS +/.W.3 PSF AND WOULD&IE NOT BE SUITABLE FOR THIS APPLICATION. FROM TABLE 4A, SHEET 8, THE 1' X 2.76'X AW MULLION (LENGTH - 7T, OPENING WIDTH - 707 HAS A DESIGN PRESSURE OF +1-77-7 PSF WHICH EXCEEDS THE REQUIREMENTS FOR THE FROM TABLE 3A, SHEET 7, THE 1' X 2.76" X .37S' MULLION (LENGTH =108', OPENING WIDTH - 807 MEETS THE OEM REQUIRED, HOWEVERTHE DESIGN PRESSURE IS +1-16.1 PSF AND WOULD NOT BE SUITABLE FOR THIS APPLICATION. If x MILLION Q Q O SA2.3. E USED IN THIS APPLICATION. NOTE THE ANCHOR CAPACITY REQUIRED OF 971 LB FOR THE OPENING AND MAY 13E S. OEr FBJE3T�RATION SHE 24 OPENING AND MAY BE USED IN THIS APPLICATION. NOTE THE ANCHOR CAPACITY REQUIRED OF ON LBS. FRODUOT3 ASSUMED. VERIFY THAT THE DESIGN PRESSURE IS STILL APPLICABLE FOR THE ADJUSTED OPENING.ALTERNATIVELY, THE WINDOW WIDTHS MAYBE REDUCED TO MAINTAIN LENOTH THE 73' DIMENSION (35-112'+36.12'+2'x737. r r 2) USE TABLE !UB TO FIND THE ANCHOR TYPE, ANCHOR QUANTITY AND CLIP TYPE REQUIRED FOR THE CONCRETE SUBSTRATE N THIS EXAMPLE, ASSUME THE POURED 2) USE TABLE 46 TO FIND THE ANCHOR TYPE, ANCHOR QUANTITY AND CUP TYPE REQUIRED FOR THE WOOD SUBSTRATE BOTH THE STANDARD CLIP WITH (4) 612 ANCHORS AND THE 2X5 ANGLE CLIPS WITH (4) 912 ANCHORS HAVE A CAPACITY OF 8401 N. THOUGH EITHER ONE COULD BE USED, THE STANDARD CUP IS EASIER TO INSTALL. ZZy ✓ LV /AUW(N ` .` 8� - USING THE STANDARD CLIP WITH (8) 3/18' ULTRACON ANCHORS AT AN EDGE DISTANCE OF 2-1W GIVES AN ANCHOR CAPACITY OF 1050 LBS WHICH IS GREATER AND LENOiH AIS 8 DETSHEETS / W FOR THE HORIZONTALMULUONS: 3) VERIFY THE DESICN PRESSURE OF THE FENESTRATION PRODUCTS USED WITH THIS MULLION SYSTEM. THE LOWER DESIGN PRESSURE, OF MUWONS OR FENESTRATION PRODUCTS, WILL APPLY TO THE OVERALL ASSEMBLY. FINAL DESIGN PRESSURE REQUIRES THAT THE BOTH THE MULLION AND THE FENESTRATION PRODUCT BE INSTALLED IN ACCORDANCE WITH THE INSTALLATION SPECIFICATIONS INTO RESPECTIVE SUBSTRATES AND FENESTRATION PRODUCTS TO MULLION. HEKIHT BECAUSE THE VERTICAL MULL WILL BE A T X 4- X 2W MULLION, IN THIS EXAMPLE WE WILL MATCH THE HORIZONTAL AND VERTICAL MULLIONS, ALTERNATIVELY, ANOTHER MULLION TYPE COULD BE CHOSEN. �tiVO7Fi wIly IN THIS EXAMPLE, THE DESIGN PRESSURE REQUIRED WAS +680.0 PER THE OVERALL MULLION SYSTEM WAS DETERMINED TO BE 727 PSF WITH AN ANCHOR CAPACITY OF ON LBS. ALTERNATIVELY, THE ANCHORCA ACI TY Y ADJUSTMENT FORMULA COULD HAVE BEEN USED TO CALCULATE THE ANCHOR CAPACITY REQUIRED FOR THE EXACT DESIGN PRESSURE OF SO PSF: (60 PSF) X 636 LBB 624.8 LBS (MAYBE USED TO QUALIFY 910 STEEL SCREWS FROM TABLE 49) LU to t USED. FROM TABLE 9A SHEET 13. THE 2" X 4° X 260 MULLION (� LENGTH - 42', OPENING HEIGHT -1207 HAS A DESIGN PRESSURE OF +1-170.0 PSF WHICH EXCEEDS THE M . THE BUILDING SUBSTRATE IS KNOWN TO BE CMU ON THE JAMBS AND USES A CONCRETE HEADER AND SILL. THE WINDOW FRAME DEPTH IS 245'. THE OPENING REQUIRES A ? ` $ DESIGN PRESSURE OF+60J0-66.0 PSF. 666 r FOR THE VERTICAL MULLION: 1) INITIALLY ASSUMING THAT A T WIDE MULLION IS SUITABLE, THE MULLION LENGTH IS W+7T+1"Ob- AND THE OPENING WIDTH IS 38'+361+1' -77. REFERENCING SHEET 22, Q Z EXAMPLE 2: MULTIPLE MILLIONS THE COLUMN USING RECTANGULAR LOADING SHALL BE USED. SCAN THE MULLION TABLES FOR A MULLION THAT IS AT LEAST THE WINDOW FRAME DEPTH OF 2-318' AND WILL MEET OR EXCEED THE REQUIRED DESIGN PRESSURE OF +50.0668.0 PSF. IF THE TABLE DOES NOT SHOW THE EXACT SIZE, USE THE NEM LARGER SIZE AVAILABLE F c N W L L WwTH-tI- FROM TABLE 3A, SHEET 7, THE 1' X 2.76" X .37S' MULLION (LENGTH =108', OPENING WIDTH - 807 MEETS THE OEM REQUIRED, HOWEVERTHE DESIGN PRESSURE IS +1-16.1 PSF AND WOULD NOT BE SUITABLE FOR THIS APPLICATION. S2Mul I FROM TABLE 9A. SHEET 13, THE 2"X 4"X 260' MULLION (LENGTH -108', OPENING WIDTH - S07 HAS A DESIGN PRESSURE OF +/-94.7 PSF WHICH EXCEEDS THE REQUIREMENTS Q Q O SA2.3. E USED IN THIS APPLICATION. NOTE THE ANCHOR CAPACITY REQUIRED OF 971 LB FOR THE OPENING AND MAY 13E S. OEr FBJE3T�RATION SHE 24 BECAUSE IT IS NOW KNOWN THAT THE MULLION WILL ADD 7 TO THE WIDTH OF THE MULLED UNIT. THE ADJUSTED OPENING WIDTH IS 38'+38'+2-74^, NOT 73' AS PREVIOUSLY FRODUOT3 ASSUMED. VERIFY THAT THE DESIGN PRESSURE IS STILL APPLICABLE FOR THE ADJUSTED OPENING.ALTERNATIVELY, THE WINDOW WIDTHS MAYBE REDUCED TO MAINTAIN APFRW! �- THE 73' DIMENSION (35-112'+36.12'+2'x737. r r 2) USE TABLE !UB TO FIND THE ANCHOR TYPE, ANCHOR QUANTITY AND CLIP TYPE REQUIRED FOR THE CONCRETE SUBSTRATE N THIS EXAMPLE, ASSUME THE POURED maichm I i CONCRETE HEADER AND SILL ARE 5' WIDE. IF THE MULLION CUP WERE TO BE CENTERED WITHIN THE 5. CARE MUST BE TAKEN TO MAINTAIN THE FASTENER'S E DISTANCE /AUW(N ` .` 8� - USING THE STANDARD CLIP WITH (8) 3/18' ULTRACON ANCHORS AT AN EDGE DISTANCE OF 2-1W GIVES AN ANCHOR CAPACITY OF 1050 LBS WHICH IS GREATER AND LENOiH AIS 8 DETSHEETS SUITABLE, FOR THE REQUIRED ANCHOR CAPACTTYOF On LBS. MOM 2.1 SHEET FOR THE HORIZONTALMULUONS: HEKIHT BECAUSE THE VERTICAL MULL WILL BE A T X 4- X 2W MULLION, IN THIS EXAMPLE WE WILL MATCH THE HORIZONTAL AND VERTICAL MULLIONS, ALTERNATIVELY, ANOTHER MULLION TYPE COULD BE CHOSEN. ODUCI'RBVISID 1) THE MULLION LENGTH IS WAND THE OPENING HEIGHT IS32'+72'+2"-108'. REFERENCINGSHEET22,THECOLUMNUSINGTRAPEZOMALIDiIANGUWRLOADINGAMYBE AFI With dwFwds USED. FROM TABLE 9A SHEET 13. THE 2" X 4° X 260 MULLION (� LENGTH - 42', OPENING HEIGHT -1207 HAS A DESIGN PRESSURE OF +1-170.0 PSF WHICH EXCEEDS THE M . REQUIREMENTS FOR THE OPENING AND MAY SE USED IN THIS APPLICATION. NOTE THE ANCHOR CAPACITY REQUIRED OF 621 LBS. �gRp SEE DETAR• 2) USE TABLE OB TO FIND THE ANCHOR TYPE, ANCHOR QUANTITY AND CUP TYPE REQUIRED FOR THE CMU SUBSTRATE. IN THIS EXAMPLE, ASSUME THE CYIU JAMS ARE 9' SHEETS WIDE IF THE MULLION CUP WERE TO BE CENTERED WITHIN THE 8', CARE MUST BE TAKEN TO MAINTAIN THE FASTENERS EDGE DISTANCE USING THE 2X8 ANGLE CIPS WITH F (4) 3H S' ULTRACON ANCHORS AT AN EDGE DISTANCE OF 1' GIVES AN ANCHOR CAPACITY OF 8401 N WHICH IS GREATER AND THEREFORE SUITABLE, FOR THE REQUIRED 111111 ! I / ANCHOR CAPACITY OF 621 LB& �'P 38:HOR1Z. 38'.H�I2. • LEN01H� �� 4) FOR THE U•CUP N THE HORIZONTAL MULLION TO VERTICAL MULLION. USE THE SAME AN CAPACITY OF 821 LBS. TABLE 98 FOR THE UCLIP SHOWS THE ANCHOR �� •t� ENS �� ` : ' \,\G B •'•. LOPMW CAPACITY IS 1074 LBS WHEN USING 3 ANCHORS, WHICH IS GREATER. AND THEREFORE SUITABLE, FOR THE REQUIRED ANCHOR CAPACITY REQUOREMENTOF 821 LBS. THE � Q' •' '; •(� ' VADTH FOR VERWAL MAILL ANCHOR TYPE IS A 912 STEEL. SCREW. * : No. 68705 FROM THE ABOVE STEPS, OUR MULLION DESIGN PRESSURE IS: Q' +684.7PSF FROM THE VERTICAL MULLION +/•170.0 PSF FROM THE88' HORIZONTAL MULLION ATTACiNGTO CMU; •. CAfAb PSS FROM THEW HORIZONTAL MULLION 70 VERTICAL MULLION (NTEF�ECTiON). •.iuI THE LO D WOULD A PLTHE THE LOWEST DESIGN PRESSURE IS 4W.? PSF AND WOULD APPLY TO ALL OF THE MIULLRONS. ' D,p'•.. �O�QP: ' �?: � VERIFY THE DESIGN PRESSURE OF THE FENESTRATION PRODUCTS USED WITH THIS MULLION SYSTEM. THE LOWERDESIGN PRESSURE, of MULLIONS OR FENESTRATION ��.;slo 1. ,: PRODUCTS. WILLAPPLY TO THE OVERALL ASSEMBLY. FINAL DOM PRESSURE REQUIRES THAT THE BOTH THE MULLION AM THE FENESTRATION PRODUCT BE INSTALLED IN A. LYNNIIiAy'L� �R, P.E. ACCORDANCE WITH THE INSTALLATION SPECIFICATIONS INTO RESPECTIVE SUBSTRATESAND FENESTRATION PRODUCTS TO MULLION. PL RE.#68706 �r- i V I"is LOAVWG OF VERTICAL MULLION SILL OF WINDOYU8 NOT ANCHORED LOADING OF VERTICAL MULLION SILL OF VANDOWS NOT ANCHORED LOADING OF VERTICAL MULLION WITH INTERSECTING HORIZONTAL MULLIONS SMH S"m 4/ LOADING OF HORIZONTAL MULLION WITH QSTERSECVNG VERTICAL MULLION EXAMPLES OF TRAPEZOroAUTR1ANGULAR LOADING ADING OF HORIZONTAL MU �r - I� i' I it t is SI � �. � �I► � � P —ItISI 1 PIA HINGED1 LOADING OF (2) HORIZONTAL MULLIONS LOADING OF HORIZONTAL MULLION LOADING OF HORIZONTAL MULLION .DOOR PW PW I ODU TRLVISED 11 1 1) DRAWINGS ARE 0O1°P19+o8wit6 tha Flot}Ba RERESENTATIONS OF TYPICAL 01 I PW CONFIGURATIONS. Vato PW OT SHDINN MAY BE TED FROM 07,n, c c 1 THOSE SHOW fj 1 `) \ 2) IF THE LOADING TYPE CANNOT BE DETERMINED. USE Off, • y i PIN RECTANGULAR LOADM ` CENSE r�3705 'olj 3) SEE PRODUCTS' APPROVAL FOR _ 1 OF VERTICAL MULLION PffIvaOFDOOR ISNOT CAPTURED ORANCHORED WITH LWT CAJ. MULLION RSECTTWOHORGWNAMULLIONS j a � ACTUAL ANCHOR DATIONS.LOAD940 W J� „O;•V` (\�a j� :.�(�,I` HINGED I•. 3GD STP �%O,p' .,•FLOR��Q'�a. i LOADING OF VERTICAL LO NG OF HORIZONTAL A. L71VN MIUA04 P.E. MULLION MULLION FL P.E.$ 58705