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RC-15-545 (2) F P F C _i V Miami Shores Village JUL 312M Building Department 10050 N.E.2nd Avenue,Miami Shores, Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC zo>y BUILDING Master Permit PERMIT APPLICATION sub Permit No. ]SBUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL [:]PUBLICWORKS ❑ CHANGE OF ❑CANCELLATION SHOP A q4_1 jy CONTRACTOR DRAWINGS JOB ADDRESS: O C. ALE Z ! � Y City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): P c, ey/1-eA 7j C4/A'/1 Phone#: Address: (0 ('C2 'AJ � C(1 -i' City: /A"'Pn I GICr{l State: ��- Zip: Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: -P/l.Me4f 4 6fc;CC) Phone#: -7q6- Oa:i� Address: /cc. City: Sus►!s,,'-E f State:: PZip: 1-r Qualifier Name: � State Certification or Registration M cGO,/5- 31 Certificate of Competency#: o DESIGNER:Architect/Engineer: Phone#: Address: e City: State: Zip: Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Addition , ❑ Alteration 1:1 New / F-1Repair/Replace ❑ Demolition Description of Work: /1/12'eC�,a r a c-e 041�//` q 0 Specify color of color thru tile: Submittal Fee$ Permit Fee$ 3� '� CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ ''-f Y (Revised02/24/2014) r Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS, HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy 0 the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to a chment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection whi occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be app oved and a reinspection fee will be charged. Signature Signature ` OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this 12 l day of Lki q 20 — by V day of —)o /c.1 .20 /f by STC j�2�-C KICVA✓l .'who is p sonally known to) 1'� rr�C101 wXV!7as to me or who has produced as me or who has produced identification and who did take an oath. identification and who did take an oath. 4r NOTARY PUBLIC: JESSICA MARIA VARGA NOTARY PUBLIC: 1 i MY COMMISSION f EE 848717 EXPIRES:March 2,2017 Bonded Thru Not�y Pubk UnderwritersSign: Sign: - Pri I 10 ; Prl Seal: Seal: �4,v ft, Notary Public State of Florida Joann®M Feliciano My Commission FF 082753 APPROVED BY '' Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) h JUL 31 Z015 �•f—� � MIAMMADE \ MIAMI-DADS COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street,Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC ES Miami,Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION ` T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE OA a: ` vmw.miamidade.zov/economy Clopay Building Products Company B , I��3 i aUV 8585 Duke Boulevard Mason,OH 45040 APPROVED — DATE SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials.The documentation submitted has been reviewed and accepted by Miami-Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). ibis 1$pA shall not be valid after the expiration date stated below.The Miami-Dade County Product Control Section(In NOW Jlade CaunW and/or the AHJ(in areas other than Miami Dade County)reserve the right to have this product or •••• material tested fpt q*lity assurance purposes. If this product or material fails to perform in the accepted manner, the ...... mUM&rer will incw the expense of such testing and the AHJ may immediately revoke,modify,or suspend the use of •• such.product os Am" their jurisdiction.RER reserves the right to revoke this acceptance,if it is determined by •:•... Miami41)ade County•Product Control Section that this product or material fails to meet the requirements of the **9:9* aPpliaable builfWaode. ••••• Tiiispmduct ii:appreyed as described herein,and has been designed to comply with the Florida Building Code, :0009• including the High-Velocity Hurricane Zone. 0:000: DAcRIPT16N I"EPS Ins.Steel Sectional Garage Door up to 9'-0"Wide w/Impact Resistant Lites • APIWOVAI� •DOCUMENT: Drawing No. 101703,titled"HDG/HDGL,66/68,4300/01,4310/67/HDGL, •••••• 4#W01,H Mddels",sheet 1 of 1,dated 11/19/1996,with revision 6 dated 7/2012,prepared by Clopay ButiMg Products Company,signed and sealed by Scott Hamilton,P.E.,bearing the Miami-Dade County Product Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami- Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING:A permanent label with the manufacturer's name or logo,ht yiufacturing address,model number,the positive and negative design pressure rating,indicate impact rated if applicable,installation instruction drawing reference number,approval number(NOA),the applicable'test standards,and the statement reading`Miami-Dade County Product Control Approved' is to be located on the door's side track, bottom angle,or inner surface of a panel. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use,and/or manufacture of the product or process.Misuse of this NOA as an endorsement of any product,for sales,advertising or any other purposes shall automatically terminate this NOA.Failure to comply with any section of this NOA shall be cause for termination and removal of NO& 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 distributersad shall be available for inspection at the job site at the request of the Building Official. •• • This NOA renews NOA#12-012&04-and consists of this e 1 and evidence •�• g As. ells P� .p��- . 2'Y .a&pval document mentioned above. The submitted documentation was reviewed by Carlos M.Utrera,P.E. • kd;- 1o.12.071 16 MMIMFDY4DE OLlM7 Api atOnibate•�SEptCmbet*.�20,s$PJ7 •••• • Approval Date:October 4,2012 VIA?�?Ai? Page 1 • • • • • • • • • • •• •• • • • •• •. • e Clopay Buildine Products Comnanv NOTICE OF ACCEPTANCE: EVIDENCE SUBNE[TTED A. DRAWINGS 1. Drawing No. 101703,titled"HDG/HDGL,66/68,4300/01,4310/67/HDGL,4400/01,H Models",sheet 1 of 1,dated 11/19/1996,with revision 6 dated 7/2012,prepared by Clopay Building Products Company,signed and sealed by Scott Hamilton,P.E. B. TESTS "Submitted under NOA#09-0929.10" 1. Test report on Forced Entry Test,per FBC,TAS 202-94,prepared by American Test Lab,Inc., Test Report No.ATLNC 0428.01-09,dated 06/03/2009,signed and sealed by David W. �• Johnson,P.E. • "Submitted under NOA#07-0807.14" •2. '.Test reports on: 1)Uniform Static Air Pressure Test,Loading per FBC TAS 202, ""•• 2)Large Missile Impact Test,per FBC TAS 201, 3)Cyclic Wind Pressure Test,Loading per FBC TAS 203, •`"`• ."aiong with marked-up drawings,prepared by American Test Lab,Inc.,Test Report No. •,,;,, ,`,, Xt NC 0823.01-06,dated 12/18/2006,signed and sealed by David W.Johnson,P.E. • C. • CALtCPI-ATIONS "SubinNed under NOA#07-0807.14" V. 1. •••Aildhoring calculations,prepared by Clopay Building Products Company,dazed 07/30/2007, sighed and sealed by Scott Hamilton,P.E. D. QUALITY ASSURANCE 1. Miami-Dade Department of Regulatory and Economic Resources(RER) E. MATERIAL CERTIFICATIONS "Submitted under NOA#07-0807.14" 1. Tensile Test,per ASTM E8,Reports No.HETI4WT604/605/606,prepared by Hurricane Engineering&Testing,Inc.,dated 09/22/2006,signed and sealed by Rafael E.Droz-Seda, P.E. 2. Corrosion Resistance Salt Spray Test,per ASTM B117,Report No.30160-04-63365, prepared by Stork Twin City Testing Corporation,dated 01/26/2005,signed by John D.Lee, P.E. 3. Ignition Properties of Plastics Test,per ASTM D 1929,Report No.3082959-500,prepared by Intertek Testing Services NA,Inc.,dated 09/16/2005,signed by Anthony Penaloza. 4. Surface Burning Characteristics Test, per ASTM E84, Report No. 3082960-500, dated 10/04/2005 and Report No.3094867SAT-001,dated 04/13/2006,prepared by Intertek Testing Services,NA,Inc.,signed by Javier Trevino and Anthony Penaloza. F. STATEMENTS 1. Statement letter of code conformance to 2010 FBC no financial interest,issued by Clopay Building Products Company,dated 07/06/2012,signed and sealed by Scott Hamilton,P.E. 27 Z0i2 Carlos M.Utrera,P.E. Product Control Examiner NOA No.12-0710.06 Expiration Date:September 20,2017 Approval Date:October 4,2012 E-1 w • G2 Consulting Group,lnc. JOAQUIN MONTESINO, P.E 9725 SW 4 th TERR., Miami, Florida 33174 PH (786)2940032, Fax(786)2940032 Lic#69969,CA 25882 BY: JM DATE:3/3015 SUBJECT:MARINO RES SHEET No.1of4 CHECK BY:JM DATE:3/3015 MIAMI SHORESi , Florida JOB#:2001 Response Building Departmnts Comments#1 CALCULATION TITLE SHEET Job Name : INTERIOR RENOVATION Client: Mr. MARINO Job Address : 1066 ne 94th STREET Miami , Florida 33138 Job Type : RESIDENTIAL E N S '• O Building Code : .F.B.C.-2010-Editiop ' ''o•• STATE OF ' Building Dept : Miami Shores =' 'o,". o , • '`' ' The undersigned hereby certifies that the enclosed structural�ss1 1NA; t%%`�` calculations were prepared either by myself or under my direct supervision.For the computer runs, if any,input was prepared and the output data analyzed and interpreted in the same manner prior preparation of the construction documents. Therefore, I accept professional responsibility for my interpretation of any computer outputs. G2 Consulting Group, Inc. Job: MARINO Res Joaquin Montesino P.E Sheet No: 46 of 9725 S.W.4 th TERR. Calc.by:jm_Date:3/30/15 Miami, FL 33174 Check by:jm Date:3/300/15 LIC#69969, CA 25882 Phone/Fax: (786)294-0032 Desian steel plate for the existina tie.bm Data : bc:= 8in hc:= 12in fc:= 3000psi Concrete properites 1Steel plate properties 4 i t:= n h:= I Oin Fy:= 36ksi w:= 960 Ibf L, := 10ft L2 := 10ft Spans of beam V;= 2 -w-L,•1.15 Actual max shear force V=5.52-kip Pdw1 2 Actual max Bending Moment M := 8 •w•Lj M = 12•kip•ft 1a.Calculate Shear Stress on plate Api:= t•h Steel plate area Api =2.5•in V•1. fv:= V-1.5Maxactual shear stress fv=2•ksi Api•2 F,:= 0.4•Fy Allowable steel shear stress F„= 14.4•ksi Check1 := if(f„<_ F,„"good" ,"nogood") Check1 ="good" Lb Check bendindg strees on steel pi t•h2 Steel plate modulus of section 6 fb:= S Max actual bending stress fb = 17.28•ksi Fb:= 0.6•Fy Allowable bending stress Fb =21.6•ksi Check2:= if(fb <_ Fb,"good" ,"no good" Check2= "good" ti G2 Consulting Group, Inc. Job: M9RINO Res Joaquin Montesino P.E Sheet No: I of 9725 S.W.4 th TERR. Calc. by.jm_Date.3/30/15 Miami, FL 33174 Check by:LDate:3/300/15 LIC#69969, CA 25882 Phone/Fax: (786)294-0032 2. Check thru mb bolts in dbl shear 5/8" diam. A307 F,.,:= IOksi Allowable shear stess for MB D=5/8" Ab:= 0.3in2 Area of bolt Using : n:= 2 bolts Vds:= Fv.s-Ab-2-n Check3:= if(V<_Vds,"good" ,"nogood" Check3="good" 3 Check bearing capacity of a bolt on plate Fbearing 0.9•F Allowable Bearing of steel Fbearing =32.4•ksi Abearing t•0.625in•n-steel area for bearing Abearing =0.625•in2 V fbearing Abearing fbearing =8.832•ksi Check4:= if(fbearing < Fbearing,"good" ,"nogood" Check4="good" 4. Check bearing capacity of bolts on concrete Fbc:= 0.35•fc Allowable bearing of concrete Fbc= 1.05•ksi ABc:= 5 in•7.625in•n ABc=9.531-in 2 fbc:= v Fv= 14.4•ksi ABc • G2 Consulting Group, Inc. Job: M RINO Res Joaquin Montesino P.E Sheet No: of 9725 S.W.4 th TERR. Calc.by:jm_D a:3/30/15 Miami, FL 33174 Check by:jm Date:3/300/15 LIC#69969, CA 25882 Phone/Fax: (786)2940032 fbc=0.579•ksi Check5:= if(fbc<_ Fbc,"good" ,"nogood" Check5="good" 5. Check tear on pl It:= 3in edge distance At:= It-t•4 Area for tear ft:= V actual tear stress in plate ft= 1.84-ksi At Check:= if(ft<_ Fv,"good" ,"nogood" Check= "good" ote : used steel plate 10"x1/4"with 2-5/8" diam. bolts thru A-307at supports and alance at 12"c/c ? 4 , T G2 Consulting Group,lnc. " WT IWTi`� i' JOAQUIN MONTESINO, P.E 9725 SW 4 th TERR., Miami, Florida 33174 LBY<- (� � 1 PH (786)2940032, Fax(786)2940032 Lic#69969,CA 25882 BY: JM DATE:3/11/15 SUBJECTWARINO RES SHEET No.1of 32 CHECK BY:JM DATE:3/11/15 MIAMI SHORESi , Florida JOB#:2001 pq CALCULATION TITLE SHEET Job Name : INTERIOR RENOVATION -- - Client: Mr. MARINO Job Address : 1066 ne 94th STREET Miami , Florida 33138 Job Type : RESIDENTIAL Building Code : .F.B.C.-2010-Edition Building Dept : Miami Shores %%.� The undersigned hereby certifies that the enclosed structural '',••\Ci E N S F',, OI op calculations were prepared either by myself or under my direct-S "V supervision.For the computer rens,if any,input was prepqed No-69969 ;, and the output data analyzed and interpreted in the same manner prior preparation of the construction docum '/4 Therefore, I accept professional responsibility for �y c= interpretation of any computer outputs. i �'�� ss/ONAL�,. G2 Consulting Group,lnc. JOAQUIN MONTESINO, P.E 9725 SW 4 th TERR., Miami, Florida 33174 PH (786)2940032, Fax(786)2940032 Lic#69969,CA 25882 INDEX I- WIND PRESSURES FOR C&C 2 to 5 II DESIGN WOOD JOISTS L=12FT 6 to 9 III 1EINFORCED EXIST.CONC. BM 10 to 14 IV DESIGN STL TRANSOM CONNECTION 15 to 16 V- DESIGN STL TRANSOM 17 to 19 V REINFORCED EXIST.CONC TB 20 to 24 VI DESIGN WOOD JOISTS L=14FT 25 to 28 VII DESIGN WOOD JOISTS L=BFT 29 to 32 g2 consulting group,incb:Marino , joaquin montesino, p.e Sheet No: `:�10of 9725 sw 4 terr miami fl 33174 Calc. by:JM Date:03/05/15 lic#69969 CA 25882 Checked by:JM Date:03/05/15 WIND LOADS PER ASCE 7-10 EXPOSURE :C Roof angle: (7Deg.)< 0< _ (27 deg ) Roof angle: sl = 4 0:= atan(slope) 0= 18.435-deg 12 V:= 175 mph Mean hight h:= 15ft Importance Factor 1:= 1.00 Topographic Factor Kzt:= 1.0 Velocity pressure Exposure 2 2 h a. 15 aft Kz= if (h < 15ft), 2.01• — , 2.01 — Kz= 0.85 (Z9) Zg Wind Directionality Factor Kd:= 1.0 Basic Velocity Pressure qh:_ 10.00256•Kz•Kzt•Kd•(V)2•I1-psf qh= 66.55•psf g2 consulting group,inc ob:Marino Joaquin montesino, p.e Sheet No: 7 of 9725 sw 4 terr miami fl 33174 Calc. by:JM Date:03/05/15 lic#69969 CA 25882 Checked by:JM Date:03/05/15 Wall Pressure for building h<60ft Negative :zone4 Gcpi:= -0.18 2 A:= (8ft) A= 21.333 ft2 ww 3 GCp4= -1.2766+ 0.1766-log 2 GCP4= -1.042 ft P4= gh•[GCP4- (-Gcpi)]•0.6 p4=-48.792•psf Negative : zone5 GIPS= -1.7532 + 0.3532-log 2 GCP5= -1.284 ft P5:= gh•[GCP5 - (-Gcpi)]•0.6 P5=-58.451•psf positive :zone4&zone5 2 A:= (8ft) A= 21.333 ft 2 AW 3 GCP4.5 = 1.1766- 0.1766•log2 Gcp4 5 = 0.942 ft P4.5 gh•[GCP4.5 + (-Gcpi)]•0.6 p4.5= 44.799•psf g2 consulting group,inc b:Marino joaquin montesino, p.e Sheet No:--ff of 9725 sw 4 terr miami fl 33174 Calc. by:JM Da:03/05/15 lic#69969 CA 25882 Checked by:JM Date:03/05/15 Door Pressures for building h<60ft Negative :zone4 AA:= 21ft2 Gam:= -1.2766+ 0.1766-log(A GCP4= -1.043 ft = gh•[GCP4- (-Gcpi)]•0.6 P4= -48.84•psf Negative : zone5 G := -1.7532+ 0.3532-log(A Gcp5= -1.286 ft, := gh•[GCp5- (-Gcpi)]•0.6 P5= -58.547•psf positive :zone4&zone5 AA:= 21ft2 90A41:= 1.1766- 0.1766•log A Gcp4.5 = 0.943 ft2 may= gh•[GCP4.5 + (-Gcpi)1.0.6 P4.5 = 44.847•psf ' g2 consulting group,inc J b:Marino joaquin montesino, p.e Sheet No:_r of 9725 sw 4 terr miami fl 33174 Calc. by:JM Date:03/05/15 lic#69969 CA 25882 Checked by:JM Date:03/05/15 window Pressures for building h<60ft Negative :zone4 Ate,:= loft 2 9,9,4,:= -1.2766+ 0.1766-log(A GCP4= -l.l ft , = gh•[GcP4- (-Gcpi)]•0.6 pa= -51.112•psf Negative : zone5 w= -1.7532+ 0.3532-log( 2 GcP5= -1.4 ft = gh•[GcP5- (-Gcpi)]•0.6 ps= -63.092•psf positive :zone4&zone5 A:= 10ft2 Alw gpA,t,:= 1.1766- 0.1766-log Z GCP4.5 = 1 ft = gh•[GcP4.5 + (-Gcpi)]•0.6P4.5=47.119•psf ,02 Consulting Group Inc. Jo Marino JOAQUIN MONTESINO. P.E. Sheet No. W of 9725 SW 4 th TERR. Calcul by:JM Date:03/05/15 Miami, FL 33174 chek by JM Date:03/05/15 LIC#69969, CA 25882 WOOD 3"X I O" 16"JOISTS DATA : D : 3"x 1 O" @ I G" (5outhern Pine No 2) b := 2.51II h := 9.251II 2 A := b x h Area of section S:= b 6 h 5ection ModUIU5 A = 23.125x1112 S = 35.65xmi L:= 12ft Spans of Beam DL := 26psf Dead Load LL := 40pSf Live Load a := 16111 D15tance between joi5t Loads : bf 'gravity = (DL+LL) x a Gravity load wgravity = 88 x lft -Determine Max Bending Moment and Max Shear Force 1 2 Mmaz 8 x 'gravity x L Mmaz = 1584 x lbf x ft Vmaz = Wgravity x L V„mg = 1056 x IN A2 Consulting Group Inc. J -Marino JOAQUIN MONTESINO. P.E. Sheet No. of 9725 SW 4 th TERR. Calcul by:JM Date: 3/05/15 Miami, FL 33174 chek by JM Date:03/05/15 LIC#69969, CA 25882 Maxx l3endin�stress fb Mmax Max bending stress fb = 533 psi S Max Shear stress fv := 3 x V max Max bending stress fv = 68 psi A Wood Member Member properties Fb := 800psi Tabulated Bending 5re55 for 5YP No.2, 5upplement Refernce Design Value . Table I Fv := 175psi E := 1400ksi Modulus of Elasticity Ad-ustment of Design Valuesof DeSi�n Values CD := 1.0 Load Duration Factor CM := 1.0 Wet 5ervice Factor Ct := 1.0 Temperature Factor CF := 1 Size Factor Cfu := 1 Flat Use Factor Ci := 1 Incising Factor Cr := 1.15 Repetitive Member Factor Cf := 1 Form Factor -Determine 5tability Factor -Determine : FbE Euler based critical buckling for bending members ' .d2 Consulting Group Inc. Jo4y. arino JOAQUIN MONTESINO. P.E. Sheet No. 0 of 9725 SW 4 th TERR. Calcul by:JM Date:03/05/15 Miami, FL 33174 chek by JM Date:03/05/15 LIC#69969, CA 25882 KbE := 0.439 Ey := E le := 2ft effective unbraced length (conservative value) fb xh RB := 2RB = 5.96 KbE x Ey FbE := 2 FbE = 17 x ksi RB Fbg := Fb FbE FbE 2 1 + 1 + Fbg Fbg FbE CL := — — CL = 0.8963 1.9 1.9 Fbg 0.95 F'b := FbxCDxCMxCFxCfuxCixCrxCL F'b = 825 x psi Allowable Bending Stress -Checking Bending stress : checkl := if(fb <— F'b,"ok" , Not good") checkl = "ok" -Checking Shear stress F', := Fv x CD x CM x Ct x Ci F'v = 175 x psi Allowable Shear 9tre55 " 62 Consulting Group Inc. Jo :Marino JOAQUIN MONTESINO. P.E. Sheet No."i of 9725 SW 4 th TERR. Calcul by:JM Date:03/05/15 Miami, FL 33174 chek by JM Date:03/05/15 LIC#69969, CA 25882 check2 := if(fv <_ F'v,"ok" ,"Not good") Icheck2 = "ok" -Checking 61151?lacement(con5ervative) : 3 I := b x h I = 165 x in 12 A := 384xExI 5 x 'gravity x L4 Max d15placement 0 = 0.178 x in Dallow L240 Allowable displacement Dallow = 0.6 x in check := if(A <_ Darlow,"ok" ,"not good"1 check = "ok" ' G2 Consulting Group, Inc. ob: Marino JOAQUN MONTESINO, RE Sheet No: is of 9725 S.W.4 th TERR. Calc. by:JM Date:3/9/15 Miami, FL 33174 Check by:JM Date:3/9/15 LIC#69969, CA 25882 Phone/Fax: (786)294-0032 ADD'L REINFORCEMENT FOR EXISTING SECOND FLOOR BEAM Data Existing BEAM section : 8"x12" be:= Bin he:= 12in Actual total load w:= 1363 Ibf ft L:= 9ft span of the beam fc:= 3000psi Compression Fc:= 0.45•fc Fc= 1350 psi for concrete I ftconcrete 7.5' c. psi Tension for concrete(alone) ftconcrete= 411 psi psi . ' G2 Consulting Group, Inc. Jp¢: Marino JOAQUN MONTESINO, RE Sheet No: it of 9725 S.W.4 th TERR. Calc. by:JM Date:3/9/15 Miami, FL 33174 Check by:JM Date:3/9/15 LIC#69969,CA 25882 Phone/Fax: (786)294-0032 1. Bending Moment Mmax:= _.w-L2 Max Moment Mmax= 13.8•kip•ft 2. Max shear Vmax 2 •w•L Vmax= 6.1-kip 2 Sconc bcG c Concrete Modulus of section (alone concrete) Sconc= 192•in3 M max fat fat= 862.5 psi Sconc check:= if(f <f "ok" "not good") check= "not good" (fat:5 tconcrete> > Use : steel plate at bottom th=1/4" b,:= 7.625in t,:= 0.25in E,:= 29000ksi Steel Modulus of elasticity F�S_iEc= 57 ksi Concrete Modulus of elasticity Ec= 3122•ksi fy:= 36ksi FS:= 0.6•fy Allowable tension of steel FS= 21.6•ksi Ems= 29000ksi Steel Modulus of elasticity E n:= ESc Equivalence factor n= 9 T ' G2 Consulting Group, Inc. Job: Marino JOAQUN MONTESINO, RE Sheet No:t*bof 9725 S.W.4 th TERR. Calc. by:JM Date:3/9/15 Miami, FL 33174 Check by:JM Date:3/9/15 LIC#69969,CA 25882 Phone/Fax: (786)294-0032 -Transformed section (concrete) c be he (2 ) + ts + n be is 2 hbottom centroid distance to bottom (bc•hc+ n•bc•ts) hbottom= 5.3-in htop he— hbottom centroid distance to top htop= 6.7.in -Moment of Inertia of transformed section : bc•hc3 he2 n•bc•ts3 r is 2 (1) := 12 + bc'hc'(hbottom— 2 J + 12 + n'bets'I hbottom— 2 I (1)= 1694.4•in4 \ / hecking tension on steel plat Mmax'htop fmaxconc (I) Max compression stress in concrete fmaxconc= 659 psi n•Mmax'hbottom fs:_ (I) Max.Tension stress on steel fs= 4.8•ksi CHECK:= if(fs<_ Fs,"ok" ,"not good" CHECK= "ok" lChecking compression on concret CHECK:= if(fmaxconc S F'c,"ok" ,"not good") ICHECK= "ok" G2 Consulting Group, Inc. Job: Marino JOAQUN MONTESINO, RE Sheet No:—M of 9725 S.W.4 th TERR. Calc. by:JM Date:3/9/15 Miami, FL 33174 Check by:JM Date:3/9/15 LIC#69969,CA 25882 Phone/Fax: (786)294-0032 is lacement check 5•w•L4 p Actual max displacement of the beam 384•Ec•(I) 0= 0.03804•in L 240 Allowable displacement 0= 0.45-in CHECK:= if(A<_0,"ok" ,"not good") AAAAAAAAAAW CHECK=7'o-k' lCalculate of shear flo t Q:= n•bc.ts. hbottom- 2 Static Moment Q= 95.34•in3 Vmax'Q f�:= (I) Shear flow Ibf f„= 345.1•— in See NOA Hilti,Inc Using Diam:= 8 in Anchors Vaiiowshear 61731bf Allowable shear of anchor of Diam:5/8" embmin= 4.75in Min embed. be FR:= 2 Reduction Factor FR= 0.28 3•embmin G2 Consulting Group, Inc. Job: Marino JOAQUN MONTESINO, RE Sheet No:--of 9725 S.W.4 th TERR. Calc. by:JM Date:3/9/15 Miami, FL 33174 Check by:JM Date:3/9/15 LIC#69969, CA 25882 Phone/Fax: (786)294-0032 Vallowshear'FR spacing := f spacing= 5.02-in v Using spacing : spacing':= 12in Vallowshear'FR Ibf f„l:= f„-= 144•— spacing in Use steel plate 8"x1/4"with Hilti Bolt3: D=3/4" : 6 bolt 05" at both end balanced OD- 12" -Checkina tension in concrete alone F�c f = 7.5 psi Allowable tension in concrete ftconcrete= 410.8 psi bc'hc 2Concrete Modulus of section (alone concrete) Scnc= 192•in3 - S max fat= 862.5 psi conc eck— if(ft-<ftconcrete "ok" "not good") check= "not good" a a � G2Consulting Group. Inc. o :Marino Joaquin Montesino PE Sheet No: of 9725 s.w.4 th TERR. Calc by:JM Date:03/06/15 Miami, FL 33174 Check by:JM_Date:03/06/15 LIC#69969,CA 25882 WEDGE ANCHORS transom connection DATA: Anchor Diameter: 4):= 8 x in= 0.375 x in 1 Actual Shear Force V.chor= 2.261dp 2 )Allowable Shear Force : A:= 3 in Use 6 bolts Hilti Kwik Bolt 3 n:= 3 8 Vauuw:= 14601bf From Hilti Kwik Bolt 3 table emb:= 2.5in Minimum edge Distance: edLbh,,, 3 x emb= 7.5 x in Minimum dist center to center of anchors: e,,:= 3 x emb= 7.5 x in Actual distances : edistactaai:= 41n edge distance sh= 7.5in spacing between bolts 3 )Adjusted factors edhtacwal Raiar.�_ Raist._ 0.533 edistshear Sb Rspac:_ — Rspac= 1 ece G2Consulting Group.Inc. Job:Madno Joaquin Montesino PE Sheet No:AP—of 9725 s.w.4 th TERR. Calc by:JM Date:03/06/15 Miami, FL 33174 Check by:JM_Date:03/06/15 LIC#69969,CA 25882 FS:= Vanchor FS= 0.967 Rdist,x Rspac x n x VaHow CONTROL:= if(FS 5 1,"OK" ,"NOT GOOD") JCONMOL= "OK" NOTE: USE 3-3/8" x 3" DIAM. HILTI KWIK BOLT 3 G2 Consulting Group, Inc. J b: Marino JOAQUIN MONTESINO, RE Sheet No: of 9725 S.W.4 th TERR. Calcul by:JM Da e:03/05//15 Miami,FL 33174 Checked by: LIC#69969,CA 25882 JM Date:03/05/15 -DESIGN OF STEEL BEAM transom DATA: Geometrical Data about steel beam Section hss 8'x2"x1/4" . th:= 1 4 to A:= 4.59in2 Ix:= 3.081in4 Iy:= 30.11n 4 Sx= 3.08in3 Sy= 7.52in3 -Material Properties Fy:= 36ksi Fbi = 0.66•Fy Fb1 = 23.76•ksi Fb2:= 0.66•Fy Fb2= 23.76•ksi E:= 29000ksi Steel Modulus of Elasticity F,:= 0.4•Fy F,= 14.4•ksi -About the loads : -Vertical Load (Gravity) -yg,.:= 156pcf Specific weight of glass atriibut:_ 5.125ft hg:= 3ft height of glass th.glasS:= 3in Glass thickness 16 self:= 15.62 lbf Tube self weight ft wl := 'ygj&%*t1kgj"s•hg+ self Vertical load Ibf _ wI 23 ft r G2 Consulting Group, Inc. J Marino JOAQUIN MONTESINO, P.E Sheet No: of 9725 S.W.4 th TERR. Calcul by:JM Date:03/05//15 Miami,FL 33174 Checked by: LIC/#69969,CA 25882 JM Date:03/05/15 -Horizontal Load:(Wind Load) pwind:= 63psf W2 Pwind'atribut Horizontal load w2= 323.1bf ft 14ft Span of the beam Mal := 8.wl.L2 Mal = 0.56•kip•ft Val := wl•2 Val = 0.161•kip M,,2 := 1 8'w2-L 2 Ma2 = 7.91•kip•ft Vat:= w2.L 2 Va2 = 2.26-kip Actual stresses fbx _ Mal fbx= 2.189•ksi S. ae fby:_ Ma fby= 12.623•ksi SY Ratio:= Ab. + fby Ratio= 0.623 Fbl Fb2 Control:= if(Ratio 5 1,"ok","Not good") jControl= "ok" f = Val Vertical service shear stress h:= 2in vl 2 tb h 41 = 0.161-ksi V fv2:_ a2 Vertical service shear stress b:= 8in 2•tb•b fv2= 0.565•ksi M ' G2 Consulting Group, Inc. ob: Marino JOAQUIN MONTESINO,P.E Sheet No: ( of 9725 S.W.4 th TERR. Calcul by:JM Date:03/05//15 Miami, FL 33174 Checked by: LIC#69969,CA 25882 JM Date:03/05/15 Ra io= fvl + 42 Ratio= 0.05 F, R, control:= if(Ratio 5 1,"ok","Not good") 1control= "ok" -Checkina displacement: SwIL4 Avertical 384E•Ix Awrtical = 0.222•in 5-W2-L4 Ohorizontal:= 384E Iy Ohorizontal= 0.32-in Dallow 360 Allowable displacement Dallow= 0.467•in Checking:= if(Ahorizontal 5 Dallow "ok","No good") IChecking= "ok" Use Steel Tube 8'W"x1/4" FY 36 KSI ' G2 Consulting Group, Inc. Job:Marino JOAQUN MONTESINO, RE Sheet No: ZO of 9725 S.W.4 th TERR. Calc.by:JM Date:3/5/15 Miami, FL 33174 Check by:JM Date:3/5/15 LIC#69969,CA 25882 Phone/Fax: (786)294-0032 EXISTING TB 1 AT GARAGE AREA Data Existing TB section : 8"X12" be:= 8in h,:= 12in a:= 15ft Tributary area "(conc:= 150pcf DL:= 30psf LL:= 30psf W:= (DL+ LL)•a+ bc'hc''Yconc Actual total load w= 1000•lbf ft L= loft span of the beam fc:= 3000psi Compression Fc:= 0.45-f, F'c= 1350 psi for concrete F�S—iftconcrete= 7.5' psi Tension for concrete(alone) ftconcrete= 411 psi K G2 Consulting Group, Inc. Job: Marino JOAQUN MONTESINO, RE Sheet No: 34 of 9725 S.W.4 th TERR. Calc.by:JM Date:3/5/15 Miami,FL 33174 Check by:JM Date:3/5/15 LIC#69969,CA 25882 Phone/Fax:(786)2940032 1. Bending Moment Mmax:= 1 w•L2 Max Moment Mmax= 12.5•kip•ft 2. Max shear Vmax:= 12•w•L Vmax= 5-kip 2 Sconc= bc6 c Concrete Modulus of section (alone concrete) Sconc= 192•in3 Mmax fat fat= 781.3 psi Sconc check:= if(fat<ftconcrete>"ok" >"not good") Icheck= "not good-71 Use : steel plate at bottom th=1/4" bs:= 7.625in t,:= 0.25in Es:= 29000ksi Steel Modulus of elasticity IC Ec= 57 ksi Concrete Modulus of elasticity EC= 3122•ksi fy:= 36ksi Fs:= 0.6•fy Allowable tension of steel FS= 21.6•ksi Ems.= 29000ksi Steel Modulus of elasticity E n EC Equivalence factor n= 9 ` G2 Consulting Group, Inc. Job: Marino JOAQUN MONTESINO, RE Sheet No: 340of 9725 S.W.4 th TERR. Calc.by:JM Date:3/5/15 Miami, FL 33174 Check by:JM Date:3/5/15 LIC#69969,CA 25882 Phone/Fax:(786)294-0032 Transformed section (concrete) bc•hc.�2 + tsJ + n•bc•ts• 2 hbottom J centroid distance to bottom (bc•hc+ n•bc•ts) hbottom= 5.3•in htop'= he— hboftom centroid distance to top htop= 6.7•in -Moment of Inertia of transformed section : bc•h2 ( he 2 n•bc•ts3 r is 2 (1) = 12 + bc'hc'I hbottom— 2) + 12 + n•bets'I hbottom— 2) (1)= 1694.4•in4 \\\ \\\ r,hecking tension on steel plat fmaxconc= Mm(I)htop Max compression stress in concrete f 597 psi maxconc = n•Mmax'hbottom fs= (I) Max.Tension stress on steel fs=4.3•ksi CHECK:= if(%5 Fs,"ok" ,"not good" CHECK hecking compression on concret C�H CK:= if(fmaxconc s Fc,"ok" ,"not good") ICHECK= "ok" 1 G2 Consulting Group, Inc. Job: Marino JOAQUN MONTESINO,RE Sheet No: 13 of 9725 S.W.4 th TERR. Calc.by:JM Date:3/5/15 Miami, FL 33174 Check by:JM Date:3/5/15 LIC#69969,CA 25882 Phone/Fax:(786)294-0032 is lacement check 5•w•L4 0 Actual max displacement of the beam 384•Ec•(I) 0= 0.04253•in L 240 Allowable displacement 0= 0.5-in K:= if(0 A,"ok" ,"not good") CHECK= "ok" Iculate of shear flo L2Q:= n•bc•ts•(hbottom– 2 Static Moment Q= 95.34•in3 fv:= V ax Q Shear flow is= 0.25•in IV f„= 281.3•— in See NOA Hilt,Inc Using Diam:= 8 in Anchors Vailmshear 48851bf Allowable shear of anchor of Diam:5/8" embmin 41n Min embed. be FR:= 2 Reduction Factor FR= 0.33 3•embmin ` G2 Consulting Group, Inc. Job: Marino JOAQUN MONTESINO, RE Sheet No: of 9725 S.W.4 th TERR. Calc.by:JM D te:3/5/15 Miami, FL 33174 Check by:JM Date:3/5/15 LIC#69969,CA 25882 Phone/Fax: (786)294-0032 Vallowshear'FR spacing:= f spacing= 5.79.in v Using spacing : spacing':= 12in fv.:_ Vallowshear'FR Ibf ff,,= 136•— spacing' in Use steel plate 8"x1/4"with HIM Bolt3: D=5/8" : 6 bolt 06" at both end balanced @ 12" Osinq anchors:diam 3/8" 12" -Checking tension in concrete alone f A7.5 c psi Allowable tension in concrete ftconcrete= 410.8 psi psi bc*hc 2Concrete Modulus of section (alone concrete) S 192 in3 = 6 conc= – S max fat= 781.3 psi conc if <f "ok" "not good" check= "not good" NUwCv'Gv�n'— (fat— tconcrete> > AV G2 Consulting Group Inc. J b• arino JOAQUIN MONTESINO.P.E. Sheet NoW of 2� 9725 SW 4 th TERR. Calcul by:JM Date:03/05/15 Miami, FL 33174 chek by JM Date:03/05/15 LIC#69969,CA 25882 WOOD 3"X 1 O" I G"J015T5 DATA : JVD : 3"x 10" @ I G" (5outhern Pine No 2) b := 2.5in h := 9.25in 2 A:= b x h Area of Section := b 6b 5ection ModUIU5 A = 23.125xM S = 35.65xi 3 L:= 14ft Spans of Beam DL := 26psf Dead Load LL := 40psf Live Load a := 16i Distance between J015t Loads IN wgravity := (DL+LL) x a Gravity load Wgmvity = 88 x — ft -Determine Max Bending Moment and Max Shear Force 1 2 Mm$g := g x wgravity x L Mmag = 2156 x lbf x ft Vmag := wgravity x L Vmag = 1232 x lbf ' G2 Consulting Group Inc. Janno JOAQUIN MONTESINO. P.E. Sheet No. f 9725 SW 4 th TERR. Calcul by:JM Date:03/05/15 Miami,FL 33174 chek by JM Date:03/05/15 LIC#69969,CA 25882 Max Bending 5tre55 Mmax fb S Max bending stress fb = 726psi Max Shear stress : 3 Vmaz f� := 3 x m Max bending stress fv = 80 psi Wood Member properties Fb = 800psi Tabulated Bending 5re55 for 5YP No.2, Supplement Refernce Design Value . Table I Fv := 175psi E := 1400ksi Modulus of Elasticity AdJU5tment of Design Values CD := 1.0 Load Duration Factor CM := 1.0 Wet 5ervice Factor Ct := 1.0 Temperature Factor CF := 1 Size Factor Cfa := 1 Flat Use Factor CI := 1 Incising Factor Cr := 1.15 Repetitive Member Factor Cf := 1 Form Factor -Determine 5tability Factor -Determine : FbE Euler based critical buckling for bending members G2 Consulting Group Inc. Job: nno JOAQUIN MONTESINO.P.E. Sheet No. Of 9725 SW 4 th TERR. Calcul by:JM Date:03/05115 Miami, FL 33174 chek by JM Date:03/05/15 LIC#69969,CA 25882 KbE := 0.439 Ey := E le := 2ft effective unbraced length (conservative value) fb xh RB := 2RB = 5.96 KpE x Ey FbE := 2 FbE = 17 x ksi RB Fb. := Fb FbE FbE 2 1 + 1 + Fbx Fbz FbE CL : 1.9 1.9 F bz CL = 0.8963 0.95 F'b := Fb x CD x CM x CF x Cfu x Ci x Cr x CL F'b = 825 x psi Allowable Bending 5tre55 -Checking Bending stress : checkl := if(fb <_ Fb,"ok" ,"Not good") checkl = 11ok7" -Checlanat Shear stress : F'v := Fv x CD x CM x Ct x C; F'v = 175 x psi Allowable Shear Stress f � f ' I G2 Consulting Group Inc. Job:Marino JOAQUIN MONTESINO.P.E. Sheet No.2Xof�'� 9725 SW 4 th TERR. Calcul by:JM Date:03/05115 Miami, FL 33174 chek by JM Date:03/05/15 LIC#69969,CA 25882 check2 := if(fv <_ F'v,"ok" ,"Not good") check2 = "ok" -Checking di placement(con5ervative) : 3 I _ b x h I = 165xin4 12 5 4 Q ;= x Wgrarity x L Max displacement 0 = 0.33 x in 384xExI Hallow := 240 Allowable displacement DaHow = 0.7 x in check := if(0 <_ Dallow,,"ok" ,"not good") Icheck = "ok" G2 Consulting Group Inc. Job: rino JOAQUIN MONTESINO.P.E. Sheet No. of 9725 SW 4 th TERR. Calcul by.JM Date:O /05/15 Miami, FL 33174 chek by JM Date:03/05/15 LIC#69969,CA 25882 WOOD 2"X8" I G"JOISTS DATA : D : 2"x8" @ I G° (Southern Pine No 2) b := 1.5in h := 7.25in 2 A:= b x h Area of Section 5 := b 6h Section Modulus A = 10.875 x Int S = 13.14 x in3 L:= 8ft Spans of Beam DL := 26psf Dead Load LL := 40psf Live Load a := 16in Distance between joist Loads IN wgravity := (DL+LL) x a Gravity load Wgravity = 88 x ft -Determine Max Bending Moment and Max Shear Force 1 2 Mmaz = 8 x R'gravity x L Mmax = 704 x lbf x ft Vmax wgravity x L Vmag = 704 x Ibf " G2 Consulting Group Inc. J�0JOAQUIN MONTESINO.P.E. Sheet No9725 SW 4 th TERR. Calcul by:JM Da /15 Miami, FL 33174 chek by JM Date:03/05/15 LIC#69969,CA 25882 Max Bending stress fb := MS ax Max bending stress fb = 643 psi Max Shear stress fv := 3 x V A x Max bending stress fv = 97 psi Wood Member properties Fb := 925psi Tabulated Bending 5re55 for 5YP No.2, Supplement Refernce Design Value . Table I Fv := 175psi E := 1400ksi Modulus of Elasticity Ad-w5tment of Design Values CD := 1.0 Load Duration Factor CM := 1.0 Wet 5ervice Factor Ct := 1.0 Temperature Factor CF := 1 5ize Factor Cfo := 1 Flat Use Factor Ci := 1 Incising Factor Cr := 1.15 Repetitive Member Factor Cf := 1 Form Factor -Determine 5tability Factor -Determine : FbE Euler based critical buckling for bending members z ' G2 Consulting Group Inc. Jo : nno JOAQUIN MONTESINO. P.E. Sheet No. 3/ 9725 SW 4 th TERR. Calcul by:JM Date:03/05/15 Miami, FL 33174 chek by JM Date:03/05/15 LIC#69969,CA 25882 KbE := 0.439 Ey := E le := 2ft effective unbraced length (con5ervatwe value) fb xh RB := 2RB = 8.794 xE FbE := KbE 2 y FbE = 8 x ksi RB Fbg := Fb FbE FbE 2 1 + 1 + Fbg Fbg FbE CL = 0.8862 CI' -1.9 1.9 Fbg 0.95 F'b := Fb x CD x CM x CF x Cfu x Ci x Cr x CL F'b = 943 x psi Allowable Bending Stress -Checking Bending stress : checkl := if(fb <_ Fb,"ok" , Not good") checkl = "ok" -Checking Shear 5tre55 : F'v := F,xCDxCMxCtxCi F'v = 175 x psi Allowable Shear Stress G2 Consulting Group Inc. Job:Marino Sheet No JOAQUIN MONTESINO.P.E. 9725 SW 4 th TERR. Calcul by:JM Dat . 3 05/15 Miami,FL 33174 chek by JM Date:03/05/15 LIC#69969,CA 25882 check2 := if(fv <_ F'v,"ok" ,"Not good") jcheck2 = "ok" -Checlung dis�lacement(con5ervative) : 3 I := bib I = 48XM 5 4 Q ;= x wgrarity x L Max displacement O = 0.122 x in 384xExI Dallow Z Allowable displacement Dallow = 0.4 x in check := if(A <_ Dallow,,"ok" ,"not good") Icheck ,ok, I 1805 StV 26 Saeet,Room 208 DEPARTr*IENT OF REGULATORY AND ECONOMIC RESOURCES(RER) Miami,Florida 33175-2474 ,. "BOARD AND CODE ADhE"TRATION DIVISION T(786)315-2590 F(786)315-2:599 NOTICE OF ACCEPTANCE (NOA) vn nv.mlamidade.gov/economy Nu-Yue Industries,Inc. 1055 East 29th Street Hialeah,FL 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dade County RER Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code,including the High Velocity Hurricane Zone. DESCRIPTION: Series AB,NVSTA,NVHTA,NVTHJ,IKE,NVTT and NVHC-37 Steel Wood Connectors APPROVAL DOCUMENT:Drawing No.NU-1,titled"Truss and Top Plate Anchors", sheets 1 through 4 of 4, dated 02/18/2008,with last revision dated 01/25/2012,prepared by Nu-Vue Industries,Inc.,signed and sealed by Vipin N.Tolat,P.E.,bearing the Miami-Dade County Product Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING:None LABELING: Each unit shall bear a permanent label with the manufacturer's name or 1090,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. TER11HNATION 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. ae ADVERTISEMENT: The NOA number preceded by County,Florida, and thf$�ardof the dNA is displayed,then it shall bed done by the expiration date may be displayed in advertising literature y portion in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building 0 i ial- This NOA renews NOA#12-0130.32 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M.Utrera,P.E. NOA No. 13-0206.11 Expiration Date: May 22,2011 {y�y.fll AUEcouN Approval Date: May 21201.1 ®� , Page J 1V V 1 il:L V�.+ Ai.(.l+,r 1 AL\L,l.r: r.r tL.cra�a..r. ►�visa�aax a a:,x. A. DRAWINGS 1. Drawing No.NU-1,titled"Truss and Top Plate Anchors",sheets 1 through 4 of 4,dated 02/18/2008,with last revision dated 01/25/2012,prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N.Tolat,P.E. B. TESTS «Submitted under NOA#08-0325.02" Test reports on wood connectors per ASTM D1761-88 by Product Testing,Inc.,signed and sealed by C.R Caudel,P.E. Report No. Wood Connect_ Load Direction Date 1. 05-5 95A AB-5 F1 and F2 06103!05 2. 05-5196A AB-7 F1 and F2 06/11/05 3. 04-4995 N VTHJ-26 Upward 01/31/05 4. 04-4996 NVTHJ-28 Upward 01/31/05 5. 05-5612 IKE-1 Upward,LI and L2 03/20/06 6. 06-5622 IKE-2 Upward,Li and L2 05/01/06 7. 04-4908 NVTT Upward and L1 07/21/04 8. 03-4631 NVTT Upward and LI 06/21/04 9. 0$-6711 NVHC-37 Upward,Ll and L2 03/14/08 C. CALCULATIONS "Submitted under NOA # 08-0325.02" 1. Shear value of common wire nails and steel plate tensile calculations,prepared by Vipin N. Tolat, P.E., Consulting Engineer,dated 03/20/2008, signed and sealed by Vipin N.Tolat,P.E. D. QUALITY ASSURANCE 1. Miami-Dade Department of Regulatory and Economic Resources(RER) E. MATERL4L CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to 2010 FBC and no financial interest,dated 01/31/2013,signed and sealed by Vipin N.Tolat,P.E. trSub►nitted under NOA#08-0325.02" 2. Code conformance letters for all of the tests listed on Section B, issued by Product Testing, Inc., signed and sealed by C.R. Caudel,P.E. Carlos M.Utrera,P.E. Product Control Examiner NOA No. 13-0206.17 Expiration Date: May 22,2018 Approval Date: .May 2,2013 E-1 J TABLE 3: idV458 — 14G Double INVTH Straps with 3 ply 18G TABLE 2: NV358 — 14G Double NdTH Strops with 2 ply 18G soot Total No. Total No. Assembly 14G Strap Dimension Total NO. Total No. Assembly 14G Strop Dimension of Fasteners of Fasteners Allomrable Lc of Fasteners of Fasteners Allowable Loads (Ibs) Product Product H ) in 2 Straps In Seat Product Product H In 2 Straps in Seat Code Code (inches) tOd x 3" 1Od x 3" upon Li Code Code (inches) 1f2 x Straps 10d x 3" uplift Lt L2 NV358-12 NVfFl18 12 9 9 2245 1981 1939 NV458-12 NVTH18 12 e 8 2245 271 NV358-14 NViH18 14 10 g 2528 2208 2089 NV458-14 NVTH18 14 10 8 2825 312 34 NV358-18 NViH2O 18 12 8 2808 2482 2298 NV458-18 NVTH20 18 12 9 2908 38 NV359-20 NVTH24 20 14 9 3088 2897 2528 NV458-20 NVTH24 20 14 9 3088 NV3S8-22 NVIH28 22 18 e 3387 2942 2758 NV40-22 NVTH26 22 18 8 3387 41 NV488--24 NVTH28 24 NV389-24 NVTH28 24 rNV42 NVTH3O 28 NV358-28 NVTH30 28 NyM3g 32 2 AW NV358-32 NVTH38 32 Nynt4g 44 Holes Dla.�e" NV355-44 NVTH48 'l4 Notes: Niles Olo.!*I�g FXGDWVRBVNM 1. MMtmum embedment into concrete V. NV B 2.Nolte are necomy in strops and not to cchiM design Icads. 4tb'NV458 Aoee4heeeMo 3. See Note 8 (Sheet 1) for combined load. s side " il4 HoleB RTo. " A 4. Nails through chords shall not force the truss plate on the opposite uPtffr 14G 1f4" NV358 and NV458 n 1�ff' w v1pul N. LR "NY458 M BEG.T#p 12134,7 E (MM) MA 15185 LARTM CRIM LANE q HOUSTON. 7X 77088 q 3 ply nd Truce plate mq*W to transfer load to p I H bottom chord N u---Vu\i Industrie • •• "• 1053• Refifercements PhoO 0 4,Yh Requtred sae oanu'�c r g,09 Fe NO a'rte of •. NY988 & PTV48ti 9PfPH DDU6 orTieConcrete Tie Beam ®---or Tie Beam formed with D1f0 Sheet: Date: Concrete filled Masonry. NU--S 2 of 4 APHL is.�! S_ antac turers of Quarly Skuck & High Vebeity Proms )E ACCEPTANCE - Approvals orida Building Miami-Dade County NOA# Code FL 599R4 08-0325.02 NVHTA Holden edDouble Truss Anchor EExp. May 22,2013 NVSTA Single Strap Deep Seat Riveted Truss Anchor NVHC37 5 Way Grip Clip AS Angle Clip IKE Stud Plate Ties NVTH326®28 Hip and Jack Hangers FL 599-R4 08-0326.11 NVTA Truss Anchor Strap Exp.August 21,2013 NVTAS Riveted Truss Anchor Strap NVRT Flat &Twisted Rafter Ties NV 3H24 Butterfly Hanger NVUH26 Joist Hanger NVTH Heavy Duty Single Strap FL 2047R3 08-0828.02 NVTp + NVTPH Top Plate Exp..Ianuary 1,2014 NVSO 236 Heavy Duty Face Mount Joist Hanger NV3H 24-26-28 Joist Supports NVHC43 + 43®2 Hurricane Clips FL 2047-R3 09.0721.05 NVSNP3 Skewed Nail Plate Exp.December 23,2014 NV358 Double Heavy Duty Straps with 2 Ply Seat NV458 Double Heavy Duty Straps with 3 Ply Seat NVTH Heavy Duty Single Strap NVTHS Heavy Duty Single Straps with Seat NVSTA-12HJ48H Heavy Duty Single Straps with 1 Ply Seat NVHTA-12H®48H Heavy Duty Double Straps with 1 Ply Seat NVHCL®R Hurricane Clips Right & Left Humcane Plips Fasteners 10d x 11/2 Allowable Loads (lbs) Each Clip Product Code Description Gauge Headers Joist Uplift Ll L2 NVHCR Hurricane Clip - Right 18 6 6 525 253 333 NVHCL Hurricane Clip - Left 18 6 6 525 253 333 All specified fasteners should be used on each of the connected members to achieve values indicated of above schedule. This table is based on Miami-Dade County NOA 12-0130.35 and Florida Approval 16294, Table 9. For Uplift, use two clips, one on each side to comply with section 2321.7 of the FBC See General Notes, page 01. NV C° 3 7 SWAY Grp Clip U Fasteners Design Loads (lbs) de Description Headers Joist Uplift (lbs) Ll L2 7 5 Way Clip 16 - 8d or 12 - 8d or 702 560 637 18" gauge 16 -10d 12 - 10d = • All specified fasteners should be used on each of the connected members to achieve values indicated on above schedule. This table is based on Miami-Dade County NOA 13-0206.17 and Florida Approval 16294, Table 17. See General Notes, page 01. Top chow Uplift o 0 0 0 13/4" C ° ° o • °= o ° o ° s o" � 2 � Li IV\/I-4Ct WWI ,or< M 0 Q ••• • • 2'-2x Q o ~ ° Sectionit c`ross— NVHC 37 Ae UPUFT 4 hale d MIAMI•DADE AIIAM-DADS COUNTY 6 PRODUCT CONTROL SECTION DEPARTNIENT OF REGULATORY AND ECONOMIC RESOURCES(RER) 11805 SAY 26 Street,Room 208 BOARD AND CODE ADINIINISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/econon►v Trulite Window&Door Solutions,LLC 8130 NW 74h Avenue Medley,FL 33166 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dade County RER - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below.The Miami-Dade County Product Control Section (In Miami Dade County)and/or the AHJ(in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke,modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code,including the High Velocity Hurricane Zone. DESCRIPTION:Series 112500"Aluminum Single Hung Window—L.M.I. APPROVAL DOCUMENT:Drawing No.W05-37,titled"Series 2500 Alum Single Hung Window (L.M.I.)",Sheets 1,2,2.1,3,4 and 5 of 5,dated 07/26/05,with revision F dated 11/21/13,prepared by Al- Farooq Corporation,signed and sealed by Javad Ahmad,P.E.,bearing the Miami-Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Iinpact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami-Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use, and/or manufacture of the product or process.Misuse of this NOA as an endorsement of any product,for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official, This NOA revises NOA#12-0118.1$and consists of this page 1 and evidence pages E-1 and E-2,as well as approval document mentioned above. , Tile submitted documentation was reviewed 6y Manuel Perez,P.E. NOA No.13-1224.02 MIAMI oADE courvnr •; • Expiration Date: December 01,2015 Approval Date: March 20,2014 lt?� � �" , ' Page 1 ' ;l jr� Jed NO /i'i/ Ir- '!J_• h • - � ,(� �Itcr l `G, r i� i� �c,� in_ • n_ ,. ,�. '.,,1_'ry `..�. `r0 j. ev ' I �v ~O .rdf, def �, s �z F. rr• � ��^ ��, '�},� 'N 01, v r/ q1 r cod cL`� ,5 f 0 JIJ {h�4!�_ hia P NJ, •r7 Jl Trulite Window&Door Solutions,LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No.W05-37,titled"Series 2500 Alum Single Hung Window(L.M.I.)" Sheets 1,2,2.1,3,4 and 5 of 5, dated 07/26/05,with revision F dated 11/21/13, prepared.by Al-Farooq Corporation,signed and sealed by Javad Ahmad,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 20144 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 aluminum single hung window,prepared by Fenestration Testing Laboratory,Inc.,Test Report No. FTL -6088,dated December 02,2009, signed and sealed by Michael R. Wenzel,P.E. (Submitted under NOA No. 10-0428.02) 2. Test reports on: 1)Large Missile impact Test per FBC,TAS 201-94 2)Cyclic Wind Pressure Loading per FBC,TAS 203-94 along with marked—up drawings and installation diagram of aluminum single hung window,prepared by Fenestration Testing Laboratory, Inc.,Test Report No. FTL--5250,dated July 30,2007, signed and sealed by Carlos S.Rionda,P.E. (Submitted under NOA No. 09-0316.09) 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)Forced Entry Test,per FBC 3603.2 (b) and TAS 202-94 along with marked—up drawings and installation diagram of aluminum single hung window,prepared by Hurricane Engineering&Testing Inc.,Test Report No. HETI-04-1419A, dated Jan.20,2005,signed and sealed by Ivonne Ghia,P.E. (Submitted under NDA No. 05--0810.04) 4. Test reports on: 1)Large Missile Impact Test per FBC,TAS 201-04 2)Cyclic Wind Pressure Loading per FBC,TAS 203-94 along with marked—up drawings and installation diagram of aluminum single hung window,prepared by Hurricane Engineering&Testing Inc.,Test Report No. HETI-04-1419B, dated Jan. 21,2005,signed and sealed by Ivonne Ghia,P.E. (Submitted ander NOA No. 05-0810.04) ManueaExa E. Product Contrser NOA No .02 Expiration Date; December 01,2015 Approval Date: March 20,2014 E-1 Trulite Window& Door Solutions,LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C. CALCULATIONS 1. Anchor verification calculations and structural analysis,complying with FBC-2007 and FBC-2010, dated 02/24/09, 01/04/12 and updated on 11/13/13,prepared by Al- Farooq Corporation,signed and sealed by Javad Ahmad,P.E. (Submitted partially under previous NOA No. 12-01.18.10) 2. Complies with ASTM E1300-09 D. QUALITY ASSURANCE 1: Miami-Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 13-0909.10 issued to Polymer Extrusion Technology, Inc. dba Glasslam,for their"Glasslam Safety-Plus H Glass Interlayer"dated 10/03/13, expiring on 08/07/18. 2. Notice of Acceptance No. 12-1231.10 issued to Eastman Chemical Company (MA) for their"Saflex Clear and Color Glass Interlayers"dated 03/28/13,expiring on 05/21/16. F. STATEMENTS 1. Statement letter of conformance,complying with the FBC-2010,and of no financial interest,dated November 13,2013,prepared by Al--Farooq Corporation,signed and sealed by Javad Ahmad,P.E. G. OTHER 1. Notice of Acceptance No. 12-0118.18,issued to Trulite Window&Door Solutions, LLC, for their Series"2500"Aluminum Single Hung Window-L.M.I.",approved on 03/15/12 and expiring on 12/01/15, i l� Manuel P.E. Product Contr 1 Ex incr NOA No. -1224.02 Expiration Date: December 01,2015 Approval Date: March 20,2014 E-2 aw out txma►*mA CLOPAY MODELS 4300 4301 431 Q 4400. 4401. HSG. HDGL a q=1 Alp rlDum moose&MCI.0am mums HN 220+. CI OPAY MODELS H400 11401. H300, H301, H310 SECTION B— 1 23•X01.4200;0-40 AM WS 0-60 HOLIES MODELS 66 67 68 6200 6201 6203 E=6—TAa �' s a Moo w• S c + r w am u+ l 4 /31/2008 MO avmenx aAe•uo ono eae seen.aro slocee TRACK CONFIGURATION HORIZONTAL NS TRACK SUPPORT A011NEW !m1 201°'00 2'x 3'x 0.038•MIN GALVANIZED STEEL BALKER PLATES ATTACHED TO !1E MULTtPtt�OSE 8Y ODOR INCENTER STALLER REQUIRED(TO SUIT). 6 2 mcgmw MMUM+Taal AM mm an loose. DOOR SKIN WITH PATENTED TOG-L-LOC SYSTEM (NOT WSSE FROM /•�.� '� BOND�. DOORS OVER HIGH. iOR OUT=). REINFORCEMENT PLATES ARE LOCATED AT THE TOP AND BOTTOM OP13QruIL DECONATME N1. DE�RATIVE EACH SECTION AT EACH MME LOCATION. -0 own. ONT FACADE. -r A OPTtONAL ONE ROW OF IM1V=-RE$WANF ` VERTICAL TRAM 40TACKED TO FLAG BMW CLAM IN M4EB TOP SECTION(SHOW ) WITH(1) 3/9.3/4-CAWA40E BOLT. NIZ.-TO-THE_TOP SECTION (NOT ..y f1'j �GLAZING SIZE IS 19-1 '■ I1•. O.iBBj , 13 dl AMEN.STEWITH ( FLAG 9xI-I1 EACH FASTENED TO �� L£xAN / WOOD.{TINS WITHI(3)s/Is'tl-1/3•IPI�D LAO spR114. SLIt2432T,AN AAPRDVEO CCC2 PLASTIC IN ' ' i/ HDOOR PLACEMENTS EIGHT 1 4 SEE SECTION 8 8 FOR ASSEMBLY pETANS. VERTICAL TRACK ATTACHED TO HORIZONTAL - ' li+�_--.- ONE-PIEC2606. GE SSG4000AC STRUCTURAL E TRACK WITH(2) 1/413/4' TRACK BATS -112-1 - tp - 9 �4 �FRONTT 1 1 34 - - - )1+..._.I)� +li"-__�i� '11---•�1�..1+-'-.�SII FRAME&OLAZII0. = 3-1 2 10 2° CALV. STEEL TRACK, LW1t P�DIOK (KI001 SEE POLYSTYRENE REVZOR LAYOUT EACH LOCK TOR DETAILS. FASTENED TO FROM WITH I TRACK THICKNESS: 0.090•. 10 8=PAN HEAD e 1 ♦ - �' ---- '� 1 1' -__ �� 1• LHR TOP BRACKET _ • DOUBLE HORIZONTAL • ••• TABLE 1 TABLE 2 TRS • • • - INSTALLER RETAIL lei DMR HEIGHT ie00E1 MOD£L DESCt�fION "X4' _ - - • ••• • •••• • __ . +_•_.y+ +. ___ 1 SECTIONS _ ' 4 HDG 27 QA MIK 1RERtdR PANT 1 • i • • • UP TO 7'0° 4 4400 H4W N A 24 CA MIN. SKINT SHORT RAND PANEL DDU�E TRAM 1 _ -1 • • LDW NEAOROOM OPTION • ••- •••••• ••q• "~ 7'3' TO B'9' $ 1 1 24 ' FL PANEL. 'X3 _ - • F a-0• TO 10.6• 6 4301, 1 27 MIN. EXTERIOR =' - •••a• •••• •••••• - • •• • • 10'9' TO 12'3' 7 4310 M310 67, 8203 27 CA IDN• EXTERfOR SHKIV; T1 PANEL 6-0 1 1 • ..... .. .. .... p -X2•l. .... . .• • • • • • U 2'6' TO 14'0' 8 TYP. 2-1/2.02 GA. CAW. STEEL TRACK BRACKET. •••••• •• • i • • • • • • •••• 4'3° TO 15'9• 9 4 TRACK BRACKETS PER SLOE UP TO e' HIGH). •• ••• •••••• 'Xt' S TRACK BRACKETS PER SIDE LIP TO ID'HIGH). •••••• • • • • • • ' raw � 16'0• 10 SECTION A—A �1jY® TRACK BRACKETS PER SIDE P TO 12' 1�� •••••• •• aria KRrNA< Imo MAX SECTION HEIGHT, 21' • •••••• •• •• ••• TRACK BRACKETS PER SIDE UP TO 14' • • • • • • • � STxE '� � 8 TRACK @RAC.KE75 PER SIDE (UP TO 16' •• • ••• • • • • ••• • s LOGE e f "in pwam SEP wo Cmft • • • .:.... .... •.• �� 9AR um n10�"'�B"°` '°f°DO' NO •A PREPARATION OF JAMBS •BY OIH'ERS •• '•• • KAN= xao vH7tTxx 2'THR3K� 17 EMO KUNOLc L TRACK.am 1 'OIP�ilI�9� POLYSTYI&TKE � *THE �i� RECARD� 1+n1WLE LOCI Be FOAM INSULATION UuaNMED THIS PRODUCT CONFORMS TO S IN TACH SIDE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BlRL04tlG TISK now 10AOt OI Kp ODOR TO BOTH EXTEJOOR AND THE REQUIREMENTS OF THE 2007 KXXIES FOR THE LOADS LISTED CII THIS DRAIM ape mL+sn Mme EACH>t 27 CA(0.016" RKOF Sam FOW (� AND 2010 FBC. 1}yxw.Qo..aoc�Tfui OF ODOR. m5m MERIN WEE Sm MANUFACTURED Of PRdtWA OIOUSI $.RIC.OR FALCON m YIELD STkEN6TEt:31.7 K ••' FOO GBAKED-011 (2) 12 OA O v.STEEL TOP JAMB TO SUPPORTING STRUCTURE ATTACHMENT (NO jugjug-_ TO BdD1 = ROLLER BRACKETS(2-1/2•_ 2-3;H44, 2-1/4' (MIN). _ 5-3/9') EACH t1JT S��•�' � )114x5/9' O1k4.TES�'• TELE LOAD FROM THE DOOR O TRANSfE�TO THE TRACK AND THEN FT20fe THE TRACK TO THE 2x9 4j 14x r SHEET METAL VERTICJU SYP (GRADE /2 OR Kwa JAMBS NO LOAD FROM THE DOOR E TRANSFERRED TO THE iT 14 GA QALV.ROLLER NINGE. ALL jANiAL (�) _ EACH NINGE FASTENED TO EIS 2. ALL JAMB FASTENERS MAY BE (BUT Attf NOT KrSOWREO TO BE) COUNTERSUNK TOP A FLU�i 7- TONS AM STLLES WITH(4)11425/6• MOUN3 A �STR UR INCREASE FOR WINO 10.00 WAS Elpj FACL USED IN THE CALCULATION OF ALLOWABLE LOADS FOR T1FASTENER JOINT& SHEET��Lr (4) ANCHORS AND FASTENERS FOR STEEL. CONCRETE AND MASONRY. O _� 1/4•°3/4'SELF TAPPING W.41.4•a3/ � SCREWS. SEE VIEW V. r_ .) WOAD FRAME BUILDINGS 14 MIN- ia GA.MMMURMSTUD WALL$ Of DOOR QPEAING SHALL FRAMED SOLID BY NOT LESS THAN (3) 2x8 PRESSURE TREATED SYP MNL O.C. VIE B« (GRAGE 12 OR BETTER) WOW STUDS OF A STRESS GRADE NOT LESS THAN 1200 PSI NOU AL EXTREME FIBER 3•TALL x 20 GA. GALV. STEEL STRESS IN SENDING (Fa. STUD WALLS TO BE CONTINUOUS FROM FOOTING TO TIE BEAMS. U-BAR. TWO U-BARS PER -= SEs"' EACH U'SAR WCREE ATTACHED WITH 1/4'3/4'SEL BaLOI EGR12 ORAO) WOW JAMB SHALL BE ANCHORED TO G=ff REINFORCED BLOCK WALL OR TAPPING SCREWS. (2)SCREWS CONCRETE COLUMN. SOCK 1dGLL CELLS SMALL.BE FILLED WITH CONCRETE AND RQ WITH ORONG 2x8 VERTICAL JAMB AT EACH ENO AND INTETMIEO. BAS EXTENDING INTO THE FOOTING AND INTO TIE BEAMS.ALL BARS SHMUOUS ALL BE CONTIFROM THE TIE JAMB CONFIGURATION - STILE LOL"T'�' BEAiAS TO FOOTING PER VLOCK WALL OR CONCRETE COLUMN. BLOCK WALLS AND CONCRETE COLUMNS TO BE DESIGNED BY TETE BUILDING ENGINEER OR ARCHITECT OF RECORD. 2x9 WOW JAMB STOP MOULDING BY DOOR NNSTALLER (TO Stiff). - 27 CA(0.019'YIN.)INTERIOR SIM ' � s ' 'i?i'• 18 GA GALVANIZED STEEL ENO S11LE (ATTACR$D WITHI ONE MS'p y PSR A f'`'' I FACTORY INSTALLED 19_18 x 1/2'Or(ATTA HEAD SCREW E �YFOTO PAuefED TO 2x6 JAMB TO SUPPORTING STRUCTURE ATTACHMENT FURTHER SECURED UPON OZTALLATION WITFI WNGE SCREWS. S=.�TO BOTH SRIES aF (NOT 70 BE USED FOR ATTACHMENT TRACK MAXIMUM 12 GA. GALV.STEEL 13 GA"V.STEEL BOTTOM BRACKET. ON CENTERTRWK BRACKET ATTACKED DISTANCE _ FASTENED TO WOOD JAMB WITH(2)114x5/9'SHEET META BETWEEN WASHERSWITH ONE 9/10'°1-1/2' 4N 1 WOOD LAC SCREW PER AN. I9 GA.GALV.STEEL OVER.HINGE ALUMOVL%3AOWION 9'VINML rF;i S ILDING TYK FASTENERS RE OR 2'GALV. STEEL TRACK (4))11IZ4xS/9'SHEET METAL PLATE WITH +/T1/1AtI11tNINff,, . - 1/4•x 3'(1-1/4• EMBED) ITW TAPCON CONCRETE ANCHOR(2-1/2'MN. EDGE DISTANCE) 10-1/2• 1- 0.0. FASTEN70 TRACK T/i9•ROMPUStaV11T IS vBTILLEO OR EACH ROLLER SHAFT. .P �� %S!/ /��, �. 4 x 4 1- 4 - AN - BRACKEM EACH BRACKETt4 CrK00 GALV.STEEL ENro NeM6E iA$TpIEO STAES W/(s)fIACFI '�� f •.,••.,e f._ cA,'', CONCRETE Ila"x 4 -1 4 A -i LIN 24 N ATTACHED WITH ONE 114x3/9•$KEIT PETAL SCIEWS A(4) 1/4'SELF TAPPeVG SCREWS . f. . i x 44 1_� Eum - 1/4'x5/0•BOLT QK NAR J ; • F /��• +- TWO i/4• RIVETS. 2. 10 BALL STEEL ROLLER (1-3/16-87/16"3141 WITH . = e _fpgT A pR/SCRflLI srARTOEO FiCY BOTTOM AT 1�MORE THAN HIUF OF MAXIMUM ON CENTER DISTANCE. STEEL OR NITON TOE. , 11tKR1EST oNSDa LED AT LEI►ST AS HIGH AS THE DOOR OPBNIG Now. t' ::- N/A j 1�ESIGN _ F.48.0 PSF & —60.0 :PSF. ® �'ow x /6'ow +; '- ® 9as5 O<IKfE BLVD. 11 i u•HBIG ° /HOLLY.,GO/M. 4300/01, MASON,ON 45040 oer•so 4 10 H x A IIIO11 L1j+E. Building Products (513) TTG-01600 MWw .,�. .� �� $ 41+AT� pE 932!9 ' An D r"mi 9 Com n 53 1/8- 53 1/8- 1< WINDOW WIDTH WINDOW WIDTH `® M 50 1/4" 50 1/4" 0 D.L. OPG. (FIXED) D.L. OPG. (FIXED) Q 14 3/8" MAX. 14 3/8" MAX. F' 2 a FALSE MUNTINS HEAD/SILL FALSE MUNTINS HEAD/SILL I o 0 (SURFACE APPLIED) 5" MAX. TYP. (SURFACE APPLIED) 5 MAX. TYP. 0 v MAY BE USED A HEAD/SILL MAY BE USED A HEAD/SILL d CORNERS CORNERS m rrll ii ii 't ii ii Ia i II 1 cn i 0ILR� A 0 ; 11 =-y=-= ,_____= E g 0It to a 1-10 0- I n /� II c, It y, C M O _ I Ii �� II \ q en �, m !! II J 11 II a w.; F) 0 !I II M M p t Il II M I I w UJ z z - t- j� li It 3 VIP II II II xxx' I 11 Xg ;� II p ap a II Irw 20 II a rn NZ NO 11 II 0 xx M Z N O M 7 {�' z 4 ? C II 11 rl li II 1 Ld ? LL Z Q CO WINDOWS WITHWINDOWS WITHOUT m 3 n M n SILL ANCHORS 48 3/4" SILL ANCHORS 48 3/4" gd SEE SHEET 2 D.L. OPG. i�l SEE SHEET 2.1 D.L. OPG. I,,FOR CAPACITIES < FOR CAPACITIES a z o THESE WINDOWS ARE RATED FOR LARGE & SMALL MISSILE IMPACT. 51" to 51" ''} IVENT WIDTH VENT WIDTH Ld SHUTTERS ARE NOT REQUIRED. TYPICAL ELEVATION o SERIES 2500 ALUMINUM SINGLE HUNG WINDOW TESTED UNITS � W� O U Q Z DESIGN LOAD RATINGS FOR THESE WINDOWS TO BE AS PER a o W CHART SHOWN ON SHEETS 2 & 2.1. g g o o to O a w x o m O o a APPROVAL APPLIES TO SINGLE UNITS OR SIDE BY SIDE m 20 o 0 COMBINATIONS OF S.H./S.H. OR SINGLE HUNG WITH OTHER `v MIAMI-DADE COUNTY APPR'D WINDOWS USING MIAMI-DADE COUNTY 0 6 A J a o APPROVED MULLIONS IN BETWEEN. Z 1. Z LOWER DESIGN PRESSURE FROM WINDOWS OR MULLION APPROVAL WILL APPLY TO ENTIRE SYSTEM. o g o THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE N Q p N REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY LAMINATED GLASS ` HURRICANE ZONE (HVHZ). LARGE MISSILE IMPACT - WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER �- - c LOADS TO THE STRUCTURE. I I •I _ Engr. JAVAD A4MAD PItODCFCI REVISED ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS fi�111 ascomplyingmiththeFlorida EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. FIA P[ 70592 o C.A.A'�3538 Building Code Acce tante No f o � ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE !; P Y NOT PART OF THIS APPROVAL. t Exnitatiol►Date oo v A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. �y # 'f r QY ' drawing no. MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/METAL SCREWS, THAT COME {y� Miami adeProduciCotitrpb-' q 9 INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE ` �` I W05-37 REQUIREMENTS OF THE FLORIDA BLDG. CODE SECTION 2003.8.4. - / Csheet !--of 5 EQUAL LITES WINDOWS UNEQUAL LITES (ORIEL TYPES) WINDOWS DESIGN LOAD CAPACITY - PSF _ DESIGN LOAD CAPACITY -- PSF GLASS TYPES 'A' & 'B' GLASS TYPES 'A' & WINDOW DIMS. ANCHORS METHOD 'A' ANCHORS METHOD 'B' WINDOW DIMS. ANCHORS METHOD 'A' ANCHORS METHOD 'B' n 0 YlIo7H I HEIGHT EXT.(+) INT.( ) EXi.(+) INT.(-) % WIDTH a HEIGHT EXT.(+) INT.(-) EXT.(+) INT.(-) %� _ =z 19-1/8" 70.0 90.0 70.0 90.0 = 19-1/$" 70.0 90.0 70.0 90.0 = / Q a 2 CL 26-1/2" 70.0 90.0 70.0 90.0 26-1/2" 70.0 80.3 70.0 90.0 t a 90 Cq 04 I V 37" 26" 70.0 90.0 70.0 90.0 -- 37" 50-5/8" 63.2 63.2 70.0 90.0 _ o _ O 42" (3) 70.0 90.0 70.0 90.0 42" (4) 57.5 57.5 70.0 90.0 48" 70.0 85.4 70.0 90.0 48" 51.9 51.9 60.0 65.0 a a fI a 53-1/8" 70.0 78.0 70.0 90.0 53-1/8" 47.9 - 47.9 60.0 65.0 8 h 1s-1/a" 7a.o Ll 90.0 70.0 90.0 W 1s-1/8" - 70.0 90.0 70.0 90.0 w o � 26-1/2" 70.0 90.0 70.0 90.0 26-1/2" 70.0 _ a 82.2 70.0 90.0 0 IE q d vi 37" 38-3/8" 70.0 90.0 70.0 90.0 37" 59" 63.9 63.9 70.0 90.0 Q 03 42" (4) �- 70.0 81.5 70.0 90.0 42" (5) 58.4 58.4 60.0 65.0 Q 48" 70.0 73.0 70.o 90.0 48" 52.9 52.9 ~60.0_ 65.0 .LL.I 53-1/8" - 67.0 67.0 70.0 90.0 53-1/8" 49.0 49.0 - 60.0 65.0 19-1/8" 70.0 90.0 70.0_ 90.0 19-1/8" 70.0 90.0 70.0 90.0 Q W U 26-1/2" 70.0 81.4 70.0_ 90.0 26-1/2" 70.0 90.0 70.0 90.0 37" 50-5/87/ 64.2 64.2 70.0 - 90.0 37" 63" 70.0 70.1 70.0 90.0 o 42" (4) 58.3 5$.3 70.0 _ 90.0 42" (6) 63.9 63.9 60.0 65.0 "2 48" 52.5 52.5_ 60.0 65.0 '- 48" 58.0_ _ 58.0 60.0 65.0 v z 00 "0 53-1/8" 48.4 48.4- ~60.0 65.0 WINDOWS WITH 81" 55.5 55.5 60.0 65.0 0 00 19-1/8" 70.0 90.0 70.0 90.0 SILL ANCHORS 19-1/8" 70.0 90.0 _ 70.0 90.0 o 26-1/2" 70.0 83.1 70.0 90.0 - 26-1/2" 74(6) 70.0 74.2 70.0 90.0 y .. 37" 59" 66.0 66.0 70.0 90.0 37" (6) 5fi.5 56.5 60.0 L 65.0 = tai 1 42" (5) 60.0 60.2 60.0 65.0 19-1/8" 70.0 90.0 70.0 90.0 $ ¢cn 48" 54.5 54.5 60.0 65.0 26-1/2" 76"(6) 700 72.2 70.0 90.0 Z m , to 53-1/8" 50.3 50.3 60.0 65.0- 37" 54.8 54.8 60.0 65.0 $ M N C) n 19-1/8" 70.0 90.0 70.0 90.0 + NO. IN PARENTHESIS INDICATE NO. OF Z J LL- 05 o 26-1/2" 70.0 90.0 70.0 _ _90.0 ANCHORS PER JAMB. C) 3 1/8" ANN. GLASS 1/8" ANN. GLASS wrn ul 37" 63" 70.0 72.8 70.0 90.0 I cv �j 0 42" (6) 60.0 65.0 60.0_ 65.0 48" 60.0 6d.2 60.0 65.0 aso Interlayer 090 Interloyer w00 _.___._.. Glasslam Safety-Plus It Saflex Clear And Color Glass 53-1/8" 53.3 53.3 - 60.0 65.0 By 'Polymer Extrusion Technology, Inc.' By 'Eastman Chemical Co.' 19-1/8" 70.0_ 90.0 70.0 90.0 1/8" ANN. GLASS 1/8" ANN. GLASS 26-1/2" 70.0 74.8 70.0 90.0 PET FLAP PET FLAP 37" 74-1/4" 58.4_ 58.4 60.0 65.0 .010" X 5/8" 010" X 5/8" a / __ EMBEDED EMBEDED o $ 42" (6) 53.4 _ 53.4 60.0 65.0 IN SILICONE IN SILICONE + o W 48" 48.6 48.6 60.0 65.0 SILICONE z m SILICONE z m o w 53-1/8" 45.2 45.2 60.0 65.0 GE 2800 -g to GE 2800 L o 12 19-1/8" 70.0 90.0 70.0_ 90.0 M H i to v z.D � 26-1/2" 70.0 72.7 70.0 90.0 ? zI m 37" 76" 56.7 56.7 60.0 65.0 Of 8 42" (6) 51.7 51.7 60.0 65.0 0 8 0 iY it 48" 47.1 47.1 60.0 _ 65.0 m n o ri � 51" 45.1 45.1 60.0 65.0 FOAM TAPE � FOAM TAPE •L C m U G w 4- * NO. IN PARENTHESIS INDICATE NO. OF 1/4" DIA. ANCHORS 1/4" OIA. ANCHORS ANCHORS PER JAMB. AT THIS LOCATION AT THIS LOCATION f FOR UPPER HALF OF JAMBS R UPPER & LOWER GLASS TYPE-,AJ GLASS TYPE �B' i e o SFO F OF JAMBS Engr. JAVAD AHMAD PRODUCTREVISED N GLAZING OPTIONS CrnL as complying with the Ftortda r: ILA. PE IIF 70592 Building Code " 8 .. S° CAN. 3538 Acreptmuc No `- NOTE: ` L'xl}irationDate 8 C GLASS CAPACITIES ON THIS SHEET ARE drawin no. 3/16" DtA. ANCHORS ` Mimm adeProductCohtrol.- 9 AT THIS LOCATION BASED ON ASTM E1300-09 (3 SEC. GUSTS) �' '>. �- 1 W05-37 FOR LOWER HALF OF JAMBS AND FLORIDA BUILDING COMMISSION f + t 'J ? ANCHORS METHOD 'A' ANCHORS METHOD 'B' DECLARATORY STATEMENT DCA05-DEC-219 .� 2 �� sheet 2 of 5 EQUAL LITES WINDOWS UNEQUAL LITES (ORIEL 'TYPES) WINDOWS � 3 DESIGN LOAD CAPACITY - PSF DESIGN LOAD CAPACITY - PSF GLASS TYPE 'C' - GLASS TYPE 'C' M I WINDOW DIMS. ANCHORS METHOD 'A' ANCHORS METHOD 'B' WINDOW DIALS. ANCHORS METHOD 'A' ANCHORS METHOD 'B' o WIDTH HEIGHT EXT.(+) 1 NT.(-) EXT.(+) 1 NT.(-) % WIDTH HEIGHT EXT.(+) 1 NT.(-) EXT.(+) 1 NT.(-) IS-1/8, 60.0 65.0 _ 60.0 65.0 19-1/8- 60.0 65.0 60.0 65.0 „ 26-1/2" 60.0 _65.0 60.0 65.0 s1 26-1/2" 60.0 65.0 60.0 65.0Ln 37" 26" -60.0 _ 65.0 _ _60.0 65.0 37" 50-5/8" 49.2 49.2 60.0 65.0 d v 42" (3) _60.0 63.3 M 60.0 65.0 42" (4) 43.3 43.3 60.0 65.0 Ic i Ic 48" 55.4_ 55.4 60.0 65.0 48" 37.9 37.9 60.0 65.0 FO 53-1/8" 1 50.0 50.0 60.0 65.0 53-1/8" 1 34.3 34.3 60.0 65.0 0 ? r 19-1/8" 60.0 65.0 60.0 65.0 W 19-1/8" 60.0 65.0 60.0 65.0 v 26-1/2" 60.0 65.0 60.0 65.0 26-1/2- 60.0 65.0 60.0 65.0 W a a o 37" 38-3/8" .60.0 64.9 60.0 65.0 37" 59" 52.8 52.8 60.0 65.0 Q 42" (4) 57.2 57.2 60.0 65.0 42" (5) 46.5 46.5 60.0 __ 65.0R ,�;..W C4 48" 50.0 50.0 60.0 65.0 48" 4_0.7 40.7 60.0 65.0_ LLz 0: g 53-1/8" 45.2 45.2 60.0 65.0 53-1/8" _ 36.8 36.8 60.0 65.0 8 10 J 19-1/8" 60.0 65.0 60.0 65.0 19-1/8" 60.0 65.0 60.0 65.0 d W 26-1/2" 60.0 65.0 _ 60.0 65.0 26-1/2" 60.0 65.0 60.0 65.0 37" 50-5/8" 49.2 49.2 60.0 - 65.0 37" 63" 59.3 59.3 60.0 65.0 ^ U a+ 42" (4) 43.3 -_43.3 _ _~60.0 65.0 42" (6) 52.2 52.2 60.0 65.0 _1 { 48" 3_7.9 37.9 60.065.0 48" 45.7 45.7 60.0 65.0 00 M 53-1/8" 34.3 34.3 1 60.0 65.0 WINDOWS WITHOUT 51" 43.0 43.0 60.0 65.0 i z 0 00 19-1/8" 60.0 _ 65.0 60.0 65.0 SILL ANCHORS 19-1/8" 60.0 65.0 60.0 65.0 ., M 26-1/2- 60.0 65.0 60.0 65.0 26-1/2- 74-1/4" 60.0 65.0 60.0 65.0 _ 37" 59" 52.8 52.8 60.0 65.0 37" (6) 50.3 50.3 60.0 65.0 s QLu� 42" (5) 46.5 46.5 60.0 65.0,.' 19-1/8- 60.0 65.0 60.0 ^655.0 k p Q 48" 40.7 40.7 60.0 65.0 26-1/2* 76" 60.0 65.0 60.0 65.0 N =M 53-1/8" 36.8 36.8 60.0 65.0 37" (6) 49.2 49.2 60.0 65.0 3 N 19-1/8" 60.0 55.0 60.0 _ 65.0 * N0. IN PARENTHESIS INDICATE N0. OF on L 00 26-1/2" 60.0 65.0 60.0 65.0 ANCHORS PER JAMB. 0 37" 63" 59.3 59.3 60.0 65.0 1/8" ANN. GLASS N Z�i o N OJ v 42" {6) 52.2 52.2 6d.0 65.0 WC', ' t2 S _j 090" Interlayer 48" 1 45.7 45.7 60.0 65.0 Soflex Clear And Color Gloss L 00 M ,w- 53-1/8" 41.3 41.3 60.0 65.0 By 'Eastman Chemical Co.' 19-1/8" 60.0 65.0 60.0 65.0 1/8" ANN. GLASS 26-1/2" 60.0 65.0 60.0 65.0 0 37" 74-1/4" 50.3 50.3 60.0 65.0 n o Fa 42" (6) 44.3 44.3 60.0 65.0 SILICONE z m o 48" 38.8 38.8 1 60.0 55.0 GE 2800 g rn o o `' w Q Ln 53-1/8" 35.0 35.0 60.0 65.000 19-1/8" 60.0 65.0 60.0 65.0 r�i vUi ao 3 26-1/2" 60.0 65.0 60.0 65.0 z in 37" 76" 49.2 49.2 _ 60.0 - 65.0_ O 8 42" (6) 43.3 43.3 60.0 65.0 48" 37.9 37.9 [::60-0 60.0 65.0 51" 35.7 35.7 M 65.0 * NO. IN PARENTHESIS INDICATE NO. OF 1/4" DIA. ANCHORS 1/4" DIA. ANCHORS ► -T ANCHORS PER JAMB. AT THIS LOCATION AT THIS LOCATION GLASS TYPE C N .- FOR UPPER HALF OF JAMBS FOR UPPER & LOWER o HALF OF JAMBS ^En9r:.JAVAD AHMAD PRODUCT REVISEDCML Q FLA. PE # 70592 as complying with the Florida r � CAW 3538 Build ng Cade Acceptance No v m r Expiration Date f $ NOTE: B � -� 3/1s" OLA. ANCHORS GLASS CAPACITIES ON THIS SHEET ARE : f Miami ade Product Contra By s drawing no. AT THIS LOCATION BASED ON ASTM E1300-09 {3 SEC. GUSTS}. W05-37 FOR LOWER HALF OF JAMBS AND FLORIDA BUILDING COMMISSION t� �. v 2 �I - ANCHORS METHOD 'A' ANCHORS METHOD 'B' DECLARATORY STATEMENT DCA05-DEC-219 .. ' fsheet 2.1 of 5 _ a TYPICAL ANCHORS METAL U 3 1 4" TAPCONS STRUCTURE WOOD BUCKS AND METAL STRUCTURE NOT BY TRULITE M SEE ELEV. FOR SPACING_ 18Y " MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM I WOOD BUCK m TYPICAL ANCHORSul 4e4p X14 SMS AND TRANSFER THEM TO THE BUILDING STRUCTURE. 0 - °Q 4' d_' d SEE ELEVS. FOR SPACING O n cl o TYPICAL ANCHORS; SEE ELEV. FOR SPACING 1= ' ' 10-10 I 16" OR 1�4" TAPCONS (SEE SHEET 2 FOR USE OF 3/16" TAPCONS) 90 G o INTO 28Y WOOD BUCKS OR WOOD STRUCTURE O ,� [ 1-3/8" MIN. PENETRATION INTO WOOD p LL D 1 g _m THRU 18Y BUCKS INTO CONC. OR MASONRY 06 $ie! \ vi 1-1/4" MIN. EMBED INTO CONC. OR MASONRY C `i _ \ TYPICAL ANCHORS DIRECTLY INTO CONC. OR MASONRY 0 a 1/4- TAPCONS O a a Q / 1-1/4" MIN. EMBED INTO CONC. OR MASONRY SEE ELEVS. FOR SPACING K 0 19 #14 SMS OR SEF QRILLIN9 $005 (GRADE 5 CRS) $ 24 -------------------- INTO METAL STRUCTURES Z f , 31 �rM_ --EECOUNTY APPROVED j� STEEL : 12 GA. MIN. (Fy = 36 KSI MIN.) Q 2 I[MULLION & MULLION ANCHORS I I ALUMINUM : 1/8" THK. MIN. (6063-T5 MIN.) a 9 I�5££ SEPARATE NOA I (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) - � o I i i #12 SMS OR SELF DRILLING SCREWS m M ----------- [ _____ �� INTO MIAMI-DADE COUNTY APPROVED MULLIONS j (NO SHIM SPACE) 0 00 -- 11 ANCHOR EDGE DISTANCES n z INTO CONCRETE AND MASONRY = 1-3/4" MIN. 5 S" p tL I INTO WOOD STRUCTURE = 3/4MIN. O w _ . W �( TYPICAL ANCHORS INTO METAL STRUCTURE = 1/2" MIN. z o Q OPTIONAL TO 16 20, 4 BOTTOM LATCH #12 SMS in of _ SEE ELEV. FOR SPACING La O __ -.,-�, SEALANTS: ~ 4 a z 3�` 1200 $ �+ ALL JOINTS AND FRAME CONNECTIONS SEALED WITH s SCHNEE MOREHEAD SEAM SEALER SM5555. IN Z M W 23005 M Ww _j WEEPHOLES: 0 x_00 m j 12 W1 = 3/4" WEEP NOTCH AT EACH END `'�� o � m � B Q 4 O K N 4 Q C w W 2 C v L Zd w W I z ocz a3 VI � a zg O Z O fA a a I 6 14 o g o M TYPICAL ANCHORS o rc n o N N 1/4" TAPCONS v_► ° n �i ri a USE WHEN REQUIRED > 0 0 0 1 i 2 SEE SHEET 2 FOR CAPACITIES c SEE ELEV. FOR SPACING C PR(1f5UCT MVISED ! "i / £nor: J4YAQ AHMAO ! m g CML 'ttscomplylrig�tiith"tUeFloTitla A. cv N P. PE # 70592 ::wilding Code I o \ C.A.N. 538 acceptance No +. d d . cEpi9rationDat adA a _ ro ^� p v o v ,;I i v ✓ 3 :` IVlfanl• ade Pro ltCt Cunlro -4 !$ d' I n ° d to v J ` - r p a a z ;I }f drawing no. I d _ p II > 't I _ of jJ �}qg 2 9 W05-37 sheet 3 of 5 ITEM # PART # REQD. DESCRIPTION MATERIAL MANE./SUPPLIER/REMARKS d 1 YE-169 1 FRAME HEAD--" - 6063-T6 2 YE-167 1 FRAME SILL 6063-T6 - 3 YE--102 2 FRAME JAMB 6063-T6 - Z 3 4 YE-152 1 FIXED RAIL 6063-T6 - W J 5 YE-151 1 VENT TOP RAIL - -----"-- 6063-T6 - �► ti 6 YE-168 1 _ VENT BOTTOM RAIL 6063-T6 C 8, 0 _ 8, U 7 YE--92 2 VENT JAMB r - 6063-T6 - O J__ d 8 YB-4 AS REQD. GLAZING BEAD ALUMINUM ROLL FORMED o U. 9 YH-518 - 2/ VENT SASH STOP ---- RIGID VINYL 10 - 2/ VENT BLOCK & TACKLE BALANCE 11 YH-505 2/ VENT BALANCE CLIP ALUMINUM - o p' Q d� 1 TYPICAL ANCHORS 12 YH-622 AS REQD. BULB W'STRIPPING --_ _ -- VINYL SINGLE ROW o MIAMI--DADE COUNTY , SEE ELEV. FOR SPACING 13 YH--4004 AS REQD. FIN SEAL W STRIPPING .187 X .250 WOOL ULTRAFAB +� APPROVED MULLION _ ��'1 G SEE SEPARATE NOA 14 YH-504 2/ VENT SPRING LOADED VENT LATCHES NYLON/CELLON AT 11" FROM ENDS {� x 14A YH-515 2/ VENT SWEEP LOCKS -- ZAMAK AT 11" FROM ENDS Q W -- - 15 YF-1 8 FRAME ASSEMBLY SCREWS (#10 X 3/4°) CRS PLATED, PH SMS iu I I 16 YF-10 2/ VENT FIXED RAIL SCREWS (#8 X 1") CRS CAD PLATED, PH SMS - 1 17 YF-12 6/ VENTT VENT ASSEMBLY SCREWS (#8 X 1-1/4") CRS CAD PLATED, PH SMS 19 YF-6 1/ CLIP #10 X 1/4" PH SMS POINT B 20 YF-14 2/ LOCK SWEEP LOCK SCREWS (#8 X 5/8") - OH SMS O O100 —- — 21.._._ YC-15SP~ 2/ VENT SELF ADHESIVE PAD (.375" X .31" X .75") FOAM - z 22 YH-548 2/ VENT BALANCE CAM - PLASTIC- - --"--- �O 23 YH-5119 1 REINFORCING BAR (.627 X .312') STEEL HR893 _ 0:: Lc 24 - 2/ VENT SASH STOP (1" X 1--1/4" X 1/}6") ALUMINUM ON 74--1/4" HIGH ONLY C Q to z _ N m r� 4YIND04Y WIDTH WINDOW 23 WIDTH f" a TYPICAL ANCHORS SEE ELEV. FOR SPACING Z �u- 00 SEE SHEET 2 & 2.1 FOR CAPACITY $ ,� 1 BY N Z�j to WOOD SUCKS TYPICAL ANCHORS 1/4" MAY. O 1/4" SHIM SEE ELEV. FOR SPACING � � � M LQLJ � SHIM SEE SHEET 2 & 2.1 FOR CAPACITY 00 m w MAX. � � VENT WIDTH 13 O.L. OPG. 7 229 "• '' n 1/4" SHIMo 10 —----- MAX. 2BY WO D BUCK METAL QR o a STRUCTURE a Yl 0 STRUCTURE �` N z o 0 O K V W i. _ - ---- - - - - - - - - - - - - - 0 0 Q .' n ¢:; Q O P ^ O N N O O O N r 8 EXTERIOR v- TYPICAL ANCHORS v O v a w 3 ° SEE F.LEV. FOR SPACING ` D.L. OPG. : =:"' " SEE SHEET 2 & 2.1 FOR CAPACITYtn PRODUCT REVISED ro nB Engr. JAVAD AHMAD e;complying wilh the Florida I N , n WINDOW WIDTH CML ` wilding Cade j n C.A. N b 8592 :eceptanoe W0�� • �� s 1 Expiration Date TYPICAL ANCHORS : SEE ELEV. FOR SPACING L'y SfE SHEET 2 & 2.1 FOR CAPACITY �rFwliami ode Product Contra]- --� r. � drawing✓' X05--37 sheet 4 of 5 {�-2.220 Q 055 17 to 889 i Z 1.327 / 0 .860 �- 15 a n. W FRAME HEAD / .812 o � 062 0 G Q 4 Q Q D 88 1.437 O L 0t y 1.062 Q �t7�S 0 FIXED RAIL %- i I � i 17 I o d 1.187 055 z E 1.625 31: Uy t/y M z `� .812 � � � p .CcU z CD M VENT TOP RAIL / N 1.562 o z 3 to to ,� Shy / N Z}j o OD2 .055 3.125 F 2.563 g 2.687 / z 1.125 O 3/4" WEEP NOTCH / a AT EACH ENO OF / n N SCREEN RETAINING LEG W N = Z T' 1.070 .055 8112 2 " �I .812 S.H. VENT CORNER DETAIL " LU 687 7 rn 2 VENT BOTTOM RAIL 2.174 ---�{ VENT SIDE RAIL c m .N n lV M N N `930 S.H. FRAME CORNER DETAIL 1.292 0 .055 .055 Erg r ,iAVAD rJ iMD- "KODUCT RF.ViSED . � o_ 3.27 2.104 Civet_ tia c�nplying�vitli It�e Florida °' iv 3.527 F'�A. PE 7059?, 13ui1<�tig Cods o L,—j - 812 C.A.N. S•5." Al ccvance No�' G L� f .71 . k Expiration Date I� s g Y ` Jy v � v` u .13y -� 815 1.179 f i -mia i Ade product Cmttroi droving no. 1.617 k.. W05-37 FRAME SILLFRAME JAMB r r (sheet 5 of5j i . MIAMI•DADE i1r WII-DADS COUNTY 9 PRODUCT CONTROL SECTION 11805 SW 26 Street,Room 208 DEPARTi1IENT OF REGULATORY AND ECONOMIC RESOURCES(RER) Miami,Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) )rvw miamidade.gov/economy Clopay Building Products Company 8585 Duke Boulevard Mason,OH 45040 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of constriction 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 (AID). . 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: 2"EPS Ins.W6 Steel Sectional Garage Door up to 16'-2"Wide w/Optional Impact Resistant Lites (DP+38,-42 PSF) APPROVAL DOCUMENT: Drawing No. 104724,titled"W6 DP 38 2"EPS Insulated Doors",sheet I and 3 of 3,dated 10/12/2012,with revision 4 dated 03/14/2013,prepared by Clopay Building Products Company, signed and sealed by Scott Hamilton,P.E.,bearing the Miami-Dade County Product Control approval stamp with the Notice of Acceptance number and revision date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING:A permanent label with the manufacturer's name or logo,Troy,OH,model number,the positive and negative design pressure rating,indicate impact rated if applicable,installation instruction drawing reference number,approval number(NOA),the applicable test standards,and the statement reading`Miami- Dade County Product Control Approved'is to be located on the door's side track,bottom angle,or inner surface of a panel. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use,and/or manufacture of the product or process.Misuse of this NOA as an endorsement of any product,for sales,advertising or any other purposes shall automatically terminate this NOA.Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION:A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of tlie Building Official. This NOA revises NOA#12-1022.03 and consists of this page 1 and evidence page E-1,as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M.Utrera,P.E. MIAMI•DADE COUNTY NOA No 13-0402.03 IL y y' Expiration Date: December 27,2017 ' Approval Date: May 23,2013 Page 1 Ga, a .o '�� `�' /'� �'• �� pct• -�. ,ems urs �:` c .� �{;• i, {�, �,� o' zi { p� y a .,SS�� 43 - 7 CIopay Building Products Company NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No.104724,titled"W6 DP 38 2"EPS Insulated Doors",sheet 1 and 3 of 3,dated 10/12/2012,with revision 4 dated 03114/2013,prepared by Clopay Building Products Company,signed and sealed by Scott Hamilton,P.E. B. TESTS 1. Addendum to Test Report No.ATLNC 0801.01-12,dated 02/06/2013,signed and sealed by David W.Johnson,P.E. "Submitted under NOA#12-1022.03" 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 4)Forced Entry Test,per FBC 24113.2.1,TAS 202-94 5)Tensile Test per ASTM E8 Along with marked-up drawings and installation diagram of 16'2"x 8',27ga steel garage door Model 4300 with windows,prepared by American Test Lab,Inc.,Test Report No.ATLNC 0801.01-12,dated 08/15/2012,signed and sealed by David W.Johnson,P.E. 3. Test report on Salt Spray per ASTM B 117 of painted G40 galvanized coated panels,prepared by Stork Materials Technology,Test Report No.30160-04-63365,dated 01/26/2005,signed by John D.Lee,P.E. C. CALCULATIONS "Submitted under NOA #1,2.1022.03" 1. Jamb anchor calculations prepared by Clopay Building Products Company,dated 12/10/2012, signed and sealed by Scott Hamilton,P.E. D. QUALITY ASSURANCE 1. Miami-Dade Department of Regulatory and Economic Resources(RER) E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 08-0305.02 issued to SABIC Innovative Plastics for their Lexan Sheet Products,approved on 04/24/2008,expiring on 07/17/2013. 2. Test report on Surface Burning Characteristics,per ASTM E84 of Type I EPS,Test Report No.3082960-500,prepared by Intertek Testing Services,NA,Inc.,dated 10/0412005,signed by Javier Trevino. 3. Test report on Ignition Properties of Plastics per ASTM D1929 of Type I EPS,Test Report No.3082959-500,prepared by Intertek Testing Services,NA,Inc.,dated 09/16/2005,signed by C.Anthony Peflaloza. F. STATEMENTS "Submitted carder NOA #12-1022.03" 1. Statement letters of code conformance to 2010 FBC and no financial interest,issued by Clopay Building Products Company,dated 10/30/2012,signed and sealed by Scott Hamilton, P.E. G�51¢�2G'l3 arlos M.Utrera,P.E. Product Control Examiner NOA No 13-0402.03 Expiration Date: December 27,2017 Approval Date: May 23,2013 E-1 r a M IAM 1•DADE IIIAtiII—DADS COUNTY,FLORIDA s PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES(RER) 11805 SSV 26 Street,Room 208 BOARD AND CODE ADMINISTRATION DIVISION T(786)315--2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) ww%v.ntiamidade.gov/economy PGT Industries,Inc. 1070 Technology Drive North Venice,F1.34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dade County RER- 'Product ERProduct Control Section to be used in Miami-Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Section(In Miami-Dade County)and/or the AHJ(in areas other than Miami-Dade County)reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner,the manufacturer will incur the expense of such testing and the AHJ may,immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code,including the High Velocity Hurricane Zone. DESCRIPTION: Series"PGT"Clipped Extruded Aluminum Tube Mullion-L.M.I. APPROVAL DOCUMENT: Drawing No. 6300JR, titled "Impact-Resistant Aluminum Tube Mullions", sheets 01 through 25 of 25,prepared by manufacturer,dated 08/29/1 iwith the latest revision dated 01/29/15, signed, sealed and by Anthony Lymi Miller, P. E., bearing the Miami-Dade County Product Control Revision Section stamp with the Notice of Acceptance munber and Expiration date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING:Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, series, and following statement: "Miami-Dade County Product Control Approved", unless.otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use,and/or manufacture of the product or process.Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA No. 134815.05 and consists of this page 1 and evidence pages E-1 and E-2, as well as approval document mentioned above. . The submitted documentation was reviewed by Jaime D. Gascon,P.E. NOA No. 14-1103-01 M1AM!DADS COUNTY ftS E> ^' y Expiration Date: May 26,2016 Approval Date: February 12,2015 ?r�i6kS Page 1 r t %rIN 41`� � r •l � �� y";' .icy lw , • I PGT Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted ruiner previous NOA No. 10-0819.05) 2.- Drawing No. 6300JR,titled "Impact—Resistant Aluminum Tube Mullions", sheets 01 through 25 of 25, prepared by manufacturer, dated 08/29/11 with the latest revision dated 01/29/15,signed,sealed and 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 05/05/11, signed and sealed by Marlin D. Brinson,P.E. (Subinitted under previous NOA No. 10-0819.05) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC 2010 and with FBC Stn Edition (2014), prepared by manufacturer, dated 01/29/15, signed and sealed by Anthony Lynn Miller,P.E. D. QUALITY ASSURANCE 1. Miami—Dade Department of Regulatory and Economic Resources(RER). E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of no financial interest, conformance to and complying with the FBC Stn Edition (2014),dated 11/03/14,signed and sealed by Anthony Lynn Miller,P.E. 2. Statement letter of no financial interest, conformance to and complying with the FBC 2010, dated 06/06/11,signed and sealed by Anthony Lynn Miller,P. E. 3. Proposal issued by Product Control to PGT Industries,Inc., dated 08/06/14, signed by Jaime D. Gascon,P. E.,Product Control Section Supervisor. fe aime D. Gasco ,�P.E. Product Control Section Supervisor NOA No.14-1105.01 Expiration Date: May 26,2016 Approval Date: February 12,2015 E-1 PGT Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS(CONTE-QED) 4. Laboratory addendum letter for Test Report No. FT1,6443, issued by Fenestration Testing Lab,Inc., dated 05/05/11,signed and sealed by Marlin D.Brinson,P.E. (Submitted under previous NOA No. 11-0922.01) 5. Laboratory compliance letter for Test Report No. FTL-6443, issued by Fenestration Testing Lab, Inc.,dated 02/28/11, signed and sealed by Marlin D. Brinson,P. E. (Submitted cinder previous NOA No. 11-0922.01) 6. Proposal No. 10-1070—R issued by BNC to PGT Industries, Inc., dated 01/07/11, signed by Ishaq I. Chanda,P.E.,Product Control Examiner. (Submitted under previous NOA No. 11-0922.01) G. OTHERS 1. Notice of Acceptance No. 1.34815.05, issued to PGT Industries, Inc. for their "PGT Series Aluminum Clipped Mullion--L.M.I.",approved on 11/31/13 and expiring on 05/26/16. Jaime D.Gascon,P.E. Product Control Section Supervisor NOA No. 14-1105.01 Expiration Date: May 26,2016 Approval Date: February 12,2015 E-2 4 3. 2 1 MODELS 24 GA SHORT 27 GA SHORT 27 GA FLUSH 27 GA LONG SHEET= REVISIONS CLOPAY 4400, 4401 4300, HDG 4301, HDGF 4310, HDGL 1 OF 3 REV. N0.I ZONE: DATE: ECN NO. APPVpj DESCRIPTION 04 S2 CD 3/14/13 - SH I REVISED TOP BRACKET AND TOP STRUT PLACEMENT. HOLMES -- 66, 66G, 6200 68, 6201 67, 67G, 6203 IDEAL -- SP200 SF200 SE200 OPTIONAL ROW OF IMPACT-RESISTANT GLAZING. IMPACT—RESISTANT CONSTRUCTION: MAX. GLAZING SIZE IS 18-1/2" x 11". SOLID DOORS (NO GLAZING) OR DOORS WITH OPTIONAL IMPACT-RESISTANT GLAZING ARE GLAZING IS INJECTION MOLDED GE LEXAN IMPACT--RESISTANT. OPTIONAL INJECTION-MOLDED POLYCARBONATE FRONT FRAME AND O EMBOSS A. 13A KER PLATE OBETWEEN S A EACH ACCORDANCE AN APPROVED ROVE FBC 2606.PLASTIC IN GLAZING IS GE LEXAN SLX2432T, AN APPROVED CC2 PLASTIC IN ACCORDANCE WITH D HINGE. ATTACHED WITH DOUBLE SIDED SEE SECTION B-B FOR ASSEMBLY DETAILS. IBC/FBC 2606. THE ENITRE DOOR ASSEMBLY INSTALLED IN COMPLIANCE WITH THIS SECTION MEETS THE ACRYLIC ADHESIVE TO BACK OF DOOR. —+•^-A (GLAZING SHOWN IN INTERMEDIATE SECTION.) WIND LOAD REQUIREMENTS OF THE FLORIDA BUILDING CODE AND INTERNATIONAL BUILDING CODE AND IS LARGE- AND SMALL-MISSILE IMPACT RESISTANT. 7r . 11r7 GLAZING SHOWN IN TOP SECTION. Il tl FI 11 11 11 11 11 II fl tt f{ 1 rl !�__--__ 16 GA. DOUBLE END STILES. � MAY BE NOTCHED FOR LITES. Ec to / / r r N g 1 F:� C =__===?i i5-======�i i�= =�Te i4--t==_ 4 3 2 MODELS 24 GA SHORT 27 GA SHORT 27 GA FLUSH 27 GA LONG SHEET= REVISIONS CLOPAY 4400, 4401 4300, HDG 4301, HDGF 4310, HDGL 2 OF 3 REV. NO. ZONE: DATE: ECN NO. APPVD: I DESCRIPTION 04 - - - •-• SEE REVISION HISTORY ON SHEET ONE. HOLMES -- b6, 66G, 6200 68, 6201 67, 67G, 6203 IDEAL -- SP200 SF200 SE200 D SILICONE FILLED CHANNEL SEPARATES FRONT AND BACK SKIN OF DOOR. d HORIZONTAL (TOP) JAMB JAMB TO SUPPORTING STRUCTURE ATTACHMENT (NO LOAD FROM DOOR) NOTES; 1. ALL THE LOAD FROM THE DOOR IS TRANSFERRED TO THE TRACK AND THEN FROM THE TRACK TO 1.95" THICK, i# DENSITY THE 2x6 VERTICAL SYP (GRADE #2 OR BETTER) JAMBS. NO LOAD FROM THE DOOR IS EXPANDED POLYSTYRENE FOAM TRANSFERRED TO THE HORIZONTAL {TOP} JAMB. INSULATION LAMINATED TO BOTH % 1 (1) 12 GA. GALV, STEEL TOP ROLLER , " 2. EACH VERTICAL JAMB SEES A MAXIMUM DESIGN LOAD OF +304 LS & -336 LB. PER LINEAR EXTERIOR AND INTERIOR SKINS. ^' BRACKETS (2-1 f2 x 5-3/8 ). EACH FOOT OF JAMB. BRACKET ATTACHED W/(4 14x5 8 SHEET 3. ALL JAMS FASTENERS MAY BE (BUT ARE NOT REQUIRED TO BE) COUNTERSUNK TO PROVIDE A FOAM MANUFACTURED BY ) # " FASTENER FLUSH MOUNTING SURFACE. PREMIER INDUSTRIES, INC. OR METAL SCREWS. ADJUSTABLE SLIDE ATTACHED TYPE 4. A 1/3 STRESS INCREASE FOR WIND LOAD WAS NOT USED IN THE CALCULATION OF ALLOWABLE FALCON FOAM. TO TOP BRACKET WITH (2) 1/4"x1/2" BOLTS LOADS FOR ANCHORS AND FASTENERS FOR STEEL, CONCRETE AND MASONRY. AND NUTS PER BRACKET. WOOD FRAME BUILDINGS STUD WALLS OF DOOR OPENING SHALL BE FRAMED SOLID BY NOT LESS THAN (3) 2x6 PRESSURE MAX. O.C. TREATED SYP (GRADE 02 OR BETTER) WOOD STUDS OF A STRESS GRADE NOT LESS THAN 1200 PSI TONGUE AND GROOVE JOINTS. 27 GA. (0.016" MIN.) INTERIOR STEEL SKIN NOMINAL EXTREME FIBER STRESS IN BENDING (Fb) FOR DOORS UP TO 8'O" HIGH OR (4) 2x6 PRESSURE TREATED SYP (GRADE /2 OR BETTER) WOOD STUDS OF A STRESS GRADE NOT LESS THAN .... (DRAWING QUALITY) WITH G-40 MIN. GALV, C 1200 PSI NOMINAL EXTREME FIBER STRESS IN SENDING (Fb) FOR DOORS UP TO 16'0" HIGH. STUD F.7. BAKED-ON PRIMER AND A BAKED-ON WALLS TO BE CONTINUOUS FROM FOOTING TO TIE BEAMS. 4"-- POLYESTER PAINTED TOP COAT APPLIED TO BLOCK WALL OR CONCRETE BOTH SIDES OF STEEL SKIN, 2x6 VERTICAL JAMB 2x6 SYP {GRAD£ #2 OR BETTER) WOOD JAMB SHALL B£ ANCHORED TO GROUT REINFORCED BLOCK " WALL OR CONCRETE COLUMN. BLOCK WALL CELLS SHALL BE FILLED WITH CONCRETE AND 4-1 f 4 14 GA. GALV. ROLLER HINGE. EACH HINGE REINFORCED WITH REINFORCING BARS EXTENDING INTO THE FOOTING AND INTO TIE BEAMS. ALL BARS L FASTENED TO END STILES WITH (4) #14x5/8" SHALL BE CONTINUOUS FROM THE TIE BEAMS TO FOOTING PER BLOCK WALL OR CONCRETE COLUMN. VIEW (}�� A SHEET METAL AND (2) 1/4"x3/4" SELF • BLOCK WALLS AND CONCRETE COLUMNS TO BE DESIGNED BY THE BUILDING ENGINEER OR ARCHITECT 4" TALL TAPER STRUT, TAPPING SCREWS. SEE VIEW "B". OF RECORD AND 1N ACCORDANCE WITH THE FLORIDA BUILDING CODE. - 0.057" MIN. GALV. STEEL, 50 KSI. MIN. 9x6 JAMB TO SUPPORTING STRUCTURE ATTACHMENT (NOT TO BE USED FOR ATTACHMENT OF TRACK ANGLE TO 2x6 VERTICAL JAMBS OR SUPPORTING STRUCTURE) ONE 4" T-STRUT PER SECTION. (SEE MAXIMUM VIEW "0") EACH T-STRUT ATTACHED AT ON-CENTER //-EACH HINGE LOCATION WITH (2) BE TEEN STEEL 5ERS 27 GA (0.016" MIN.) EXTERIOR STEEL 1/4"x3/4" SELF TAPPING SCREWS. BUILDING TYPE FASTENER TYPE FASTENERS'REQUIRED? SKIN (MIN• YIELD STRENGTH: 45 KSI, DRAWING QUALITY WITH G-40 MIN. BLOCK WALL 1 4" x 1-} 4" MIN. EMBED TAPCON CONCRETE ANCHOR. 7--1 2" 1" O.D. ) 3000 PSI MIN. CONCRETE 1 4 x i MIN. EMBED TAPCON CONCRETE ANCHOR 8-1 4 1" 0.0. GALV. BAKED-ON POLYESTER PAINTED B B 000 PSI N 3/8- X 1-3/4" MIN. EMBED WEJ-IT ANKR TITE SLEEVE ANCHOR - I TOP COAT APPLIED TO BOTH SIDES OF 40 PSI MIN. CONCRETE 3/8' X 1- 4" MIN MS WEJ-- T ANC 2 INCLUD D STEEL SKIN. W FRAM SYP 5 SG 1 3" G SCR AST INTO STRUCTURE - 1 0.0. FIRST (BOTTOM) ANCHOR STARTING AT NO MORE THAN HALF OF THE MAXIMUM ON-CENTER DISTANCE. HIGHEST ANCHOR INSTALLED "% t 13 GA. GALV. STEEL BOTTOM BRACKET ATTACHED AT LEAST A5 HIGH AS THE ODOR OPENING, CLOPAY DOES NOT SUPPLY JAMB ATTACHMENT FASTENERS. WITH (2) #14x5/8" SHEET METAL SCREWS. LUNIMUM DISTANCE BETWEEN CENTER OF ANCHOR AND EDGE OF CONCRETE BLOCK: 2-1/2"". EXCLUDING STUCCO THICKNESS. ALUMINUM EXTRUSION & VINYL WEATHERSTRIP. HA fr, #14x5/8" SHEET METAL SCREWS SECTION A--A (SIDE VIEW) / i o 0 .• . 0 O No 63286 a ��the Fimide 4 • • - �k : A� No �' 0mtngco& 11.0.9 O O O 1/4"x3/4" SELF O ��I O O TAPPING SCREWS. DESIGN LOADS: +38.0 P.S.F. & -42.0 P.S.F. PART NO.: N/A a q � .. STATE OF MPRI- 14 GA. END HINGES 18 GA,�MIN� 1NTERMEDIATE H[NGE unless 5toted Olherwse �� y 8585 Ouke Boulevard WINDLT]AD RATING 0 � ,. TOLERANCES are Mason, GH 4040 W6 DP38� xt Control VI W „B" E�/I W C" Tel. No. 513-770-4800 -.,t 0 (� Q�.• ♦ �� .0 = t.031 Budding Products pony Fax No. 513-770-4853 C'? , .00 o000 = f.005 DRAWNDESCRIPTION: PBYONSH 2" EPS INSULATED g/8/ 12 SCALE: NTS MODELS) OwG. DESIGN ENGINEER: Degrees = t 1/2' CHECKED BY: SH flAiE: 10/12j1 SHEET 2 OF 3 SIZE Unlerwise SCOTT HAMILTON, P.E. t DIMENSIONS AREt IN iNCHES. DWG. NO.: 104724 VER: MD FLORIDA LICENSE No. 63286 S iz 4 3 2 4 3 2 MODELS 24 GA SHORT 27 GA SHORT 27 GA FLUSH 27 GA LONG SHEET+ F2EVISIONS CLOPAY 4400, 4401 4300, HDG 4301, HDGF 4310, HDGL 3 OF 3 REy, N0. ZONE: DATE: ECN N0. APPVD: DESCRIPTION 04 - - -- SEE REVISION HISTORY ON SHEET ONE. HOLMES -- 66, 66G, 6200 68, 6201 67, 67G, 6203 IDEAL -- SP200 SF200 SE200 2" TRACK CONFIGURATION NM TRACK CONFIGURATION ABOVE THE HORIZONTAL TRACK D DO��S UP TO 800 LBS. DOOR OPENING DOES NOT AFFECT THE SUPPORT BY DOOR WIND LOAD RATING OF THIS DOOR. INSTALLER (TO SUIT). DOOR COUNTERBALANCE SYSTEM JAMB CONFIGURATION DOOR DOORS UP TO 800 LBS. HEIGHT "L" 13 GA GALV. STEEL FLAG BRACKET ATTACHED TO 6'- - 7U" JAMB WITH (3) 5/16" X 1-5/8- LAG SCREWS 7'-0' t" DOOR OVERLAP (EACH SIDE) AND TO TRACK WITH (2) 1/4" RIVETS. ' 6' 82 3" MIN. F 8'-0" 88" 2x6 SYP WOOD JAMB. SEE OPTIONAL STOP MOULDING BY INSTALLER (TO SUIT). 8'-6" 4" JAMB PREPARATION NOTE". 16 GA GAIN. STEEL DOUBLE-END-STILE FASTENED WITH (1) 18 X t/2" WAFER SCREW. 2 AS ROD: SPACING NTE 14" O.C. S.-0' 10i" END STILE DIM.: 5-3/4 X 2-1/8" X 3/8". 1W 10—0 11 63" 2' GALV. STEEL TRACK, 1 '-6 1 " 2-1/2" X 12 GA GALV. STEEL TRACK THICKNESS: 0.083 _ " TRACK BRACKETS FASTENED TO 18 CA. GAILV. STEEL CENTER HINGE 11' " 4 W000 JAMBS WITH 5/6" X 1-5/8" " FASTENED TO INTER. STILES W/(4} EACH i l'-6 130"1 7/t6 I.D. ROUND 12'- 136" LAG SCREWS NOT TO EXCEED 14" PUSH NUT 14x5/8" SHEET METAL SCREWS. W ON-CENTER. MIN. OF (9) LAG FASTENER, T 38" TYP. 2-1/2- X 12 GA GALV. 1 " SCREWS REQUIRED PER JAMB. (� 1 4" 14 GA. GALV. STEEL ROLLER z STEEL TRACK BRACKETS. HINGES FASTENED TO END STILES Wj(4} EACH 14x5/8" v C z ATTACHED TO JAMB WITH (1) 14'-0" 160" SHEET METAL SCREWS AND (2) 1/4- SELF TAPPING SCREWS PER END HINGE. a 24' 5/16" X 1-5/8- LAG SCREW PER 4'-6" 1 2" GALV. STEEL TRACK FASTENED TO TRACK BRACKET. 1 '-0 1 12 GA GALV STEEL TRACK BRACKETS 15' " 1 8" WITH EITHER (2) 1/4- OIA. RIVETS OR 2" DIA. 7-1/2" LONG STEM, 10 BALL STEEL ROLLER WITH STEEL OR NYLON TIRE. 10" 116--0-1184-1 (i) ]/4" X 5/8" BOLT & NUT PER SECTION C-C 3-1/2" TRACK BRACKET. LHR BRACKET (2-1/2" x 5-3/4" x 12GA) PREPARATION OF JAMBS 8Y OTHERS ATTACHESCREWS.0 E WITH THAT iL/HR BRACKETSETAPPING4" SLF ARE ALSO USED WITH 'DOUBLE END STILE" AS SHOWN IN ZONE 9-3 SHEET t. DOUBLE TRACK 3" TRACK CONFIGURATION WM TRACK CONFIGURATION ABOVE THE DOOR OPENING DOES NOT AFFECT THE JAMB CONFIGURATIONHEADROOM. DOORS 800 LOS AND OVER. WIND LOAD RATING OF THIS DOOR. DOORS 800 LBS AND OVER. AVAIL.I OO R B - ANO OPTION CENTER HANG REQUIRED FOR ( 3 TRACK) DOORS OVER 8` HIGH. DOUBLE HORIZONTAL. PRODUCTREVISEU IN. TRACK. ��wig ft�� - - i' DOOR OVERLAP (EACH SIDE)13u31�{egCoA� ti ,, - -- ---- 2x6 SYP WOOD JAMB. 5££ STOP MOULDING BY DOOR INSTALLER (TO SUIT). B B AoocptmioeNo � �''`11 3" GALV. TAPERED STEEL TRACK AND ANGLE. TRACK JAMB PREPARATION NOTE". 16 GA GALV. STEEL DOUBLE-END-STILE FASTENED WITH (1) #8 X 1/2- WAFER Expiration THICKNESS: 0.10i". ANGLE THICKNESS: 0.080". HORIZONTAL TRACK SCREW. END STILE DIM.: 5-3/4 X 2-1/8" X 3/8". MIN. ANGLE DIMENSIONS 3-1/4" x 2-7/8 . SUPPORT BY DOOR gy INSTALLER (TO SUIT). M1 �� VERTICAL/HORIZONTAL TRACK 14" MAXIMUM SPACING 3-1/4" x 2-7/8' MIN. x 0.080" TAPERED JUNCTION. TWO 1/4" BOLTS FROM LAST MOUNTING ANGLE. SEE LAG BOLT MOUNTING AT TRACK 18 GA. GALV. STEEL CENTER HINGE & NUTS FOR EACH TRACK. SLOT TO TRACK JUNCTION CONf1GURATlON BELOW. 7/16" I.D. ROUND FASTENED TO INTER. STILES W/(4) EACH x PUSH NUT 114x5/8" SHEET METAL SCREWS. o ADDITIONAL MOUNTING SLOTS FASTENER. p SPACED AT 12" CENTERS. 0.101" THICK 3" GALV. STEEL TRACK FASTENED 14 GA. GALV. STEEL ROLLER HINGES FASTENED TO ENO 1 HAj1 �4� TO TAPERED ANGLE. TRACK ATTACHED TO STILES W/(4) EACH 114x5/8" SHEET METAL SCREWS Q ..•••.. T 12" ON CENTER TAPERED ANGLE WITH ONE 1/4'x5/8" BOLT O & AND (2) 1/4- SELF TAPPING SCREWS PER END HINGE. �.•` /+��;•.• ��i y NUT AT EACH MOUNTING SLOT. '.? w 46- 3" DIA. 8-1/2" LONG STEM 13ALL BEARING STEEL ROLLER. * NO 63286 SECTION C-C ' z 34" N£. AVTRACK BOLT AND NUT AT EACH :% :i'' "°� PREPARATION OF JAMBS BY OTHERS. * w MOUNTING SLOT LOCATION. ., o DESIGN LOADS: +38.0 P.S.F. & -42.0 P.S.F. PART NO.: N/A A A i STATE OF : - C DOOR VERTICAL Unless Stated Otherwise 8585 Duke Boulevord VINDLOAD RATING 'i O ` ,�, •' Af 22" HT TRACK_LENGTH TOLERANCES ore Clopay Masan, OH 45040 USA ','( � D P 3 8 • . 7,- Tel. No. 513-770-4800 w �l •j.0 R 10 Q`�l`�� 8'-0" 84"72 .0 = ±.031 BUMn Products Cowpony fox No. 513-770-4853 9-0" b ONE 5/16" x 1-5/8" LAG SCREW SPACED AT THE SAME .00 = ±.015 DESCRIPTION: 2" EPS INSULATED DOORS (SEE TABLE FOR MODELS) *#14 O N A� `�� f 0" i 0'-0 108" DISTANCES AS THE TRACK BOLTS (LE. 3-1/2% 10", 22', 34". aaa = .ao5 DWG. 1� 10 12-O 132' 4b', ETC.). ADDlTIONAt LAG SCREWS LOCATED AT 16 28-, & fl000 1.001 DRAWN BY: SH DATE: 9/28j12 SCALE: NTS DESIGN ENGINEER 3-1/2" 14-0 156 40" FROM BOTTOM. TWO LAG SCREWS ALSO LOCATED ABOVE Degrees = t 1/2' CHECKED BY: SH DATE: 10/12/12 SHEET 3 OF 3 SIZE 77777-VOM.M-777 1 16 0' 180' VERTICAL/HORIZONTAL TRACK JUNCTION. unless Stored Otherwise SCOTT HAMILTON, P.E. rt ! FLORIDA LICENSE No. 63286 N INCHES. CItEs. DWG. NO.: 104724 VER: MO DIMENSIONS ARE IN SUITABLE FOR ALL LOCATIONS REQUIRING GENERAL NOTES: NONIMPACT OR LARGE AND SMALL 1)DETAILS SHOWN ARE FOR THE MULLION ONLY.ANCHORS SHOWN ARE IN ADDITION TO ANY ANCHORS REQUIRED FOR THE MISSILE IMPACT-RESISTANT PRODUCTS 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, GENERAL NOTES...........................i a MUST BE ANCHORED PROPERLY TO TRANSFER LOADS AND ARE TO BE DESIGNED BY OTHERS. INSTRUCTIONS..............................1 ELEVATIONS..........................».......1 k! 4 E 1: MULL TO 2X WOOD........................2 FIGURE 0 . w IGURMULTILE OPENING WIDTH FOR VERTICAL MULL ARCHES TO BE 2)THE TYPE AND NUMBER OF ANCHORS IS CRITICAL TO THE STRUCTURAL PERFORMANCE OF THE MULLED UNITS.MULLIONS MULL TO 1X&MASONRY..............2 c O MULLIONS --�. INSCRIBED INSIDE HAVE BEEN TESTED AS FREE-FLOATING AND DO NOT NEED TO BE DIRECTLY ATTACHED TO THE MULLION CLIPS,BUT SHALL INSTALLATION NOTES...................2 ed SEE DETAILS RECTANGULAR NOT HAVE A GAP OF MORE THAN 114 FROM THE CLIP. MULL TO MASONRY.......................3 N A-D,G,H; SHAPE — 2-3 3) TO STEEL STUD...................3 SHEETS 2 _ 3)THE ANCHORAGE METHODS SHOWN HAVE BEEN DESIGNED TO RESIST THE WINDLOADS CORRESPONDING TO THE REQUIRED MULL TO MULL...............................3tj m T DESIGN PRESSURE.MULLIONS ARE CALCULATED TO DEFLECT NO MORE THAN 0180.THE 1/3 STRESS INCREASE WAS NOT USED ANGHOR SPECS.............................3 Z (1) IN THIS ANCHOR EVALUATION.THE 1.6 LOAD DURATION FACTOR WAS USED FOR THE EVALUATION OF WOOD SCREWS. BAYALTMULL INS cLIAS.....................4 0 W BAY MULL INSTALLATION..............4 4)PROPER SEALING OF ENTIRE ASSEMBLY IS THE RESPONSIBILITY OF OTHERS AND IS BEYOND THE SCOPE OF THESE 1 X 2 X.125 MULL SPECS...............6 J W 1 X 2 X.375 MULL SPECS...............8 0 _ INSTRUCTIONS. 1 X 2.76 X.85 MULL SPECS..........8 Z �A SEEADETAILS THRU G I V III / LI 5)USE THE COMBINED WIDTH OR HEIGHT OF ONLY TWO ADJACENT FENESTRATION PRODUCTS TO DETERMINE PRESSURES AND 1 X 3.125 X.500 MULL SPECS........9 m O p O� SHEETS 2-3 I -- I 1 I --- SEE DETAILS 1 X 4 X.126 MULL SPECS.......S...-10 _ ANCHORAGE FOR THE COMMON MULLION,SEE EXAMPLES ON THIS SHEET AND SHEET 24.FOR MULTIPLE UNITS,CONSIDER � 1" M 0 A THRU G; ONLY TWO ADJACENT UNITS AT A TIME WHEN USING THE DESIGN PRESSURE AND ANCHORAGE TABLES.THE LOWEST DESIGN 1 X 4 X.376 TUBE MULL SPECS....11 Q tQ 1 l SHEETS 23 i X 4 X.376 'T"MULL SPECS........11 W PRESSURE OF MULTIPLE MULLIONS OR FENESTRATION PRODUCTS SHALL APPLY. 1.26 X 3.188 X.285 MULL SPECS...72 OPENING 1.26 X 3.25 X.100 MULL SPECS 13 Z W z VERT. HEIGHT 6)WHEN FlNOING YOUR SIZE IN THE MULLION TABLES,ALWAYS ROUND UP TO THE NEXT SIZE SHOWN ON THE TABLE(S). 1.25 X 3.26 X.624 MULL SPECS.....14 0 MULL FOR 1.25 X 3.94 X.624 MULL SPECS.....15 = Z � LENGTH HORIZONTAL MULL 7)ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO.WOOD BUCKS BY OTHERS,MUST 2 X 4 X.25 MULL SPECS................ Q 1 I(KZ SEE DETAIL E. BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE.ANCHORS SHALL BE COATED OR CORROSION RESISTANT 2 X 6 X.25 MULLS MULL SPECS � � � x- // SHEET 3 AS APPROPRIATE FOR SUBSTRATE MATERIAL.DISSIMILAR MATERIALS SHALL BE PROTECTED AS REQUIRED TO PREVENT 1.28 X 2.11 X.12fi MULL SPECS....18 W f / REACTIONS. 30°X 3.26 BAY MULL SPECS.........19 Z H Q O O 45°X 3.25 BAY MULL SPECS.........20 Q 0 Z � O MULLION&CLIP DIMENSIONS......21-23 F- Z a; gr FENESTRATION 8)REFERENCE:TEST REPORTS:FTL-6443;ELCO ULTRACON/AGGRE-GATOR NOMS;ANSUAF&PA NDS FOR WOOD CONSTRUCTION; EXAMPLES 1&2............................24V PRODUCTS MAY ADM-ALUMINUM DESIGN MANUAL LOADING EXAMPLES......................26 W BE OF ANY TYPE. MUST SE 9)MULLIONS AND CLIPS HAVE BEEN DESIGNED&TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING LU LU f III MANUFACTURED CODE, AND ARE APPROVED FOR IMPACT AND NON-IMPACT APPLICATIONS.MULLIONS ARE ONLY TO BE USED WITH U Q BY PGT. I PGT-APPROVED FENESTRATION PRODUCTS HAVING CURRENT APPROVALS. (.i Z SEE DETAILS 10)MULLIONS ARE IN COMPLIANCE FOR USE IN THE HVHZ. HORIZONTAL A•SHEETS 2 MULL SHEETS 2� 11)QUANTITY OF UNITS WITHIN A MULTIPLE MULLED ASSEMBLY IS UNLIMITED PROVIDED THAT THE SPAN AND OPENING LLENGTH HORIZONTAL WIDTHIHEIGHT OF EACH INDIVIDUAL MULLION COMPLIES WITH THE REQUIREMENTS OF THIS NDA MULL LENGTH INSTRUCTIONS: 1)DETERMINE THE DESIGN PRESSURE REQUIREMENT(LBS/FTI)FOR THE OPENING USING THE ASCE-7 STANDARD. 2)CHOOSE A MULLION TYPE THAT WILL FIT THE DEPTH OF THE FENESTRATION PRODUCTS FRAME DEPTH. ADDITIONAL EXAMPLES OF MULL CONFIGURATIONS: 3)REFER TO SHEET 25 TO DETERMINE IF THE WIND LOADING IS"RECTANGULAR"OR-TRIANGULAR/TRAPEZOIDAL". PRODUCT REVISED va complying with the Florida I---HORIZ.MULL LENGTH--j 4)FIND THE CHOSEN MULLION'S MULLION CAPACITY(LBS/FT-)FROM TABLES 1A THROUGH 16A,ON SHEETS 5 THROUGH 20 RESPECTIVELY,USING Duadins� MULL OPENING WIDTH---I THE MULLION TYPE,LENGTH AND OPENING WIDTH OR HEIGHT(DEPENDING IF THE MULLION IS SPANNING VERTICALLY OR HORIZONTALLY).THE Aomp0m oNo 1 . LENGTH MULLION CAPACITY(LBS/FT2)OBTAINED SHALL MEET OR EXCEED THE DESIGN PRESSURE REQUIREMENT(LBS/FTI)FOR THE OPENING OBTAINED IN STEP 1). 13y _ ti•. y OPENING "FORT 5)FROM THE SAME TABLE USED IN STEP 4)ABOVE,FIND THE VALUE IN THE NEXT COLUMN ANCHOR CAPACITY REQUIRED(LBS}.THIS VALUE `'ilk ��Product Control` OPENING MULL HORIZ. �, RT REPRESENTS THE WINDLOAD TRANSFERRED TO THE SUBSTRATE BY THE ANCHORS AND MUST BE MET TO ATTAIN THE FULL MULLION CAPACITY. HEIGHT LENGTH ULL • !U LENGTH \ / 6)FROM THE ANCHOR CAPACITY(LBS)TABLE ON THE SAME SHEET AND USING YOUR ACTUAL SUBSTRATE CONDITION(MULTIPLE �� '�� ANCHORISUBSTRATE/AN L L MCHOR-CLIP PATTERN MAY APPLY) SELECT AN ANCHOR CLIP PATTERN AND VERIFY THAT THE REQUIRED ANCHOR P�•'' 1 iCENS�c'/<<F�� CAPACITY IS MET. � � No.58705 OPENING WIDTH _ SINGLE MULLION SINGLE MULLION FOR VERTICAL MULL 7)IF THE MULLION CAPACITY(Ll3S/FT2)OBTAINED IN THE TABLE IS HIGHER THAN THE DESIGN PRESSURE REQUIREMENT(LBS/FT2)FOR THE 7 OPENING WIDTH OPENING,YOU MAY USE THE"ANCHOR CAPACITY ADJUSTMENT FORMULA"TO OBTAIN THE LOWER ANCHOR CAPACITY REQUIRED.WITH THIS -`U FOR VERTICAL MULL VALUE A LOWER ANCHOR CAPACITY OPTION MAY BE SELECTED FOR THE SAME SUBSTRATE ' MULTIPLE MULLIONS 'O�• '• •'. SEE CORRESPONDING DETAILS 8)VERIFY THE DESIGN PRESSURE RATING(LBS/FTI)FOR THE FENESTRATION PRODUCT TO BE USED AND COMPARE WITH THE FINAL MULLION �� N FROM FIGURE 1 ABOVE. CAPACITY(LBS/FT2)OBTAINED FOR THE MULLION SYSTEM.THE LOWER OF THE TWO SHALL APPLY FOR THE ENTIRE MULLED FENESTRATION ��`� PRODUCT ASSEMBLY. 1 19tVAL ONG`� 9)HIGHLIGHT OPTION USED AND TABLE VALUES USED IN A SPECIFIC APPLICATION WHEN USING THIS NOA TO APPLY FOR A PERMIT. A.LYNN mkvg�k,P.E. FL P.E.#58705 DETAIL A: DETAIL B: MULLION ++ c h MULLION TO 2X WOOD BUCK MULLION MULLION ATTACHED TO 1X Lu BUCKSTRIP PERSU STR I;za AND PER SUBSTRATE, o OR WOOD FRAMING B WOOD BUCK AND MASONRY ATTACHMENT SEE SEE TABLES 1B-16B (OFFSET CLIP SHOWN) (STANDARD CLIP SHOWN) BY OTHERS, ccV SEE NOTE 1, 's m SHEET 1. Z N I —MULLION c I ' I I a I I a is 1 I I MIN 2.7 KSIEDGE q I I I SEE SHEETS a Ia I I J 21 23 FOR HOLE q I CONCRETE OR CMU• • I' I DISTANCE. W EITHER THE o I I I LOCATIONS ° I I --- SEE$£E TABLES STANDARD OR ° I ° 1 I EDGE DISTANCE 18-166 OFFSET MULL a ° EDGE a+ 0 1 ° FOR MASONRY C3 O DISTANCE ° a ANCHORS m Q O I'• INSTALLLED a r ` i 1 I FOR WOOD I i I SIDE VIEW 0 Z co to 4 a SCREWS ° 0 1 Z CO � THIS METHOD. ° L.26o`MAX FOR 4 q° a ~ O o a ALL MULLIONS o a ° e EITHER THE 2 I••' � ° a STANDARD OR =) U ° a ° q OFFSET MULL Z ° a ° " q° CLIP MAY BE g c lu qlu r ° INSTALLED BY Z °o EXTERIOR ° a ° THIS METHOD. J Z q EDGE Q DISTANCE °� ° a a ° (" Z Q p ° A q ° FOR ° °Q O Z a a ° Q MASONRY a ° I— ..Z 0 p ° ANCHORS ° THE OFFSET CLIP IS ° � �N �Q �'`" RECOMMENDED FOR ° a FIN-FRAMED W Q EXTERIOR °q °a WINDOWSBUT MAY ° a ° }- 52 ALSO BE USED FOR Y W OTHER FRAME TYPES-1 Z Q O O Q Z O 14.0 TYP. BTRATYP.ANCHOR Rs ITE, PER SUBSTRATE, SEE TABLES 113-1613 TYP.ANCHOR PER SUBSTRATE, SEE TABLES 16-188 SEE TABLES 16.165 �EDGEIEND BUCKSTRIP DISTANCE AND SEE TABLESATTACHMENT BUCKSTRIP 1B-16B \ ,s., BYOTHERS, ° •,.• EMBEDMENT AND EMBEOMENI'�_ SEE NOTE 1. ° I ,° SHEET I. ATTACHMENT !��° •° . ' BYOTHERS, SEE NOTE 1, °• - • SHEET 1. MIN 2.7 KSI CONCRETE OR CMU PRODUCFREVISED • FRONT VIEW as conllttying�vltb etu FIe>ida SIDE VIEW BuPdtngOado - 7ts nco FRONT VIEWED Nltsml ado Pioduct Coniro INSTALLATION NOTES: 1)ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. oW LYWv 2)QUANTITY OF ANCHORS AND MULLION SIZE SHOWN ABOVE ARE FOR PICTORIAL REPRESENTATION `�� '�� .• .!9/� ONLY.BECAUSE THE ANCHOR CAPACITY IS BASED PARTLY ON THE ANCHOR TO ANCHOR DISTANCE,THE Q ,.•' 410ENSF•. !�� 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 CLIP MAY BE USED. _ No.58705 3)ANCHOR HEAD TYPE MAY BE PANHEAD,HEXHEAD OR FLATHEAD. l 4)WOOD BUCKS ARE OPTIONAL,SEE DETAIL C,SHEET 3. S7 F` • �� ,� 5)FOR MASONRY APPLICATIONS IN MIAMI-DADE COUNTY,USE ONLY MIAMI-DADE COUNTY APPROVED ��Sis Foo l�RIDP.......• �\ON�� ELCO ULTRACON OR ELCO 114"S.S.AGGREGATOR MASONRY ANCHORS. 1 A.`L N )4E3R;O.E. FL P.E.#58705 �o DETAIL E: ® � MULLION TO MULLION civ DETAIL C: .1z6•MI"' INTERSECTION NOTES: ~ MULLION DIRECTLY ATTACHED TO �C" a MULLION �� (U-CLIP) 1)MAY BE INSTALLED IN-TEE'OR'CROSS° ��$�' o MASONRY STRUCTURE , INTERSECTIONS. 4 ax (STANDARD CLIP SHOWN) � 4b cc� c� VARIES 2)MAY BE INSTALLED HORIZONTALLY d LL (SHOWN)OR VERTICALLY. LO 'S m E{THERTHE PERSUUBSSTRATE , 3)SEE U-CLIP DRAWINGS,SHEETS 21-23 m STANDARD OR I SEE TABLES iB-138 FOR CORRESPONDING MULLION. Z a N OFFSET MULL I I TOP VIEW MULLION O CLIP MAY BE I I EDGE DISTANCE INSTALLED BYII I FOR MASONRY VARIES-�+� --j _ THIS METHOD. I I 11 v ANCHORS I ��\ #12 STEEL SCREWS, m a ° SELF DRILLING OR PRE-DRILL .� o MULLION AND USE SMS L J m O O V m MULLION }-- Z j EXTERIOR d° 4 ? n THE OFFSET CLIP IS a Z EDGE DISTANCE RECOMMENDED FOR g' FOR MASONRY ° 4 FIN-FRAMED LINTERSECT{ON ? ` ANCHORS ° ° WINDOWS,BUT MAY U-Cup o v a Z ALSO BE USED FOR ° ° OTHER FRAME TYPES. EXTERIOR Q Z TYP.ANGHOR 8 4 n Z Z ¢ N O PER SUBSTRATE, Q Z SEE TABLES 1 B-138 ° SEE SHEETS 21-23 FOR g� TYP.ANCHOR HOLE LOCATIONS BUCKSTRIP PER SUBSTRATE, Lij _ AND SEE TABLES 1B43B FRONT VIEW DlsrEDDGE # 4 Y Y � .• • a f a 1. � (j)ATTACHMENT SEE TABLES BY OTHERS, t B Z SEE NOTE 1, Z £MBEDN ` EDGEDISTANE Q SEE TABCLEs SIDE VIEW 4i of � MIN 2.7 KSI CONCRETE OR CMU MIN 2.7 KSI CONCRETE OR CMU 18-138 FRONT VIEW SIDE VIEW DETAIL D: MULLION ATTACHED TO STEEL STUD (STANDARD CLIP SHOWN) STRUCTURE INSTALLATION NOTES: TYP.ANCHOR 1)ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. OL PER SUBSTRATE, /—PER 1B43B YRODUCTRUVISBD 2)QUANTITY OF ANCHORS AND MULLION SIZE SHOWN ABOVE ARE FOR PICTORIAL REPRESENTATION } eFO SEE SHEETS ® complying with the Florida ONLY.BECAUSE THE ANCHOR CAPACITY IS BASED PARTLY ON THE ANCHOR TO ANCHOR DISTANCE,THE 21-23 FOR unding CDdc 4 CORRECT QUANTITY AND LOCATION OF ANCHORS MUST BE FOLLOWED,REFER TO THE TABLES ON THE HOLE wept Nv FOLLOWING SHEETS.FOR DETAILS A-D,EITHER THE STANDARD OR INTERIOR CLIP MAY BE USED. \\ LOCATIONS Date MULLION '3)ANCHOR HEAD TYPE MAY BE PANHEAD,HEXHEAD OR FLATHEAD. fiend ade Product Comfn- 4)WOOD BUCKS ARE OPTIONAL,SEE DETAIL C,SHEET 3.5)FOR MASONRY APPLICATIONS IN MIAMI-DADE COUNTY,USE ONLY MIAMI-DADE COUNTY APPROVEDo1srANCE �� ,�pt1Y LYJvjyELCO ULTRACON OR ELCO 114"S.S.AGGREGATOR MASONRY ANCHORS. STEEL STuos THINNER THAN sBe3Bt£s Q ..• �ICENS ' "FFRONT VIEWA ANO COMPLIANT WITH THE FL BUILDING E,A 2X WOOD BACKER MUST USED. ' ATTACHMENT BY OTHERS. No58705 EXTERIOR USE WOOD ANCHOR SPECS SIDE VIEW �( — NOTES: - 1)FOR 2X WOOD-BACKED STEEL STUDS,WOOD 0'� E C ANCHOR VALUES MAY BE USED. :�s �ORIuN....G`.�``� 2)SEE CORRESPONDING MULLION TABLES, •,�s�oNAL•CN,��`• SHEETS 5-20,FOR QUANTITY OF SCREWS. A. LYNN Min, P.E. FL P.E.#58705 a DETAIL F: DETAIL G: DETAIL H: "� FIELD-MODIFIED MULLION CLIP ANGLE MULLION CLIP BAY MULLION INSTALLATION (F-CLIP) (ANGLE CLIP) (ANGLE CLIP) . SEE DETAILS A-E, 30°OR 45" SHEETS 2 AND 3 FOR INSTALLATION BAY MULL IL TO SPECIFIC SUBSTRATES. r N MULLION " m O O O t4 <000,0 O O 0 0 O 0 O O � w O O TOP VIEW LLIaN SIDE VIEW I i coo U o TOP VIEW I 1 Z SHOWN WITH 1'X 4"X.125' 1 I I F Z MULLION i T .ANCHOR 0 YP I I PER SUBSTRATE, U ci m g EXTERIORI I 1 I SEE TABLES 16B OR 16B Z =Z ja TYP.ANCHORTEEXTERIOR ? z STANDARD MULLION CLIP I I PER SUBSTRATE MODIFIED TO FIT FIELD I SEE TABLES 18-14B Z d CONDITIONS. I I 12'X 5'ANGLE CLIP, ~ Z Q ' \ I I I I I 1 1 2 PER MULLION END,MUST BE 0 Z N INSTALLED INSIDE OF BAY MULL. @ �c Q MULLION I 1 0 w 2•XWX.12W fn I ANGLE CLIP, V Z Q 2 PER MULLION END, Q Z�0 CO I I MUST BE INSTALLED I II I INSIDE OF MULL. T �o 0 I I O� 7 I �TYP.ANCHOR PER SUBSTRATE, SEE TABLES 1B-14B INTO WOOD, STEEL,ALUM INTO WOOD,STEEL, STANDARD CLIP TO BE EXTERIOR OR MASONRY EXTERIOR ALUM,CMU OR MASONRY MODIFIED IN-FIELD. EXTERIOR E Pas RODUCTRB SEDpG � �� Buildtngly ith the i�loride Cbda F►CaC� � .0-1 Q I ® INTO WOOD,STEEL, !I ALUM,CMU OR MASONRY � H r ® I ® DISTANCE CE �4iansi ade Product Contra PER ANCHOR EDGE .. DISTANCE JIVIV NOTES FOR INSTALLATION OPTION G&H: � ' PER ANCHOR \ ��. ' I IC 4�5 i G 1}USE 2 ANGLE CLIPS PER MULLION END.CLIPS MUST BE INSERTED INSIDE OF MULLION. - No. 58705 NOTES FOR INSTALLATION OPTIONS F: 1)DETAIL IS NOT APPLICABLE FOR THE BAY OR 1.2$"X 2.11"X.125'MULLION. 2)DETAIL G:SEE TABLES 1B-14B FOR ANCHOR QUANTITIES AND SHEETS 21-23 FOR HOLE LOCATIONS. l l/ 2)SEE TABLES 18-13B FOR ANCHOR QUANTITIES AND SHEETS 21-23 FOR HOLE LOCATIONS. 3)DETAIL H:SEE TABLES 156 OR 16B FOR ANCHOR QUANTITIES AND SHEET 22 FOR HOLE Q.C�. ATE <V LOCATIONS. .F4012101.• 3)THE 2X5 CLIP IS NOT SUITABLE FOR THIS APPLICATION. A.LYNW mIVI,ER,P.E. FL P.E.#58705 TABLE M ® E E A Rx Mullion Capacity Table Ibsoift2 Opening Width(forver0caIVsparvtfV mullions)or Opening Height(for horizWbIly-spamullions) a SD In 80 In 70 to 80 In 9010 100 in 120 in 140 180 in O Rectangular Trap/Titang. Rectangular Traprnlang. Rectangular 7tapfWang. Rectangular TWMang- Rectangular TraplTdang. Rectangular TraplTdang. Rectangular TrapiTdang. Rectangular Tra"ang. Rectangular TraplTdang. 4� r 1 X 2 x.126 Loading Loading Loading Loading Loading Loading Loading Loading Loading loading Loading Loading Loading Loading Loading Loading Leading Loading o Alum.Tube _ _ _ _ Mullion .. y.. u & 8 l 42 in 111.8 408 129.5 332 93.2 408 116.5 325 79.9 408 107.8 321 69.9 408 104.4 319 62.1 408 104.0 319 65.9 408 104.4 319 46.6 408 104.0 319 39.9 408 104.0 319 35.0 408 104.0 319 -i W 48 In 74.0 312 83.8 268 62.4 312 73.4 252 53.6 312 67.0 248 46.8 312 63.2 248 41.6 312 61.3 244 37.5 312 81.0 244 31.2 312 61.0 244 28.8 312 61.0 244 23.4 312 81.0 24d _ 60.625 to 63.9 281 70.6 234 53.2 281 61.5 228 45.6 281 55.7 224 39.9 281 52.1 222 35.6 281 60.1 220 31.9 281 49.3 219 28.6 281 49.3 219 22.8 281 49.3 219 20.0 281 49.3 219 W 0 O 54 In 52.8 247 57.5 207 43.9 247 49.8 202 37.6 247 44.8 199 32.9 247 41.6 198 29.2 247 39.4 194 26.3 247 38.4 193 21.9 247 38.1 t83 18.8 247 38.1 193 18.4 247 38.1 193 O ~ ro 60 in 38.4 200 41.2 170 32.0 200 35.4 166 27.4 200 31.6 163 24.0 200 28.9 160 21.3 200 27.1 159 19.2 200 25.8 167 16.9 200 21.0 186 I=- J J 63 in 33.1 181 35.3 155 27.6 181 30.3 152 23.1 181 26.9 149 20.7 181 24.5 148 18.4 lot 22.8 144 18.6 181 21.7 143 Z g 66 in 28.8 165 30.6 142 24.0 165 26.1 139 20.8 165 23.1 136 18.0 165 21.0 134 LU W 721n 22.2 139 23.3 120 18.6 139 19.8 118 15.9 139 17.5 116 N�° Z 7610 18.9 126 19.7 109 16.7 126 16.8 107 1 lqt 78 in 17.5 1!8 18.2 104 Z r ! TABLE 4 B ANCHOR CAPACITY ADJUSTMENT FORMULA: N 6 000 Anchor Ga aci Table lbs ANCHOR CAP. g C � �°"" )=ANCHOR CAP. 'r substrate: 2.7k Concrete 3.5k Conc. Hoitow CMU Filled CMU PT Wood Metal (DP.)X MULLION CAP. N 5116'Elco 114 SS Eica 5116•Elco 114"SS Eloo #10 Steel #12 Steal #12 Steel `°� '•'� X Y Anchor Clip Patterns Anchor Typo: 3118•Ecco Ultracon 114'Etoo UOracon 3118"Elco Ultracon 114 Elco Ultracon W Ultracon AggreOator Macon AggreGator screw((35) screw{ca5) Screw(c33) USE THIS FORMULA TO OBTAIN THE"ANCHOR � �y N � CAPACITY REQUIRED'CORRESPONDING TO AN Edge Distance Qnp. 1" 2-112' 1" 244 3-118- i• 2-112` !• 2-112• 2• 3 118` 2• 0.48• 0.54- 0.324" 0 d O 0 Embedment M$ 1-314• 1-314• 1.314" 1-314" 2• 1-114" 144 1-114" 1-114" 144 1-114• 2• 1-318 1.318• codes ACTUAL PRESSURE REQUIREMENT FOR THE Q r Z 2Anchors Q 4.75•Mtn.O.C./Standard ar 01TOR dip(Fig.1): 3901bs 3901ba 450 lbs 890 lbs 1644 lbs 270 lbs 28011. 354 kbs 74011. 374 lbs 88411. 94611. 341 Ibs 442Its 580 lbs OPENING,WHEN IT IS LOWER THAN THE MULLION a = �� s 780 lbs 680 lbs 1560lbs 1896 lbs 5 1.15'Min.O.C./Standard(or o6set)Clip(Fig.2): 480 lbs 700 lbs NiA WA WA WA 380 lbs NIA WA NIA NIA WA 682 Ibs 885 lbs 1120 lbs CAPACITY(FROM THE TABLE)OF THE SELECTED can:4 Anchone 4 Anchors Q 3-Mtn.O.C.and 2x5 Angle Clips/(Fig.31: T80Ib40 lbs 66011. WA 760 lbs 748 lbs 880 lbs 1892 lbs 682 lbs 8851bs 11201bs MULLION.IT WILL YiELD A MINIMUM ANCHOR WA NIA 715 2 Anciars Q 0.45•Min.O.C./U-alp,into.125•Atom.(Fig.4}: NIA WA WA NIA NIA WA NIA WA WA NIA WA WA Ibs CAPACITY WHICH MAY BE USED c� 1 Anchor F-C6p{Fig.5t 195 lbs Iss lbs 225 lbs 445Ibs 822 lbs 135 lbs 140 lb. 177 lbs 370 lbs 18711. 332 lbs 47311. 170 lbs 221 lbs 28011. ADDITIONAL ANCHOR OPTIONS FROM THE QUALIFY 2Anchors Q 1.15'Min.0.01 F-011)(Fig.4 240 lbs 3W lbs WA WA WA WA 190 lbs WA WA WA WA WA 341 lbs 442 lbs 660 lbs ANCHOR CAPACITY TABLE. NOTE:FOR THE OFFSET CLIP,USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLiP. FIGURE 1: FIGURE 2: TABLE NOTES: PRODUCTRI~Vl.gBD • ` • • as ownplyirl8 with for Florida 1)SEE SHEET 4 SEE SHEETS 214 FOR GENERAL INSTALLATION METHODS A FOR INSTRUCTIONS ON USING THE ES AND SHEET 25 FOR INFORMATION ON LOADING. 1 000" r uIldIttacode m " 0.1 2)LiNEAR INTERPOLATION BETWEEN MULL LENGTHS ANWOR OPENING WIDTHS IS ALLOWABLE, a FIGURE 3: 3)MULLION ode Product Control 3)MULLION AND MULLION CLiPS SHOWN ARE NOT TO SCALE.FOR EXACT DIMENSIONS,SEE SHEETS 21-23. • • • HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 2.000" wil 1 l FIGURES SHOW SUGGESTED,APPROXIMATE HOLE LOCATIONS. `� flN N ANGLE CLIP MUST BE USED IN PAIRS. 4}SUBSTRATES:CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS.HOLLOW AND GROUT-FILLED 125" �� '�\CENSF CONCRETE BLOCK UNiT(CMU)SHALL CONFORM TO ASTM C-90.WOOD SHALL BE PRESSURE-TREATED FIGURE 4: FIGURE 5: FIGURE 6: YELLOW SOUTHERN PINE WITH AN SG OF 0.55.ALUMINUM SHALL BE 6063-T5 AND BE A MINIMUM OF.125" No.58705 • THICK.STEEL STUDS TO BE A MINIMUM GRADE 33 AND.045•THICK(18 GAUGE).STRUCTURAL STEEL TO BEAT 1•X 2•X.125•MULLION - LEAST.125°THICK AND A36.ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND "C7 t�T�THE MATERIAL.#10&#12 ANCHORS INTO WOOD MAYBE STEEL,18-8 S.S.OR 410 S.S. i fi •' <U ,,1 NAL % A.LYNN IGt[LN, P.E. FL P.E.#68705 g � TABLE 2A n Mullion Capacity Table lbse) Opening Width(forverticaily-spenrtrg mullions)or Opening Height(for horizontally-spanning mullions) " 50tH 60 in 701n 80 in 901n 100 in 120 to 1401n 160 In $ O Recta ular Tra d Rectangular Trap/Tdang. Rectangular TrapfTdong. Rectargular Trap/Tdang. Rectangular Trap/Tdarg. Rectangular Trap/Tdang. Rectangular Trap/Tdang. Rectangular TraplTdatg. Rectangular Tr Loading a� 1 x 2 x.375 Loading Loading Loading Loading Lading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading ceding U rd Alum.Tube toN Ito o 42 in 170.0 820 170.0 435 161.3 662 170.0 478 129.7 662 170.0 508 113.6 662 169.6 518 100.9 662 168.8 517 80.8. 662 166.9 517 75.7 682 i88.9 617 64.9 662 188.9 517 56.7 662 188.9 617 J 481n VIA 607 136.0 419 101.4 607 119.2 410 86.9 507 108.7 403 76.0 507 1026 399 67.6 607 99.6 397 60.8 507 99.0 396 50.7 607 99.0 396 43.4 507 99.0 398 38.0 507 99.0 396 � _ 60.626 to 103.7 456 114.6 379 68.4 456 99.9 371 74.1 458 90.5 364 64.8 456 84.6 3W 57.6 456 81.3 357 51.8 458 80.0 358 43.2 456 80.0 356 37.0 456 80.0 356 324 456 80.0 356 co ca 54 In 85.4 400 93.3 336 71.2 400 80.9 328 61.0 400 72.7 322 53.4 400 67.3 318 47.5 400 64.0 315 427 400 62 3 314 35.6 40D 61.8 313 30.5 400 61.8 313 28.7 400 51.6 313 W `Q 0 80 in 623 324 66.9 276 51.9 324 57.5 270 44.5 324 51.2 264 38.9 324 46.9 260 34.6 324 43.9 257 31.1 324 420 265 28.0 324 40.5 253 222 324 40.5 263 19.5 324 40.5 253 J 63 in 63.8 284 57.4 252 44.8 284 49.2 246 384 294 43.6 241 33 6 294 39.8 237 29.9 M 37.1 234 28.8 294 35.2 232 224 294 33.6 230 19.2 294 33 4 230 16.8 294 33.4 230 0 661n 48.8 288 49.6 230 39.0 268 424 225 33.4 268 37.6 221 29.2 268 34.1 218 28.0 268 31.6 216 23.4 268 29.8 212 19.5 266 28.0 290 16.7 268 27.7 209 1A.8 268 27.7 209 Z CIO 721n 36.0 225 37.9 196 30.0 226 322 191 25.7 225 28.4 188 2-6 225 25.6 185 20.0 226 23.6 182 18.0 225 221 180 15.0 225 20.3 177 12.9 226 19.8 178 11.3 226 19.8 176 W 8 165 15.3 202 98.4 183 128 202 18.7 160 10.9 202 15 8 158 9.8 202 15-8 168 = rCz 761n 30.8 202 32.0 177 25.5 202 27.2 173 21.9 202 23.9 170 18.2 202 21.5 187 17.0 202 1 .7 781n 28.3 192 29.6 168 23.6 192 25.1 165 20.2 192 220 162 17.7 192 19.7 159 16.7 192 181 157 14.2 192 18 8 156 11.8 192 15.2 152 10.1 192 14.4 150 8.9 192 14.2 150 1- r- r 90 in 18.5 144 18.0 128 15.4 144 16.1 126 Z Q o Q � z C" 0 98 in 16.2 127 95.6 113 fA M S4 � TABLE 26 ANCHOR CAPACITY ADJUSTMENT FORMULA: W �i Anchor Capacity Table Ibs ANCHOR CAP. ,,,, p� X Y Y Substrate: 2.7k Concrete 3.5k Conn. Hoitaa CMU F72- I-va" U PT Wood Metal (DP,,,,)X{ ,=ANCHOR CAP.,�Q , Cy N In 5/18'Ecco 1i4`SS Elco 5115'Eloo 1tico #10 Steel #12 Steel #12 Steel MULLION CAP. „ 1- Anchor Type: 3f t6"Eloo Ultracon 114'Elco Ultracon 3110'Elco Ultraoon 114'Eloo Ultmoon X 0 Anchor Clip Patterns UHracon AggreOator Ultracon Ato' Screw(G5) Screw(r35) screw(G5) USE THIS FORMULA TO OBTAIN THE"ANCHOR r Z QO Edge Distance(!n): 1' 2-912' 1' 2-1/2' 344 9" 2-1/2' 1• 2-1/2' 2` 3.918' 0.48' 0.54' 0.324• CAPACITY REQUIRED'CORRESPONDING TO AN Q- 9O ACTUAL PRESSURE REQUIREMENT FOR THE Embedment ft I-W 1-314' 1.3f4' 14W' 2" 1-1f4" 1-1/4' 1-114' 1-1f4' 1-114" 1-1/4' 1.318' �adea OPENING,WHEN IT IS LOWER THAN THE MULLION ib 2 Anohors @ 43W Mtn.O.C.t Standard or 01set Clip(Fig.1): 390 Ibs 390 The 450 lbs 890 lbs 1644 lbs 270 the 280 lbs 354 Ibs 740 The 374 The 664 lbs 846Ibs 341 Ibs 442 lbs 580 Ibs Z. CAPACITY(FROM THE TABLE}OF THE SELECTED IF 4 Anchors @ 1.16'Min.O.C./Standard(or Octet)gip(Fig.2y: 480 Ibs 700 IN NIA WA NIA WA 380 lbs WA WA NiA WA NIA 682 Ibs 885 Ibs 1120lbs MULLION.IT WILL YIELD A MiNIMUM ANCHOR 4 Anchors @ 3'Min.O.C./(2)2x5 Angle gips/(Fig.3y 78D lbs 780 Ibs 680 Ibs 1560 lbs 1898 lbs 540 Ibs 560 Ibs WA 760 Ibs 748 lbs 880Ibs 18921bs 682 Ibs 885 lbs 1120 Ibs 2 Anchors 0.45'Min.O.C./U Clip,Into.125 Alum.(Fig.4X WA WA WA NIA NiA NIA WA WA NIA WA WA NIA WA NIA 716 lbs CAPACITY WHICH MAY BE USED TO QUALIFY 1 Anchor I F-Clip(Fig.5): 195 Ibs 195 Ibs 225 lbs 445 Ibs 822 Ibs 135 the 140 Ibs 177 lbs 370lbs 187 lbs 332 lbs 473 Ibs 170 Ibs 221 Ibs 280 lbs ADDITIONAL ANCHOR OPTIONS FROM THE 2 Anchors @ IIAV Mtn.O.C./F-alp(Fig.8) 240 Ibs 350 The WA WA NIA WA 190 Ibs NIA NIA NIA WA WA 341 Ibs 442 Ibs 660 Ibs ANCHOR CAPACITY TABLE. NOTE:FOR THE OFFSET CLIP,USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. PRODUCT EtMSED WM FIGURE 1: FIGURE 2: TABLE NOTES: 3W1di"s 006 ids Fiorlda 4 1)SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. atm Pio SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. -- 1.000" r QZ 2)LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. viand ads Pro uct`anter 1�- h FIGURE 3: titllhlf/ 3)MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE.FOR EXACT DIMENSIONS,SEE SHEETS 21-23. 2,000" S • • * HOLES TO BE DRILLED IN THE FiELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. E(NN 4flC FIGURES SHOW SUGGESTED,APPROXIMATE HOLE LOCATIONS. " i�C ENSU' ANGLE CLIP MUST BE USED IN PAIRS. 4)SUBSTRATES:CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS.HOLLOW AND GROUT-FILLED 375 •'• ' ,' CONCRETE BLOCK UNIT(CMU)SHALL CONFORM TO ASTM C-90.WOOD SHALL BE PRESSURE-TREATED No. 58705 FIGURE 4: FIGURE 5: FIGURE 6: YELLOW SOUTHERN PINE WITH AN SG OF 0.55,ALUMINUM SHALL BE 6063-T5 AND BE A MINIMUM OF.125' _ THiCK.STEEL STUDS TO BE A MINIMUM GRADE 33 AND.045"THICK(18 GAUGE).STRUCTURAL STEEL TO BE AT 1'X 2"X.375'MULLION 'b 0 LEAST.125"THICK AND A36.ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND r;071:5 �l!THE MATERIAL.#10&#12 ANCHORS INTO WOOD MAY BE STEEL,18-8 S.S.OR 410 S.S. ��!J\ /s8/0NA`L- A.LYNN MIL`L'ER,P.E. FL P.E.#58706 h TABLE 3A z ® # Mullion Capacity Table(IbstR Opening Width(for vertically-spanring mullions)or Opening Height(for holizontelly-spouting mullions) Ila: 60 in 80 in 70 in 80 in 901n 100 in 120 InrMoterWar 0in 980 fn O 1 X 2.76 x Rectangular Tra"ang' Rectangular TreprMang. Rectangular Trap/Tdong. Rectangular TrapMeng. Rectangular TrapiTdeng. Rectan�dar TraplTdarrg. Rectangular TreplTTrap/Tdang. Rectangular TrLoa iang. Loading Loadng Loadag Loading Loading Loading Loadng Loading Loading Loading Loadag Loading Loading LoaLoadng Loading Loading 11 a rJ .376 Alum. _ _ _ Tube ga Mullion -is� gal i 1 42 in 170.0 620 170.0 435 170.0 744 170.0 478 170.0 808 170.0 608 170.0 992 170.0 519 170.0 1118 170.0 621 170.0 1240 970.0 621 148.7 1301 170.0 521 127.5 1301 170.0 521 111.6 1304 170.0 621 O LU 48 in 170.0 708 170.0 524 170.0 860 170.0 584 170.0 992 170.0 630 170.0 1133 170.0 681 151.8 1138 170.0 677 136.6 9139 170.0 680 113.8 1139 170.0 680 97.6 1139 170.0 680 85.4 1139 170.0 680 Z M (n 60.625 In 170.0 747 170.0 663 170.0 896 170.0 631 167.8 1032 170.0 684 146.8 1032 170.0 723 130.5 1032 170.0 747 tt7.4 1032 170.0 756 97.8 9032 170.0 756 83.9 1032 170.0 756 73.4 1032 170.0 758 LU LU 7 ° 64 in 170.0 797 170.0 612 161.3 007 170.0 691 138.2 907 164.7 730 120.9 007 152.5 720 107.6 907 146.0 714 96.8 007 MIA 710 80.6 907 140.0 709 69.1 907 140.Q 709 B0.5 807 140.0 709 m CO COO Q 60 kr 141.! 736 161.6 625 WA 735 130.3 611 100.8 735 116.0 699 88.2 735 106.2 690 78.4 735 99.6 583 70.6 735 95.1 578 58.8 735 81.8 574 60.4 735 91.8 674 44.1 735 91.8 674 _- CQ J 63 in t2t.9 666 130.0 670 101.6 666 111.5 557 87.0 668 08.9 547 76.2 B68 90.1 538 67.7 666 83.9 631 60.9 666 78.8 526 60.8 SW 75.8 621 43.5 660 75.6 621 38.1 806 75.6 521 66 in 106.0 607 112.4 522 88.3 607 96.1 511 75.7 607 86.0 601 66.2 607 77.1 493 68.9 607 71.5 486 53.0 607 67.6 481 44.2 607 63.4 478 37.9 607 62.7 474 33.1 607 62.7 474 Z a g o J 721n 81.8 St0 85.8 443 68.0 510 73.0 434 58.3 10 84.3 426 51.0 510 57.9 419 45.4 510 53.3 413 40.8 510 50.0 406 34.0 610 45.8 402 28.2 610 44.4 399 25.5 510 44.3 399 ? -1 n 78 in 68.4 458 72.6 400 57.8 458 81.7 382 48.6 458 54.1 385 43.4 458 48.6 376 38.6 458 44.6 373 34.7 468 41.6 368 28.9 458 37.7 382 24.6 458 38.0 358 21.7 458 35.7 358 J J Z Q 0 v- 9t 78 in 64.2 435 67.0 381 53.5 435 56.8 373 [24.. 9 435 R248 435 44.7 360 35.7 435 40.9 355 32.t 435 36.1 351 26.6 435 34.4 344 22.9 435 32.6 341 20.1 435 32.2 340 1.- Z Q O 90 kr 41.8 327 43.1 280 34.8 327 36.4 285 9 327 327 28.3 276 23.2 327 25.7 271 20.8 327 23.7 288 17.4 327 21.0 262 14.9 327 19.3 268 Q P Z ONTO 961n 34.4 287 35.4 287 28 7 287 25.9 2$2 6 287 287 23.1 244 19.1 287 20.9 240 17.2 287 19.3 237 14.4 287 16.0 232 N O �106 in 24.2 227 24.7 205 20.2 227 20.8 2013 227 227 16.0 195 111 In 22.3 2% 22.7 194 18.6 215 19.1 191 15.9 215 W ~ N C0 1201n 17.6 184 ITT 987 U X Q TABLE 3B ANCHOR CAPACITY ADJUSTMENT FORMULA: zA (A Anchor Ca acl Table lbs ANCHOR CAP.,,,,,,,,,E a mcr Substrate: 2.7k Corarete 3.5k Cono. Hollow CMU Filled CMU PT Wood Metal (DP.)X{ ,=ANCHOR CAP.. 5116'Elco 114'88 Edo 5116'Etc o 1/4'835100 #110 Steel #12 Steal #12 sleet MULLION GAP.,,�,„*,,� Anchor Clip Patterns Anchor Type 3H6'Edo Uitracon 1/4"Elco UlUacon Ultracal 3116'Elco UiUecau t/a'Elco Ultracon AggreGator Ultracon AWreOator Screw(G5) Screw(G5) screw(05) USE THIS FORMULA TO OBTAIN THE"ANCHOR Edge Distance(injc 1" 2412• 1• 24W 3-1/8• 1• 2-V2' 1' 2-1/2' 2' 3-118' 2' 0.48• 0.54' 0.324' CAPACITY REQUIRED"CORRESPONDING TO AN Embedment(rn) t 314• 1-3/a' 1.3/4' 1-3/4• 7 t-v4' 1-1/4• 1-1/4• 1-114' 1-114• 1-1/4• 2' 13/8• 1-318• ,ales ACTUAL PRESSURE REQUIREMENT FOR THE 2 Anchors @ 4.75'Min.O.C.i Standard or Offset Clip(Fig.9� 390 lbs 390 lbs 450 lbs Boo lbs 1644 lbs 270 lbs 280 lbs 354 lbs 740 8u 374 lbs 664 lbs 9461bs 341 Ibs 44214' 560 the OPENING,WHEN IT IS LOWER THAN THE MULLION 4 Anchors @ 1.15'Min.O.C.1 Standard(or Offset)Clip(Fig.2}: 480 lbs 700 lbs WA WA WA NIA 380 Ibs WA WA WA WA WA 682 lbs 885 We 1120 lbs CAPACITY(FROM THE TABLE)OF THE SELECTED 4 Anchors Gdi 3"Min.O.C./(2)20 Angle Crips I(Fig.3): 780 Ibs 780 lbs 680 lbs 1560[be 1886lbs 540 lbs 6W lbs WA 760 lbs 748 lbs 880Ibs 11892 Ibs 682 lbs 885 lbs 1120 Ibs MULLION.IT WILL YIELD A MINIMUM ANCHOR 2 Anchors @ 0.45'Mtn.O.C./U-Clip•Into.125'Alum.(Fig.4): WA WA WA WA WA WA WA WA WA WA WA WA WA NIA 715[be CAPACITY WHICH MAY BE USED TO QUALIFY 1 AnclorI F-CBp(Fig.5): 195 ft 195 lbs 225 lbs 445 lbs 822 Ibs 136 lbs 140 lbs 177 lbs 370 lbs 187 lbs 332 Ibs 473 lbs 170 Ibs 221 Ibs 280 lbs ADDITIONAL ANCHOR OPTIONS FROM THE 2 Anchors Q 1.15'Mtn.O.C.1 F4 1p(Fig.6Y.1 240 Ibs 1 350 Ibs WA WA WA WA 190 Ibs 1 WA WA WA WA WA 341 Ibs 1 442 Ibs 560 lbs -ANCHOR CAPACITY TABLE. NOTE:FOR THE OFFSET CLiP,USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLiP. tRI?UCfREYlSBD CI)CIRCLED VALUES ARE USED iN TWE EXAMPLE ON SHEET 24. or�lyinsl whh rho I?loridatdin8 Codel`10 '"FIGURE 1: FIGURE 2: �TABLE NOTES• -►� 1.000" 1)SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. artit ado Product Control`` SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 2)LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. ,�� p. . �:Yn�. FIGURE 3: 3)MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE.FOR EXACT DIMENSIONS,SEE SHEETS 21-23. 2.750" Q .• I L 0 HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. = �� ' No.58705 7C FIGURES SHOW SUGGESTED,APPROXIMATE HOLE LOCATIONS. ANGLE CLIP MUST BE USED IN PAiRS. 4)SUBSTRATES:CONCRETE SHALL CONFORM TO ACi 301 SPECIFICATIONS.HOLLOW AND GROUT-FILLED 375" FIGURE 4: FIGURE 5: FIGURE 6: CONCRETE BLOCK UNIT(CMU)SHALL CONFORM TO ASTM C-90.WOOD SHALL BE PRESSURE-TREATED j� '• '° �E � �! YELLOW SOUTHERN PINE WITH AN SG OF 0.55.ALUMINUM SHALL BE 6063-75 AND BE A MINIMUM OF.125° Q� S'ATE OF : w` • THICK.STEEL STUDS TO BE A MINIMUM GRADE 33 AND.045-THICK(18 GAUGE).STRUCTURAL STEEL TO BEAT 1"X 2,75"X.375"MULLION ; ��?t�P''•,G��` LEAST.125"THICK AND A36.ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND a♦ 0 0 THE MATERIAL.#10&#12 ANCHORS INTO WOOD MAY BE STEEL,18-8 S.S.OR 410 S.S. A.LYN IfU Ak- P.E. FL P.E.#68705 TABLE 4A Mullion Capacity Table befle Opening Width(forvartica*spaming mullions)or Opening Height(for hodwritaiVspartrirtg mttlians) It a 501n 84 In 70In 80 In 90 in 100 in 120 in 440 in 1801n IN 1. t-1 Rectangular TreWdeng. Rectangular Trap/Tdang. Rectangular TraplTd8og. Rectangular Trap/TdRectangular eng. Trs;Meng. Rectangular TraplTdang. Rectangular TraplTdang. Rectengutar T RTdang. Rectangular Trap/Tdang. 1 x 2.75 x o o. Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading .860 Alum. � Tube .. .. ,. .. .. � ,. f- -t I '.. � '� ,. '.. .. Mullion piny �lnp ��ppp �1 > ��f G �pppy ��p g s U 1 1 �p y m V U U V G7 U _ U U U {7 l/ G7 1� _ C _ C Y C C - _00 7D jlpa'3 S 2 � � It ri 12 42 In 170.0 620 170.0 435 170.0 744 170.0 478 f70.0 868 170.0 506 170.0 992 170.0 519 170.0 1116 170.0 521 170.0 1240 170.0 521 170.0 1488 170.0 521 558.7 1620 570.0 521 138.8 1620 170.0 521 J W J = 48 In 170.0 708 170.0 524 170.0 850 170.0 584 170.0 902 170.0 830 170.0 1133 170.0 801 170.0 1275 570.0 67T 170.0 1417 170.0 880 141.7 1417 570.0 880 121.5 1417 170.0 880 108.3 1417 170.0 880 W 50.625 in 170.0 747 170.0 583 170.0 898 170.0 831 170.0 5046 170.0 884 170.0 !1185 170.0 723 582.8 1288 170 0 747 146.3 1288 170.0 758 121.8 1286 170.0 758 104.5 1288 170.0 758 81.4 1288 170.0 756 � 0 Q 54 In 170.0 797 170.0 612 170.0 SW 170.0 891 170.0 1118 170.0 754 550.7 1530 170.0 803 133.9 1130 170.0 037 120.6 1130 170.0 856 100.5 1130 170.0 881 86.1 1130 170.0 861 75.3 1130 170.0 861 on c 00 In 170.0 885 570.0 701 148.5 915 182.3 781 125.5 815 144.5 746 109.9 815 132.3 735 07.6 915 123.9 726 87.9 915 118.5 720 73.2 915 114.4 715 62.6 915 114.4 715 54.9 915 114.4 715 � 63 In 551.8 830 161.8 710 120.5 830 138.9 694 108.5 830 123.2 681 84.9 830 112.2 670 84.4 830 104.8 882 75.9 830 89.4 656 83.3 830 94.5 649 54.2 830 94.1 848 47.4 830 94.1 649 I LI z � g 68 in 132.1 757 140.0 650 110.0 757 119.8 838 94.3 757 105.8 624 82.5 757 913.1 814 73.4 7137 89.1 608 66.0 757 84.2 600 65.0 757 79.0 593 47.2 757 78.2 1381 41.3 757 78.2 591 U? F $ c rl')" 101.7 638 568.8 552 84.8 838 91.0 540 72.7 838 80.1 530 63.8 838 72.2 521 58.5 836 88.5 514 50.8 838 82.3 506 42.4 838 57.2 500 38.3 836 55.3 487 35.8 83B 55.2 497 J -j1 � �Z 88.5 571 90.4 498 72.1 571 76.8 408 8 . 511 67.4 479 54.1 571 60.8 471 48.0 574 55.5 464 43.2 571 51.8 458 36.0 571 47.0 451 30.9 fill 44.8 447 27.0 571 44.5 446 Q r 80.0 542 83.4 474 66.7 542 70.8 465 57.1 542 62.1 456 50.0 542 55.7 449 44.4 542 51.0 442 40.0 542 47.5 437 33.3 542 42.9 429 28.6 Sta 40.8 425 25.0 542 40.1 423 �" Q p 52.1 407 53.7 31)1 43.4 407 4fi.4 355 37.2 40T 39.6 348 32.5 407 35.3 343 28.9 407 32.1 338 26.0 407 29.6 334 21.7 407 28.1 327 18.8 407 24.1 322 16.3 407 23.0 318 Z � OX042.9 356 44.1 320 35.8 3% 37.2 344 30.7 358 32A 309 26.8 358 28.8 304 23.8 358 28.1 300 21.5 358 24.0 296 17.9 358 21.0 289 15.3 358 18.2 284 30.1 283 30.8 255 25.1 283 25.9 251 25.5 283 22.5 247 18.8 283 19.9 244 16.7 283 18.0 240 15.1 283 16.5 237 27.8 287 28.3 242 23.1 267 23.8 238 19.8 287 20.6 235 17.3 287 58.3 231 15A 287 58.5 228 U X Q 120 In 22.0 229 22.3 209 18.3 228 18.8 2o5 15.7 229 16.2 202 Q e 1 Z � � to TABLE 4B ANCHOR CAPACITY ADJUSTMENT FORMULA: s�O Anahor Ca aci Table(lbs) DP ANCHOR CAP. ,, \=ANCHOR CAP.,, m� Substrate: 2.7k Concrete 3.5k Conn. Hollow CAIU Filled Chill PT Wood Metal ( "`O)X MULLION CAP. ,.d" 5!16•Eloo 114"SS Elco 6148'Elco 114.85 Ecco #10 steel Xk Steel Anchor Clip Paltems Anchor Type 3116•Elco Uihacon 114`Elco UlUacer► �lracon 3118•Elco Ultracon 114`Elco Ultracan AggreGetor UEiracon AggreGator screw(GSj w(G5) USE THIS FORMULA TO OBTAIN THE"ANCHOR Edge Distance Mr 1' 2-112• 1• 2-it2' 3118' 1• 2-1@• t• 2-in• 2• 3 V8• 2 0.48• 24" CAPACITY REQUIRED"CORRESPONDING TO AN Eml�edment(In 1-314• 1-314" 1314" 13/4• 2` 1-1/4' 1-514• 1-114' 1-514• 1-1/4° t-114• 2• t318' des ACTUAL PRESSURE REQUIREMENT FOR THE TY OF TH 2Ancta�s[ 4.75"Min.O.C.tStendard or Offset qtp(Fig.tj: 3901138 390 Lbs 4501138 890 itis 16441138 270 itis 2801138 354 Lbs 7401138 3741bsF332 be 946 lbs 341 Lbs 0 itisOPENING,WHEN!T IS LOWER THAN THE MULLION 4 Anoirors Q 1.15'Min.O.0/Standard(or Offset)Clip(Fig.2jc 4801138 7001138 WA wA WA WA 380lbs WA wA WA wA 8821bs 0 Ibs MULLIOCAPACN.IITFW WILLYIELDY ELD A MINTHE jIN1UM ANCHOR TED 4 Anchors Q 3'Min.O.C./(2)2x5 Angie Clips/(Fig.3): 780 lbs 780 lbs 680 lbs 15601138 1698 itis 540 lbs 560 itis WA 760 abs 748 lbs 1092 lbs 682 lbs 88 1120 lbs 2 Anchors @ 0.45 Min.O.C.f U-Clip,Into.125`Atum.(ft.4): WA WA WA WA WA WA WA WA WA WA WA WA 715 Lbs CAPACITY WHICH MAY BE USED TO QUALIFY 1 Anchor/F-Cop(Fig.5}: 195 Ibs 105 lbs 225 lbs 4451bs 822 ft 1351bs 140 lbs 177 Ws 370 lbs 187 The 473 tbs 170 lbs 221 Ibs 2801138 ADDITIONAL ANCHOR OPTIONS FROM THE 2 Anchors®1.15•Mtn.O.C./F-alp(Fig.8): 240 lbs 3W lbs WA WA WA WA 190 lbs WA WA WA WA WA 341 Ibs 442 lbs 6601bs ANCHOR CAPACITY TABLE. RODUCf RBVISBD 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 24. u0 � Florida �`•-✓ eoeplmtce No on FIGURE 1: FIGURE 2: TABLE NOTES: 1.0004 etc -+I 1)SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. amt ado Product Control SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. \\1it1t11l1/i/, 2)LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. r 9�1C FIGURE 3: 3)MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE.FOR EXACT DIMENSIONS,SEE SHEETS 21-23. 2.750' �� ••' �,1GEASF '•.F� HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. FIGURES SHOW SUGGESTED,APPROXIMATE HOLE LOCATIONS. - No. 58705 ANGLE CLIP MUST BE USED IN PAIRS. 4)SUBSTRATES:CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS.HOLLOW AND GROUT-FILLED 650• CONCRETE BLOCK UNIT(CMU)SHALL CONFORM TO ASTM C-90.WOOD SHALL BE PRESSURE-TREATED S a jL1/ FIGURE 4: FIGURE 5: FIGURE 6: YELLOW SOUTHERN PINE WITH AN SG OF 0.55.ALUMINUM SHALL BE 6063-T5 AND BE A MINIMUM OF.125" THICK.STEEL STUDS TO BE A MINIMUM GRADE 33 AND.045"THICK(18 GAUGE).-STRUCTURAL STEEL TO BE AT .!�4ORID.- • LEAST.125"THICK AND A36.ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND 1"X 2.76"X.650*MULLION �S ..• C e THE MATERIAL.#10&#12 ANCHORS INTO WOOD MAY BE STEEL,18-8 S.S.OR 410 S.S. �i/��tvAt A.LYNN MILLER,P.E. FL P.E.#58705 TABLE 5A ® n Mullion Capaolly Table Ibs1W Opening Width(for vertically-sparving mullions)or Opening Height(for hodWrrtta%fSpanring mullions) 50 In Win 70 in 80111 00 in 100 in 120 in 440 in 180 In $ O 0 Rectangular TrwTiliang. Rectangular Trap/Friang. Rectangular 7rap/Tdam- Recter�gtiar 7taprrdang. Rectengutar Trap/Tdang. Rectangular TraplTdan9• Rectangular Tra�JTdang. Rectangular Trapfrdar�g. Rectangular Tmp'Tdang. o rc 1"x 3.126"X Loading Loafing Loafing Loadag Loafing Loading Loading Loadng Loading Loafing Loadng Loading Loafing Loadno Loacing Loadng Loafing Loadag s Zr 0 di .500'Alum '.. .. .. �' .. .. .. ,. � to Tube Mull }y�. G G 10 G •�.GKG �'G G O: �•G �O O: �1•G G �'G '�'G HIM G 42 In 170.0 620 170.0 435 170.0 744 170.0 478 170.0 888 170.0 50S 170.0 992 170.0 519 170.0 1118 t70.Q 521 170.0 1240 170.0 521 170.0 1488 470.0 521 170.0 1735 170.0 521 154.4 5802 170.0 521 J W 481n 170.0 708 170.0 524 170.0 850 170.0 584 170.0 992 170.0 630 170.0 5133 170.0 661 170.0 1276 170.0 877 170.0 1417 170.0 680 157.7 1577 170.0 880 135.1 15771170-0 880 118.2 1571 170.0 880 io w 50.625 In 170.0 747 170.0 563 170.0 896 170.0 631 170.0 5046 170.0 684 170.0 1195 170.0 723 170.0 1345 170.0 747 170.0 1494 170.0 756 141.70144.01, 170. 750 121.5 1495 170.0 758 108.3 14% 170.0 758 LU C:) O 54 in 170.0 797 170.0 612 1170.0 958 170.0 891 170.0 1118 170.0 754 170.0 1275 170.0 803 IWA 1401 170.0 837 549.5 1401 170.0 850 124.870.0881 108.8 1401 570.0 881 93.4 1101 170.0 881W in 170.0 885 170.0 701 170.0 1063 170.0 797 158.5 1156 170.0 878 138.7 1158 167.0 928 123.3 1158 150.fi 917 111.0 1156 149.7 910 92.5 903 78.3 1 tb8 144.5 903 89.4 1156 444.6 90363 in 170.0 930 170.0 745 159.6 1049170.0 850 137.0 1049 155.5 860 119.8 1049 141.7 846 106.5 1049 132.0 836 95.9 1049 126.5 828 79.0 119.3 820 88.5 1049 118.9 819 59.9 1049 118.8 819 N Z Uj 661n 186.8 955 170.0 789 139.0 955 151.3 804 119.1 955 133.7 788 104.2 955 121.4 775 92.6 955 112.8 785 83.4 955 108.4 757 89.5 955 99.8 749 59.8 955 98.7 748 621 955 95.7 748 U)LL Ll>Z 72 In 128.5 803 '134.9 697 107.0 803 114.9 082 01.8 803 t01.1 870 80.3 803 91.2 659 71.4 SW 83.9 849 64.2 803 78.6 642 53.5 803 72.2 632 45.9 803 69.8 628 40.1 803 89.7 827 TB M 109.2 721 114.1 629 91.0 721 97.0 818 78.0 721 85.1 805 86.3 721 76.6 595 80.7 721 70.1 SW 54.6 721 65.4 679 45.6 721 59.4 589 39.0 721 58.6 564 34.1 721 58.1 583 Q ? d 78 in 101.0 684 105.4 599 84.2 684 89.4 587 72.2 684 78.4 576 83.1 884 70.4 567 50.1 884 64.4 558 50.5 684 59.9 551 42.1 684 54.1 541 36.1 684 51.3 638 31.6 6% 50.6 534 Z ME Q � `o 90 to 65.6 514 87.9 458 64.8 514 57.3 448 47.0 614 60.0 440 41.1 514 44.6 433 38.5 514 40.5 427 32.9 514 37.3 421 27.4 514 33.0 412 23.6 514 30.4 406 20.6 514 29.0 403 Q u) Z N }_ • io ao 0 95 In 54.2 452 55.7 404 45.2 452 47.0 398 38.7 452 40.9 390 33.9 452 38.4 364 30.1 452 32.9 378 27.t 452 30.3 373 22.6 452 28.6 365 19.4 452 24.2 359 16.9 452 22.8 355 N tXA g � W N 108 in 38.1 357 38.9 322 31.7 357 32.7 317 27.2 357 28A 312 23.8 357 25.2 308 25.1 357 22.7 303 19.0 357 20.8 299 t5.9 357 18.0 293 t3.6 357 18.2 287 11.9 357 15.0 283 M vi%_ Y Y 111 in 35.1 338 35.8 308 29.2 338 30.1 301 25.0 338 28.1 296 21.9 338 23.1 292 19.5 338 20.8 288 17.5 338 19.0 284 14.6 336 18.5 278 12.5 338 14.8 273 11.0 338 13.8 Z69 X rn 120 In 27.7 289 28.2 283 23.i 289 23.7 259 19.8 289 20.5 256 t7.3 288 18.1 252 15.4 280 10.3 249 13.9 289 14.9 240 11.6 289 12.8 240 9.9 288 '111.4 230 8.7 289 10.4 232 Q X Q N N CIL Z TABLE 5B ANCHOR CAPACITY ADJUSTMENT FORMULA: AnchorCa act Table lbs ANCHOR CAP. Substrate. 2.7kConc�te 3.6k Cone. Hollow CMU Feted CMU PTWood Metal (DP,.)X '�`"'Tu")=ANCHOR CAP.. p `7 5116"Elco 1141SS Eko 6116'Eko 114"SS Elco #10 Sled #12 Steel 012 Steel MULLION CAP., T.",Q AnchorClip Patteme Anchor W. 31161 Elco Ultracon 1141 Elco Ultracon Ulu acon 3+16`Elco Macon 1/4•EkoUMcon AggreGator Unracon AggreGator Screw(G5) Screw(G5) Screw(05) USE THIS FORMULA TO OBTAIN THE"ANCHOR Edge Distance Qn 1" 2-112' 1" 2-112^ 3-11$• I, 2112• 1" 2-1r 21 3-1/8' 2' 0.46^ aha• 0.32a' CAPACITY REQUIRED"CORRESPONDING H AN Embedment 11 1.314` 1314' 1314' 1.314" 2' 1-114• 14/4' 1414" 5-114" 1414" 1414• 2' t-318" 1318• vanes ACTUAL PRESSURE REQUIREMENT FOR THE 2 Anchors®4.75^t:11rt O.C.1 Sianderd or Offset Clip(Rg.1X 390 lbs 390lbs 450 lbs 880 1844 lbs 270I)s 211(1 lbs 354 lbs 740lbs 374 bs 664 lbs 046 1110S 341�s 442 Lbs 560 lbs OPENING,WHEN IT IS LOWER THAN THE MULLION 4 Anchors @ 1.15"MIR O.C./Standard(or Offset)Clip(Rg 2) 480 lbs 700 lbs IIIA IIIA 1t1A IIIA 3W lbs NIA IIA NIA IIIA IIA 682 9rs 685 lbs 11201bs CAPACITY(FROM THE TABLE]M THE SELECTED 4Anctors @ 31 Min.O.C.1(2)2x5 Angle Clips I ft.3} 780 lbs 78D lbs 680 ms 15M lbs 1996Ibs MOras 560lbs r1/A 7601bs 748Ibs 680 lbs 18921bs sa2lbs ass bs 1120 MG MULLION.IT WILL YIELD A MINIMUM ANCHOR 3Amtxn @ 0.45°Min.O.C.1 U•C9p,Into.125'Alum.{Fig.4} ti/A IIIA N/A IIIA IIA IIIA IIIA NIA IIIA NIA NIA IIIA IIIA IIIA 1073 ms CAPACITY WHICH MAY BE USED TO QUALIFY 1 Anchor!FGip(Rg.bX 195 lbs 195 lbs 2251bs 445 Un 822 Lbs 1351bs 140 ros 177 bs V-0-lbs 187 lbs 3321bs 473 ft 170 lbs- 221 Me 280 lbs ADDITIONAL ANCHOR OPTIONS FROM THE 2 Anchors @ 1.16'thin.O.CI F-Clip(Fig. 2401bs 350 Ibs N/A IIA NIA NIA 190 lbs I11A ILIA NIA IIA IIA 341 ras 442 tba 61St}Its ANCHOR CAPACITY TABLE. LRODUCTR13VISED NOTE,FOR THE OFFSET CLIP,USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. n I wM Ift Florida No -� Q FIGURE 1: FIGURE 2: TABLE NOTES: Dam 4 1)SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. ami adz Product Control SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 2)LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. 3.125" FIGURE 3: 3)MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE.FOR EXACT DIMENSIONS,SEE SHEETS 21-23. • • • HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. . x• ;' FIGURES SHOW SUGGESTED,APPROXIMATE HOLE LOCATIONS. No.58705 - ANGLE CLIP MUST BE USED IN PAIRS. 4)SUBSTRATES:CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS.HOLLOW AND GROUT-FILLED _- CONCRETE BLOCK UNIT(CMU)SHALL CONFORM TO ASTM C-90.WOOD SHALL BE PRESSURE TREATED Y FIGURE 4: FIGURE 5: FIGURE 6: YELLOW SOUTHERN PINE WITH AN SG OF 0.55.ALUMINUM SHALL BE 6083-T5 AND BEA MINIMUM OF.125" 1"X 3.125"X.5"MULLION Off'•, STATE OF THICK.STEEL STUDS TO BE A MINIMUM GRADE 33 AND.045"THICK(18 GAUGE).STRUCTURAL STEEL TO BE AT (1-VF MULLION) % F�pFttD .•' LEAST.125"THICK AND A36.ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND 'i��S� '•• '�C�ti Q THE MATERIAL.#10&#112 ANCHORS INTO WOOD MAY BE STEEL,18-8 S.S.OR 410 S.S. S��A� �� A.LYh�IMILLi''�,P.E. FL P.E.#58705 TABLE 6A APR Mullion Capacity Table((bsW) Opening Waith(for verbosity-spanning mullfions)or Opening Height(far horizontally-sparing mu(Ilons} 50 In 601n 701n 80 In 901n 100 in 120 in 1401n 160 In O lid Rectangular TraptTdang. Rectangular Treprfdang. Rectangular TrapfWang. Rectangular Trap%eng. Rectangular Trap/Tdang. Reclengder TreprTdang. Rectangular Trop/Tdang. Rectangular TrapJTriang. ReatanguW r TraWMang. c a: 1 x 4 x.126 Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loadng Loading Load ng Loading rc tj Alum.Tube - s .. ,. ,. .. �. ' �. .. $.. .. .. $.. .. LL Mullion ` c3 ' S (o CO Is Is 75 b z r« cWn 421n 570.0 620 170.0 435 170.0 744 170.0 478 170.0 866 170.0 606 170.0 992 170.0 519 170.0 1116 170.0 521 170.0 9240 170.0 621 170.0 1488 570.0 621 143.8 1499 1170.01 521 127.6 1489 170.0 621 lij LU 46 In 170.0 708 170,0 624 170.0 650 170.0 584 170.0 992 170,0 630 170.0 1133 170.0 661 170.0 1276 170.0 877 168.3 1303 170.0 680 130.3 1303 170.0 680 111.7 1303 170.0 680 97.7 1303 170.0 680 b 60.82b In 170.0 747 170.0 663 170.0 886 170.0 831 170.0 1046 170.0 684 170.0 1196 170.0 723 INA 1235 970.0 747 140.6 1236 170.0 756 117.1 1235 170.0 756 100,4 1235 170.0 766 87.8 1235 170.0 756 LLI O� R 641n 170.0 797 170.0 612 170.0 958 170.0 691 170.0 1116 970.0 754 154.4 1168 170.0 803 137.2 1158 170.0 837 123.5 1158 170.0 856 102.9 1155 170.0 �1 88.2 1168 170.0 881 77.2 1168 170.0 881 m 0 CO 80 in 170.0 885 170.0 701 166.7 1042 170.0 797 142.8 W421 161.11 832 125.1 1042 146.7 615 111.2 1042 136.8 801 100.01 1042 130.21 791 83.4 1042 125.1 782 71.5 1 1042 125.1 782 62.6 5042 125.1 782 63 in 170.0 930 170.0 745 151.2 992 163.6 818 129.6 992 144.4 709 113A 992 131.0 782 100.8 902 121.4 768 90.7 892 114.8 768 75.8 992 108.4 745 84.8 892 106.0 744 56.7 992 108.0 744 0 � 661n 165.4 947 170.0 789 137.8 947 148.0 766 11&1 947 130.3 768 103.4 947 117.7 752 91.9 947 108.7 738 82.7 947 102.2 727 68.9 947 95.1 7113 59.1 947 94.0 711 $1.7 947 94.0 711 Z 72 in 135.9 849 142.7 737 113.2 849 121.6 722 07.0 849 108.9 708 84.9 849 98.4 696 75.5 849 88.7 686 67.9 849 82.7 876 66.6 849 76.3 659 48.6 849 72.6 662 42.5 849 72A 651 � OW s "r 76 in 115.5 762 120.7 665 06.3 762 102.6 652 82.5 762 90.0 640 72.2 762 80.9 620 64.2 762 74.2 820 67.8 762 69.2 813 48.1 762 62.8 602 41.3 762 59.9 597 36.1 762 69.4 595 C0 L Q C0 T-- 673 2 78 in 106.9 724 111A 034 89.0 724 94.8 621 78.3 724 82.9 609 66.8 724 74A 599 69.4 724 68.1 691 63.4 724 63.4 583 44.6 724 67.3 573 38.2 724 64.3 587 33.4 724 53.6 565 901n 69.6 543 71.8 483 68.0 643 60.7 474 49.7 643 52.9 486 43.6 543 47.1 458 38.8 543 42.8 462 34.8 643 39.6 448 29.0 643 34.9 438 24.8 543 32.1 430 29.7 643 30.7 426 Q Z N O 96 in 67.3 478 68.9 427 47.8 478 49.7 4S9 40.9 478 43.2 412 35.8 478 38.5 406 31.8 478 34.8 400 28.7 476 32.0 305 23.9 478 28.1 386 20.$ 478 2b.8 380 17.9 478 24.2 376 C0 N p 1081n 40.3 377 41.1 341 33.5 377 34.6 335 28.8 377 30.0 330 25.2 377 26.6 325 22.4 377 24.0 321 20.1 377 22.0 317 16.8 377 99.0 310 14A 377 17.1 304 W �.y 1111n 37.1 357 37.8 323 30.9 357 31.8 318 26.5 357 27.8 313 23.2 357 24.4 309 20.6 357 22.0 3115 18.5 357 20.1 301 15.4 357 57.4 294 X Iq W w 1201n 29.3 308 29.8 279 24.5 308 26.1 274 21.0 306 21.7 270 18.3 306 19.2 281 16.3 308 17.3 283 V X Q O O 1441n 17.0 212 17.2 196 °� z�o o ANCHOR CAPACITY ADJUSTMENT FORMULA: (�m� TABLE 6B � ' a' Anchor Ca dict Table Ibs ANCHOR CAP.,,m,,,, Substrata: 23k Concrete 3.5k Cono, Ham CMU Filled CMU PT Wood Metal (DP-)X } =ANCHOR CAP., , 5118'Ecco 1114'SS Elco; 5118'Elco 114"SS Elco #lfl 8t�1 #12 Steel #12 Steel MULLION CAP.,,,,,,. Anchor Clip Patterns Anchor Type: 31116"Elco Ultrecon 1/a°Ecco ultracdxl Ultreeon 3V18"Elco Ultracon tt4"Elco Uluacrxl AggreGatru Uttmcon Aggreastor Screw(G5) Screw(G5) Screw(G5) USE THIS FORMULA TO OBTAIN THE"ANCHOR Edge distance pq 1' 2-1n' r 2-im 3-118' 1- 2-112' 1• 2-Im 2" 3.118" 2' OAA 0.54' 0.324' CAPACITY REQUIRED.CORRESPOND)NG TO AN Embedment(In): 1-3/4' 1.3/4' 1-314" 1-314^ T 1414• 1-114• 1-1/4" 1.114' 1-514` 1-IW 2' 1318' 1318" varies ACTUAL PRESSURE REQUIREMENT FOR THE 2 Anchors @ CTY kiln.O.C.I Standard or Oftset0p(Fig.1&2y 390 lbs 3901bs 450 We 890 lbs 1644 lbs 270 lbs 280 lbs 354 Ibs 740 Ibs 374 Ibs T 86 M 046 lbs 341 Ibs 442 Its F56D Ibs OPENING,WHEN IT IS LOWER THAN THE MULLION 4 Anctwrs @ 2.25'Min.O.C.l Standard(or Offset)Clip(Ftg.3$ 700 ibs 700 tbs 580 tbs 1410 Ibs 952 tbs NIA 560 Ibs WA 630 lbs WA 880 lbs NIA 682 lbs 885 We 1120 Ibs CAPACITY(FROM THE TABLE)OF THE SELECTED 8 Anchors @ 1.15'Min.O.C.i Standard(arOfiset)Clip(Fig.4x 960 Ibs 1406 Ibs NIA WA NIA NIA 760 We NIA NIA WA WA WA 1383 lbs 1770 ft 224o lbs MULLION.iT WILL YIELD A MINIMUM ANCHOR 9 Anchors®3'Min.O.C.1(2)2x5 Angle Clips/(Fig.5} 780 lbs 780 lbs 880 lbs ISO lbs 1898 Ibs 540 lbs 560lbs NiA 760 lbs 748 lbs 880lbs 1892 lbs 602 lbs 805 Ibs 1120 lbs CAPACITY WHICH MAY BE USED TO QUALIFY 6 Anahm®3'Min.O.C.1(2)20 Angte Clips/(Fig.6k 1170 lbs 1170 Ibs 1020 Ibs 2340 Ibs 2844 lbs 010 ft 840 lbs NIA 1140 Ibs 1122 Ibs 1320 lbs 2838 Ibs 1022 Ibs 1327 Ibs 1680 ft ADDITIONAL ANCHOR OPTIONS FROM THE 4 Anchors @ 0.45°Min.O.C./=p,Into.125"Alum.(Fig.7x WA NIA WA NIA WA NIA NIA NIA WA NIA WA WA WA NiA 1430•s ANCHOR CAPACITY TABLE. PRODUCTREVISED 2 Anchors®2.25"MIn.O.CJ F•Clfp(Fig.8); 350[be 3501bs 290 lbs 705 lbs 476 Ibs NIA 2801bs WA 3%M WA 440 lbs WA 341 Ibs 442 Ibs 5601bs Buiftl as complying NtsltloRda 4 Anchors®1.IV Min.O.CJ F•Ctlp pig.9) 480 ibs 700 tbs WA WA WA WA 380 Ibs WA WA WA WA WA 882 lbs 885lbs S 120 Ibs . 1.000" .0 116 r NOTE:FOR THE OFFSET CLiP,USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. BY TABLE NOTES: Miami c Prdxluct Control FIGURE 1: FIGURE 2: FIGURE 3: FIGURE 4: FiGURE 8: FIGURE 9: 1)SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 26 FOR INFORMATION ON LOADING.SEE • • • • • • • • • • • • SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. \�� pN'{•.....,NN 44/( 2)LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. \�c� '''��cENSF '•�F.Q • • • 3)MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE.FOR EXACT DIMENSIONS,SEE SHEETS 21-23.HOLES 4.000" _� No.58705 TO BE DRILLED IN THE FiELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23.FIGURES SHOW = FIGURE 5: FIGURE 6: FIGURE 7: SUGGESTED,APPROXIMATE HOLE LOCATIONS. q+ 1-5 4}SUBSTRATES.CONCRETE • • • • SHALL CONFORM TO ACI 301 SPECIFICATIONS.HOLLOW AND GROUT-FILLED S f�E H F • • • • CONCRETE BLOCK UNIT(CMU)SHALL CONFORM TO ASTM C-90.WOOD SHALL BE PRESSURE-TREATED YELLOW125" ��' ,, FC ORiQN` •' ' * SOUTHERN PINE WITH AN SG OF 0.55.ALUMINUM SHALL BE 6063-T5 AND BE A MINIMUM OF.125"THICK.STEEL �� s `.� • • STUDS TO BE A MiNIMUM GRADE 33 AND.045"THICK(18 GAUGE).STRUCTURAL STEEL TO BE AT LEAST.125"THICK ANGLE CLIP(FIGURES 5&6)MUST BE USED IN PAIRS. AND A36.ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL.#10& 1"X 4'X.125' A. LYNPI MIL'LAR,P.E. #12 ANCHORS INTO WOOD MAY BE STEEL,18-8 S.S.OR 410 S.S. MULLION FL P.E.#68705 TABLE 7A Mullion Capacity Table Ibsme Opening Width(for vertically-sparring mulllons)or Opening Height(tor hori4ontally spewing ml>MOns) x a 60 in 80 in 70 In 8o in 001n lob In 120 In 140 In 160 in o ci 1 x 4 x.378 Rectangular TtapRdeng. Rectangular ThoTrlang. Rectangular TraplTdang. Rectangular TraplTdong. Rectangular TraplTriang. Rectangular TraplTdang. Rectangular hapRdang• Rectangular TraplYdang. ReotangWar TraplTriang. o Loading Loading loading Loading Loading Loading Loading loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading cz V Alum.. Tube I6.. .. Lo 04 Mullion r � � � ` f3 ,: is M z �� g� 2 C50 �t K .Z d� �c $ :s� A' c c g rC "x c g a a a K s a= 0 42 In 170.0 020 170.0 435 170.0 744 170.0 478 170.0 888 170.0 508 170.0 992 170.0 619 170.0 1`116 170.0 521 ST0.0 1240 170.0 521 570.0 1486 470.0 621 170.0 173$ 170.0 521 170.0 1883 170.0 621 -j 40tH 170.0 708 170.0 524 170.0 850 170.0 584 170.0 992 170.0 630 570.0 11133 170.0 681 170.0 1275 170.0 677 170.0 1417 170.0 660 170.0 5700 170.0 680 170.0 1983 170.0 680 151.8 2024 170.0 680 _ 50.625 In 170.0 747 170.0 563 170.0 $96 170.0 631 570.0 1046 170.0 884 170.0 1195 170.0 723 170.0 1345 170.0 747 170.0 1494 170.0 756 170.0 1783 170.0 756 156.0 1919 170.0 768 136.6 1919 170.0 768D' N 7 54 in 170.0 797 170.0 612 170.0 958 170.0 691 170.0 1116 170.0 764 170.0 1276 570.0 803 170.0 1434 170.0 837 170.0 1694 170.0 856 168.9 1799 170.0 861 137.1 1799 570.0 $$1 120.0 1789 170.0 861 m p I M 60 in 170.0 885 170.0 701 170.0 1063 170.0 797 170.0 1240 170.0 878 170.0 1417 170.0 944 170.0 1694 170.0 996 155.5 1619 170.0 1033 129.6 5818 570.0 1063 111.0 1619 170.0 1063 97.2 1619 170.0 1083 63 in 170.0 930 170.0 745 170.0 1116 170.0 850 170.0 1302 170.0 940 170.0 1488 170.0 1015 156.7 1642 170.0 1076 141.0 1542 170.0 1122 117.6 1642 568.5 1158 100.7 5642 167.9 1157 88.5 5842 167.8 1157 j Goin 170.0 974 170.0 789 170.0 1169 170.0 903 170.0 1364 170.0 1002 160.6 1472 170.0 1086 142.8 1472 168.8 1146 128.5 1472 158.8 1130 107.1 1472 147.8 1108 91.8 1472 146.0 11504 80.3 1472 148.0 1104 Z z° � 72 in 170.0 1083 170.0 878 170.0 1275 170.0 1009 150.8 1320 166.2 1101 132.0 1320 149.9 1082 117.3 1320 137.8 1066 105.6 1320 128.8 1049 88.0 11320 117.0 1024 75.4 1320 112.6 1013 68.0 5320 152.6 1012 �2 LU 'U 76 In 170.0 1122 170.0 037 149.6 1184 159.4 1013 128.2 1184 139.9 994 112.2 1184 125.7 978 99.7 1184 115.3 964 89.8 1184 107.5 952 74.6 5184 97.6 935 84.! 1184 93.1 827 58.1 1184 82.3 825 Q J �� g 78 in 168.1 1124 170.0 967 138A 1124 147.0 965 116.6 1124 128.8 947 103.8 1124 115.6 931 92.3 11124 105.8 918 83.0 1124 88.5 808 69.2 1124 89.0 890 69.3 1124 84.3 881 $11.9 1124 83.2 878 z J ` � 90 In 108.1 844 115.6 760 90.1 844 94.3 738 77.2 844 82.f 724 87.6 844 73.3 712 60.5 844 66.6 702 64.0 844 61.4 693 45.0 844 64.2 678 38.6 644 60.0 668 33.8 844 47.7 662 Q = Z N O c Z00 O go in 09.1 742 91.5 683 74.2 742 77.2 652 63.8 742 87.2 041 65.7 742 69.6 $31 49.6 742 64.1 622 44.6 742 49.8 614 37.1 742 43.6 600 31.8 742 39.8 590 27.8 742 37.6 584 � h g�p r 106 bt $2.8 686 83.8 630 b2.f 588 63.9 521 44.7 586 46.6 613 39.t 586 41.4 605 34.8 688 37.3 496 31.3 580 34.2 492 26.1 686 29.6 481 22.3 686 28.6 472 19.5 586 24.7 468 W M Ill In 57.6 555 68.8 603 48.0 655 49.5 495 41.2 555 42.9 487 36.0 555 38.0 480 32.0 555 34.2 473 28.8 655 31.3 487 24.0 565 27.1 457 20.6 655 24.3 446 10.0 655 22.4 442 rY 1201n 45.6 475 46.4 433 38.0 475 39.0 426 32.8 475 33.7 420 28.5 475 28.8 414 25.3 476 26.8 409 22.8 476 24.5 404 19.0 476 21.1 39$ 16.3 476 18.7 387 14.3 475 17.2 381 V X Q O 0 1441n 28.4 330 28.7 305 22.0 330 22.4 301 18.9 330 19.3 297 18.6 330 17.0 293 Z TABLE 7B ANCHOR CAPACITY ADJUSTMENT FORMULA: m Anchor Ca act Table Obs) ANCHOR CAP.,�,r, _ Substrate: 2.7k COnorete 3.5k Cono. Hollow CMU Filled CMU PT Wood Metal (DP„�)X ANCHOR CAP.,, 6116'Elco 114•SS Elco 5116'Etco 114"3S Elco #110 steel #12 steal #12 steel (MULLION CAP.,�,,,,.m" Anchor Clip Patterns Anchor Type 3/16'Elco Ulnacon 114"Elco Ultracon 3116`Edo Ultracon 1/4•Elco Ultracon Ultras or► AggteGEle Ultr Els AggreGator screw Leel Screw(05) screw eel USE THIS FORMULA TO OBTAIN THE"ANCHOR Edge Distance Mr---12-lm 1• 2-lir 3-1t8• 1` 2-112• r 2-11x 2• 3-116° 2• 0.48• 0.64• 0.324• CAPACITY REQUIRED"CORRESPONDING AN Embedment ) 1.314• 1-314- 1-314• 1-314" 2' 1414• 1-114" 1-114• 1-114` 1-114• 1-114• 2' 1.3/8" 1318• Ferias ACTUAL PRESSURE REQUIREMENT FOR THE 2 Anctrore Q 4.75'Min.O.C.J Standard or Offset Clip(Fig.184 390156 390 lbs 450 lbs 8801bs 1644 Ors 270 lbs 280 lbs 354 lbs 7401bs 374 lbs 664 lbs 948 lbs 341 lbs aa2lbs 5601bs OPENING,WHEN IT IS LOWER THAN THE MULLION 4 Anchors®2.25'Kiln.O.C.t standard(or Offset)Clip(Fla.3}, 700 Ibs 700 lbs 580 the 1410 Ibs 952 lbs N/A 500 Ibs wA 630 lbs WA 680 lbs wA 682 Ibs 885 lbs 1120 ws CAPACITY{FROM THE TABLE)OF THE SELECTED 8 Anctwre @ 1.15 Min.O.C.1 Standard(orOesel)Clip n.4y 960lbs 1400 lbs wA wA wA wA 760 Poe wA wA WA WA NIA 1383Ibs ino ins 2240 The MULLION.IT WILL YIELD A MINIMUM ANCHOR 4 Anctwrs®3•Min.O.C.1(2)2x5 Angle Clips 1(Fig.5r 780 gas 780 lbs 686 lbs 1560 Ibs 1886 lbs 540 lbs 580 lbs WA 760 Ibs 748 lbs 88o lbs 1892 lbs 682 lbs 665 Ibs 1120 lbs CAPACITY WHICH MAYBE USED R QUALIFY 6 Anctwrs®3"Min.O.C.1(2)2x5 Angle Clips i(Fig.Or 1170 lbs 1 170 lbs 1020 lbs 2340 Ibs 2844 Ibs 810 lbs 840 lbs WA 1140lbs 1122 Ibs 1320 lbs 203B lbs 5022 lbs 1327 lbs 1680 ins ADDITIONAL ANCHOR OPTIONS FROM THE 4 Anebom @ OA5 Min.O.C./U Clip,Into.125"Alum.(Fig.7): NIA WA WA NIA WA N/A NIA WA WA NIA wA N/A NIA NIA 1430 lbs ANCHOR CAPACITY TABLE. RpOD �� 2 Anatwre 2.25 Min.O.CJ F Gip(Fig.Br 350156 350 lbs 290 lbs 705 lbs 476 lbs N/A 280!ba WA 315 lbs NIA 440156 MIA 341 Ibs 442156 580156 uifditl8t 4 Anohots®1.15'Mtn.O.CJ F Cttp(Fig.9}: 480lbs 700156 wA wA wA wA 380156 WA WA WA N/A NIA 682 ins 885 lbs 5120 Ibs ,kcwpSsItC Ne NOTE:FOR THE OFFSET CLIP,USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. -` 1.062" -- -�f 1.000" 6 TABLE NOTES: AGA-Dade Product Control FIGURE 1: FIGURE 2: FIGURE 3: FIGURE 4: FIGURE 8: FIGURE 9: 1)SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION `t t 11 t 1111111 • • • • • • • • • • • • ON LOADING.SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 2 LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. } 4tCENSF F.Q • • • • • • • • • • 3)MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE.FOR EXACT DIMENSIONS,SEE 4x00" 4.000" Na.58%05 J_ SHEETS 21-23.HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS _ SHOWN ON SHEETS 21-23.FIGURES SHOW SUGGESTED,APPROXIMATE HOLE LOCATIONS. _ = FIGURE 7: !� -� FIGURE 5: FIGURE 6: 4)SUBSTRATES:CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS.HOLLOW AND • • • • GROUT-FILLED CONCRETE BLOCK UNIT(CMU)SHALL CONFORM TO ASTM C-90.WOOD SHALL BE Off'• ITAT E F • • • • PRESSURE-TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.55.ALUMINUM SHALL BE FCORIOP,•''��`�� • • 6063-T5 AND BE A MINIMUM OF.125"THICK.STEEL STUDS TO BE A MINIMUM GRADE 33 AND.045" .375" 375" ��i�si'j'� �� THICK 18 GAUGE).STRUCTURAL STEEL TO BE AT LEAST.125"THICK AND A36.ALL ANCHORS -T �!r r ONAU �� "T"-MM ULLION MULLION 0 ANGLE CLIP(FIGURES 5&6)MUST BE USED IN PAIRS. INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL.#10&#12 5"X X i 1"X 4" . A.LYN�MILER,P.E. ANCHORS INTO WOOD MAY BE STEEL,18-8 S.S.OR 410 S.S. ON FL P.E.#58705 TABLE 8A ® N�� Mullion CapacRy Table(lbste Opening Width(forverucatfy-spaming muilons)arOpening Height(for h0ri7p11aDy-Spanning mullions) 60 in 60 in 701n 80 In 90 in 101}in 120 in 140 in 160 in „ Rectangular TraplTdang. Rectangular TrapWang. Rectangular Trap/Tdang. Rectangular RWTdang. Rectangular TraplTdang. Rectangular TrapJ7Hang. Rectangular Traplydang. Rectangular TraprIldang. Rectangular Troplydang. c 4:1 1.20 x Loading Loading Loading Loading Loading Loading Loadng Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading 93e 3.188"x ff! .286"Alum _ Tube Mull G all all all rl 115 i b C14 a g 41 !1 2 421n 170.0 820 170.0 435 170.0 744 170.0 478 170.0 888 170.0 506 170.0 992 170.0 619 170.0 1t18 170.0 521 170.0 1240 170.0 521 170.0 1488 170.0 621 170.0 1735 170.0 621 151.6 1769 170.0 621 O 48 in 170.0 708 170.0 524 170.0 850 170.0 664 170.0 992 170.0 630 170.0 1133 170.0 661 170.0 1276 170.0 677 170.0 1417 170.0 680 164.8 1648 170.0 680 1132.7 1648 170-01 680 i16.11 1848 170.0 680 LU 898 0 0 831 170.0 1048 170.0 884 170.0 lies 170.0 723 170.0 1346 170.0 747 167.0 1468 170.0 756 139.2 1468 170.0 766 119.3 1468 170.0 766 104A 1468 170.0 766 � ��° 0 50.820 in 170.0 747 170.0 663 170.0 17 . 0 64 In 170.0 797 170.0 612 170.0 958 170.0 691 170.0 1116 170.0 754 170.0 1275 170.0 803 163.1 1376 170.0 837 198.8 1376 170.0 858 122.3 1375 170.0 881 104.8 1376 170.0 881 9t.7 1378 170.0 861 m O h M 60 in 170.0 885 170.01 701 170.0 11183 170.0 797 158.9 11168 170.0 878 139.0 1158 1167.41 930 123.6 1158 158.6 919 111.2 1158 150.01 912 92.7 1158 144.8 905 79.4 1158 144.8 905 69.5 1158 144.51 905 W to J 63 In 170.0 930 170.0 745 160.1 1051 170.0 850 137.2 1051 165.9 862 120.1 1051 142.0 848 108.7 11051 132.3 837 96.1 1051 125.7 830 80.1 1051 119.5 822 88.6 1051 119.1 821 80.0 1051 H9.1 821 CO 4r, 68 In 167.1 857 170.0 789 139.3 957 161.6 805 119A 957 134.0 790 104.4 957 121.6 777 92.8 957 112.8 767 83.6 957 106.6 769 69.8 957 100.0 750 68.7 957 98.9 748 52.2 957 98.9 748 z �z° C 721n 128.7 804 135.2 698 107.3 804 116.2 684 91.9 804 101.3 671 80A 804 9t.4 660 71.5 804 84.1 650 64.4 804 78.8 643 53.6 804 72.3 633 46.0 804 89.8 629 40.2 804 B9.8 628 � � cW 70 In 109.4 722 114.4 630 91.2 722 97.2 618 78.2 722 85.3 606 68.4 722 76.7 598 80.8 722 70.3 688 54.7 722 65.6 580 45.8 722 59.5 510 39.1 722 68.7 665 34.2 722 56.2 664 = �o Z 78 in 101.2 685 105.6 600 84.4 885 89.6 588 72.3 685 78.5 677 63.3 885 70.5 688 56.2 685 64.5 500 50.6 685 60.1 663 42.2 885 54.3 643 36.2 865 81.4 637 31.6 685 60.7 636 N r 90 In 65.8 1 615 68.0 1 457 54.9 1 515 1 57.5 449 47.1 515 60.1 44t 41.2 515 44.7 434 38.8 516 40.6 428 33.0 515 37.4 422 27.5 515 33.1 413 23.5 515 30.5 407 20.6 515 29.1 404 x Z N 86 in 64.3 453 55.8 404 45.3 453 47.1 387 38.8 463 41.0 391 33.9 453 36.4 385 30.2 453 33.0 379 27.2 463 30.4 374 22.6 453 28.6 366 19.4 453 24.3 360 17.0 463 22.9 356 00 co o o 1081n 38.1 356 39.0 323 31.8 368 $2.8 318 27.2 356 28.4 3113 23.8 358 26.2 308 21.2 356 22.7 304 19.1 358 20.8 300 115.9 358 1&0 293 W � Ill In 35.1 336 35.8 306 129.3 336 30.1 301 25.11 338 26.1 297 22.0 338 23.2 293 19.5 338 20.9 289 17.6 338 19.1 285 w X N to 120 in 27.8 290 28.3 264 23.2 290 23.8 280 19.9 290 20.6 266 17.4 290 18.2 263 16.4 290 18.4 249 U 01 O O 144 in 16.1 201 16.3 186 Q ' r Z TABLE 8B ANCHOR CAPACITY ADJUSTMENT FORMULA: -- ; t]C �� AnchorCa acity Table Ibe ANCHOR CAP.,,�,,,� o v, o�F) Substrate' 2.7k Cone(de 3.5k Cone. Hdlow CiAU Flied Ch1U PT Wood hgdal (DP_)X t ) =ANCHOR CAP.. 5'IV Elco 1141 Ss Elco 51161 Elco V4"SS Elco 010 Sted #12 Steel 012 Steel MULLION CAP.... AnchorCtip Patterns AnthdxTypa 3118•Elco Unracd>n tf4'ElcoUffracdrn Uftcon 3116"Eico Ultracort v4'ElcoillUacon AggreGator Uihacon Aggreosior Screw(GS)Screw(135) Saar(05) USE THIS FORMULA TO OBTAIN THE"ANCHOR Edge Ustarte pn) 1^ 2-VZ* 11 2-u2' 3-118• 1• 2-112• i" 2-v2' r 3-1!81 2' 0.,W 0.54" 0.324" CAPACITY REQUIRED"CORRESPONDING TO AN Embedment n I-M' 13141 11-/41 1.314 2• 1-114" 1-V4" 1-114" !-V4 14141 1414' 2' 1318• 13x8• vales ACTUAL PRESSURE REQUIREMENT FOR THE 2Anchors @ 4.75•titin O.C./Standard or Offset Clip(Fig 1): 390lbs 39D Is 450 lbs 89D lbs 1644 lbs 270108 280108 351 lbs 7401bs 374 ths 664 los 94s Its 341 las 4421bs %O iba OPENING,WHEN iT IS LOWER THAN THE MULLION 4 ArKhors @ 1.15•Min O.C.I Standard(or Offset)Clip(Mg.2)- 480 las 700 tbs IAIA iVA II/A IIIA 380 lbs HiA iUA IIIA IUA IUA 682 lbs mu 11201bs CAPACITY(FROM THE TABLE)OF THE SELECTED 4Ambois @ 3'tAin.O.C.1(2)2R5AngleCOpsr(Rg.3j: 780 IDs 780 lbs =lbs IBM[be IBM Lbs NO lbs 660 abs IIIA 760lbs 748 lbs Sw lbs 1892 Ms 682lbs 885 Pot 1120 lbs MULLION.IT WILL YIELD A MINIMUM ANCHOR dAMbors Q OAA titin.0.0.1 UCBp,Into.12M Alum.(Fig.4}1 IIIA i11A iI1A IUA FUA NIA WA NIA IUA NIA IUA IUA fl/A QUA 1430 ft CAPACITY WHICH MAY BE USED TO QUALIFY 1 Anchor!F-CXp(Fig_5} 19511)s '196 lbs 225 lbs 4451bs 822 to 135b 140 Poo 177 lbs 370lbs 1871bs 332 WS 473108 170lbs 221 las 280 lbs ADDITIONAL ANCHOR OPTIONS FROM THE 2 Anchors 1.15"1Atn O.CJ F CUp(Fig.6} 240 Lbs 350 Lbs 111.0 WA IUA tl/A 100" NJA WA NIA iUA WA 341 442 Ms E60 lbs ANCHOR CAPACITY TABLE. PRODUCT REVISED as unraplyla8 with the Florida NOTE:FOR THE OFFSET CLIP,USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. BuUd)ng t� Accvptam No � -1 FIGURE 1: FIGURE 2: TABLE NOTES: BY • • 1)SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION lartlf ado Product Control ON LOADING.SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. r 2)LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. LYNN FIGURE 3: " ANGLE 3)MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE.FOR EXACT DIMENSIONS,SEE 3.188 P`.•'�*rCENSF•. ��C`�iii CUP MUST SHEETS 21-23.HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS _: y BE USED SHOWN ON SHEETS 21-23.FIGURES SHOW SUGGESTED,APPROXIMATE HOLE LOCATIONS. 265" No. 58705 •' :_ IN PAIRS. 4)SUBSTRATES:CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS.HOLLOW AND - - FIGURE 4: FIGURE 5: FIGURE 6: GROUT-FiLLED CONCRETE BLOCK UNIT(CMU)SHALL CONFORM TO ASTM C-90.WOOD SHALL � � BE PRESSURE-TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.55.ALUMINUM SHALL BE Q '. S A7 O ZV . 6063-T5 AND BE A MINIMUM OF.125"THICK.STEEL STUDS TO BE A MINIMUM GRADE 33 AND : �` '•. A til 045"THICK(18 GAUGE).STRUCTURAL STEEL TO BE AT LEAST.125"THICK AND A36.ALL 1.25"X 3.186"X.265'MULLION r CORID (1-11/4"VF MULLION) • ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL. #10&#12 ANCHORS INTO WOOD MAY BE STEEL,18-8 S.S.OR 410 S.S. A. LYNNI"f�LL 3,P.E. 0 FL P.E.#58705 TABLE 9A N�� Mullion Capacity Table(lbOW) '�a Opening Width(forverdcalVopeni ttg muffrons)or Opening Height(for horizontall-sparnrdng mullions) 60 In 601n 701n so In 90 in 1001n 1201n 140 in 180 in O 1.26 X 3 26 RectanguopfMang. Rectangular TraplTdang. Rectangular TrepTdang. Rectangular Trap/Triang. Rectangular Troplydang. Rectangular TrapTiriang. Rectangular Trap/Mang. Rectangular TreplTrian9 Rectangular Treplydang. lar Tr Loading Loading Loadng Loading Loadtng Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading oz a U x.1a0 Mum. 0 Tubek` z CO 42 in 170.0 620 1Pll�i 70.0 435 170.0 744 170.0 478 170.0 888 170.0 509 170.0 982 170.0 619 170.0 1116 170.0 521 153.3 1118 170.0 621 127.7 1158 170.0 521 408.5 1158 170.0 52f 95.8 1118 170.0 521 O 48 in 170.0 708 170.0 524 170.0 850 170.0 684 167.8 978 170.0 630 146.7 978 170.0 881 130.4 978 170.0 677 117.3 978 170.0 880 97.6 918 170.0 880 83.8 978 170.0 880 73.3 918 170.0 680 ? _ 50.826 In 170.0 747 170.0 583 170.0 898 170.0 831 160.7 927 170.0 884 13-9 927 188.6 708 117.2 927 169.1 699 105.5 927 168.3 699 87.9 927 166.3 695 76.4 927 156.3 695 85.9 821 166.3 695 (n 64 In 170.0 797 170.0 612 154.6 889 170.0 691 132.5 889 163.9 683 115.9 869 141.8 889 103.0 869 134.0 860 92.7 869 129.8 654 77.3 868 128.8 852 66.2 869 128.8 852 67.9 889 128.8 652 W O 60 in 143.2 746 153.8 834 119.4 748 1313 620 102.3 746 117.6 608 69.5 748 107.8 699 79.8 746 101.0 692 71.6 748 98.8 687 59.7 748 93.3 683 51.2 748 93.3 503 44.8 748 93.3 683 ? V 63 in 123.7 677 132.0 679 103.1 877 113.2 668 86.4 677 100.4 555 77.3 677 91.4 548 68.7 677 85.2 539 61.9 677 81.0 634 61.6 677 77.0 629 44.2 877 783 529 38.7 077 78.7 629 LU 66 In 107.8 Si? 514.1 530 89.7 017 97.6 610 76.9 617 86.3 609 67.3 817 78.3 600 59.8 617 72.6 494 63.8 617 68.7 489 44.8 617 84.4 483 30.4 817 83.7 482 33.6 017 83.7 402 iL J S. T2 in 82.9 618 87.1 450 69.1 518 74.2 440 69.2 618 65.2 432 51.8 618 50.8 425 48.1 616 54.2 419 41A 616 50.7 414 34.5 518 46.8 408 29.0 518 45.0 405 25.9 618 45.0 405 Z J 76 In 70.5 465 73.7 408 58.7 465 62.6 398 $0.3 406 54.9 380 44.1 465 49.4 384 39.2 465 45.3 378 35.2 465 42.2 374 29.4 485 36.3 387 25.2 405 36.6 364 22.0 465 36.2 363 0 78 in 65.2 441 68.0 387 54.3 441 57.7 379 46.6 441 50.6 372 40.8 441 45.4 366 36.2 441 41.8 360 32.6 441 38.7 356 27.2 441 34.9 349 23.3 441 33.1 348 20.4 441 32.7 345 g in Z 90 In 42.4 332 43,8 295 36.4 332 37.0 289 30.3 332 32.3 284 28.6 332 28.8 280 23.8 332 28.1 276 21.2 332 24.1 272 1T.7 332 21.3 266 15.2 332 19.6 262 13.3 332 18.7 260 CD 98 35.0 281 35.9 280 29.1 281 30.3 266 25.0 291 26.4 252 21.9 291 23.6 248 18.4 281 21.3 244 1T.6 291 58.6 241 14.8 281 17.1 236 12.5 28S 16.6 232 Z r' 4 � O 108in 24.6 230 25.1 208 20.6 230 21.5 205 17.55 230 18.3 201 16A 230 16.2 198 � X ..Z Co � 111 in 22.6 218 23.1 197 18,9 218 19.4 184 18.2 218 16.8 191 14.1 218 14.9 188 N� - 4_1co co 1201n 17.9 S87 18 2 170 14.9 187 15.3 187 H x Q t- Q ZO O 22 .0 0 TABLE 9B ANCHOR CAPACITY ADJUSTMENT FORMULA: Anchor Capacity Table(lbs) ANCHOR CAP. a� Substrate: 2.7k Concrete 3.5k Cono. 14oaoa C65U Filled CMU PT Wood Metal PP.)X t M-)=ANCHOR CAP. , 5116'Elco 114'SS Elco 5116'Elco IN SS Elco #10 Steel #12 Steel #12 Steel MULLION CAP.�„TAM Anchor Clip Patterns Anchor Type: 3116"Elco,Ultracon 1/4'Ekw Macon5116* 3116'Eleo Uttracon 14•Elco WARMAggreGator Ultracon Aggregator Screw(g5) Screw(M)l Screw(G5) USE THIS FORMULA TO OBTAIN THE"ANCHOR Edge Distance(tn): 1" 2-112` 1" 2-it 3.118' 1' 2-112' 1' 2-112' 2• 3-118' 2' 0.48' 0.54• 0.324' CAPACITY REQUIRED'CORRESPONDING TO AN Embedment ft. 1.314" 1.314' 144" 1314• 2• 1-114' 1-114" 1414° 1 1414• 1410 1-114' 2' 1-316• 1318• %aft ACTUAL PRESSURE REQUIREMENT FOR THE 2 Anchors @ 4.75•Min.O.C.i standard or Offset Clip(Fig.1): 390 Ws 390 lbs 450 lbs 090 its_ 1844 Itis 1 2701bs 280 ft 354 lbs 740 lbs 374 lbs MM 946[be 341 lbs 442 Ibs 560Ibs OPENING,WHEN IT IS LOWER THAN THE MULLION 4 Anchors @ 1.15'Min.O.C./Standard(or Offset)Clip(Fig.2): 480 lbs 700 Ors WA WA WA WA 380 lbs WA WA WA WA WA 682 885 lbs 1120 lbs CAPACITY(FROM THE TABLE)OF THE SELECTED 4 Anchors @ 3'Min.O.C.l(2)2x5 Angle Clips I".3): 780 lbs 780Ibs 680lbs 15601bs 1899 lbs 5401bs 580 lbs WA 760 lbs 748 lbs 650 lbs 1892 lbs 662Ibs $85 lbs 1120 lbs MULLION.IT WILL YIELD A MINIMUM ANCHOR 3 Anchors @ 0.54'Min.O.C.l U-Cltp,Into.100•alum.(Fig.4k WA WA WA WA WA WA WA NIA NIA MIA WA WA WA WA 050 lbs, CAPACITY WHICH MAY BE USED TO QUALIFY S Anchor I F•Citp(Fig.5): 195 Ins 195 lbs 225 lbs 4451bs 622 lbs 135 lbs 140 lbs 177 lbs 370 lbs 107 lbs 332 lbs 473 lbs 170 lbs 221 lbs 280 lbs ADDITIONAL ANCHOR OPTIONS FROM THE 2 Anchors @ 1.15"Min.O.C.!F-00(Fig.6YI 240 Its 1 350 lbs WA WA NIA WA 190 lbs I WA NIA WA WA WA 34116s 442 lbs 5801bs ANCHOR CAPACITY TABLE. kODUCT REVISED comply B with the Florida ullding QOde - FIGURE 1: FIGURE 2: TABLE NOTES: -1.250" D • • 1)SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION am] adaProduct Coni at ON LOADING.SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 11111!11 2)LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. �� d�y�( LYNN FIGURE 3: 3.250" ANGLE 3)MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE.FOR EXACT DIMENSIONS,SEE CLIP MUST SHEETS 21-23,HOLES TO BE DRILLED iN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS BE USED SHOWN ON SHEETS 21-23.FIGURES SHOW SUGGESTED,APPROXIMATE HOLE LOCATIONS. Ido.58105 IN PAIRS. 4)SUBSTRATES:CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS.HOLLOW AND GROUT-FILLED CONCRETE BLOCK UNIT(CMU)SHALL CONFORM TO ASTM C-90.WOOD SHALL 100 '• tR FIGURE 4: F[GURE 5: FIGURE 6: BE PRESSURE-TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.55.ALUMINUM SHALL BE (}� V_5. 4C/\ • 6063-T5 AND BEA MINIMUM OF.100"THICK.STEEL STUDS TO BEA MINIMUM GRADE 33 AND . 4011 I>,,• ��\ .045'THICK(18 GAUGE).STRUCTURAL STEEL TO BE AT LEAST.125"THICK AND A36.ALL 1,25"X 3.25'X.100' �'��"/�1�A� �y Q Q ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL. MULLION ` #10&#12 ANCHORS INTO WOOD MAY BE STEEL,18-8 S.S.OR 410 S.S. A.LYNN Mlllllt t, P.E. FL P.E.#58705 TABLE 10A &N a Mullion Capacity Table pbefle) Opening 1Mdth(forvedically-spanning mullions)orOpening Height(forhoftonta"pandng mdllons) k' 2.59 In 60 in 70 in 80 in 90 in 100 In 120 In 140 in 160 in lip Rectangular Trapirfiang. Rectangular Trap&rdang. Rectangular TrapT&M. Rectangular TtepTitang. Rectangular Trap/rdeng. Rectangular TraplTdang. Rectangular T(ap/rdang. Rectangular Trap/Tdang. Rectangdor Trep?rung. 1.28 X 3.26 Loading Loading Loading Loafing Loading Loading Loading Loading Loading Loading Loading Lo4dN Loading Loading Loading Loading Loading Loading nom+ v x.624 �l0 sQ rs3+. ilc$b l9 rtT. }�C> i�WOi.. WcV Q aW.is, v$�C v'�el-1r'�5Fr. vv� v•`aeir' v vW.v, cSEg�3 c{',��•O 3t�:> c..n.. co-�� •cu�roQ. �ci� �cy>.v. �t{A� .•.7b-.. �cn-� •c1q��rp. a�q -o�•,Fye,, •�W1so pVoy � Alum.Tube T pG ON!Gq p p p p p y W W 0� a v ls9 g9 O 1b. na 0.' AlllA �rc d`a� gas i� 2 � •�a � �� do`/ � @ d� g � doe � � $oe g d`a g � •�� gas d`og � �a� �� $off � � err O H 421n 170.0 620 170.0 435 170.0 744 170.0 478 170.0 868 170.0 606 170.0 992 170.0 619 110.0 1116 170.0 521 170.0 1240 170.0 521 170.0 1466 170.0 621 170.0 1735 170.0 621 170.0 1983 170.0 621 J W 48 in 170.0 708 170.0 624 170.0 850 110.0 561 170.0 992 170.0 630 170.0 1133 170.0 661 170.0 1276 170.0 677 170.0 1417 170.0 660 110.0 1700 170.0 680 ifi9.7 1979 170.0 680 146.5 1979 170.0 680 � _ W 50.626 in 170.0 747 170.0 663 `170.0 896 110.0 631 170.0 1046 170.0 684 170.0 1195 170.0 723 170.0 5316 170.0 747 170.0 1494 170.0 766 170.0 1793 170.0 766 162.6 1877 170.0 766 133.6 1877 170.0 766 64 In 170.0 797 170.0 612 170.0 956 170.0 891 170.0 1116 170.0 764 170.0 1276 170.0 803 170.0 1434 170.0 837 170.0 1694 170.0. 656 166.4 1769 170.0 861 134.1 1769 110.0 661 117.3 1759 170.0 861 130 p O tY] C9 Cf) 60 in 170.0 886 170.0 701 170.0 1063 170.0 797 170.0 1240 170.0 878 170.0 1417 170.0 944 161.1 1611 170.0 996 145.0 1511 570.0 1033 120.8 5611 170.0 1063 103.6 1611 170.0 1063 90.6 1511 170.0 1063 V 63 in 170.0 930 170.0 745 170.0 1116 170.0 660 170.0 1302 170.0 940 166.6 1370 110.0 1015 139.2 1370 170.0 1076 126.3 1370 164.0 1082 104.4 1370 165.9 1072 89.6 1370 155.3 `1070 78.3 1370 156.3 1070 W 661, 170.0 974 170.0 769 170.0 1169 170.0 903 166.6 1248 170.0 1002 136.2 1248 168.6 1013 121.1 1248 147.1 1000 108.9 1248 139.0 989 90.8 1248 130.4 978 rT.e 1248 t�J.O 975 68.1 5248 128.0 976 Z $ J 72 in 167.8 1049 170.0 678 139.9 1049 150.2 892 119.9 i4{9 532.1 875 104.9 1449 119.1 860 93.2 1049 109.7 848 83.9 1049 102,7 838 69.9 1049 91.3 825 59.9 1019 91.2 620 62.4 1049 91.1 � C 76 in 142.7 941 149.1 822 116.9 941 126.8 805 101.9 941 151.2 791 89.2 941 100.0 777 79.3 941 91.7 766 71.4 941 85.6 767 59.5 941 77.6 744 51.0 941 74.0 737 44.6 941 73.3 736 -o Z 3 78 in 532.0 894 137.8 763 110.0 894 116.9 767 94.3 894 102.4 763 82.6 894 91.9 740 73.3 894 81.1 730 66.0 894 78.3 721 55.0 894 70.7 707 47.1 894 67.0 701 41.3 841 68.1 698 � P 90 In 85.9 671 88.7 696 71.6 671 74.9 685 61A 671 66.3 575 63.7 671 68.2 666 47.7 671 62.9 658 43.0 671 48.8 651 35.8 671 43.1 639 30.7 67t 39.7 531 26.9 671 37.9 526 Z to ( p 96 in 70.8 590 72.0 627 69.0 690 61.4 618 60.6 590 63A 609 44.3 690 47.6 602 39.3 690 43.0 494 35.4 590 39.6 488 29.6 590 34.7 477 26.3 590 31.6 469 22.1 690 29.8 464 � X oZ � O 108 In 49.7 466 69.8 421 41A 466 42.8 414 35.6 466 37.1 408 31.1 466 32.9 402 27.6 466 29.7 396 24.9 466 27.1 391 20.7 466 23.6 302 17.8 466 21.2 375 15.5 466 19.6 370 � N 111 in 46.8 441 46.7 400 38.2 441 39.3 393 32.7 441 34.1 387 28.6 441 30.2 302 26A 441 27.2 376 22.9 441 24.9 372 19.1 441 21.5 363 16A 441 59.3 356 14.3 441 17.8 351 W CO 120 in 36.3 378 36.9 344 30.2 378 31.0 339 26.9 370 26.8 334 22.7 370 23.7 329 20.1 378 21.3 325 18.1 378 19.5 321 16.1 378 16.7 314 t44 In 21.0 282 21.2 242 17.5 262 17.8 239 15.0 262 15.3 236 V N Q e- In �I �0 5,o TABLE 10B ANCHOR CAPACITY ADJUSTMENT FORMULA: i� mar AnchorCapacity Table(lbs) ANCHOR CAP. ^ o cc SubstJA 23kCom rete 3.5k cont. Hollow M111 F61edCIdU PT Wood Metal (DP,,)X t `� "�°} =ANCHORCAP.. V4"SS Elco SHIT Elco V4'SS Etco #%Steel 012Steel #12 Steel MULLION CAP. „ AnehorClip Patterns Anchor 3/16'Elco Uttracon 114"Elco UOracon ulttracon 3116lr Elco 'Elco Ultracon V4"Ekounracon Aggregator Ultmon AggreGator Screw(G5) Screw(G5) Screw(G5) USE THIS FORMULA TO OBTAIN THE"ANCHOR Edge Distance 1" 2-1/2' 1" 2-1121 3 ir6^ 1° 2-V2' 1" 2-V2' LW 3tr6" 2' 0.48" a_s4" 0.324" CAPACITY REQUIRED"CORRESPONDING TO AN Embedment 1314" 13&4• 1314" 13/4' 2" 1-V4" 1414' 11/4' 1-1141 1 1414" 1414' 2' 1-No" 1318' vanes ACTUAL PRESSURE REQUIREMENT FOR THE 2 Anchors®4.76"Min.O.C./Standard Of Oftel.CUP Mg.1} 390 gas 39D lbs 4510 lbs eOO lbs 1644 lbs 2701bs 280 Das 354 M3 7491be 374Ibs 684 itis ms ms 341 lbs 442 VA t:SO tbs OPENING,WHEN IT IS LOWER THAN THE MULLION 4 Anchors @ 1.15^161h► O.C.I Standard(or 01%eet)Clip(Fig.2X 480 lbs 700 lbs N/A iVA NIA IUA Sea Pon IIIA IUA IIIA WA WA 682tbs 885Ibs 5120 Its CAPACITY(FROM THE TABLE)OF THE SELECTED 4Amhm @ 31 MIn.O.C.l(2)2><6Angle Clips/(Mg,31 780b 70D lbs 68a Itis 1560 Pot 16M Itis 540 lbs 550 lbs id/A 760lbs 748 lbs 8W lbs 1892 Me 682 W 885 Zs 1120 its MULLION.IT WILL YIELD A MINIMUM ANCHOR 3Amh%s®0.641 Min.O.C./UvCOp,Into.1OOr Alum.(Fig.4$ IUA IUA ila IUA IUA IUA iI/A IUA IUA ila IIIA iUA IUA IUA wo Itis CAPACITY WHICH MAY BE USED TO QUALIFY 1 Anchor/FC1ip(Mg.Sl 1051)s 195 Its 225 Drs 4451bs 822 Its i35lbs 140 lbs 177 ths 370106 187 lbs 332 lbs 473 lbs WO lbs 221 itis 2110 Itis ADDITIONAL ANCHOR OPTIONS FROM THE With the Floridao 2 Anchors @ 1.15'Min O.CJ FCG g.6T 240 Dns 350 ftiUA IUA ila ila 100 The Na RIA IUA IUA IUA 341 lbs 442 Its 560 Itis ANCHOR CAPACITY TABLE. s PRODUCT R uildins Co hb th FIGURE 1: FIGURE 2: TABLE NOTES: 1.250" a • � 1)SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION i�sdc 1'raduct rrnttrn ON LOADING.SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 2)LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. \� ON`( LYNN 4, Ii�� FIGURE 3: ANGLE 3)MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE.FOR EXACT DIMENSIONS,SEE 3.250" ` � ' ��GENS�r''leer!` � CLiP MUST SHEETS 21-23.HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS BE USED SHOWN ON SHEETS 21-23.FIGURES SHOW SUGGESTED,APPROXIMATE HOLE LOCATIONS. _ No.58706 IN PAIRS. 4)SUBSTRATES:CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS.HOLLOW AND FIGURE 4: FIGURE 5: FIGURE 6: GROUT-FILLED CONCRETE BLOCK UNiT(CMU)SHALL CONFORM TO ASTM C-80.WOOD SHALL 624" j3 J f fU BE PRESSURE-TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.55.ALUMINUM SHALL BE © '•, STATE OF �U 0 . 6063-T5 AND BEA MiNIMUM OF.100"THICK.STEEL STUDS TO BEA MINIMUM GRADE 33 AND 045"THICK(18 GAUGE).STRUCTURAL STEEL TO BE AT LEAST.125"THICK AND A36.ALLi9. •'•••••'• 0 ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL. 1.251 X 3.25'X.624' �i/l/ONAL #10&#12 ANCHORS INTO WOOD MAY BE STEEL, 18-8 S.S.OR 410 S.S. MULLION A.LYNN 1941111LL'R,P.E. 0 FL P.E.#68706 TABLE 11A Mullion Capacity Table Qbefle) Opening Width(forvertice*spardrig mt111ons)or Opening Height Qhrhodzontaliyspanning mullions) 60 in So in 70 in 60 In 90 in 100 ln 120 in 140 in 160 In O Rectangular Tra rl kRsc18a',,War Tra /rdan . Rattan ar Tra na Rect tar Tia de Recta ar Tra friian . Rectangular Tra na Rectangular Tra rIa Recten ar Tra F�-7 Rectangular Tra na o F- 1.25 x 3.9d n9 P!r an9- P 9 901 prr'ng. afrgu prr n9• P 9 9 Wr'n9• 9a oa n9• ing oa di M•'n9• ° �, Loading Loading Loafing Loading Loading Loafing Loading Loading Loading Loading Loading Loading Loafing Loading LoaLoading Loading C� U x.024 3, Alum.Tube ^ 3 .. -10" ' �. A �. ,. .. � -f i., .. 21 .. ,. 8 u r. W Mullion Q pWp, W W ", p p^ & �gip, �p pW g 9 >L" a W pp a qW Wp 9 a g pa g LONpJW W G 1[bWG C. W N G O W WCaU C.1 of U U v U v vG U Ur.. U U UT, 0 v� U UC, @ 0 to -511Wo o e L & � ' z V-n q • szWi' rt= 3 {q 3 CC, q� G42In 170.0 620 170.0 43544 170.0 470 170.0 868 170.0 606 170.0 992 170.0 6S9 170.0 1116 170.0 621 170.0 1240 170.0 6170.0 1486 170.8 521 170.0 1736 570.0 52t 170.0 1983 170.052148In 170.0 706 170.0 62450 170.0 584 170.0 992 170.0 630 170.0 1133 170.0 661 170.0 1276 170.0 677 170.0 1417 1704 680 170.0 1700 170.0 goo 170.0 1983 170.0 680 170.0 2287 170.0 680 W 50.625 to 170.0 747 170.0 663 170.0 896 170.0 631 170.0 1046 170.0 684 110.0 1195 170.0 723 170.0 1345 170.0 747 170.0 1495 t70.o; 766 170.0 1793 170.0 766 170.0 2892 170.0 766 170.0 2391 174.0 76S 64 in 170.0 797 170.0 612 170.0 956 170.0 691 170.0 1156 170.0 754 170.0 1276 170.0 803 170.0 1434 170.0 837 170.0 1595 570.0 856 178.0 1913 170.0 861 170.0 2231 170.0 8611 160.2 2403 170.0 861 010 W p 0 60 in 170.0 885 170.0 701 170.0 1063 170.8 797 170.0 1240 170.fl 878 170.0 1417 770.0 944 170.0 1694 170.0 996 170.0 1771 Wild 1033 170.0 2126 '170.0 1063 146.3 2163 170.0 1063 129.8 2163 170.0 1063 � � coeN 63 In 170.0 930 170.0 745 570.0 1116 170.0 850 170.0 1302 170.0 940 170.0 1488 170.0 1015 170.0 1673 170.0 1076 170.0 1859 170.0 1122 166.4 2060 170.0 1169 134.6 2060 170.0 1171 111.7 2068 170.0 1171 2 CL W C3 66 in 170.0 974 170.0 789 170.0 1169 170.0 903 170.0 INA 170.0 1002 170.0 1658 170.0 1086 170.0 1763 170.0 ti65 170.0 1948 178.0 1210 143.0 1966 170.0 1276 422.6 1966 570.0 1286 101.2 1966 170.0 7286 z m 72 In 170.0 1063 170.0 878 170.0 1275 170.0 1009 170.8 1468 170.0 1126 170.0 1700 170.0 1228 154.1 1734 170.0 1316 138.7 1734 169.11 1386 115.6 1734 165.9 1364 99.1 1734 160.4 1362 86.7 1735 150.2 1352 J ; 13: 0 761n 170.0 1122 170.0 937 170.0 5346 170.0 Iom 168.6 1666 170.0 1209 147.4 1556 165.2 1285 131.1 1556 151.6 1266 117.9 1656 141.3. 1261 98.3 1556 128.3 1229 84.2 1556 122.3 1219 73.7 1566 121.2 1216 g O Z 78 in 170.0 1151 170.0 967 170.0 1381 170.0 1116 155.9 1477 169.3 1245 136A 1477 152.0 1224 121.2 1477 139.1 1206 109.1 1477 129.6 4591 90.9 1477 116.9 1169 77.9 1477 110.8 1168 68.2 1477 109.3 1164 90 in 142.0 1110 146.6 986 118.4 1110 123.9 968 101.5 5110 107.9 951 68.8 1150 96.3 936 78.9 1110 67.6 922 71.0 5110 80.7 910 69.2 1110 71.3 891 6o.7 1110 66.6 878 44A 1[110 62.7 870 Z O 96 in 117.0 975 120.3 672 97.6 976 101.6 866 63.6 976 88.3 842 73.2 975 78.5 829 66.0 975 71.2 617 611.5 976 66A 807 48.8 976 67.4 789 41.8 976 52-3 776 36.6 976 49.3 767 Q X z 0 o 108 In 82.2 771 64.0 696 68.6 771 70.7 685 68.7 771 61.3 674 61A 111 54.3 664 46.7 771 49.0 865 41.1 771 44.9. 647 34.3 771 38.9 632 29A 771 35.0 621 26.7 771 32.4 612 N �� 0�P Ill In 75.7 730 77.3 661 63.1 130 65.0 660 64.1 730 56.3 640 47.3 730 49.9 631 42.1 730 45.0 622 37.9 730 44.t� 614 31.5 730 35.6 608 27.0 730 31.9 589 23.7 730 29.6 581 W M 120 in 59.9 624 61.0 659 49.9 624 51.2 560 42.8 624 44.3 552 37.5 624 39.2 644 33.3 624 35.3 537 30.0 624 32.2 631 2b.0 624 27.7 519 21.4 62d 24.8 509 16.7 624 22.6 501 U N 'Q V) 544 in 34.7 433 35.5 400 28.9 433 29.d 395 24.6 433 25.4 390 21.7 d33 22.4 385 19.3 433 20.0 381 17.3 433 58.2 376 0 0 zWo o TABLE 11 B ANCHOR CAPACITY ADJUSTMENT FORMULA: Anchor Capacity Table(lbe) ANCHOR CAP.�,,,.,� Substrate' 2.7kcomrete 3.5kCbnc. HollawChlu Filled C-1.11.1 PTwood ttetzt (DP",)X } =ANCHOR CAP.,, SriS°Elco 114"SS EIC6 Sr16"Eleo U4"SS Elco #10 Steel 012Steel #12 Steel MULLION cAP.,,,,,,,.�� AnehorClip Patterns Anchor W. 3&16 Eicouttracar v4'EkoUtlaton UOracon 3+16'ElcoukrAcrn ltd'Ekauttracon AggreGator Ultracon AggreGator Screw(GS)Screw(G5) Screw(G5) USE THIS FORMULA TO OBTAIN THE"ANCHOR Edge D(stame pn) t" 1 2-112' 1. 2-112• 3-tt6` 1' 2-112' 1" 2-112• 2' 3416^ 2' 0.46• 0.54` 0.324` CAPACITY REQUIRED"CORRESPONDING TO AN Embeanent n) 1314" 13&4' I-W 1314" 2' 1-114" 1414' 141e 1-v4' 1-114" 1 1414' r 1-318" 13r8" vales ACTUAL PRESSURE REQUIREMENT FOR THE 2 Anchors Q 4.75'Istin O.C.!Standartl a Offset Cop(Rg.17 300 Itis 390Ibs 450 lbs 890 Ws 1644 lbs 270Ibs 280 lbs 354Ibs 740lbs 374 Ibs C s 341 lbs 442 lbs 5601be OPENING,WHEN IT IS LOWER THAN THE MULLION 4 Anchors @ 1.15•Min.O.C.I Standaro(or Offset)CHP(Rg.2X 480 lbs 700 lbs N/A IIA NIA IIIA 360 lbs MIA RVA NIA 682 lbs 8851bs 1120 lbs CAPACITY(FROM THE TABLE)OF THE SELECTED 4Arctars OT I.tln.O.C. (2)2x6 Angle CBps 1(FIg.3k 780Ibs 760 9s bio lbs 1560 lbs 1806 Itis 640 lbs 560 Ids MIA 7801bs 748Ibs >s 662Its aeSIts 1120 MULLION.IT WILL YIELD A MINIMUM ANCHOR 4Anttars(o)0.54"h1In.O,C.1 U�ttp,Into.100 Ahn1i.(Ftg.4} IIIA NIA NIA ILIA N/A NIA IIA NIA NINA ttlA NIA MIA 1267 Ws CAPACITY WHICH MAY BE USED TO QUALIFY 1 Antrort F�ep(tag.5x 195 lbs 195 lbs 225 Itis 445 its 822 lbs 135 lbs 140 Its 177 ars 370 lbs 187 Itss 170Its 221 lbs 280 Ibe ADDITIONAL ANCHOR OPTIONS FROM THE 2Anthers 1.15'Mtrt O.CJ FCBp(Fig. 240�s 3501bs IIIA IUA ti/A NIA 1901bs IIIA NIA NIIA 341 lbs 442 lbs 5601bs ANCHOR CAPACITY TABLE. PRODUCTR13Y1S$D as complyh)g Wkh the Flodds Butiding Co��d))e�_ 1.2508 � o FIGURE 1: FIGURE 2: TABLE NOTES: 4 1 • 1)SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION Miami a&I'r0 uc Control e ON LOADING.SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 'N\XX I I it I 1!It�J, 2)LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. ��,�0 ,•GiVS••. �� ,'iii FIGURE 3• : � ,• �\ fi •'•.'Q � 3)MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE.FOR EXACT DIMENSIONS,SEE ANGLE SHEETS 21-23.HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS CLIP MUST �' ' NO.58705 BE USED SHOWN ON SHEETS 21-23.FIGURES SHOW SUGGESTED,APPROXIMATE HOLE LOCATIONS. IN PAIRS. - 4)SUBSTRATES:CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS.HOLLOW AND r'111 Z °� hi FIGURE 4: FIGURE 5: FIGURE 6: GROUT-FILLED CONCRETE BLOCK UNIT(CMU)SHALL CONFORM TO ASTM C-90.WOOD SHALL S ATE O �tJ BE PRESSURE-TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.55.ALUMINUM SHALL BE 6 ��.G�Sy. fitOR}OI`. 6063-T5 AND BE A MINIMUM OF.100"THICK.STEEL STUDS TO BE A MINIMUM GRADE 33 AND ` .045"THICK(18 GAUGE).STRUCTURAL STEEL TO BE AT LEAST.125"THICK AND A36.ALL ��/i `S�/ONA ,�'�� • ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL. ��/111111110 #10&#12 ANCHORS INTO WOOD MAY BE STEEL,18-8 S.S.OR 410 S.S. 1.25'X 3.94`X.624' A.LYNN MILLER,P.E. MULLION FL P.E.#58705 TABLE 12A Mullion CapacityTable bafte ® w Opening Width(forveraca11y-spanring m111ions)or Opening Height(for hoftonta*Sparu'lirg mdiions) te 50 in 80 In 701n 801n 90 in 100.In 120 in 1401n 1601n k LL LL Rectangular Trap Mang. Rectangular Trap/[Hang. Rectangular Trap/TriMo. Rectangrior TreplTrlang. RectangularTrLoatilersg. Rectangular TropRriang. Rectangular TraptTrleng. Rectangular Trap/rdang. Reotangutar 'Reivniong. y p Cl 2 X 4 X.26 Loading L�n9 Loafing Leadng Loafing Loading Loacing Loadng Loading Loafing Loadng Loading Loading Loading Loafing Loading Loafing Loading 4 w Alum.Tube � O Mullion G � G � G CmCOW �SG Q{L �'G Sd' IK �. Q•. L"�'G iG ts1'G �' {f. S•G K �1'G �.G R• �' Q ted' �d Qi g'G SLG Z ( �(t. 42 In 170.0 620 170.0 435 170.0 744 170.0 478 170.0 868 170.0 506 170.0 992 170.0 619 170.0 1116 170.0 621 170.0 1240 170.0 b2t 170.0 1488 170.0 621 170.0 1735 170.0 621 170.0 1983 170.0 521 O 481n 170.0 708 170.0 524 170.0 850 170.0 584 170.0 992 170.0 830 170.0 1133 170.0 661 170.0 1275 170.0 677 170.0 1417 .170.0 680 170.0 1700 170.0 880 170.0 1983 170.0 680 170.0 2267 170.0 680 J W 60.626 In 170.0 747 170.0 583 170.0 896 170.0 634 178.0 1048 170.0 684 170.0 1195 170.0 723 170.0 5345 170.0 747 170.0 1494 ;170.0 756 170.0 1793 570.0 766 170.0 2082 170.0 756 170.0 2391 170.0 756 N 54 in 170.0 797 170.0 612 170.0 958 170.0 691 170.0 1116 170.0 764 170.0 5276 170.0 803 170.0 1434 170.0 837 170.0 1594 170.0 858 170.0 1953 170.0 861 170.0 2231 170.0 861 170.0 26W 170.0 881 (,(J ca O 0 60 in 170.0 885 170.0 701 170.0 1063 170.0 797 170.0 1240 170.0 878 170.0 1417 170.0 944 170.0 1594 170.0 996 170.0 1771 ,170.0 1033 170.0 2125 170.0 1063 170.0 2479 170.0 1063 160.8 2680 170.0 1063 (n 63 In 170.0 930 570.0 745 170.0 1118 170.0 850 170.0 1302 170.0 840 170.0 1488 170.0 1015 170.0 1673 170.0 1076 170.0 1859 !170.0 1122 170.0 2231 170.0 1169 166.7 2653 170.0 1171 145.9 2653 170.0 1171 66 In 170.0 974 170.0 788 170.0 1168 170.0 903 170.0 1364 170.0 1002 170.0 16% 170.0 1066 170.0 1753 170.0 1155 170.0 1946 170.0 1210 170.0 2338 170.0 1276 151.9 2437 170.0 1286 132.9 2437 170.0 1288 d C72 In 170.0 1053 170.0 878 170.0 1276 170.0 1009 170.0 1488 170.0 1126 170.0 1700 170.0 1228 170.0 1913 170.0 1316 170.0 2125 170.0 1387 145.6 2184 170.0 1488 124.8 2184 170.0 1529 109.2 2184 170.0 1630 g a O? e= LU 76 In 170.0 1122 170.0 937 170.0 1348 170.0 1080 170.0 1670 170.012M 170.0 1794 170.0 1322 165.1 IWO 170.0 1421 146.6 1960 170.0 1505 123.8 1950 161.6 1648 106.1 1960 1&1.0 1635 82.8 1980 162.7 1531 0 CL &Z 781n 170.0 1151 170.0 967 170.0 1381 170.0 1116 170.0 1511 170.0 1250 170.0 1642 170.0 1369 162.7 1661 170.0 1474 137A 1861 163.1 15M 114.5 1661 147.3 1473 98.2 1661 139.8 5459 85.9 1861 WA 1454 � (D , 't V- 90 90In 170.0 1328 170.0 1144 149.1 1398 156.0 1219 127.8 1398 136.0 1198 111.8 1398 121.3 1579 99.4 1398 110.2 1162 69.6 1398 101.8 1147 74.5 1398 89.8 1122 63.9 1398 82.7 1105 55.9 1398 78.8 1086 ? N Q 981n 147.4 1229 151.5 1098 122.9 1229 127.8 1079 105.3 1229 111.2 1061 92. 1229 98.9 1044 81.9 1229 89.6 1028 73.7 1229 82A 1016 61.4 1229 72.2 993 62.7 1229 65.8 977 46.1 1228 62.1 967 I-- g „ � � 108 in 103.6 971 105.8 877 86.3 971 89.0 862 74.0 971 77.2 849 84.7 871 68.4 837 611 7.5 971 81.8 826 65.8 971 66.5 816 43.1 971 49.0 788 37.0 971 44.0 782 32A 971 40.8 711 � N� �O AV 111 in 95.4 919 97.3 832 79.5 919 81.8 819 86.1 919 70.9 808 59. 19 82.9 794 63.0 919 56.7 784 47.7 819 61.8 774 39.7 919 44.8 756 34.1 919 40.2 742 29.8 919 37.1 732 W 124 In 76.6 786 76.8 718 62.9 788 6444 705 53.9 786 65.8 695 47.2 788 49.4 666 41.9 786 44.4 677 37,7 786 40.5 688 31.5 766 34.9 653 27.0 786 31.0 641 23.6 788 28A 6 it d j 1441n 43.7 648 44.2 504 36.4 548 37.0 498 31.2 646 31.9 491 27.3 846 282 485 24.3 546 25.3 479 21.8 546 '22.9 474T18.2 646 19.5 464 16.8 646 17.2 455 13.7 648 16.6 448 (� N 1 O O TABLEI2B /��p ANCHOR CAPACITY ADJUSTMENT FORMULA: g� m AnchorCapacityTable(Iba) ANCHOR CAP., T,�E m Substrate: 2.7K Concide 3.5k Cmc. HOD"CIVIL! Filled CIdU PT Wood Metal (DPS}}(� =ANCHOR CAP..o a-3 &16"Elco , 114`SS Elco &16'Elco 1/4'SS Oco #10 Steel #12 Steel #12 Steel MULLION CAP.",„T, AneharCllp Patterns Anchor type 3x16"Elco uSracm tld"Elco Utt+acon Ultmon 31t�Elco ullracm Ud Ekouflracon AggreOator Ultracm AggreGator screw(G5)Screw(G5) screw(G5) USE THIS FORMULA TO OBTAIN THE"ANCHOR Edge Distance(Iny 1" 2-u2' 1• 2-12' 3.118° 1• 2-U2' 1" 2-u2' T 3-516^ 21 0AW o.5d• 0.324' CAPACITY REQUIRED"CORRESPONDING TO AN Embedment ft 13/4• VY4' 1-14• 13'4' 2• 1-114• 1-14' 1-114• 1-114• 1414' 1-14• 2' 1-318' 1-16• varies ACTUAL PRESSURE REQUIREMENT FOR THE 2Anchors @ 4.75'ttln O.C.1 Standard orOBset CUP(r 1g.1&2X SOD lbs 390 lbs 450 lbs 690 fibs 1644 lbs 270 lbs 280 ft 354 lbs 740lbs 374 lbs 663IbS 646 ft 351 lbs 442116 560 Ibs OPENING,WHEN IT IS LOWER THAN THE MULLION 4 Anchars @ 2.88"Min.O.C.i Standard(or Offset)Clip(Fig.3y 740 lbs 740 lbs 00 lbs 14851bs 1424 lbs IUA 560 ros NIA 695lbs N/A ee0 Ibs IUA 682lbs B65lbs 1120Ibs CAPACITY(FROM THE TABLE)OF THE SELECTED MULLION.IT WILL YIELD A MINIMUM ANCHOR 6 Anchors @ 1.711 btln O.C.1 Standard(or Offset)C6p(Fig.41 fisc Ibs 0501 758 lbs 1946lbs 111A 111A 7051ts NIA 7091bs IIIA IUA IUA 1022lbs 1327 lbs 1680 lbs 4Anchors @ 3'thin.O.C.I(2)2+16 Argte Ctlps!(Fig 6X 780 lbs 7 bt 680 lbs 15190146 1fi96lbs 0146 560 tbt NIA 7601bs 748 lbs Bao lbs 1892lbs 6021os 865�s 1120 the CAPACITY WHICH MAY BE USED TO QUALIFY 6Anchols @ T 131n.O.C.1(2)2c5Angte Clips 1(I'lg.61 1170 lbs mots I=los 2340 Itis 2644 lbs 61 bs 840 lbs 111A 1140 ft1122lbs ' 1320 lbs 2838 lbs 1022116 1327 Ibs 1660 ta ADDITIONAL ANCHOR OPTIONS FROM THE 3Amh@ 1.34"Min.0.0.1 U-Clip,Into.125'Alum.(FIg.7� UTA MA NIA IUA "A IIIA IUA NIA WA NIA N/A IIIA NIA IUA 10731 ANCHOR CAPACITY TABLE. ors 6Amhors @ 0.61•Min.O.C./U-Clip,Inco.12W Alum.ft.8} N/A IUA NIA IUA II/A N1A IUA IIIA IUA I1/A IUA 18A HIA IUA 21 Iba 23 COMP Y109 Wk The 2 MOM @ 266•Mia O.CJ F-Cop(Fig 9k 370 lbs 370 lbs 315 lbs 743 IN 712 Iba N/A 280 Its NIA 3iB Ibs NIA 440 itis IUA 341 Ibs 442 Pot f60IDS 8�nal3'�lila Fiottda. 3 Anchors @ 1.71'Min.O101443 tbs 1 525146 1 379 lbs 073 lbs NIA NIA 353 lbt N/A MOMS I11A IUA IUA 511 lbs 1 664 IDs Ameptanoa NCO NOTE:FOR THE OFFSET CLIP,USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. opD CIRCLED VALUES ARE USED 1N THE EXAMPLE ON SHEET 24. � r FIGURE 1: FIGURE 2: FIGURE 3: FIGURE 4: 2.000" lama ado Product Control - • a • • • • • TABLE NOTES: • • 1)SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING.SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. ` , ''��CENSF•' .��Q FIGURE 5: FIGURE 6: 2 LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. • • • • , 4.000" _ '• No.58705 3)MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE.FOR EXACT DIMENSIONS,SEE SHEETS 21-23.HOLES TO BE DRILLED IN 250" • • • • THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23.FIGURES SHOW SUGGESTED,APPROXIMATE HOLE 'C7 t • • LOCATIONS. �� k U(/ : n'. S7ATE0- L: FIGURE 7: FIGURE 8: FIGURE 9: FIGURE 10: ANGLE CLIP 4)SUBSTRATES.CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS.HOLLOW AND GROUT-FILLED CONCRETE BLOCK UNIT �'� •'' .,FLOR1aS' (jam • • • • • (FIGURES 5&6) (CMU)SHALL CONFORM TO ASTM C-90.WOOD SHALL BE PRESSURE-TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.55. 2"X 4"X.25'MULLION S/0�Il.�� MUST BE USED ALUMINUM SHALL BE 6063-T5 AND BE A MINIMUM OF.125"THICK.STEEL STUDS TO BE A MINIMUM GRADE 33 AND.045 THICK(18 �1I • • • • IN PAIRS. GAUGE).STRUCTURAL STEEL TO BE AT LEAST.125"THICK AND A36.ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW A.LYNN MLLER,P.E. • • • • • THREADS BEYOND THE MATERIAL.#10&#12 ANCHORS INTO WOOD MAY BE STEEL,18-8 S.S.OR 410 S.S. FL P.E.#58705 TABLE 13A • a Mullion Capacity Table Ob)%2 Opening Width(for ver icaly-sparrlirg mtAlons)or Opening Height(for horizortlaiVspan Ira mullions) 50 to 80 in 70 in 80 In 00 in 100 in 120 in 140 In 180 in 201 Rectangular TreplTdam. Rectangular Treprrdang. Rectangular Treplrtlretg. Rectengdar Tra"ang. Rectangular TrWrdang. Rectangular Treplydang. Rectangular TraplTdsng. Rectangular Treptrriang. Rectangular TrwTdang. lid' 2x6x.2t3 Loading Loading Loadng Loading Loading Loading Loading Loading Loading Loading Loading Loading loading Loading Loading Loading Loading Loading °1 Alum.Tube v Mullion � � � f- s �.. ., ° �� a .. .. d3 di 113 a f3 d`�� c`� d3 t`� c`� �a d`� a t`� c� cV 211 1 51 1 12 42 In 170.0 820 170.0 435 170.0 744 170.0 478 170.0 888 170Is .0 508 170.0 092 170.0 519 170.0 1118 170.0 521 170.0 1240 170,0 62S 170.0 1488 170.0 521 170.0 1735 170.0 $21 170.0 1883 170.0 521 W 4811 170.0 708 170.0 524 170.0 850 170.0 584 170.0 902 170.0 830 170.0 1133 170.0 881 170.0 1275 170.0 877 170.0 1417 170.0 680 170.0 1700 170.0 680 170.0 1 W 170.0 880 170.0 2287 170.0 660 50.625 In 170.0 747 170.0 563 170.0 896 170.0 631 170.0 1048 170.0 684 170.0 1195 170.0 723 170.0 1345 170.0 747 170.0 1494 .170.0 756 170.0 1793 170.0 758 170.0 7092 170.0 758 170.0 2391 170.0 750 541n 170.0 797 170.0 812 170.0 056 170.0 691 170.0 1118 170.0 754 170.0 1275 170.0 803 170.0 1434 170.0 837 170.0 1584 170.0 856 170.0 1913 170.0 881 170.0 ?231 170.0 861 170.0 2550 170.0 861 111.1 O 60 In 170.0 885 170.0 701 170.0 1063 170.0 797 170.0 1240 170.0 878 170.0 1417 170.0 944 170.0 1594 170.0 896 CO 170.0 1771 ,170.0 1033 170.0 2125 170.0 1083 170.0 2478 170.0 1063 170.0 2833 170.0 1083 F- 63 - cMp 631n 170.0 930 170.0 745 170.0 1118 170.0 850 170.0 1302 170.0 940 170.0 1488 170.0 4015 170.0 1873 170.0 1078 170.0 1859 170.0 1122 170.0 2231 170.0 1168 170.0 2803 170.0 1171 170.0 2075 170.0 1171 Cc 66 in 170.0 974 170.0 789 170.0 1189 170.0 903 170.0 1364 170.0 1002 470.0 1558 170.0 1086 170.0 1753 170.0 1155 170.0 4948 170.0 1210 170.0 2338 170.0 1275 170.0 2727 170.0 1286 1170.0 3117 170.0 1286 Z �C 721n 170.0 1063 170.0 878 170.0 1275 170.4 1009 170.0 1488 170.0 1128 170.0 1700 170.0 1228 170.0 1913 170.0 1315 170.0 2126 170.0 1387 170.0 2550 170.0 1488 170-0 2975 170.0 1529 170.0 3400 170-015W S� 78 in 170.0 1122 170.0 937 170.0 1348 170.0 1080 170.0 1570 170-0 1209 170.0 1794 170.0 1322 170.0 2019 170.0 1421 170.0 2243 170.0 1505 170.0 2692 170.0 1829 170.0 3140 170.0 1694 170.0 3589 170.0 1705 (L Z g 78 in `170.0 1151 170.0 867 170.0 1381 170.0 1118 170.0 1011 170.0 1250 170.0 1842 170.0 1369 170.0 2072 170.0 1474 170.0 2302 170.0 1584 170.0 2763 170.0 1700 170.0 3223 170.0 1777 170,0 3683 170.0 1706 = d. go In 170.0 1328 170.0 1144 1170.0 1584 170.0 1328 170.0 t859 170.0 1498 170.0 2125 170.0 1053 170.0 2391 170.0 1793 170.0 2858 170.0 1918 170.0 3188 170.0 2125 150.0 3413 174.0 2273 138.5 3413 170.0 2361 ~ � d Cn � Q = Z N O lr10898 In 170.0 1417 170.0 1232 170.0 1700 170.0 1434 170.0 1983 170.0 1822 170.0 2287 170.0 1794 170.0 2550 170.0 1952 170.0 2833 170.0 2095 160.0 3199 170.0 2338 137.1 3199 186.8 2470 120.0 3199 155.1 2428 N All- 108 in 170.0 1594 170.0 1409 170.0 1413 170.0 1847 170.0 2231 170.0 1870 170.0 2550 170.0 2078 164.8 2781 170.0 2271 148.3 2781 1161.9 2333 123.8 2781 140.4 2281 105.9 2781 125.9 2234 02.7 2781 116.0 2190 W .�j III In 170.0 1838 170.0 1454 170.0 1966 170.0 1700 170.0 2283 170,0 1932 170.0 2821 170.0 2149 151.8 2632 182.3 2245 136.8 2832 148.4 2216 113.8 2832 128.4 2188 87.8 2832 115.! 2128 85.4 2632 108.3 2008 � X Y Y 1201n 170.0 1771 170.0 1586 170.0 2125 170.0 1859 154.4 2252 159.9 1991 135.1 2252 141.4 1964 120.1 2252 127.2 1838 108.1 2252 416.1 t9f5 90.1 2252 99.8 1872 77.2 2252 88.9 1838 87.6 2252 81.4 11808 V X ¢ N 1441n 125.1 1584 128.6 1445 104.3 1584 108.1 1425 68.4 1584 01.5 1407 78.2 1584 80.7 1390 69.5 5584 72.3 1373 62.6 1504 85.7 4358 52.1 1564 58.0 5330 44.7 1564 48.2 1305 39.1 1564 44.4 1283 d „N Z fA ANCHOR CAPACITY ADJUSTMENT FORMULA: Ic 09 V) TABLE13B g Anchor Ca aci Table Ibs ANCHOR CAP.F�, �-� Substrata: 2.7k Concrete 3.5k Como. Hollow CMU Filled CMU PT Wood Metal (DP,",)X )=ANCHOR CAP.,,. % Anchor Type: 3116•Elco ulUacan 114•Eloo Ullracoxt 5118'Elco 3118Edo Uttraoon 1141 Edo Ultrecon 114'SS Elco 511G Etco 114"SS Elco #10 Steel #12 Steel #12 Steel MULLION CAP. ,,,. • Uliracon AggreGstdr uttraoon AggreGator screw{d35} screw(05) Screw(135) USE THIS FORMULA TO OBTAIN THE"ANCHOR Anchor Clip Paftems Edge Distance(in): 1' 2-112' 1" 244 31/8• 1• 2-lir 1' 2-1w 2' 3.11W 2' 0.48• 0.54' 0.324" CAPACITY REQUIRED"CORRESPONDING TO AN Embedment pnr 1-314• 1-314' 1-314" 1-3/4• T 1-114• 1-114' 1-114• 1-114• 1414" 1-114• 2' 1-318' 1-3/8' >erles ACTUAL PRESSURE REQUIREMENT FOR THE 2Anchors Q 4.75'Mtn.O.C.i Standard or dNSetCltp{Flg.1&2g 390 Ibs 390 Ibs 450 lbs 890 lbs 1644 Ibs 270 Ibs 280 lbs 354 Ibs 740 tbs 374 lbs 664 Ibs so lbs 341 Ibs 442 Ibs 560 ft OPENING,WHEN IT IS LOWER THAN THE MULLION 4 Anchors®4.88•Min.0.0.1 Standard(orOf(sel)Clip(Fig.3): 780 Ibs 780 Ibs go Ibs 1780 The 3232 Ibs 540 Ibs 560 Ibs 708 Ibs 1460 Ibs 748 Ibs 12721ba 1892 Ibs 682 Ibs 8$5 lbs 1120 Eos CAPACITY(FROM THE TABLE)OF THE SELECTED BAnohom @ 1.71'Min.O.C.I Standard WOtlset)Clip(Fig.4): 1180lbs 1400 lbs 1010 lbs 2505 We NIA {WA 940 Ibs WA 1065 lbs WA WA {VIA 1363 Ibs 1770 Ibs 2240 Ibs MULLION.IT WILL YIELD A MINIMUM ANCHOR 4 Anchors @:r Min.O.C.1(2)2x5 Angle Clips 1(Fig.5k 7801bs 7801os 680 ft 1560 lbs 1888 los 540 Ibs 560 ft WA 780 Ibs 748 We 680 Ibs 1892 lbs 882 Ibs 895[be 1120 Ibs CAPACITY WHICH MAY BE USED TO QUALIFY 8 Anchors®3'Min.O.C.1(2)2x5 Angle Clips 1(Fig.6}: 1560 Ibs 1560 Ibs 1300 lbs 3120 Ibs 3792 Ibs 1080 9rs 1120 Ibs WA 1520 Ibs 1498 Ibs 1760 lbs 3784 lbs 1363 ibs 1770 Ibs 2240 Iba ADDITIONAL ANCHOR OPTIONS FROM THE 12 Anchors @ 1.5'Min.O.C.1(2)2x5 Angle Clips I(Fig.7): 1880 Ibs 2100 lbs 1440 fbs 3780 Ibs WA WA 1320lbs WA 1500 Ibs WA WA WA 2045 Ibs 2654 tbs 3380 Ibs ANCHOR CAPACITY TABLE. tLOBUCI REVISED 4 Anohors®1.34•Min.D.C.1 U-Clip,Into.125"Alum.(Fig.8}; WA WA WA WA WA WA WA WA WA WA WA NIA WA WA 1430 ft COvVIyIng with ft Florida 8 Anchors @ 8.64'kiln.O.C.I U-Clip,Into.125•Alum.(Fig.9): WA WA WA WA WA WA WA WA WA WA WA WA WA NIA 2861 Ibs I---2.000"--i ,� -� 2 Anchors @ 4.88'Min.0.01 F-Ciip(Fig.110): 390 Ibs 390 tbs 450 Ibs 890 Ibs 1616 Ibs 270 Ibs 280 Ibs 354 lbs 740 ft 374 Ibs 636 Ibs 946!bs 341 Ibs 442 Ibs 560 Ibs T3St8 4 Anchors @ 1.71`Mtn_O.C!F•Oip(Fig.i it 590 lbs 700 Ibs W5ft 12981bs WA WA 470 Ibs WA 533 tbs WA .WA WA 682 Ibs WS lbs 4120 Ibs 250" NOTE:FOR THE OFFSET CLIP,USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CLIP. TABLE NOTES: '.fiami Dade ProduG Cd+niroi � FiGURE 1: FIGURE 2: FIGURE 3: FIGURE 4: FIGURE 8: FIGURE 9: FIGURE 10: FIGURE 11: 1 SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON • • + + • • + • • • • • LOADING.SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 2)LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS 1S ALLOWABLE. 8.000" 3)MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE.FOR EXACT DIMENSIONS,SEE SHEETS • • • • • ' '• + • 21-23. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23.FIGURES SHOW SUGGESTED,APPROXIMATE HOLE LOCATIONS. e O _ FIGURE 5: FIGURE 6: FIGURE 7: ANGLE `� G F�' :, s + + + • 0 • + + CLIP 4 SUBSTRATES:CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS.HOLLOW AND GROUT-FILLED / S'AT£ (FIGURES CONCRETE BLOCK UNIT(CMU)SHALL CONFORM TO ASTM C-90.WOOD SHALL BE PRESSURE-TREATED %off` PtORXV. • + • • • ' • • 5-7) YELLOW SOUTHERN PINE WITH AN SG OF 0.55.ALUMINUM SHALL BE 6063-T6 AND BE A MINIMUM OF.125` ��,�^ MUST BE THICK.STEEL STUDS TO BE A MINIMUM GRADE 33 AND.045"THICK 18 GAUGE).STRUCTURAL STEEL TO S/©N�� • • • • + • • • USED IN BEAT LEAST.125"THICK AND A36.ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW I!I r 1 1 1 PAiRS. 2'x 8"X.25• A.LYNN IuiIL�ER, P.E. THREADS BEYOND THE MATERIAL.#10&#12 ANCHORS INTO WOOD MAY BE STEEL,18-8 S.S.OR 410 S.S. MULLION FL P.E.#58705 TABLE 14A Mullion Capacity Table bslfEs Opening Width(for vartically-spanning mullions)or Opening Height(for horiz ntally-spanning mullions) $ a 50 In 601n 70 In 80 In 90 In 100 in 120 in 1401n 160 in O Rectangular TtaprMano. Ratangular Traprmang. Rectangular Trapr7daM. Reotangular Trap/rriang. Rectangular TreprTriarg. Rectangular Trep/rniarg. Rectangular TraptTriang. RedangWar Trep/irtang. Rectangular TreptTriang. qi 1 1.28"x 2.11" Loading Loacsng Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Loading Ode u x.126"Alum _ _ _ _ _ _ _ 9' Tube Mull + alb, I a G +� 1 � �� G " U)1 00 �••6'G c. 4. d G d G IF. �' �i{L S'G 1 11d G �' F rL .0 C d G g y V l 42 In 144.2 526 167.0 428 120.2 526 148.9 419 103.0 525 138.01 414 90.1 1 626 134.6 411 60.1 526 134.1 411 721 526 1134.1 411 60.1 526 134.1 411 61.5 526 134.1 411 45.1 626 134.1 411 48 In 98.6 403 108.0 333 80.6 403 94.7 326 69.0 403 86.4 320 S0.4 1 403 81.4 317 53.7 403 79.1 316 48.3 403 78.6 314 40.3 403 78.6 314 34.5 403 78.6 314 30.2 403 78.6 314 J W 50.626 in 82.3 362 91.0 301 68.6 362 79.3 294 58.8 362 71.9 289 51.6 1 362 67.2 286 45.7 362 64.8 284 41.2 382 63.6 283 34.3 362 63.5 283 29.4 362 63.6 283 26.7 362 63.5 283 g N 54 In 67.8 318 74.1 267 68.6 318 64.2 281 48.5 318 67.7 266 424 318 53.5 253 37.7 318 60.8 260 $3.9 318 49.5 249 28.3 318 49.1 248 24.2 3i8 49.1 248 21.2 318 49.1 248 W CD 1� 60 In 49.6 258 53.1 219 41.2 258 46.7 214 35.3 268 40.7 210 30.9 258 37.2 207 27.6 258 34.9 204 24.7 258 :33.4 203 20.6 258 32.2 201 17.7 258 322 201 16.6 268 322 2111 CIS LLI 63 in 42.7 234 45.6 200 35.8 234 39.1 195 30.5 234 34.7 192 26.7 234 31.6 189 23.7 1 234 29.4 1 186 21.4 234 28.0 184 17.8 234 28.8 183 15.3 234 28.5 183 13.4 234 28.5 163 4 68 In 37.2 213 39.4 1 183 31.0 213 33.7 179 28.5 213 29.8 176 23.2 213 27.0 173 2D.8 213 25.1 170 18.6 213 23 7 169 15.5 213 22.2 167 13.3 213 220 168 11.8 213 71.0 166 Z 721n 28.6 179 30.1 165 23.9 179 25.6 152 20.4 179 22.5 149 17.9 179 20.3 147 16.9 179 18.7 145 1 1 J W 761n 24.3 161 26.4 140 20.3 161 21.8 137 17.4 161 19.0 135 16.2 161 17.0 133 20 0 Z 78in 226 162 23.5 133 111.8 162 199 131 16.1 162 17.6 128 Iz-� " Q C TABLE 14B ANCHOR CAPACITY ADJUSTMENT FORMULA: Q x " Anchor Capacity Table Qbs Z DP j ANCHOR CAP.,�,,,,,�\=ANCHOR CAP.,,,, � X� �� P 3rbetrate 2.7kCoot Fete 3.1%com. HDROWChtU FIHedClAu PT Wood htdaf ( .)X(MULLIONCAP.F„„./ � M Arxhor Type. 3116'Elco Unracon 110 Elco Ullmon 5/16"Eko 3f16"E1coUltraton 1/4"Elco Ultracan 1/4`SS Ekd 5Ji6"Eko V41SS Eko #10 Steel #12 Steel #12 Steel W N AnchorCtip Patterns Udracen AggreGator, Ultracon AggreGator screw(ux'+) Screw(G5) Screw(G5) USE THIS FORMULA TO OBTAIN THE ANCHOR W X Y Y Edge oistanca(iny 1" 2-1iz' 1* 2-U2' 3-Val 1^ 1 2-t/2' 1- 2-1W 2' SAW r D.48r 0.64• D.,24' CAPACITY REQUIRED CORRESPONDING TO AN �L (0U? In Embeftent(In} 13&41 1314` 13&4" 1314" 2• 14x4• 1-1&4' 1-V4^ 1-v4" 1-1/4" 1/4• r 1-W 1-yr vales ACTUAL PRESSURE REQUIREMENT FOR THE U " Q O 0 4 AMhws®3^titin.O.C./ 2c5Angle Caps 1(Fig.1x 7801bs 780Itis 680 Lbs 156014s IMM 540 Ibs SW Ins MA 760 Itis 748 Ibs aso It)e ta9z Ins 692 Ins abs 14301bs OPENING,WHEN IT IS LOWER THAN THE MULLION 9 z O O CAPACITY(FROM THE TABLE)OF THE SELECTED n-g 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 25 FOR INFORMATION ON LOADING. wttlplylilg with the Florida SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. I uddins00& cxptanc0 No .s 2)LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. , iral3ps;.Ot► FIGURE 1: 3)MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE.FOR EXACT DIMENSIONS,SEE SHEETS 21-23. ' HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 2.116• Miarril�e Product ntrol FIGURES SHOW SUGGESTED,APPROXIMATE HOLE LOCATIONS. i i t 1 1 1 11// 125° ANGLE CLIP MUST BE USED IN PAIRS. 4)SUBSTRATES:CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS.HOLLOW AND GROUT-FILLED CONCRETE BLOCK UNIT(CMU)SHALL CONFORM TO ASTM 0-90.WOOD SHALL BE PRESSURE-TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.55.ALUMINUM SHALL BE 6063-T5 AND BE A MINIMUM OF.125" 1 F THICK.STEEL STUDS TO BEA MINIMUM GRADE 33 AND.045"THICK(18 GAUGE).STRUCTURAL STEEL TO BEAT 1.26'X 2.11'X.125"MULLION No. 58705 " LEAST.125"THICK AND A36.ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND (INTEGRAL FIN MULLION) THE MATERIAL.#10&#12 ANCHORS INTO WOOD MAY BE STEEL,18.8 S.S.OR 410 S.S. - ,�o� 5 NTE IF "CORION. �''�S�olVA4�1��•.��• A.LYNN MILLER, P.E. FL P.E.#58705 TABLE 15A z Mullion Capacity Table(IbsHt Opening Width(for ver icaily-spanning mUllons)or Opening Height(for horizontsllyspamira mtglons) x te 501n 601n 701n 801n So in 1001n 120 in 1401n Isola $ O 0 Rootangufar 7taplTdang. Rectangular Traplydang. Rectangular Trap►111aag. Rectangrdar TraplTdang. Rectangular TrapJTdeng. Rectangular Traprldang. Rectangular TraprTdang. Rectangular TrapiTdang. Recteagular TrspdTdang. n 3.26"30 Loading Loafing toadng Loading Loading Loading Loading Loading Loading Loading Loafing Loafing Losdtng Loading Loading toadn9 Loading Loading o;t' U DEG.AL _ _ _ _ _ _ �'_ �.. _ �_ �, _ � BAY MULL ' _ _ � a a'- � ,, ' NCa �-- o a �. o t: sib a =V- w 91 y r� 2 ,I I d# ' - -�e 2 -k I d� a l 0 L to 42 in 170.0 620 170.0 435 170.0 744 170.0 478 170.0 868 170.0 508 170.0 002 170.0 518 170.0 1116 170.0 521 170.0 1240 170.0 521 170.0 1488 170.0 521 170.0 1736 170.0 621 148.1 5740 570.0 521 W 46 In 170.0 708 170.0 524 570.0 850 170.0 684 170.0 992 170.0 630 170.0 1133 170.0 661 170.0 1275 170.0 677 170.0 1417 170.0 680 162.2 1522 570.0 680 130.5 1522 170.0 680 144.2 1522 170.0 680 50.626 in 170.0 747 170.0 363 170.0 888 170.0 631 170.0 1048 170.0 684 170.0 1185 170.0 723 170.0 1345 170.0 747 1842 1443 970.0 756 136.8 1443 170.0 768 117.3 1443 470.0 786 102.6 1443 470.0 766 im 64 In 170.0 787 110.0 612 170.0 956 170.0 881 170.0 1116 170.0 764 170.0 5275 170.0 803 t60.4 5353 170.0 837 144.3 1353 170.0 856 120.3 9353 170.0 WI 103.1 1353 170.0 861 80.2 1353 170.0 861 w co O 0 60 In 170.0 885 170.0 701 170.0 1063 170.0 797 107.0 1218 170.0 878 148.1 1218 170.0 044 129.9 1218 159.8 836 116.8 1218 152.1 924 87.4 1218 146.5 913 83.5 1216 146.1 913 73.1 1218 146.9 813 }�- J 63 In 170.0 930 170.0 745 170.0 9116 170.0 850 160.2 1150 168.8 933 131.4 1160 163.0 914 116.8 1150 141.9 898 105.1 1160 134.2 085 87.6 111150 928.7 871 76.1 1`160 126.2 $70 85.7 Me 126.2 870CL 2 LLI 0. 1048 145.8 864 114.3 1048 133.1 880 101.6 1048 123.4 839 91.4 1048 116.6 830 76.2 1048 109.4 821 65.3 1048 108.2 818 57.1 1048 108.2 818 Z (n o 60 In 170.0 974 170.0 789 152.4 1048 165.8 881 130.6 -4fa - W 72 in 140.8 880 147.9 764 117.4 880 126.0 748 1Q0.6 880 110.8 734 880 880 100.0 722 78.2 880 02.0 712 70.4 SW 86.2 703 58.7 800 79.2 693 60.3 880 76.5 688 44.0 880 76.4 888 76 in 119.7 790 126.1 690 99.8 790 106.4 676 85.5 790 93.3 663 14.8 790 83.9 852 88.6 700 76.8 643 59.9 790 71.7 635 40.9 700 65.1 624 42.8 790 62.1 699 37.4 790 6t.5 611 Q � I r- aZ 781n ito.8 760 116.5 657 92.3 760 88.1 644 79.1 760 85.9 632 89.2 760 J7.1 621 69.5 760 70.6 812 55.4 750 65.7 605 48.2 750 59.4 694 38.8 750 66.2 588 34.6 760 65.5 586 90 In 72.I bS3 74.4 600 60.1 663 62.9 481 51.5 563 54.8 483 45.1 683 48.9 475 40.1 663 44.4 468 36.1 563 40.0 462 30.0 663 38.2 452 25.8 683 33.3 445 22.5 663 31.8 442 Q m Z co O H W m O e- 96 in 58.4 405 61.1 443 49.6 495 61.6 435 42.4 495 44.8 427 37.1 485 39.0 421 33.0 495 36.1 415 29.7 495 1 33.2 409 24.8 495 1 29.1 400 21.2 495 26.6 394 ISA 495 26.0 $90 (1) LLI i 1081n 41.7 391 42.6 353 34.8 391 35.9 348 29.8 391 31.1 342 26.1 391 27.6 337 23.2 391 24.9 333 20.8 1 391 22.8 328 17.4 391 59.7 321 14.9 391 17.8 316 Y Y Ill In 38.4 370 39.2 335 32.0 370 33.0 330 27.6 370 28.6 325 24.0 370 25.3 320 21A 370 22.6 346 19.2 370 20.9 312 16.0 370 18.1 305 FLLr' 0 (A (n 1201n 30.d 317 30.9 289 25.3 317 28.0 284 21.7 317 22.5 280 10.0 317 19.9 276 1&0 317 17.9 273 U M Q 0 0 Z 1441n 17.6 220 f7.8 203 � a 1§0� TABLE 15B ANCHOR CAPACITY ADJUSTMENT FORMULA: Anchor Ca aci Table lbs ANCHOR CAP. .,,tom Substrate: 2.7k Concrete 3.6k Cono. Hollow CMU Filed CMU PT Wood Metal (DP..)X =ANCHOR CAP.,,,. MULLION CAP., 5J16•Elco 114'SS Elco 5118'Elco 114'SS Elco 1110 Steel 912 Steel #12 Steel Anchor Clip Patterns Anchor Type: 3116`Elco UlUacoa 114'Ecco Uluacon Ultracon 3116'Elco Ullracon 114'Elco U1Vaaan AggreGator Macon AggreGator Screw(65) Screw(G5) Screw(G5) USE THIS FORMULA TO OBTAIN THE"ANCHOR Edge Ixslance(tax 1- 2412 1' 1 2-1/7 3.118" 1- 2-1n' r 2411x' 2' 3.11a r 0.4e 0.54' 0.324' CAPACITY REQUIRED CORRESPONDING TO AN Embedment(Ink 1-314' i V4' 1-314' 1-314' 2' 1-114• 1-114' 1-1W 1-114* 1414• 1-114' 2' "r 1-316• %edes ACTUAL PRESSURE REQUIREMENT FOR THE 2Anctara®3'Min O.C.1(2)2x5 Angle Clips/(Fig.1r 39011. 3901bs 450 The 690 lbs 1700 Ills 2701bs 280 lbs 354 Ws 740 fibs 3741bs 720 lbs 84811. 341 lbs 442 lbs 5W Ills OPENING,WHEN IT IS LOWER THAN THE MULLION 4 Anobors®3.5'Min.O.C.1(2)2x5 Angle Gips I(ft.2yj 760 lbs 78011. 790 Ills 1670 lbs 2525 It- 530 lbs WO lbs WA 1120 lbs 7481bs 880 lbs 1892 lbs 662 Ins 685 lbs 1120 lbs CAPACITY(FROM THE TABLE)OF THE SELECTED eAnohors@2.71-MirLO.C.1(2)2x5AnoteOlps/(Ffg.3YI 1120 lbs 5120 lbs 958 lbs 2246 lbs 2254 The WA 840 lbs WA 1059 lbs WA 1320 lbs WA 1022 lbs 1327 lbs 1680 ft MULLION.IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE RODUC T REVISED ANCHOR CAPACITY TABLE. is complying with the Flo do FIGURE 1: 3ulldingCodo .„o TABLE NOTES: 014- • • 1)SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. term ad®i're uct Control FIGURE 2: 2)LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. lIf l 1111 3)MULLION AND MULLION CUPS SHOWN ARE NOT TO SCALE.FOR EXACT DIMENSIONS,SEE SHEETS 21-23. 125" \�� ©N`{ LY11tA� M� • • • • HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. i FIGURES SHOW SUGGESTED,APPROXIMATE HOLE LOCATIONS. 30° 3.250* Nc. 58105 4)SUBSTRATES:CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS.HOLLOW AND GROUT-FILLED FIGURE 3: CONCRETE BLOCK UNIT(CMU)SHALL CONFORM TO ASTM C-90.WOOD SHALL BE PRESSURE-TREATED • • • • YELLOW SOUTHERN PINE WITH AN SG OF 0.55.ALUMINUM SHALL BE 6063-T5 AND BE A MINIMUM OF.125" ail "-U THICK.STEEL STUDS TO BE A MINIMUM GRADE 33 AND.045"THICK(18 GAUGE).STRUCTURAL STEEL TO BE AT 30'BAYS ;' �v, LEAST.125"THICK AND A36.ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND MULLION F� T(' \ : • • THE MATERIAL.#10&#12 ANCHORS INTO WOOD MAY BE STEEL,18-8 S.S.OR 410 S.S. �� ......... ANGLE CLIP(FIGURES 1-3)MUST BE USED IN PAIRS. A.L{�NIVllV11L•LAR,P.E. FL P.E.#58705 TABLE 16A ® A Mullion Ca ac Table IbSIW Opening Width(for vertically-spading mullions)or Opening Height(for horizorrttaN-spardng mtflons) u- 60 In 60 In 70 In 80 to 90 in 100`1n 120 In 1401n 1601nIva 0 Rectangular Trap/rdang. Rectangular Trep/rdang. Rectangular TraplTdarg. Rectangular TreplTdang. Rectangular TraplTdam. Rectangular TnaWflang. Rectangular TrarpJTdang. Rectangular Traprfdang. Rectangular TrapfTdang. 01 L" 3.25"46 Loading Loading Lading Loading Loading Loading Loading Loading Loading Loading Loading Lading Loading Loading Loading Loading Loading Coating g:4 U re DEG AL _ .. .. .. .. .. . .� .. N BAY MU 1pp qy : �ryp¢ �pggp ltt¢ c. �t�pp} �(ppQc` W t 14 m e c g e e o o cd ' N W s Z 0 421n 170.0 BM 170.0 435 170.0 744 170.0 478 170.0 868 170.0 606 170.0 092 170.8 519 170.0 Ills 170.8 521 170.0 1240 170.0 621 170.0 1488 170.0 521 170.0 1735 170.0 521 180.3 1871 170.0 521 W 481n 170.0 708 170.0 524 170.0 850 170.0 584 170.0 092 170.0 630 170.0 1133 170.0 681 170.0 1275 170.0 677 170.0 1417 '170.0 680 183.7 1637 170.0 680 140.3 1637 170.0 680 122.8 1637 170.0 680 _ N 50.625 in 170.0 747 170.0 563 170.0 896 170.0 631 t70.0 1046 170.0 684 170.0 1195 170.0 723 170.0 1345 170.0 747 170.0 1494 '170.0 758 147.1 1552 470.0 766 USA 1552 170.0 768 110.4 1552 170.0 758 W o Q 641n 170.0 797 170.0 812 170.0 958 170.0 691 170.0 1116 170.0 754 170A 1275 170.0 803 170.0 1434 170.0 037 155.2 1455 170.0 856 129.3 `1455 170.0 881 110.8 1455 170.0 881 97.0 1455 170.0 881 :3 � � �J 6a in 170.0 885 170.0 701 170.0 1063 170.0 797 170.0 1240 170.0 878 157.1 1305 170.0 944 139.7 1309 170.0 998 125.7 1308 183.5 994 104.6 1300 157.1 982 89.8 1309 157.1 982 78.8 1309 157.1 B82 J 83In 170.0 930 170.0 745 170.0 1148 170.0 850 162.9 1247 170.0 940 142.5 1247 164.5 983 128.7 1247 152.8 965 114.0 1247 144.3 052 95.0 1247 138.2 936 81.4 11247 135.7 935 71.3 1247 135.7 935 "M W r 60 in 170.0 974 170.0 789 170.0 1169 170.0 903 148.4 1190 163.7 985 129.9 1590 147.0 045 115.4 1190 136.5 028 103.9 1190 128.4 914 88.8 1190 119.5 896 74.2 1190 It" 893 84.0 1100 118.1 893 g �� c 72 In 161.6 1010 169.8 877 134.7 1010 144.6 859 115.4 1010 127.2 842 101.0 1010 414.7 028 89.8 1010 105.6 817 80.8 1010 98.9 807 67.3 1010 00.8 795 57.7 1010 67.6 790 50.5 1010 87.7 780 Z J R 78 In 137.4 908 143.6 792 114.5 908 122.0 775 08.1 906 107.1 761 85.9 900 08.2 749 76.3 906 08.2 738 88.7 908 82.3 729 57.3 808 74.7 718 49.1 90B 71.2 710 42.9 908 70.8 708 On X 78 In 127.1 861 132.5 754 105.9 861 112.5 738 90.8 881 98.6 725 79.4 WI 88.5 713 70.6 861 81.0 703 63.8 861 75.4 694 53.0 881 88.1 681 45.4 881 84.5 875 39.7 861 63.7 872 Z Q Q O 801n 82.7 848 85.4 574 88.0 648 72.1 584 69.I 648 82.9 554 51.7 848 56.1 545 46.0 646 50.9 537 41.4 848 47.0 SW 34.5 846 41.5 619 29.5 048 38.2 551 25.9 848 36.5 507 m Z c 1- W U 96 in 88.2 588 70.1 508 58.8 588 59.1 499 48.7 588 51.4 401 42.6 666 45.8 483 37.8 688 41.4 476 34.1 588 38.1 470 28.4 568 33A 459 24.3 We 30.5 452 21.3 668 28.7 447 (� L� o CD MT- 1081n 47.9 449 48.9 405 39.9 449 41.2 399 34.2 449 35.7 393 29.9 449 31.7 387 28.8 449 28.8 302 23.9 449 28.1 377 20.0 449 22.7 388 17.1 449 20.4 361 15.0 449 16.9 358 Y Y 111 In 44.1 425 45.0 385 38.8 426 37.9 379 3t.5 425 32.8 373 27.6 425 29.1 387 24.6 425 28.2 382 22.1 426 24.0 358 18.4 425 20.7 350 16.8 425 18.8 343 Of 0 to t>31 o IN In 34.9 364 36.5 331 20.1 384 29.8 326 24.9 364 25.8 321 21.8 304 22.8 317 t9.4 364 20.5 313 17.5 364 18.7 309 act- 4 ,00 0 144 In 20.2 253 20A 233 16.8 253 17.1 230 5 a m� TABLE 166 ANCHOR CAPACITY ADJUSTMENT FORMULA: , Anchor Ca acl TableIbs (ANCHOR CAP.,°,,,,� ANCHOR CAP...2.7k Concrete 3.5k Conc. Rogow CMU Fled CMU PT Wood Metal (DP.)X`MULLION CAP.�,,,,-/ 5116'ElanU4•SS Elco 5116'Efoo 114'SS Elco #10 Steal #i2 steel #12 Steel Anchor Clip Patterns Anchor Typeultracon. 3116'Eko Ultrecon 114'Elco Ultracan 3118'Elco Ultracon 1/4'Elao Ultracon AggreGator ulitaaon AggraGetor screw(G5) screw(G5) straw(G5) USE THIS FORMULA TO OBTAIN THE"ANC HOR CAPACITY REQUIRED"CORRESPONDING TO AN Edge Distance(in): 1" 2112' 1• 2.112' 3-110- 1' 2-1w 1• z-1n• 2• 3-118' 2• 0AW o.54• 0.324° Embedment(Ink 1.314' 1-3/4' 1-314' 1-314• T 1-114' 1-1/4' 1-1/4' 1-1/4' 1-114• 1-U4• 2- 1-31W `1318' ACTUAL PRESSURE REQUIREMENT FOR THE %Gdea 2 Anchors 6'Atln O.0!(2)2x5Angfo Caps/(FIg.1} 3901bs 390 Ibs 450lbs 890 rbs 17001bs 270 Ibs 2801bs 354 it>s 7401bs 3741bs 720 lbs gas Ibs 341 lbs 4421bs 560Ibs OPENING,WHEN IT IS LOWER THAN THE MULLION 4 Anchors @ 3.5'Min.O.C./(2)2X5 Angie Cops 1(Frg.2): 780 lbs 780 lbs 7801bs 1870 lbs 2525lbs boo lbs S60lbs WA 9 120 lbs 740 Ebs 880 lbs 1892 lbs 682 roe 665 lbs 1120 lbs CAPACITY(FROM THE TABLE)OF THE SELECTED MULLION.IT WILL YIELD A MINIMUM ANCHOR 6 Anchors @ 2.71"Miry.O.C.1(2)2x5 Angle Clips 1(1`19.3): 1120 lbs 1120 lbs 958lbs 2246lbs 2254 lbs WA 840 lbs NIA 1059 lbs WA 13201bs WA 1022lbs 1327 lbs 1680 lbs CAPACI 'WHICH MAYS USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ppwouc r raw w[t1t 91 Mali" ANCHOR CAPACITY TABLE. P3 con1plyin$ Building Cc& FIGURE 1: TABLE NOTES: A }Jatc 7 • • 1)SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. By SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. Mi PkoduetConaof` 2)LINEAR INTERPOLATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. FIGURE 2: 3)MULLION AND MULLION CLIPS SHOWN ARE NOT TO SCALE.FOR EXACT DIMENSIONS,SEE SHEETS 21-23. ��`�.�� •'"'• • • • • HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 125" 45° �� 10ENSF FIGURES SHOW SUGGESTED,APPROXIMATE HOLE LOCATIONS. ' N0.58705 4)SUBSTRATES:CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS.HOLLOW AND GROUT-FILLED 3.250" FIGURE 3: CONCRETE BLOCK UNIT(CMU)SHALL CONFORM TO ASTM C-90,WOOD SHALL BE PRESSURE-TREATED • • • • YELLOW SOUTHERN PINE.WITH AN SG OF 0.55.ALUMINUM SHALL BE 6063-T5 AND BE A MINIMUM OF.125" THICK.STEEL STUDS TO BE A MINIMUM GRADE 33 AND.045 THICK(18 GAUGE).STRUCTURAL STEEL TO BE AT q5°BAY (� STATE VJ LEAST.925"THICK AND A36.ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND MULLION • • • THE MATERIAL.#10&#12 ANCHORS INTO WOOD MAY BE STEEL,18-8 S.S.OR 410 S.S. ANGLE CLIP(FIGURES 1-3)MUST BE USED IN PAIRS. A.LYW MILLER,P.E. FL P.E.#58705 F•»1.000"-f h'-1.250°--1 ® {�' •r --j 1.000° ►i 1.000" �- # -1.266" ►{ U. .125" �M 1.000" 1.000" �-- f a .125" .125" c� � 3.125" 3.188` rd 2.754" 2.750`a.6510" 25' -125" uY .125" 125" 2.116" N 2.000' 2.000" .285" " m 125" CO) �N N r.125° 375" 3716 500" T r p 1L T 1 .900" t -j _ 1`X 2'X.125"MULLION 1'X 2'X.375'MULLION 1"X 2.75"X.375*MULLION 1"X 2.76"X.650"MULLION. 1"X 3.125"X.5"MULLION 1.25`X 3.188`X.265 MULLION 1.28`X 2.11'X.125`MULLION 8063-T6 ALUM. 6063-T6 ALUM. 6063-T6 ALUM. 6083-T6 ALUM. 6063-T6 ALUM. 6083-T6 ALUM. 6063-T6 ALUM. � Q 0 X-SECTION X-SECTION LU p X-SECTION X-SECTION X-SECTION X-SECTION X-SECTION Z co CO) O m r--.125" .125 -"I 1--.125" TABLE A Z W I I 2X5 ANGLE CLIP 22, 8 0 STANDARD CLIP Dimension Value (in) For Mullion: 2.000" 8083-T8 ALUM. " 8083-T6 ALUM. aZ f X-SECTION I 2.125 2 000» X SECTION p 1.625 n- U-CLIP 1"X2"X.125` Q -jI 6063-T8 ALUM. .125" B 2.654 Aluminum 1- U <C W p .125" X-SECTION C 0.895 Tube Mullion Z D 0.740 10-3Q a v- Z 125"� .740- 40" �- A 1.125 1"X2"X.376' W p - 5.500" $ 2.404 ^2m s tcl) N CUT HERETO .37W 5.000" C 0.635 Tube Mullion U Q O 375" -3.125" -`{ _CREATE F-CLIP,SEE MIN. 375°MIN. D 0.490z MIN, DETAIL F,SHEET 4 A 1.875 5 a ' p mi•'� .338 MIN. -------f ' i-------i A A I - ---_-- ----------- B 3.000 1"X2.75""X r 'A U-CLIP A H L- ----- L--------- 8083-T6 ALUM. '---"---------------J 2X5 ANGLE CLIP C 0.757 .375 Aluminum TOPVIEW 7.. 6083-T6 ALUM. D 1.118 Tube Mullion LTOPVIEW E STANDARD CLIP CENTER OF ANCHOR HOLE MUST LIE WITHIN THE 450 Mill. 6063-T8 ALUM. DASHED BOUNDARY.SEE SHEETS 5-17 FOR THE A 1.312 1"X2.75"X CENTER OF ANCHOR HOLE MUST LIE TOPVIEW CENTER OF ANCHOR ANCHOR O.C.DISTANCE.MAXIMUM ANCHOR „ WITHIN THE DASHED BOUNDARY.SEE HOLE MUST LIE HOLE DIAMETER:ANCHOR DIAMETER+111W. B 3.000 •6 SHEETS 5-17 FOR THE ANCHOR O.C. WITHIN THE DASHED C 0.476 Aluminum DISTANCE.MAXIMUM ANCHOR HOLE BOUNDARY.SEETube Mullion DIAMETER:ANCHOR DIAMETER+1116". SHEETS 5-17 FOR THE D 0.836 ANCHOR O.C. TABLE B RODI:CTREVIS13D DISTANCE.MAXIMUM PGT Part# A 2'000 " " a cors*lag whb the Florida 1 X 3.125 X a fld5+g Codd 5.500' .375" ANCHOR HOLE Mull Dimension(sheet#) B 2.837 " « DIAMETER:ANCHOR Mullion Std.Clip Offset Clip U-Clip Angle Clip C 0.863 .500 Alum No " .375" MIN. DIAMETER+1118" Tube Mull MIN. 1"X2"X.125"(5) 66605 666113M 6661118M 666243M 666511M D 1.137 1"X2-X.376'(6) 666008 666114M 6661119M 666244M 666512M A 2.625 1.25"X 3.188" Yarn! do Product Control I 1"X 2.75"X.375" (7) 68807 666115M 6661120M 666246M 666513M B 3.282 X.265"Alum I 1 t 1"X2.75"X.650" 8 66508 666116M 6661121M 666246M 666514M C 0'862 Tube Mull �� LYNN I I B # ( ) D 1.762 1"X3A25"X.500"(9) 66637M 6661118M 6661114M 666242M 666515M " " ��'<�.•''��CENs '' �F�Q �i 1.28 X 2.11 X y I i 1.25"X 3.188"X.265,(12) 66641M 6661117M 6661113M 666241M 666516M A 1.813 .121"Alum L'-------J Tube Mull I -----� 1.28"X2.11"X.125"{18) 69370 NIA N/A N/A 888517M - �` No. 58705 OFFSET CLIPNOTES' 6 s �� C 6063-T6 ALUM. ST TE OF �J A25" i TOPVIEW '-�� '•. 1)HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS GIVEN ON THIS SHEET. FCOR10�. .740"-f--�--I ••..... 2)SEE SHEETS 5-20 FOR SUGGESTED,APPROXIMATE HOLE LOCATIONS&ANCHOR O.C.DISTANCE. A. ""/OONNN�0 P.E. 3)SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. FL P.E.#68705 1.000" t- -r( 1.000" f-- 1.062"-l� .740" 063" .385" .062" .125 ►��- .125" N " o .062 c .438' I I o d 4.000" 125' STANDARD CLIP o� O 4.000" 4.000' " 2.000" 6063-'�6 ALUM. 2.125" 2.000" 2X5 ANGLE CLIP 2.825 U-CLIP 125" X-SECTION 8063-T8 ALUM 8083-T6 ALUM. " I 1 X-SECTION 125 cq 125" 125" .125" X-SECTION �+ is r37 NC .031" Z Q) 125' O W CENTER OF ANCHOR HOLE MUST LIE WITHIN THE J W 125 DASHED BOUNDARY.SEE SHEETS 5-20 FOR THE _ 375" 155 .375" ANCHOR O.C.DISTANCE.MAXIMUM ANCHOR gca N HOLE DIAMETER:ANCHOR DIAMETER+1116M. LU oo O 1'X 4'X.125" 1'X 4'X.375" 1'X 4"X.376" 5.500" 5.000" Z T" m U) MULLION MULLION " -MULLION CUT HERETO 375" I_ Q o -� 8083-T6 ALUM. 6063-T6 ALUM. 6063-T6 ALUM. 375• 3.125"- "� _CREATE F-CLIP,SEE '375 MIN g Z X-SECTION X SECTION X-SECTION MIN. ` DETAIL F,SHEET 4 .375" Z W z 1.2b0` ---- ------ ---- .375" ---------i I �----------� CENTER OF i------ I 2 ANC R HOLE 1.250' 1.250" I I 1 f I MUST E WITHIN MIN. J � I I I I THE DASHED �C r- I 1 1 I I F BOUNDARY.SEE 1 j ~ V <1 l3�.1 0 " SHEETS 5-20 FOR _ _ _I z N 2.875 I - I T I - I THE ANCHOR O.C. F 1 1 ¢ 3.94' 1 i I i F DISTANCE. i I W z 3.250' 3.250" 4 I I I 1 ANCHOR HOLE 1 r0! -i Y Y I I I r 1 DIAMETER: I I I- `-I .100" .100" .100" i7CENTER ------f L-------- ANCHOR ---------------------� U Q I DIAMETER+1116'. Q Z O O " L- 2X5 ANGLE CLIP6063-T6 ALUM. � t1' .100 624" 624" STANDARD CLIP U-CLIP -� OF ANCHOR HOLE MUST LIE 6063-T6 ALUM. 6063-T6 ALUM. TOPVIEW a� �I .820" €--- � .820" 1--- -•1 .820" Fes-- HE DASHED BOUNDARY.SEE TOPVIEW TOPVIEW 1.25"X 3.25'X.100" 1.25"X 3.25'X.624' 1.26'X 3.94"X.624" SHEETS 5-20 FOR THE ANCHOR O.C. TABLE C TABLE C,CONT. MULLION MULLION MULLION DISTANCE.MAXIMUM ANCHOR HOLE Dimension Value¢n) For Mullion: Dimension Value(In) For Mullion: 6005•T5 ALUM. 6005-T5 ALUM. 6005-TS ALUM. DIAMETER:ANCHOR DIAMETER+1116". F 3.687 1"X4"X F 1.938 1.26"X 3.25` X-SECTION X-SECTION X-SECT(ON G 1.000 .125' G 0.500 x.6240 H 2,680 Aluminum H 1.438 Aluminum 5.500" 3.469" ! 3.000 Tube Mullion I 3.250 Tube Mullion 2.661" 125" .375' 375' F 3.187 1'X4"X F 2.625 1.25'X3.94" 1.377"� 125" 1.877" I MIN. G 0.757 .375" G 1.125 X.624* RO13UM I::E H 2.430 Aluminum H 1.500 Aluminum vawpWnSwW)tLu 'lorida I I 1 i 3.000 Tube& T' I 3.250 Tube Mullion o I 1 f I t F 2.250 1.25"X3.25" F 2.St3 30°Ba Mull / I f I I I G 0.750 X.100" F 2.875 45°Ba Mu11 r 125" y I I i i I H 1.500 Aluminum J .125" 45° 2.250" 1 I I I I I Wo Pto uct antral I 3.250 Tube Mullion 30° H 3.250"45°BAY MULLION 1 3.250" 1 1 i 1 TABLE D 1 -- I ` ---- POT Part# �� h1� N �1/ 30'BAY MULLION 6063-T6 ALUM. I L-__ Mull Dimension � p (�� B063-T6 ALUM. I X-SECTION 1 (sheet!) Mullion Std.Clip Offset Clip U4;IIp Angle Clip X-SECTION I I 1'X4"X.125"(10) 69364 666111M 6861122M 866241M 666518M OFFSET CLIP °i No.58705 125" I 11 G 6063-T6 ALUM. 1"X4'X.375"(11) 66610 666112M 6661123M 666242M 666519M 226' �, ,g81"+•� TOPVIEW 1"X4'X.375"'T"(11) 66653 666112M 6661123M 686242M 666519M 228"-j �- .981"�-� 740" NOTES: 1.25"X 3.25"X.100'(13) 20180 6681127M 8681124M 8862410M 6665115M GIVEN ON THIS SHEET. 1.25'X3.25"X.824'(14) 20161 6861128M 8861125M 8682411M 6865118M :�� SATE 1 HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS " �� ' . R P,.•' } 1.25 X3.94 X.824 (15j 20162 6661117M 6661126M 668241M 688517M COR10 , 2)SEE SHEETS 5-20 FOR SUGGESTED,APPROXIMATE HOLE LOCATIONS. 30 Degree(19) 86649 WA WA WA 8865110M ��;/ss(ONA \ 45 Degree(20) 6%50 WA WA WA 6865111M 3)SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. A.LYt�t(IW�UIli, P.E. FL P.E.#58705 TABLE E Mull Dimension PGT Part# 4N (sheet#) Mullion Std.Clip U-Cllp Angle Clip -'-� �~ •125" I d tg a 2"X4-X.25-(16) 66602 666261M 666271 M 6665112M $ 2"XV-X.25-(17) 66604 666282M 668272M 6665113M I STANDARD CLIP t U-CLIP 2X5 ANGLE CLIP n x Ila: v 6063-T6 ALUM. 6063-T6 ALUM. 6063-T6 ALUM. o �, 2.400" j X-SECTION 2.125" X SECTION 2.000" X-SECTION LO NOTES: I I .125" I .126" .925" �+ Yi m 1}HOLES TO BE DRILLED 1N THE FIELD FOLLOWING IN W DIMENSIONAL RESTRICTIONS GIVEN ON THIS SHEET. O in 2)SEE SHEETS 5-20 FOR SUGGESTED,APPROXIMATE I I _1.4gd°�I �j HOLE LOCATIONS. J = 3)SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 5.500" (Y 0) CUT HERETO 5.000" _,375" W N 0 3.500" CREATE F-CLIP, MIN. m Z M 2.000° .375" r SEE DETAIL F, MI .375" p c0 MIN. SHEET4 MIN. I- z r-- ------ --------- -- -- ---------------------1 W � m O LW I I I I I I a o >rz I I I 1 Q J r 4.000" I I t t V r 3.438° + 3.438" - - - - .250" 2'X 4"X.25' I I I t Q Z Z C MULLION I I 3.438" I ► Z .. CO CD 6063-T6 ALUM. j I 1 1 .375" ¢ dQ X-SECTION I I I I I t to Z MIN. t I- STANDARD CLIP 2X5 ANGLE CLIP S2 Q O U-CLIP,6083-T6 ALUM. Q .. CENTER OF ANCHOR HOLE MUST LIE 6063 T6 ALUM. CENTER OF ANCHOR HOLE MUST LIE 6083 T6 ALUM. p- Z U} N SED FOR 2"X b"MULLION SHEET 16 0 .250" WITHIN THE DASHED BOUNDARY.SEE TOPVIEW TOPVIEW WITHIN THE DASHED BOUNDARY.SEE TOPVIEW �`•$ BOO SHEETS 5-20 FOR THE ANCHOR O.C. SHEETS 5-20 FOR THE ANCHOR O.C. DISTANCE.MAXIMUM ANCHOR HOLE CENTER OF ANCHOR HOLE MUST LIE DISTANCE.MAXIMUM ANCHOR HOLE DIAMETER:ANCHOR DIAMETER+1116`. WITHIN THE DASHED BOUNDARY.SEE DIAMETER:ANCHOR DIAMETER+1/18'. SHEETS 5-20 FOR THE ANCHOR O.C. 5.600, DISTANCE.MAXIMUM ANCHOR HOLE GUT HERETO DIAMETER:ANCHOR DIAMETER+1116'. 5.000" 2.000"- 3.500' CREATE F-CLIP, �- .375" SEE DETAIL F, '375" .375" MIN. r-SHEET4 MIN. MIN. .375" I t I I I I I I i i EkNZ, M the Fiadda I I I t t 1 t t 1 I I I I I I I Loa vilaw 'r I I i I I I } I product ontrot 1 t I I 6.000" 5.438 I _ L 4.688" .250" -I - -T - - I t t r t 5.438" I I 5.438' ` N`{ 1,YIVN 2'X6'X.25" I 1 I I I �10ENSF' MULLION I I t i ate; 6063-T6 ALUM. No.58705 X-SECTION •375 I � I I I - " = _j MIN. _ - �• t I L----------------------- ,Jy © ' 0ATIEUFF' : t0R1q . STANDARD CLIP U-CLIP 2X5 ANGLE CLIP �S 254" 6063-T6 ALUM. 6083-T6 ALUM. 6063-T6 ALUM. i & TOP VIEW USED FOR 2'X 6"MULLION,SHEET 17 TOPMEW �o��" TOPVIEW A.LYNN MIL111113,P.E. FL P.E.#58705 EXAMPLE 1:SINGLE VERTICAL MULLION THE BUILDING SUBSTRATE IS KNOWN TO BE WOOD ON ALL FOUR SIDES.THE WINDOW FRAME DEPTH IS 2-114'.THE OPENING REQUIRES A DESIGN PRESSURE OF+60.01-60.0 PSF. NO ANCHORS IN HEAD 1)INITIALLY ASSUMING THAT A 1'WIDE MULLION IS SUITABLE,THE MULLION LENGTH IS 72"AND THE OPENING WIDTH IS 32"+32+1"=65'.REFERENCING SHEET 25,THE COLUMN USING RECTANGULAR LOADING MUST BE USED.SCAN THE MULLION TABLtS FOR A MULLION THAT IS AT LEAST THE WINDOW FRAME DEPTH OF 2-114"AND WILL MEET OR EXCEED THE REQUIRED DESIGN PRESSURE OF+60.01-60.0 PSF.IF THE TABLE DOES NOT SHOW THE EXACT SIZE,USE THE NEXT LARGER SIZE AVAILABLE. Q -SEE SEE FROM TABLE 3A,SHEET 7,THE 1"X 2.75'X.375"MULLION(LENGTH T 72',OPENING WIDTH=70')MEETS THE DEPTH REQUIRED,HOWEVER THE DESIGN PRESSURE IS+/-58.3 PSF AND WOULD Ila: p: FENESTRATION DETAILS, NOT BE SUITABLE FOR THIS APPLICATION. ox K PRODUCTS SHEETS APPROVAL 23 FROM TABLE 4A,SHEET 8,THE 1"X 2.76"X.650*MULLION(LENGTH=72",OPENING WIDTH=70')HAS A DESIGN PRESSURE OF+1-72.7 PSF WHICH EXCEEDS THE REQUIREMENTS FOR THE Lo 72` OPENING AND MAY BE USED IN THIS APPLICATION.NOTE THE ANCHOR CAPACITY REQUIRED OF 636 LBS. N MULLIONo co LENGTH 2)USE TABLE 4B TO FIND THE ANCHOR TYPE,ANCHOR QUANTITY AND CLIP TYPE REQUIRED FOR THE WOOD SUBSTRATE.BOTH THE STANDARD CLIP WITH(4)#12 ANCHORS AND THE 2X5 Q ANGLE CLIPS WITH(4)#12 ANCHORS HAVE A CAPACITY OF 885 LBS.THOUGH EITHER ONE COULD BE USED,THE STANDARD CLIP IS EASIER TO INSTALL. Z N ,f DETAILS, 3)VERIFY THE DESIGN PRESSURE OF THE FENESTRATION PRODUCTS USED WITH THIS MULLION SYSTEM.THE LOWER DESIGN PRESSURE,OF MULLIONS OR FENESTRATION PRODUCTS,WILL W / SHEETS APPLY TO THE OVERALL ASSEMBLY.FINAL DESIGN PRESSURE REQUIRES THAT THE BOTH THE MULLION AND THE FENESTRATION PRODUCT BE INSTALLED IN ACCORDANCE WITH THE _ 2-3 INSTALLATION SPECIFICATIONS INTO RESPECTIVE SUBSTRATES AND FENESTRATION PRODUCTS TO MULLION. g N IN THIS EXAMPLE,THE DESIGN PRESSURE REQUIRED WAS+/-60.0 PSF.TH OVERALL MULLION SYSTEM WAS DETERMINED TO BE 72.7 PSF WITH AN ANCHOR CAPACITY OF 636 LBS.ALTERNATIVELY, 0 NO ANCHORS IN WINDOW SILL THE ANCHOR CAPACITY ADJUSTMENT FORMULA COULD HAVE BEEN USED TO CALCULATE THE ANCHOR CAPACITY REQUIRED FOR THE EXACT DESIGN PRESSURE OF 60 PSF: on V) 32" 32` ~ J --I r MTH 636 LBS ULL WID (60 PSF)X{ }=524.9 LBS (MAY BE USED TO QUALIFY#10 StEEL SCREWS FROM TABLE 4B) OPENING WIDTH 72.7 PSF Z f° THE BUILDING SUBSTRATE IS KNOWN TO BE CMU ON THE JAMBS AND USES A CONCRETE HEADER AND SILL.THE WINDOW FRAME DEPTH IS 2-3/8'.THE OPENING REQUIRES A 0 DESIGN PRESSURE OF+50.0/-55.0 PSF. FOR THE VERTICAL MULLION: ~ < 1)INITIALLY ASSUMING THAT A 1"WIDE MULLION IS SUITABLE,THE FOULLION LENGTH IS 32"+72"+1'=105"AND THE OPENING WIDTH IS 36"+36"+1"=73".REFERENCING SHEET 25, z THE COLUMN USING RECTANGULAR LOADING SHALL BE USED.SCAN THE MULLION TABLES FOR A MULLION THAT IS AT LEAST THE WINDOW FRAME DEPTH OF 2-31W AND WILL C/) o � EXAMPLE 2:MULTIPLE MULLIONS MEET OR EXCEED THE REQUIRED DESIGN PRESSURE OF+50.01-55.0 PSF.IF THE TABLE DOES NOT SHOW THE EXACT SIZE,USE THE NEXT LARGER SIZE AVAILABLE. w a Y Y MULLWIDTH FROM TABLE 3A,SHEET 7,THE 1"X 2.75"X.375-MULLION(LENGTH=108",OPENING WIDTH=80')MEETS THE DEPTH REQUIRED,HOWEVER THE DESIGN PRESSURE IS+/-15.1 PSF N co AND WOULD NOT BE SUITABLE FOR THIS APPLICATION. U Q O O FROM TABLE 12A,SHEET 16,THE 2"X 4"X.250'MULLION(LENGTH=•108",OPENING WIDTH=80")HAS A DESIGN PRESSURE OF+1-64..7 PSF WHICH EXCEEDS THE REQUIREMENTS 0. E Z V} U) SEE FOR THE OPENING AND MAY BE USED IN THIS APPLICATION.NOTE THE ANCHOR CAPACITY REQUIRED OF 971 LBS. w DETAILS, 73* 32• FENESTRATION SEE SHEETS BECAUSE IT IS NOW KNOWN THAT THE MULLION WILL ADD 2"TO THE WIDTH OF THE MULLED UNIT,THE ADJUSTED OPENING WIDTH IS 31V+36!+21=74".G.ALTERNATIVELY,THE WINDOWWIDTHS MAY BBNOTE REDUCED D TO MAINTAIN PREVIOUSLY rZ o 'er PRODUCTS 23 ASSUMED.VERIFY THAT THE DESIGN PRESSURE IS STILL APPLICAB�E FOR THE ADJUSTED OPENIN APPROVAL �- THE 73"DIMENSION(35-1/2"+35-112"+2"=73"). i r r r 2)USE TABLE 12B TO FIND THE ANCHOR TYPE,ANCHOR QUANTITY AND CLIP TYPE REQUIRED FOR THE CONCRETE SUBSTRATE.IN THIS EXAMPLE,ASSUME THE POURED CONCRETE HEADER AND SILL ARE 8'WIDE.IF THE MULLION CLIP W�RE TO BE CENTERED WITHIN THE 8',CARE MUST BE TAKEN TO MAINTAIN THE FASTENER'S EDGE DISTANCE. VERTICAL _J _ USING THE STANDARD CLIP WITH(6)3116"ULTRACON ANCHORS AT AN EDGE DISTANCE OF 2-112"GIVES AN AN CAPACITY OF 1050 LBS WHICH IS GREATER,AND MULLION ��SEESEE LENGTH DETAILS, DETAIL E. THEREFORE SUITABLE,FOR THE REQUIRED ANCHOR CAPACITY OF 971 LBS. & OPENING SHEETS 2-3 SHEET 3 FOR THE HORIZONTAL MULLIONS: HEIGHT BECAUSE THE VERTICAL MULL WILL BE A 2"X 4'X.250"MULLION,IN.THIS EXAMPLE WE WILL MATCH THE HORIZONTAL AND VERTICAL MULLIONS,ALTERNATIVELY,ANOTHER FOR RODUC7'REVISED HO 1z. MULLION TYPE COULD BE CHOSEN. colnplyhgl vim the Flotlds MULLION 72` utfdtrtg Qude 1)THE MULLION LENGTH IS 36"AND THE OPENING HEIGHT IS 32'+72�+2'-106.REFERENCING SHEET 25,THE COLUMN USING TRAPEZOIDALffRIANGUI AR LOADING MAY ocsi�nce i�•+ USED.FROM TABLE 12A,SHEET 16,THE 2"X 4'X.250'MULLION(@ I:ENGTH=42",OPENING HEIGHT=120"}HAS A DESIGN PRESSURE OF+/-170.0 PSF WHICH EXCEEDS THEwft"p REQUIREMENTS FOR THE OPENING AND MAY BE USED IN THIS APP((CATION.NOTE THE ANCHOR CAPACITY REQUIRED OF 521 LBS. _ d SEE DETAILS, 2)USE TABLE 12B TO FIND THE ANCHOR TYPE,ANCHOR QUANTITY AND CLIP TYPE REQUIRED FOR THE CMU SUBSTRATE.W THIS EXAMPLE,ASSUME THE CMU JAMBS ARE 8' ;i+rul )ade Product Control , SHEETS WIDE.IF THE MULLION CLIP WERE TO BE CENTERED WITHIN THE 8";CARE MUST BE TAKEN TO MAINTAIN THE FASTENER'S EDGE DISTANCE.USING THE 2X5 ANGLE CLIPS WITH f 2-3 (4)3116 ULTRACON ANCHORS AT AN EDGE DISTANCE OF 1"GIVES AN ANCHOR CAPACITY OF 540 LBS WHICH IS GREATER,AND THEREFORE SUITABLE,FOR THE REQUIRED x t a I I!A! t ANCHOR CAPACITY OF 521 LBS. ,��` LYNN ONS .. 4 36',HORIZ. 36-,HORIz. 4)FOR THE U-CLIP IN THE HORIZONTAL MULLION TO VERTICAL MULLION,USE THE SAME ANCHOR CAPACITY OF 521 LBS.TABLE 12B FOR THE U CLIP SHOWS THE ANCHOR MULL LENGTH MULL LENGTH CAPACITY IS 1074 LBS WHEN USING 3 ANCHORS,WHICH IS GREATER,AND THEREFORE SUITABLE,FOR THE REQUIRED ANCHOR CAPACITY REQUIREMENT OF 521 LBS.THE OPENING WIDTH FOR VERTICAL MULL ANCHOR TYPE IS A#12 STEEL SCREW. No.58745 FROM THE ABOVE STEPS,OUR MULLION DESIGN PRESSURE IS: 4 +/-64.7 PSF FROM THE VERTICAL MULLION; ILL% +1-170.0 PSF FROM THE 36"HORIZONTAL MULLION ATTACHING TO CMU; J A7E F +1-170.0 PSF FROM THE 36"HORIZONTAL MULLION ATTACHING TO THE VERTICAL MULLION(INTERSECTION). %C�� •. THE LOWEST DESIGN PRESSURE IS+1--64.7 PSF AND WOULD APPLY TO ALL OF THE MULLIONS. C ' •, COR... VERIFY THE DESIGN PRESSURE OF THE FENESTRATION PRODUCTS USED WITH THIS MULLION SYSTEM.THE LOWER DESIGN PRESSURE,OF MULLIONS OR FENESTRATION ////&BONA}.-�G� PRODUCTS,WILL APPLY TO THE OVERALL ASSEMBLY.FINAL DESIGN PRESSURE REQUIRES THAT THE BOTH THE MULLION AND THE FENESTRATION PRODUCT BE INSTALLED IN A.LYSIN(1AILl!L ,P.E. ACCORDANCE WITH THE INSTALLATION SPECIFICATIONS INTO RESPECTIVE SUBSTRATES AND FENESTRATION PRODUCTS TO MULLION. FL P.E.#68705 EXAMPLES OF RECTANGULAR LOADING: EXAMPLES OF TRAPEZOIDAL/TRIANGULAR LOADING: IL ® n Q 1 PW PW ` °a' �C PW f c�` u ff i j PW PW Q Lt j .m SH/DH SHIDH SH/DH SH/DH i Z 004 N f f 0: m / / / a o / / w � OF- m LOADING OF VERTICAL MULLION LOADING OF VERTICAL MULLION I f f / / co _j SILL OF WINDOWS NOT ANCHORED WITH INTERSECTING HORIZONTAL MULLIONS I HINGED ! DOOR 1 o m I SGD Z I I LOADING OF VERTICAL MULLIONlz W PW I LOADING OF HORIZONTAL MULLION W �Z I LOADING OF HORIZONTAL MULLION Q 0- r' d' PW /,/ Q z QN o I PW PW PW O dor / � I PW � p Y Y SHIDH SHIDN SH/DH SH/DH o Z O O m N _n f do 0 SH/DH I f f LOADING OF VERTICAL MULLION LOADING OF HORIZONTAL MULLION I SILL OF WINDOWS NOT ANCHORED WITH INTERSECTING VERTICAL MULLION I a I PW PW HR I t LOADING OF(2)HORIZONTAL MULLIONS LOADING OF HORIZONTAL MULLION LOADING OF HORIZONTAL MULLION 1 P HINGED I NOTES: RODUCT REVISED DOOR PW PW I complyin3wiih Florida 1)DRAWINGS ARE wilding Cade j RERESENTATIONS OF TYPICAL e�ptanooNO I PW CONFIGURATIONS. Fv j CONFIGURATIONS NOT SHOWN < K 4 PW / / MAY BE EXTRAPOLATED FROM Pt co THOSE SHOWN. 2)IF THE LOADING TYPE CANNOT �� ( LYNN 1,fl I BE DETERMINED,USE ��` `��O • '' <<F �� RECTANGULAR LOADING. •'' ��GENSS �r PW5II705 I PW No., / 3)SEE PRODUCTS'APPROVAL FOR I ACTUAL ANCHOR LOCATIONS. ; ►F . __ LOADING OF VERTICAL MULLION LOADING OF VERTICAL MULLION ED DOOR IS NOT CAPTURED OR ANCHORED WITH INTERSECTING HORIZONTAL MULLION ! •'; � PANEL OF HINGED S 5dA1 C ,• I SGD '•.,�COFttid�'. I �. &10 )L`� ��'• I LOADING OF VERTICAL LOADING OF HORIZONTAL A.LYNN[�j111,11 ,.P.E, MULLION MULLION FL P.E.#58705 I MIAMI- E MIAMI-DADS COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES(RER) 11805 SW 26 Street,Room 208 BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) w►vw.miam[dade.eov/eeonomv Aldora Aluminum&Glass Products,Inc. 11500 Miramar Parkway,Suite 300 Miramar,FL 33025 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dade County RER - Product Control Section to be used in Miami Dade County and other areas where allowed l y the Authority. Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below.The Miami-Dade County Product Control Section(In Miami Dade County)and/or the AHJ(in areas other than Miami Dade County)reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code,including the High Velocity Hurricane Zone. DESCRIPTION: Series"Front Set" Aluminum Window Wall System-L.M.I. APPROVAL DOCUMENT:Drawing No.W14-12,titled"Series Front Set Alum Windowall Sys. (L.M.I.)",sheets 1 through 10, 11, 11.1, 12 and 13 through 19 of 19,dated 03/21/14,prepared by At-Fataoq Corporation, signed and sealed by Javad Ahmad,P.E., bearing the Miami-Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING:Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami-Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use, and/or manufacture of the product or process.Misuse of.this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION: A .copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of this page 1 and evidence pages E-1 and E-2,as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez,P.E. NOA No.14-0415.06 MIAMI-DADE COON Y. /� Expiration Date: July 03,2019 121)1w ,• Approval Date: July 03,2014. ( Page 1 c r ,�� O (` e 9• ,t°�o.,J �d . 4 e'�� ,,�•r ' � �� i`Y� t S �'� � �� '� � ., � <`, 'L�' ,� ,:;•` � .:'� — ,•�'KCS ,'J V- y � � .,\ ` �� '� � �: ... ��i� �.ti' � - SCS {, ` `,, `11�\` i� `� 4� � •� i Aldora_Aluminum & Glass Products,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No W14-12,titled"Series Front Set Alum Windowall Sys. (L.M.I.)", sheets 1 through 10, 11, 11.1, 12 and 13 through 19 of 19,dated 03/21/14,prepared by Al— Farooq Corporation, signed and sealed by Javad Ahmad,P.E. B. TESTS 1. Test rdports 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 an aluminum window wall system,prepared by Fenestration Testing Laboratory,Inc.,Test Report No. FTL 7140,dated November 27,2013,signed and sealed by Marlin D. Brinson;P.E. 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 window wall system,prepared by Fenestration Testing Laboratory,Inc.,Test Report No. FTL 7641,dated March 18,2014,signed and sealed by Marlin D.Brinson, P.E. 3. Test reports on: 1)Uniform Static Air Pressure Test,Loading per FBC TAS 202-94 2)Large Missile Impact Test per FBC,TAS 201-94 3)Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked—up drawings and installation diagram of an aluminum window wall system,prepared by Fenestration Testing Laboratory,Inc.,Test Report No. FTL 7698, dated March 18,2014, signed and sealed by Marlin D.Brinson,P.E. C. CALCULATIONS 1. Anchor verification calculations and structural analysis,complying with FBC 5rh Edition(2014),prepared by Al Farooq Corporation,dated April 9,2014,all signed and sealed by Javad Ahmad,P.E. 2. Glazing complies with ASTM E1300-09 D. QUALITY ASSURANCE 1. Miami-Dade Department of Regulatory and Economic Resources(RER) Product Co trot aminer NOA o 4-0415.06 Expiration Date: July 03,2019 Approval Date: July 03,2014 E-1 Aldora Aluminum&Glass Products,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.02 issued to E.I.DuPont DeNemours & Co.,Inc. for their"DuPont SentryGlas@ Interlayer"dated 08/25/11,expiring on 01/14/17. 2. Notice of Acceptance No. 13-1126.20 issued to Allnex USA,Inc. for their"Uvekol S Laminated Glass Interlayer",dated 02/20/14,expiring on 02/08/19. 3. Notice of Acceptance No. 12-1231.10 issued to Eastman Chemical Company WI k) for their"Saflex Clear and Color Glass Interlayers"dated 03/28/13,expiring on 05/21/16. F. STATEMENTS r 1. Statement letter of conformance, complying with FBC 5th Edition(2014), and of no financial interest,dated April 9,2014, issued by Al-Farooq Corporation,signed and sealed by Javad Ahmad,P.E. 2. Proposal No. 12--1644 issued by the Product Control Section, dated September 10, 2012, signed by Manuel Perez,P.E. G. OTHER 1. None. Manuel .E. Product Contro=- 15.06 finer NOA No. Expiration Date: July 03,2019 Approval Date: July 03,2014 i E-2 i D.L. OPNG. D.L, OPNG. D.L, OPNG. D.L.SHEET 3 SEE SHEET 3 SEE SHEET 3 SEE SHEET 3 SEE SHHEET 3 � m 14 io �Z 2 Z U a D D E E D 13 13 13 �/ 13 ____________ 13 D D E ' E -r------------ D h ---------- 15 ODD a z'A I 110 ig 0- � O 00, 11// Nr J cM m it 8 a a n z fou N j '�' I i SEE AtDORA n Dai..o �I IMPACT MOR NOA "�I In j' I FOR DOOR i*TING E M & DETAILS. 12 14 II , 12 14 •� � aE .. — _� - T. O M ��a�aac�ae= O 0 v 4 1/2' —'fl 3" 10" i ��--'� \� ---��/� 4 1/2"MAX. OPTION WITH HERD/SILL TYP. 7 1 2' 1 1 1 CORNERS f CORNERS / HEAD ANCHORS TYPE 1 f 1 � 3o � ANCHORS TYPE JAMB ANCHORS 3' ANCHORS TYPE SILL l..,AW, AC, BW, BC OR CM ; ANCHORS TYPE �_AW, AC, BW. BC OR CM TYP. \-_AW, AC, BW, BC OR CM 2, 3 OR 4 AT EACH SIDE OF MULL �_AW, AC, BW, BC OR CM 2, 3 OR 4 AT EACH JAMB 2, 3 OR 4 AY EACH JAMB SEE SHEETS 8 THRU 10 2, 3 OR 4 AT DOOR MULL SEE SHEETS 8 THRU 10 SEE SHEET 11 SEE SHEETS 8 THRU 10 SERIES FRONT SET TYPICAL ELEVATIONS SINGLE '0' PANEL: `o ALUMINUM WINDOWALL SYSTEM FRAME WIDTH Q.L.O. WIDTH + 4.50" 11 THIS SYSTEM MAY BE USED IN CONJUNCTION WITH MIAMI•-DADE FRAME HEIGHT = D.L.O. HEIGHT + 4.50" COUNTY APPR'D LARGE MISSILE IMPACT RESISTANT DOORS. m LOWER DESIGN PRESSURE FROM STOREFRONT OR DOOR APPROVAL INSTRUCTIONS: WILL APPLY TO ENTIRE SYSTEM. CODE REQUIREMENTS FOR SAFEGUARDS MUST BE OBSERVED. USE CHARTS AS FOLLOWS. P10 RODUCT COMPLIES WITH REQUIREMENTS OF ANSI 297.1. c _ v STEP 1 DETERMINE DESIGN WIND LOAD REQUIREMENT BASED 2 THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE ' ON WIND VELOCITY. BLDG. HEIGHT, WIND ZONE THIS SYSTEM IS RATED FOR LARGE & SMALL MISSILE IMPACT. °c REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY USING APPLICABLE ASCE 7 STANDARD. SHUTTERS ARE NOT REQUIRED. HURRICANE ZONE (HVHZ). ,STEP 2 SEE CHARTS ON SHEET 3 FOR DESIGN LOAD WINDOW WALL FRAMES MAY BE WITH OR WITHOUT THERMAL BREAK. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER CAPACITY OF DESIRED GLASS SIZE. LOADS TO THE STRUCTURE. En9r: dAY�D a y CHECK MULLION CAPACITY FOR A GIVEN SPACING AND CML Approved as cem14'MivA&iho 'c\� ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS HEIGHT USING CHARTS ON SHEETS 4 THRU 7 FOR STOREFRONT FLA. PE ® 70592 Florida s InA od — EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. MULLION AND SHEET 11 FOR DOOR MULLION. CA.N. 3538 00IT MJ THE CAPACITY SHOULD EXCEED THE DESIGN LOAD. MOAN ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE ,' maml AdeProd C NOT PART OF THIS APPROVAL. STEP 4 USING CHART ON SHEETS 8 THRU 10 SELECT ANCHOR OPTION A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. WITH DESIGN RATING MORE THAN DESIGN LOAD SPECIFIED 1;y. drawing no. MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/METAL SCREWS, THAT IN STEP 1 ABOVE. W 14-12 COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE STEP ,§ THE LOWEST VALUE RESULTING FROM STEPS 2, 3. AND 4 0 REQUIREMENTS OF THE FLORIDA BLDG. CODE. SHALL APPLY TO ENTIRE SYSTEM. sheet 1 of 9 1/4" HEAT STREWD GLASS 1/4" HEAT STREN'D GLASS 1/4' HEAT STREN'D GLASS Y .090' Inter) er 120" Interlayer 090" Interlayer i DuPont Ser�tryGlas Uvekol S Saflex Clear And Color Glass By 'E.I. DuPont De Nemours & Co., Inc.' By 'Allnex USA, Inc.' By 'Eastman Chemical Co.' j 1/4" HEAT STREN'D GLASS 1/4" HEAT STREN'D GLASS 1/4" HEAT STREN'D GLASS a a g a O o v iQa) Z M 2 LC 25 25 Gi �tij 2 I 25 \ c� 28 j I c� 8 i I 25 I I tq I ;,.... �r� i 27 � � _ SILICONE 31 SILICONE31 SILICON£ 31 DOW CORNINGGCCOWNS 31 g DOW CORNING CWS DOW CORNING CWS DOW CORNING CWS TREMCO TREMSIL 600 tl eeelll TREMCO TREMSIL 600 _ TREMCO TREMSIL 600 TREMCO TREMSIL 600 DOW CORNING 899 _ . ; i DOW CORNING 899 DOW CORNING 899 GLASS TYPE 'G5' DOW CORNING 899 _GLASS TYPE G1 GLASSTYP_E G3 ^ ALTERNATE GLAZING DETAIL OPTIONAL FOR GLASS TYPES 'G1', 'GS & 'G5' — 1/4" TEMP. GLASS 1/4' TEMP. GLASS 1/4" TEMP. GLASS W 1/2' AIR SPACE 1/2- AIR SPACE 1/2- AIR SPACE a 1/4' HEAT STREN'D GLASS 1/4" HEAT STREN'D GLASS 1/4° HEAT STREN'D GLASS 090' Interlayer 120" Interlayer .090" Interlayer 0-0 DuPont SentryGlas Uvekol S Saflex Clear And Color Glass By 'E.I. DuPont De Nemours & Co., Inc.' By 'Allnex USA, Inc.' By Eastman Chemical Co.' N 1/4' HEAT STREN'D GLASS 1/4" HEAT STREN'D GLASS 1/4" HEAT STREN'D GLASS E M 00 a c o v . m Z g j j I ' I 25 N 2$ II i I� 25 N 26 I I ! 25 I 1 ! 25 26 i i j j i i i, i� i ;:..; i it i •:.. 27 2 SILNE SILICONE 34 SILICONE 34 NG CWE 34 DOW CORN NIGCCWS 34 DOW CORNING CWS DOW CORNING CWSJ DOW CORNING CWS TREMCO TREMSIL 600 TREMCO TREMSIL 600 TREMCO TREMSIL 600 TREMCO TREMSIL 600 DOW CORNING 899 GLASS TYPE 'G2' DOW CORNING 899 GLASS TYPE 'G4' DOW CORNING 899 GLASS_ S TYPE'GB, DOW CORNING ass ALTERNATEGlAZING DETAT OPTIONAL FOR GLASS TYPES 'G2', 'G4' & 'G6' o _ o 04 m 26 I I I 25 Engr: JAVAD AHMAD 4ppivved as camptylog with OrCIVIL a I �� FIA PE 1 70592 Florida /� AIR SPACE CONSISTING 0 CAN. 3538 SPACER: • ALUMINUM BOX SPACER AROUND M IIIn e I'todo � � W LIU THE PERIMETER OF THE GLASS. R — drawing no. 34 salcoNE W1 4 12 DOW CORNING 791 2014 LAM 9S ON EMBIOR OPTIONAL FOR GLASS TYPES 'G2', 'G4' & 'G6' GE 2000 sheet 2 of 19 GLASS LOAD CAPACITY - PSF GLASS LOAD CAPACITY - PSF GLASS LOAD CAPACITY - PSF o GLASS TYPES GLASS TYPES GLASS TYPES NOMINAL DIMS. tl & G8, G3 & G4 GS. & G8 NOMINAL DIMS. Gl & G2 G3 & G4 G$ 8 G8 NOMINAL DIMS. G2 G3 8 G4' GS & G8 D.L.O. D.L.O. �r O.L.O. WIDTH O.L.O. HEIGHT EXL(+) INT.(--) EXT.(+) INT.(-) EXT.(+) INT.(-) D.L.O. WIDTH D.L.O. HEIGHT EXT.(+) INT.(-) EXT.(+) INT.(-) EXT.(+) INT.(-} D.L.O. WI01H Q.L.O. HEIGHT EXT.(+) INT.(-) EXT.(+) IW.(-) EXT.{+) INT.(-) WIDTH WIDTH 0 33" 120.0 135.0 120.0 135.0 65.0 75.0 33" 120.0 135.0 120.0 135.0 65.0 75.0 33' 120.0 135.0 120.0 135.0 65.0 75.0 36' 120.0 135.0 120.0 135.0 65.0 75.0 36" 120.0 135.0 120.0 135.0 65.0 75.0 36' 120.0 135.0 120.0 135.0 65.0 75.0 n 39" 120.0 135.0 120.0 135.0 65.0 75.0 39' 120.0 135.0 120.0 135.0 65.0 75.0 39" 60.0 80.0 80.0 80.0 85.0 75.0 6 V � 42° 120.0 135.0 120.0 135.0 65.0 75.0 42" 120.0 135.0 120.0 135.0 65.0 75.0 42" 80.0 60.0 80.0 80.0 85.0 78.0 c3 o 45° 120.0 1 135.0 120.0 135.0 1 65.0 75.0 45' 120.0 135.0 120.0 135.0 65.0 75.0 45" 60.0 60.0 80.0 80.0 48° 120.0 1 135.0 120.0 135.0 65.0 75.0 48° 60.0 60.0 80.0 60.0 85.0 75.0 48" 121-1/2- 60.0 60.0 80.0 80.0 a • 51° 73-1/2" 120.0 135.0 120.0 135.0 65.0 75.0 51' 97-1/2' 60.0 60.0 80.0 80.0 65.0 75.0 51° 60.0 60.0 80.0 80.0 - - 54" 120.0 135.0 120.0 135.0 65.0 75.0 54" 60.0 60.0 80.0 80.0 - - 54" 60.0 80.0 80.0 80.0 g 4 a 57' 120.0 135.0 120.0 135.0 85.0 75.0 57" 80.0 60.0 80.0 80.0 - - 57' 80.0 60.0 80.0 80.0 - - D 60" 120.0 135.0 120.0 135.0 65.0 75.0 W. 60.0 60.0 80.0 60.0 - - 80° 60.0 60.0 80.0 80.0 - ^ �_ 530 90.0 90.0 80.0 80.0 65.0 75.0 63' 60.0 60.0 80.0 80.0 - - 63' 60.0 60.0 80.0 80.0 - - z 66" 60.0 60.0 80.0 80.0 65.0 75.0 66" 60.0 60.0 80.0 80.0 - - 33' 120.0 135.0 120.0 135.0 65.0 75.0 69" 60.0 60.0 80.0 80.0 65.0 75.0 69" 60.0 60.0 80.0 80.0 - - M. 90.0 90.0 80.0 80.0 85.0 75.0 IaVia 33° 120.0 135.0 120.0 135.0 65.0 75.0 33" 120.0 135.0 120.0 135.0 65.0 75.0 39' 80.0 60.0 80.0 80.0 65.0 75.0 36" 120.0 135.0 120.0 135.0 65.0 75.0 36" 120.0 135.0 120.0 135.0 65.0 75.0 42" 60.0 60.0 80.0 80.0 - - �: O W 39" 120.0 135.0 120.0 135.0 85.0 75.0 39' 120.0 135.0 120.0 135.0 65.0 75.0 45" 80.0 60.0 80.0 80.0 - - v M to 127-1/2' 42' 120.0 135.0 120.0 135.0 65.0 75.0 42' 120.0 135.0 120.0 135.0 65.0 75.0 48" 60.0 60.0 80.0 45' 120.0 135.0 120.0 135.0 65.0 75.0 45- 90.0 90.0 80.0 80.0 65.0 75.0 51' 60.0 60.0 80.0 80.0 - - 48' 120.0 135.0 120.0 135.0 65.0 75.0 48" 60.0 60.0 80.0 80.0 85.0 75.0 54' 60.0 60.0 80.0 80.0 - - N c 510 79-1/2" 120.0 135.0 120.0 135.0 65.0 75.0 51" 103-1/2° 60.0 60.0 80.0 80.0 - - 57" 60.0 60.0 80.0 80.0 - - C" >- 60.0 54" 120.0 135.0 120.0 135.0 65.0 75.0 54" 60.0 60.0 80.0 80.0 - - 60' 80.0 80.0 80.0 80.0 - - z 57' 90.0 90.0 80.0 80.0 65.0 75.0 57' 60.0 t60.0 80.0 80.0 - - 33 120.0 135.0 120.0 135.0 65.0 75.0 %N e 7 .0 a.0 080.0 80.0 - - 36 80.0 80.0 80.0 B0.0 65.0 5 80 60.0 80.0 80.0 80.0 65.0 75.0 W. 6 .0 °� M ■ 80.0 80.0 - - 39° 60.0 60.0 80.0 80.0 63 60.0 60.0 80.0 80.0 65.0 75.0 B3 60.0 E 60.0 60.0 80.0 80.0 - - 66° 60.080.0 80.0 - - 42' 80.0 80.0 80.0 80.0 - - e 88 45 60.0 60.0 80.0 80.0 1289" 60.0 60.0 80.0 80.0 69 60.0 80.0 80.0 133-1/2 _ _120.0 135.0 120.0 135.0 65.0 75.0 33- 120.0 35. 120.0 135.0 65.0 75.0 48' 60.0 80.0 80.0 80.0 03 O M ■ 60.0 - - O • 85.0 75.0 51 80.0 80.0 80.0 38 120.0 135.0 120.0 135.0 85.0 75.0 36 120.0 135.0 120.0 135.0 ° 0 135.0 65.0 75.0 54° 80.0 60.0 80.0 80.0 - o _ 38 120.0 135.0 120.0 135.0 65.0 75.0 39" 120.0 135.0 120 I : 42" 120.0 135.0 120.0 135.0 85.0 75.0 42° 90.0 90.0 80.0 80.0 65.0 75.0 57- 60.0 60.0 80.0 80.0 - - 45' 120.0 135.0 120.0 135.0 65.0 75.0 45' 60.0 60.0 80.0 80.0 65.0 75.0 33" 90.0 90.0 80.0 80.0 65.0 75.0 48° 120.0 135.0 120.0 135.0 65.0 75.0 48° 60.0 60.0 80.0 80.0 - 36" 80.0 60.0 80.0 80.0 65.0 1 75.0 51" 85-1/2- 120.0 135.0 120.0 135.0 65.0 75.0 51" 109-1/2' 60.0 60.0 80.0 80.0 1 39" 60.0 60.0 80.0 80.0 - - 54" 90.0 90.0 80.0 80.0 65.0 75.0 54" 60.0 60.0 80.0 80.0 - - 42" 60.0 60.0 80.0 80.0 - 57' 60.0 6D.0 80.0 80.0 65.0 75.0 57° 60.0 60.0 80.0 80.0 - - 45" 139-1/2" 60.0 60.0 80.0 80.0 - - C 60" 60.0 60.0 80.0 80.0 65.0 75.0 60' 60.0 60.0 80.0 80.0 - - Mr 60.0 60.0 80.0 80.0 - - 63" 80.0 60.0 80.0 80.0 - - 63' 60.0 60.0 80.0 80.0 - - 51" 60.0 60.0 80.0 80.0 - - 68° 60.0 60.0 80.0 80.0 - - 68' 60.0 60.0 1 80.0 80.0 - - 54' V600--.00 60.0 80.0 80.0 - 89° 60.0 50.0 80.0 80.0 - - 89" 80.0 60.0 80.0 80.0 - - 57" 1 80.0 1 80.0 80.0 - - 33 120.0 1 135.0 120.0 135.0 65.0 75.0 33" 120.0 135.0 1120.0 135.0 65.0 75.0 INTERPOLATION BETWEEN WIDTHS OR HEIGHTS ALLOWED. 36" F120.0 135.0 120.0 135.0 65.0 75.0 36° 120.0 135.0 120.0 135.0 65.0 75.0 o m 0 39' 135.0 120.0 135.0 65.0 75.0 39" 120.0 135.0 120.0 135.0 65.0 75.0 42" 135.0 120.0 135.0 65.0 75.0 42" 60.0 60.0 80.0 80.0 65.0 75.0NOTE:45' 135.0 120.0 135.0 65.0 75.0 45" 60.0 80.0 80.0 80.0 65.0 75.0 1 GLASS CAPACITIES ON THIS SHEET ARE 48" 120.0 135.0 120.0 135.0 65.0 75.0 48" 60.0 60.0 80.0 80.0 - - BASED ON ASTM El 300-09 (3 SEC. GUSTS). ' e 51" 91-1/2- 60.0 60.0 80.0 80.0 65.0 75.0 51" 115-1/2" 80.0 60.0 80.0 80.0 - - Engr: JAVAD AMMAD l�pprovedarcoWpkY[raSwilha9► a 54' 80.0 60.0 80.0 80.0 85.0 75.0 54" 80.0 B0.0 80.0 80.0 - - FLA p lqql/0592 Dat[Hondo L o' I 57" 60.0 80.0 80.0 80.0 - - 57- 60.0 80.0 80.0 80.0 - - CA.N.X638 �NLi 60" 60.0 60.0 80.0 80.0 - - 60" 60.0 60.0 80.0 80.0 - - Meil a Prodoel C ° 63" 60.0 60.0 80.0 80.0 - - 83' WOO`! 60.0 80.0 80.0 - - 66" 60.0 60.0 80.0 80.0 - - 66° moo 80.0 80.0 - - rowing n11 o. GLASS JU �� W 14-12 69" 60.0 60.0 80.0 80.0 - - sheet 3 of 19 V CL DESIGN LOAD CAPACITY - PSF DESIGN LOAD CAPACITY - PSF DESIGN LOAD CAPACITY - PSF 47 MULLION MULLION MULLION 47 WITHOUT INTERMEDIATE HORIZONTALS WITHOUT INTERMEDIATE HORIZONTALS WITHOUT INTERMEDIATE HORIZONTALS 12 11 7 MULLION Ml MULLION M2 MULLION M2 11 7 Z M � NOMINAL DIMS. JAMB ,Ji, NOMINAL DIMS. JAMB 'JZ'/'J29, NOMINAL DIMS. JAMB 2J2'/'J2A' WIDTH (1'r) FRAME HEIGHT EXT.(+) INT.(-) WIDTH (W) FRAME HEIGHT EXT.(+) INT.(-) WIDTH (W) FRAME HEIGHT EXT.(+) INT.(-) 30' 90.0 90.0 i 30- 120.0 135.0 30" 120.0 135.0 p�, 36" 90.0 90.0 36" 120.0 135.0 36" 120.0 135.0 42° 90.0 90.0 42» 120.0 135.0 42" 120.0 135.0 JAMB 'JI.' JAMB 'J2' JAMB 'd2A' Q � v 90.0 90.0 a Ix IN-4 SX IN-3 IX IN-4 Sx IN"3 IX IN 4 SIC IN-31sc 54' 90A 90.0 84' 120.0 135.0 44 114" 120.0 135.0 5.684 2.521 ALUMINUM 4.027 1.788 ALUMINUM .°5.684 2.521 � Q � 54" 120.0 135.0 48" 80.0 80.0 STEEL 1.519 .760 STEEL 1.519 1 .760 h 60' 90.0 90.060» 120.0 135.0 54' 80.0 80.0 TOTAL 8.432 TOTAL 10.089 x2.s auuu +Ixrnxz.e 61 90.0 90.0 66" 80.0 80.0 60' 80.0 60.0 Ixuull+nKslLa&4 66' - 88/0r�.0 80.0 72» 80.0 ao..0 66" 80.0 80.0 $ � -12- - 80.Q 180.0 30" 120.0 135.0 72" 60.0 80.0 30" 90.0 90.0d 90.0 90.0 36" 120.0 135.0 30" 120.0 135.0 LL Z Ii) 38' 36 42' 90.0 90.0 42- 120.0 135.0 36' 120.0 135.0 a ®®z 48" 120.0 135.0 42" 120.0 134.5 7A 8A Q aim 48- 90' 90.0 90.0 " 90" " 7A 8A 54° 90.0 90.0 54 120.0 135.0 48 120° 80.0 80.0 W. 120.0 135.0 54" 80.0 80.0 ^ 57' 87.9 87.9 60' 80,0 80,0 80' 80.0 80.0 60" 80.0 80.0 v 66- 80.0 80.0 66" 80.0 80.0 65" 80.0 80.0 I 72' 78.8 78.8 72' 80.0 80.0 72" 80.0 80.0 30' 90.0 90.0 30" 120.0 135.0 30' 80.0 80.0 35 N 36' 90.0 90.0 36" 120.0 135.0 36" 80.0 80.0 Q 42' 90.0 90.0 42" 120.0 135.0 42' 80.0 80.0 7 8 7 8 48" 96n 85.6 85.6 48" 96n 120.0 135.0 48" 128» 80.0 80.0 FE N 54' 7&0 7&0 52" 120.0 135.0 54" 80.0 80.0 M 60" 72.2 72.2 54" 80.0 80.0 80" 80.0 80.0 ? <J 66' 67.8 67.8 80° 80.0 80.0 66" 78.9 78.9 _ MULLION 'Mi';' MULLION 'M2' 1-0 c <� 72' 64.5 64.5 66" 80.0 80.0 68" 77.1 77.1 lx IN-4 Sx IN 3 .E W 30° 90.0 90.0 72' 80.0 80.0 30° 80.0 80.0 Ix IN-4 Sx IN"3 .. 5.670 2.514 ALUMINUM 5.670 2.514 '$ 36" 90.0 90.0 30" 120.0 135.0 36" 80.0 80.0 STEEL 4.000 2.000 42" 83.3 83.3 39' 120.0 135.0 42" 80.0 80.0 T50�+Ix SR X 2.9 17.270 g 48 102" 74.2 74.2 42- 120.0 135.0 48' 132° 80'0 50'0 d 50' 71.7 71.7 48" 102" 120.0 135.0 54' 80.0 80.0 54' 87.3 67.3 49" 1 120.0 135.0 6o' 73.3 73.3 60" 82.} 62.1 54" 80.0 80.0 65' 68.7 88.7 68" 58.1 58.1 60' 80.0 80.0 30' 80.0 80.0 70" 55.9 55.9 66" 80.0 80.0 36" 80.0 80.0 30' 90.0 90.072° 80.0 80.0 42- 80.0 80.0 0 36" 80.1 80.1 30" 120.0 135.0 48° 13a» 77.3 77.3 42' 69.8 69.8 380 120.0 135.0 54" 69.7 69.7 _ 47 ami 48° lin 82.3 62.3 42" 120.0 135.0 1 60" 62.6 62.6 OP54° 58.7 56.7 �i'x W 60' 52.3 52.3 0" 108' 120.0 }35.0 62- 61.9 61.9 48" 80.0 80.0 30" 80.0 80.0 66' 48.9 48.9 0 30' 80.0 60.0 54" 50.0 80.0 36" 80.0 80.0 _ 144 36' 87.8 67.8 " 80" 80.0 80.0 42' 76.7 76.7 0 C 42' 59.0 59.0 66" 80.0 80.0 48" 67.8 67.8 W1 W2 W3- 411" 114 52.5 52.5 72" 80.0 80.0 54" 61.0 61.0 v 54" 47.6 47.6 80" 55.7 55.7 AWiaFRTAHME WJAMB W1 Engr: JA`AM0 AHMAD epproved as complying wUh Me a � 60' K . 43.9 fUl PE 70592 Florida •tit nE e63 .3 42.3 W2 + W3 C. 3M Date 30' 68.9 68.9 WITH 2 M a,u ad.Prodq t AT FRAME MULLION I Lu U v 36" 57.9 57.9 42" 120" 50.3 50.3 10Y drowing no. 46" 44.7 44.7W 14-12 54" 40.5 40.5 MULLIONS SUN a 9 Z�� 60" 37.2 37.2 sheet 4 of 19 I a DESIGN LOAD CAPACITY - PSF DESIGN LOAD CAPACITY - PSF DESIGN LOAD CAPACITY - PSF MULLION MULLION MULLION WITHOUT INTERMEDIATE HORIZONTALS WITHOUT INTERMEDIATE HORIZONTALS WITHOUT INTERMEDIATE HORIZONTALS 35 NOMINAL DIMS. MULLION 'MS' NOMINAL DIMS. MULLION 'M4' NOMINAL DIMS. MULLION 'M4' 11 1 11 1 d j JAMB J3 JAMB J4 JAMB 14 Z� WIDTH (W) FRAME HEIGHT EXT.(+) INT.(-) WMTH (W) FRAME HEIGHT EXT.(+) INT.(-) MOTH (W) FRAME HEIGHT EXT.(+) INT.(-) F 30" 90.0 90.0 30' 100.0 100.0 30" 100.0 100.0 36' 90.0 90.0 36" 100.0 100.0 36" 100.0 100.0 42' 90.0 90.0 42" 100.0 100.0 42" 95.5 95.5 JAMB 'J3' JAMB 'J4' 48" Be 90.0 90.0 48" 84' 100.0 100.0 44" 114" 91.5 91.5 IX IN"4 Sx fN-3 IN IN-4 Sx IN"3 Q 54" 90.0 90.0 54° 100.0 100.0 48" 60.0 80.0 5813 2.538 ALUMINUM 5.813 2.538 8 ti 6o' 80.0 80.0 60" 100.0 100.0 54" 60.0 60.0 STEEL 2.000 1.000 68" 80.0 80.0 66' 60.0 60.0 Be 60.0 60.0 bt ALUM +Ix STI x ze TOTAL 11,613 d Q 72" 80.0 80.0 72' 60.0 60.0 66' 60.0 60.0 Q aI 30" 90.0 90.0 30' 100.0 100.0 72' 60.0 60.0 36' 90.0 90.0 36' 100.0 100.0 30" 100.0 100.0 35 42" 90.0 90.0 42' 100.0 100.0 36' 99.0 99.0 a 48' 90' 90.0 90.0 48' 90. 100.0 100.0 42° 85.8 85.6 9 10 9 10 51' 90.0 90.0 54" 100.0 1100.0 48' 120• 60.0 60.0 54" 80.0 80.0 56" 100.0 100.0 M. 60.0 60.0 600 80.0 80.0 60" 60.0 60.0 60" 60.0 60.0 66' 80.0 80.0 66" 60.0 60.0 86' 58.2 58.2 �t 72" 77.6 77.6 72' 60.0 60.0 72' 54.5 54.5 35 �+ 30' 90.0 90.0 300 100.0 100.0 30' 60.0 60.0 N 36' 90.0 90.0 36' 100.0 100.0 36" 60.0 60.0 a • • s .0 0 3. 42 90.0 90.0 42' 100.0 100.0 42 80.0 0 9 10 9 10 z o x W 48° 86.5 86.5 48" 1 D0.0 100.0 48° 60.0 60.0 96° 96° 126" If M 54' 78.8 78.8 52" 100.0 100.0 54' 60.0 60.0 m 80" 73.0 73.0 54' 60.0 60.0 60' 56.5 56.5 rr E m 68' 68.5 88.5 613' 60.0 60.0 66' 52.2 52.2 i-n = 72" 1 62.5 62.5 66" 60.0 60.0 72' 51.0 51.0 1 MULLION 'M3' MULLION '94' _ 30" 80.0 80.0 72" 60.0 60.0 30' 60.0 60.0 0 Ix IN"4 Sx IN"3 IS IN-4 SX tN"3 O 36° 80.0 80.0 30" 100.0 100.0 36" 60.0 60.0 5.813 2.529 ALUMINUM A2.000 2.529 O STEEL 1.000 G42 80.0 80.0 39" 100.0 100.0 42" 60.0 60.0 TOTAL v48 102" 75.0 75.0 42 100.0 100.0 48 132" 60.0 60.05 A u►++Ix s1L x a.9 Inn ,q 54" 68.1 68.1 48" 102• 100.0 1100.0 54' 56.0 56.0 50' 62.8 62.6 49" 100.0 100.0 60' 81.1 81.1 68" 58.7 58.7 54' 60.0 60.0 65' 1 47.8 47.8 70" 56.5 56.5 80" 60.0 60.0 30' 60.0 60.0 30" 80.0 80.0 66' 60.0 60.0 36" 60.0 60.0 36' 80.0 80.0 72" 60.0 60.0 42" 60.0 1 60.0 ° 42' 71.6 71.6 30° 100.0 100.0 48" 1�° 58.8 56.8 `u 48' 108' 83.9 83.8 36" 1100.0 100.0 54° 51.1 51.1 54' 58.1 58.1 42' 100.0 100.0 60" 46.5 46.5 = Be 53.5 53.6 46" 108" 98.7 98.7 82' 45.2 45.2 y% W 66' 50.2 50.2 48' 60.0 60.0 30" 60.0 60.0 U m 30" 80.0 80.0 54" 60.0 60.0 36' 60.0 60.0 •ul 2 36° 69.5 69.5 60" 60.0 60.0 42' 144" 58.8 58.8 42' 50.5 50.5 66' 60.0 60.0 48: 52.0 52.0 I W1 W2 W� 114" 53.9 53.9 72" 60.0 80.0 54 46.6 46.6 v 54' 48.8 48 8 60° 42.4 42.4 WIDTH (W) W1 En9r.JAYAD AHMAD Approved as comply[2gw11f1 tie a 60" 45.0 45.0 WL AT FRAME JAMB FLA. PE 70592 FI>s A n In6 '04d I 63" 43.4 43.4 CA 536 Dstc W2 + W3 [WOAi7 e ' 300 70.3 70.5WIDTH (W) 2 Mml JI'tod e ' 36" 59.4 59.4 AT FRAME MULLION 42" 120" 51.6 51.8 �^ drawing n0. 48' 45.8 45.8 54' 41.5 41.5 MULLIONS JU 2014 w� 4-� 2 80' 38.1 38.1 sheet 5 of 19 DESIGN LOAD CAPACITY - PSF DESIGN LOAD CAPACITY - PSF DESIGN TOAD CAPACITY -- PSF l� V MULLION MULLION MULLION 47 47 ! WITH INTERMEDIATE HORIZONTALS WITH INTERMEDIATE HORIZONTALS WITH INTBRMIDIATE HORIZONTALS NOMINAL DIMS. MULLION 'M1' NOMINAL DIMS. MULLION 'M2' NOMINAL DIMS. MULLION 'M2' 11 7 12 11 7 � JAMB 'Ji' JAMB 'J2'/'JOA' JAMB 'JZ'/'J2A' O •z wroni (w) FRAME HEIGHT exr,(+) INT.(-) WIDTH (v) FttAtllE NaGHT EXT.(+) INT.(-)' WIDTH (w) FRAME H©t517' EXT.(+) INT.(-) � I n 30 90.0 90.0 ° 1 5,0 a 30' 120.0 135.0 30 120.0 3 36' 90.0 90.0 ° " O 8 38 120.0 135.0 36 120.0 135.0 42' 90.0 90.0 JAMB 'Jl' JAMB 'J2' JAMB 'J2A' 42 120.0 135.0 42" 120.0 135.0 48' 84. 90.0 90.0 48" 84, 120.0 135.0 44' 114• 120.0 135.0 Ix IN^4 SX W^3 [x IN-4 SIX IN-31Ix IN-4 SX IN-3 54" 90.0 90.0 54" 124.0 135.0 48' 80.0 80.0 5.684 2.521 ALUMINUM 4.027 1.788 ALUMINUM 5.684 2.521 60' 85.3 85.3 STEEL 1.519 .760 STEEL 1.519 .760 60' 120.0 135.0 54° 80.0 80.0 TOTAL TOTAL 61° 83.9 83.9 be ALUM+1x STL x 23 8.432 Ix ALUM + W 511.x 2.9 10.089 6s' 60.0 60.0 W. Bo.o eo.o Q 66" 76.6 76.8 72' 80.0 80.0 66' 80.0 80.0 {a.� 72" 70.2 70.2 0 4 W 2 30' 90.0 90.0 30' 120.0 135.0 72' 80.0 80.0 12 1 36" 120.0 135.0 30' 120.0 135.0 36° 90.Q 90.0 36 � Z 42' 90.0 90.0 42" 120.0 135.0 36° 120.0 135.0 .. �" so" 90.0 90.Q 48" 90' 120.0 135.0 42" 128.3 128.3 ] ' 54 120.0 135.0 48 . 80.0 80.0 7A SA 7A 8A 54" 81.5 $1.5 120 56" 120.0 135.0 54" 80.0 80.0 S7" 77.2 77.Z = p rn 60" 80.0 80.0 60' 80.0 80.0 u p N 60' 72.5 72.5 C I+y 66' 65.9 65.9 66" 80.0 80.0 66' 80.0 80.0 72' 60.4 60.4 72" 80.0 80.0 72" 74.8 74.8 ? �i 30" 90.0 90.0 �" 120.0 135.0 304 80.0 80.0 36 cn 38° 90.0 90.0 36' 120.0 135.0 36" 80.0 80.0 y tl Q 42" 90.0 90.0 42" 120.0 135.0 42" 80.0 80.0 7 8 T 8 z Y 48' 96" 79.7 79.7 48' 96n 120.0 135.0 48' 126" 80.0 80.0 Q N 1` 54' 70.8 70.8 52" 120.0 135.0 54' 80.0 80.0 4d n- 60" 62.9 62.9 54" 80.0 80.0 60' r7O.5 77.5 E 67.2 5T.2 80° 80.0 80.0 68' 70.5 'X2' a I 86" MULLIONc MULLION M1 .� 72' 52.4 52.4 66' 80.0 80.0 68' 68.5 ^ E _ 30' 90.0 90.0 72" 80.0 80.0 30' 80.0 80.0 I5 I70 S2 I143 Ix IN 4 S2 IN-310 5.670 2.514 ALUMINUM 5.870 2.514 36' 90.0 90.0 30' 120.0 135.0 36" 80.0 80.0 STEEL 4.000 2.000 42" 78.2 78.2 39' 120.0 135.0 42' 80.0 80.0 TOTAL +h S1L X 2-9 17.270 48" 102" 68.4 68.4 42' 120.0 135.0 48' 80.0 80.0 a 132" 50" 65.7 65.7 48" 102" 120.0 135.0 54' 75.0 75.0 54' 60.8 60.8 49° 120.0 135.0 60" 67.5 67.5 60' 54.7 54.7 54' 80.0 60.0 65- 62.3 62.3 66" 49.7 49.7 60" 80.0 80.0 30" 80.0 80.0 70" 46.9 46.9 66' 80.0 80.0 36" 80.0 80.0 INTERMEDIATE HORIZONTALS 30" 90.0 90.0 72" 80.0 80.0 42' 80.0 80.0 C 0 36" 76.8 76.8 30' 120.0 135.0 48 138" 73.8 73.8 42" 65.8 85.8 mu 120.0 135.0 54" 65.8 85.6 48" 108" 57.6 57.6 42" 120.0 135.0 601 59.1 59.1 54" 51.2 51.2 = 60° 48.1 48.1 46' 108" 120.0 135.0 82" 57.1 57.1 1>0w 66" 41.9 41.9 48" 80.0 80.0 30' 80.0 80.0 pare c o 30" 78.4 78.4 54" 80.0 80.0 36' $0.0 80.0 y o 60' 80.0 80.0 42" 74.2 74.2 36' 65.3 65.3 ° 144" c 42' 56.0 56.0 56' 80.0 80.0 48 65.0 65.0 48" 49.0 49.D 72' 80.0 80.0 54" 57.7 57.7 I WS W2 a�4 413 ml 54" 114' 43.5 43.5 60" 52.0 52.0 Engf: JAVAD AHMAO so" 39.2 39.2 WIDTH (W) s W{ CIYIL Apt" !u.ompl wpOl etc+ AT FRAME JAMB gg II+Iurtd B d1 lk 63" 37.3 37.30 A N 35 92 Date if 30" 67.2 87.2 WIDTH (W) = W2 + W3 U mt edc Pro u CIF 36" 56.0 56.0 AT FRAME MULLION 2 1 L! T T 42 120" X48.0 48.0 - drawing no. 48" 42.0 42-0 W 14-12 54" 37.3 37.3 MULLIONS JU 2014 60' 1 33.8 1 33.6 1 1 sheet 6 Of 19 01 DESIGN LOAD CAPACITY - PSF DESIGN LOAD CAPACITY - PSF DESIGN LOAD CAPACITY - PSF MULLION MULLION MULLION WITH INTERMEDIATE HORIZONTALS WITH INTERMEDIATE HORIZONTALS WITH INTERMEDIATE HORIZONTALS 35 MULLION 'M3' MULLION 'M4' MULLION 'M4' NOMINAL AIMS. NOMINAL DIMS. , ' NOMINAL DIMS. 'J4' t t 1 11 t a j JAMB J3 JAMB J4 JAMB � WIDTH (W) FRAME HEIGHT EXT.(+) INT.(-) WIDTH (W) FRAME HEIGHT EXT.(+) INT.(-) WIDTH (W) FRAME HEIGHT EXT.(+) INT.(-) �' ad 30' 90.0 90.0 30' 100.0 100.0 30' 100.0 100.0 6 a- 36' 36' 90.0 90.0 36" 100.0 100.0 36' 100.0 100.0 O O $ t 42" 90.0 90.0 42' 100.0 100.0 42' 91.3 91.3 JAMB '13' JAMB 'J4' 48" 84" 90.0 90.0 48" 84' 100.0 100.0 44' 114" 87.1 87.1 Ix Ir4 Sx IN"3 Ix IN"4 SX IN-3 54" 90.0 90.0 54' 100.0 100.0 48' 80.0 60.0 5.813 2.538 ALUMINUM 5.813 2.538 8 60" 80.0 80.0 80" 100.0 100.0 54" 80.0 60.0 STEEL 2.000 1.000 V Q erMl 66" 77.4 77.4 66" 60.0 60.0 80° 60.0 60.0 TOTAL+ IK SHL X 22 11.613 72' 70.9 70.9 72" 60.0 60.0 85" 58.1 58.1 30' 90.0 90.0 30" 100.0 100.0 72" 53.2 53.2 36' 90.0 90.0 36" 100.0 100.0 30' 100.0 100.0 35 Z 42' 90.0 90.0 42° 100.0 100.0 38' 96.1 96.1 .I.1all 48' 80■ 90.0 90.0 48" 90■ 100.0 100.0 42' 82.4 82.4 9 10 9 10 Q 51' 87.2 87.2 54' 100.0 100.0 48' 120" 60.0 60.0 54' 80.0 80.0 56' 100.0 100.0 54" 60.0 60.0 O 100 60" 73.2 73.2 6d' 60.0 60.0 60° 57.7 57.7 v - 0 66' 66.6 66.6 66" 80.0 60.0 66" 52.4 52.43 72" 61.0 61.0 72" 80.0 60.0 72' 48.1 48.1 35 30' 90.0 90.0 30" 100.0 100.0 30" 60.0 60.0 V1 c 36' 90.0 90.0 36" 100.0 100.0 36" 60.0 60.0 d >- 60.0 ti 42' 90.0 90.0 42' 100.0 100.0 42° 60.0 60.0 8 10 9 10 y� W 48' 96- 81.5 81.5 48' 86• 100.0 100.0 48' i 26" 60.0 80.0 N 54" 70.7 70.7 52' 100.0 100.0 54' 58.1 58.1 0-M 12 60' 63.6 63.6 54' 60.0 60.0 80' 52.3 52.3 E %' m 66" 57.8 57.8 60" 60.0 60.0 66" 47.5 47.5 72" 53.0 53.0 86' 60.0 60.0 72' 46.2 46.2 MULLION 'M3' MULLION 'M4' 'E OE 30' 80.0 80.0 72" 60.0 50.0 30" 60.0 60.0 IX IN-4 SX IN"3 Ix IN"4 SX 1N"3 g0 36' 80.0 80.0 30" 100.0 100.0 36" 80.0 60.0 5.813 2.529 ALUMINUM 5.813 2.529 o O STEEL 2.000 1.000 N 42" 80.0 80.0 39" 100.0 100.0 42' 60.0 60.0 TOTAL 'a r 48" 102" 70.1 70.1 42' 100.0 100.0 48' 132" 59.'3 59.3 bt ALUM+Hr 5R X 2,9 11.613 g 54' 62.3 62.3 48' 102" 99.8 99.8 54' 53.0 53.0 60" 56.1 56.1 49" 97.7 97.7 60' 47.7 47.7 68" 51.0 51.0 54" 60.0 60.0 65" 44.0 44.0 70" 48.1 48.1 60" 60.0 60.0 30' 60.0 60.0 INTERMEDIATE HORHZONTALS 30" 80.0 80.0 66" 60.0 60.0 35" 60.0 60.0 36" 78.8 78.8 72' 60.0 60.0 42' 60.0 60.0 C 42' 67.5 67.5 30" 100.0 100.0 48' 138" 54.5 54.5 48" 108" 59.1 59.1 36"• 100.0 100.0 54' 48.4 4L4 54° 52.5 52.5 42" 100.0 100.0 60' 43.6 43.6 60" 47.3 47.3 46" 108■ 92.9 92.9 82' 42.2 42.2 W 66° 43.0 43.0 48" 60.0 60.0 30" 50.0 60.0 30' 80.0 80.0 54" 60.0 60.0 36" 60.0 60.0 a 36" 67.0 87.0 60" 60.0 60.0 42' 144„ 56.9 56.9 L 0 42' 57.4 57.4 Lr- 66' 60.0 60.0 48" 49.8 49.8 48' 114' 50.2 50.2 72' 60.0 60.0 54" 44.3 44.3 �� W7 W2 W3 a 54" 44.6 44.6 60' 39.8 39.8 _ WIDTH (W) ® W 1 Eng; JAVAD pHMAD &pproved a2 conptylu!{IIVL16 l6ir N 80' 40.2 40.2 AT FRAME JAMB FUS pC)IiL 70592 l�orld B Ing ' Date 63" 38.3 38.3 W2 ♦ W3 C.ik. 3538 pAA 6 30" 68.9 86.9 WIDTH (W) s 2 i Miami Dade Produ ujif v u 36' 57.4 57.4 AT FRAME MULLION 42' 120' 49.2 49.2 drawing no. as° 43.1 43.1 JU �� W 14-12 54" 38.3 38.3 MULLIONS sheet 7 of g 60" 34.4 34.4 a i O i 1 D $ � r cy pm WOOD BUCKS AND METAL STRUCTURE NOT. BY ALDORA � MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM z ui AND TRANSFER THEM TO THE BUILDING STRUCTURE. 4 l l TYPICAL ANCHORS: SEE ELEV. FOR SPACING o � 4 1/2" 4 1/2" 4 FTYPE 'AW'- I/4r DIA ULTRACON BY 'ELCO' (FU-177 M. Fy=155 KSI) 3" 3° 3" INTO 2BY WOOD BUCKS OR WOOD STRUCTURES TMP' TMP. TMP. (n WITH 1-1/2" MIN. PENETRATION INTO WOOD 0 rn THRU 1BY WOOD BUCKS INTO CONCRETE OR MASONRY g CL ¢ `" WITH 1-1/2" MIN. EMBED INTO CONCRETE (HEAD/SILL/JAMBS) z I WITH 1-1/4" MIN. EMBED INTO MASONRY (JAMBS) .2 ¢ " CL'o ` TYPE 'AC'- i an ' (Fu-177 KSI, Fy-155 KSI) 3■ 3 3 M12 DIRECTLY INTO CONCRETE OR MASONRY TY s. . g" TMg- E I WITH 1-1/2" MIN. EMBED INTO CONCRETE (HEAD/SILL/JAMBS) N c -3 -w WITH 1-1/4" MIN. EMBED INTO MASONRY (JAMBS} ANCHOR EDGE DISTANCES lY 93 AW4, AC4, B1Y4._CM4 3 2 I INTO CONCRETE AND MASONRY = 2-1/2' MIN. INTO WOOD STRUCTURE = 1" MIN. °v - - — — — _ ANCHORS TYPES: a .- F r AW2= 2 ANCHORS TYPE 'AW' AT EACH SIDE OF JAMB AND MULLION TYPE 'BW'- x/18 DIA ULTRACON BY ELCd (Fu=177 KSI, Fy=155 KSI} BY WOOD BUCKS OR WOOD STRUCTURES AC2 = 2 ANCHORS TYPE AC AT EACH SIDE OF JAMB AND MULLION INTO 2 WITH 9Y WO MIN. PENETRATION INTO WOOD DW2= J2 ANCHORS TYPE 'BW' AT EACH SIDE OF JAMB AND MULLION BC2= 2 ANCHORS TYPE BC AT EACH SIDE OF JAMB AND MULLION THRU 1 BY WOOD BUCKS INTO CONCRETE OR MASONRY C142 - 2 ANCHORS TYPE 'CM' AT EACH SIDE OF JAMB AND MULLION WITH 1-1/2" MIN. EMBED INTO CONCRETE (HEAD/SILL/JAMBS) ATY3 3 ANCHORS TYPE 'AW' AT EACH SIDE OF JAMB AND MULLION WITH 1-1/4" MIN. EMBED INTO MASONRY (JAMBS) AC3 = 3 ANCHORS TYPE 'AC' AT EACH SIDE OF JAMB AND MULLION 0 TYPE 'BC'- 5f 1Br DIA ULTReCON 'F- 0_ (Fu=177 KSI, Fy-155 KSI) BW3 3 ANCHORS TYPE 'BW' AT EACH SIDE OF JAMB AND MULLION DIRECTLY INTO CONCRETE OR MASONRY BC3= 3 ANCHORS TYPE 'BC' AT EACH SIDE OF JAMB AND MULLION WITH 1--1/2° MIN. EMBED INTO CONCRETE (HEAD/SILL/JAMBS) CM3= 3 ANCHORS TYPE 'CM' AT EACH SIDE OF JAMB AND MULLION WITH 1-1/4" MIN. EMBED INTO MASONRY (JAMBS) AW4= 4 ANCHORS TYPE 'AW' AT EACH SIDE OF JAMB AND MULLION ANCHOR EDGE_DISTANCES AC4= 4 ANCHORS TYPE 'AC' AT EACH SIDE OF JAMB AND MULLION BW4= 4 ANCHORS TYPE 'BW' AT EACH SIDE OF JAMB AND MULLION i,; INTO CONCRETE AND MASONRY = 2-1/2" MIN. CM4= 141 ANCHORS TYPE 'CM' AT EACH SIDE OF JAMB AND MULLION 00 — INTO WOOD STRUCTURE 1-1/2° MIN. — y --- — ` 0 TYPE 'CM'- #14 SELF DRILLING SCREWS ST/ST (GRADE 5 CRS) INTO METAL STRUCTURES ¢ I STEEL : 1/8" THK. MIN. (Fy = 36 KSI MIN.) SEE SHEETS 9 & 10 FOR ANCHOR CAPACITIES. E r, JAd�Ali AppmedtocomfWallWhit ON a o ALUMINUM 1 B" THK. MIN. 8063-T5 MIN. Florid i / ( ) FLA: PE � 70592 �� e d I (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) RA.N 3538 Duto (p d J-u fu ANCHOR EDGE DISTANCES M mi Ds dc Product — INTO METAL STRUCTURE 1/2-MIN — — I_ drawing no. W14-12 CONCRETE AT HEA6, SILL OR JAMBS f'c a 3000 PSI MIN. [ANCHORS ��6� �� sheet 8 of 19 C-90 HOLLOW/FILLED BLOCK AT JAMBS f'm = 2000 PSI MIN. ANCHOR LOAD CAPACITY - PSF ANCHOR LOAM CAPACITY - PSF F3 EXT.(+) & INT.(-) EXr.(+) do INT.(-) ANCHORS TYPE, 'AW' ANCHORS TYPE 'AC' ANCHORS TYPE 'AW' ANCHORS TYPE 'AC' NOMINAL DIMS. 3/6" MAX. SHIMS 1/4" MAX. SHIMS 3/8" MAX. SHINS 1/4" MAX. SHIMS NOMINAL DIMS. 3/8" MAX. SHIMS 1/4" MAX. SHIMS 3/8" MAX. SHIMS I/4" MAX SHIMS WIDTH (W) FRAME HEIGHT AW2 ATPS AW4 Awl ATPS ATP4 AC2 AC3 AC4 AC2 ACS AC4 WIDTH (W) FRAME HEIGHT AW2 AW3 AW4 AV2 AWS AW4 AC2 AC3 AC4 ACZ AC3 AC4 30' 99.1 135.0 135.0 116.0 135.0 135.0 99.1 135.0 135.0 135.0 135.0 135.0 30° 68.6 102.9 135.0 81.7 122.6 163.4 68.6 102.9 135.0 409.6 136.0 135.0 a 36" 85.7 126.6 135.0 102.2 135.0 135.0 85.7 128.6 135.0 135.0 135.0 135.0 38" 58.7 88.0 117.3 69.9 104.8 139.81 58.7 88.0 117.3 93.8 135.0 135.0 42" 76.4 114.7 135.0 91.1 135.0 135.0 78.4 114.7 135.0 122.1 135.0 135.0 42" 51.6 77.5 103.3 61.5 92.3 123.1 1 51.6 77.5 103.3 82.5 123.8 135.0 0 v 48" 69.7 104.5 135.0 83.0 1 124.5 135.0 69.7 104.5 135.0 111.3 135.0 135.0 48" 46.4 69.7 92.9 55.3 83.0 110.7 1 46.4 69.7 92.9 74.2 111.3 135.0 a 52" 9$" 68.1 99.2 132.3 78.8b 18.2 135.0 66.1 1 99.2 132.3 105.7 135.0 135.0 52" 132" 43.7 65.5 1 87.4 52.0 78.1 104.1 43.7 65.5 87.4 69.8 104.7 135.0 �s g et 54° 64.6 96.9 129.2 77.0 115.5 435.0 64.6 96.9 129.2 103.3 135.0 135.0 54" 42.5 63.7 84.9 50.6 75.9 101.2 42.5 63.7 84.9 67.9 101.8 135.0 60' 60.8 91.2 121.6 72.4 108.7 135.0 60.8 91.2 121.6 97.2 135.0 135.0 80' 39.3 59.0 78.7 46.9 70.3 93.7 39.3 59.0 78.7 62.9 94.3 125.7 VVV e 660 57.9 86.9 115.5 69.0 103.5 135.0 57.9 86.9 115.8 92.5 135.0 135.0 30" 65.2 97.9 130.5 77.7 116.6 155.5 65.2 97.9 130.5 104.3 135.0 135.0 72' 55.7 83.6 111.5 66.4 99.8 132.8 55.7 83.8 111.5 89.1 133.6 135.0 36" 55.7 83.8 111.5 1 66.4 99.6 132.8 55.7 83.6 111.5 89.1 133.6 135.0 $f 30' 92.2 135.0 135.0 109.9 135.0 135.0 92.2 1 135.0 135.0 1 155.0 135.0 135.0 42" 49.0 73.5 98.0 58.4 1 87.6 115.7 49.0 73.5 98.0 78.3 117.5 135.0 3� 36" 79.6 119.4 135.0 94.9 135.0 135.0 79.6 119.4 135.0 127.2 135.0 135.0 48' 44.0 66.0 88.0 52.4 78.6 104.8 44.0 66.0 88.0 70.3 105.5 135.0 f� 3159 42" 70.8 106.2 135.0 84.3 126.5 1 135.0 70.8 106.2 135.0 113.1 135.0 135.0 52" 1384 41.3 62.0 82.7 49.3 73.9 98.5 41.3 62.0 82.7 85.1 99.1 132.1 yr 48" 64.3 96.5 128.6 76.6 114,9 135.0 64.3 96.5 128.6 102.8 135.0 135.0 54" 40.2 60.3 80.3 47.9 71.8 95.7 40.2 60.3 80.3 64.2 96.3 128.4 �, ILL $ 52" 102" 60.9 91.4 121.8 72.5 108.9 135.0 60.9 91.4 121.8 97.4 135.0 135.0 60" 37.2 55.7 74.3 44.3 66.4 88.5 37.2 55.7 74.3 59.4 89.1 118.8 54' 59.4 89.2 118.9 70.8 106.2 135.0 59.4 89.2 118.9 95.0 135.0 135.0 30° 62.2 83.3 924.4 74.1 111.2 148.2 62.2 93.3 124.4 99.4 135.0 135.0 60" 55.7 83.6 111.5 66.4 99.6 132.8 55.7 83.6 111.5 89.1 133.6 135.0 36' 53.1 79.6 106.2 63.2 94.9 126.5 53.1 79.6 106.2 84.8 127.2 135.0 M 66' 52.9 79.3 105.7 63.0 94.5 126.0 52.9 79.3 105.7 84.5 126.7 135.0 42' 46.6 69.9 93.2 55.5 83.3 111.1 46.8 69.9 83.2 74.5 111.7 135.0 72' 50.7 76.0 101.3 80.4 90.5 120.7 50.7 76.0 101.3 81.0 121.5 135.0 48" 41.8 62.7 1 83.6 49.8 74.7 99.6 41.8 82.7 83.6 66.8 100.2 133.6 25 �+ 30" 66.3 129.4 135.0 102.8 135.0 135.0 86.3 129.4 135.0 135.0 435.0 135.0 52" 144" 39.2 58.8 1 78.5 46.7 70.1 93.5 1 39.2 58.9 78.5 62.7 94,1 125.4 --! C 36" 74.3 114.5 135.0 88.5 132.8 135.0 74.3 111.5 135.0 118.8 135.0 135.0 54" 38.1 57.2 76.2 45.4 68.1 90.8 38.1 57.2 76.2 60.9 91.4 121.8 0 0. a 42" 65.9 98.8 131.8 78.5 117.5 135.0 65.8 1 98.8 131.8 105.3 135.0 135.0 1 60" 1 35.2 52.8 70.4 1 41.9 62 9 83.9 35.2 52.8 70.4 56.3 84.4 112.5 v Y 48' 59.7 89.6 119.4 71.1 105.7 135.0 59.7 $9.6 119.4 95.4 135.0 135.0 M CL 524 108" 56.5 1 84.7 112.9 67.3 1 100.9 134.5 58.5 84.7 112.9 1 90.2 135.0 135.0 Ad � N 54' 55.0 82.6 110.1 65.6 98.4 131.2 55.0 82.6 110.1 1 88.0 132.0 135.0E 60' 51.4 77.2 102.9 61.3 91.9 122.6 51.4 77.2 102.9 82.2 423.3 135.0 itn r _ 00 66' 48.6 73.0 97.3 57.9 86.9 115.9 48.6 73.0 97.3 77.7 118.6 135.0 3 72" 46.4 69.7 92.9 55.3 83.0 110.7 46.4 69.7 92.9 74.2 111.3 135.0 ------ --- --- 30° 81.1 121.6 135.0 96.8 135.0 135.0 81.1 121.6 135.0 129.6 135.0 135.0 w _ 36' 69.7 104.5 135.0 83.0 124.5 135.0 69.7 104.5 135.0 111.3 135.0 135.0 � 42' 61.6 92.5 123.3 73.4 110.2 135.0 61.6 92.5 123.3 98.5 135.0 135.0 48" 55.7 83.6 141.5 66.4 99.6 132.8 55.7 83.6 111.5 89.1 133.6 135.0 52" 114' 52.6 76.9 105.2 62.7 94.0 125.4 52.6 78.9 105.2 84.1 126.1 135.0 54' 51.2 76.9 102.5 61.1 91.6 122.1 51.2 76.9 102.5 $1.9 122.9 135.0 60" 47.8 71.7 95.5 56.9 85.4 113.8 47.8 71.7 95.5 76.3 144.5 135.0 86" 45.0 67.6 90.1 53.7 80.5 107.3 45.0 67.6 90.1 72.0 108.0 135.0 v 72" 42.9 64.3 85.7 1 51.1 76.6 102.2 42.9 64.3 85.7 68.5 102.8 135.0 W1 W2 W3 30" 76.4 114.7 135.0 91.1 135.0 135.0 76.4 114.7 135.0 122.1 135.0. 135.0 u INTERMEDIATE w 36" 65.6 98.4 131.1 78.1 117.2 135.0 65.6 98.4 131.1 104.8 135.0 135.0 WIDTH (W) G+ W1 HORIZONTALS10 42' 57.9 86.9 115.8 69.0 103.5 135.0 57.9 86.9 115.8 92.5 135.0 435.0 AT FRAME JAMB 01'TI FIXE 48" 52.3 78.4 1045 52.3 93.4 124.5 52.3 78.4 104.5 83.5 125.3 135.0 ALL FIXED L1TEs W2 + W3 r» 52' 120" 49.3 73.9 98.5 58.7 88.0 117.4 49.3 75.9 98.5 78.7 118.1 135.0 WIDTH (W) d 2 o e 54" 47.9 71.9 95.9 57.1 85.7 114.2 47.9 71.9 95.9 76.5 114.9 135.0 AT FRAME MULLIORI M 60" 44.6 66.9 89.2 53.1 79.7 106.2 44.6 66.9 89.2 71.3 108.9 135.0 � c 88" 41.9 62.9 83.9 50.0 74.9 99.9 41.9 62.9 83.9 67.0 100.5 134.0 72° 39.8 59.7 79.6 47.4 71.1 94.9 39.8 59.7 79.6 63.6 95.4 127.2 30" 72.3 108.5 135.0 86.1 429.2 135.0 72.3 108.5 135.0 115.5 135.0 135.0 SEE SHEET S FOR ANCHOR TYPES. Engr�JAVAD AHkM �� Pp compmm w11Nl6i N 36' 61.9 92.9 123.9 73.8 110.7 135.0 61.9 92.9 123.9 99.0 135.0 135.0 4tp .CmL 70582 Florlda ul ; 42' 54.6 81.9 109.2 65.0 97.6 130.1 54.6 81.9 109.2 87.2 130.9 135.0 ICAPh t �,` 48 49.2 73.8 98.4 58.6 87.9 117.2 49.2 73.8 98.4 78.6 117.9 135.0 M ®i Dade n v 52" 126" 48.3 89.5 92.6 55.2 82.7 110.3 46.3 69.5 92.6 74.0 111.0 135.0 54" 45.0 67.6 90.1 53.7 80.5 107.3 45.0 67.6 90.1 72.0 108.0 435.0 drawing no. 60" 41.8 62.7 83.6 49.8 74.7 99.6 41.8 62.7 83.6 66.8 100.2 133.6 ttq W1 4'-1266' 39.2 58.8 78.5 45.7 70.1 93.5 39.2 58.8 78.5 62.7 94.0 125.4 ANCHORS2111 Sheet 9 Of 19 ANCHOR LOAD CAPACITY - PSF ANCHOR ELOAD CAPACITY - PSF EXT.(+) & INT.(-) ANCHORS TYPE 'EW ANCHORS TYPE 'BC' ANCHORS TYPE 'CM' ANCHORS TYPE 'BW4 ANCHORS TYPE 'BC' ANCHORS TYPE 'CM' NOMINAL DIMS. 3/8" MAX. SHIMS 3/8" SHIMS 1/4" SHIMS 3/8" MAX. SHIMS 1/4" SHIMS NOMINAL DIMS. 3/8" MAX. SHIMS 3/8" SHIMS 1/4" SHIMS 3/8" MAX. SHIMS 1/4" SHIMS Z � g WIDTH (W) FRAME HEIGHT BW2 BW3 BW4 BC2 80 BC2 CM2 CM3 1 CM4 CM2 WIDTH (W) IFRAME HEIGHT BW2 BV3 BW4 BC2 BC3 BC2 C92 CM3 i CM4 CM2 d 30° 135.0 135.0 135.0 135.0 135.0 135.0 118.0 135.0 135.0 135.0 30" 110.9 135.0 135.0 126.7 135.0 135.0 81.7 122.5 135.0 135.0 1°' I 36" 135.0 135.0 135.0 135.0 135.0 135.0 102.2 135.0 135.0 135.0 36" 94.9 135.0 135.0 108.4 135.0 135.0 69.9 104.8 135.0 135.0 a 42' 123.6 135.0 135.0 135.0 135.0 135.0 91.1 135.0 135.0 1 135.0 42' 83.5 125.3 135.0 95.4 135.0 129.0 61.5 92.3 123.1 123.6 48" 112.7 1 135.0 135.0 128.7 135.0 135.0 1 83.0 124.5 135.0 135.0 48" 75.1 112.7 135.0 85.8 1 128.7 116.0 55.3 83.0 110.7 111.1 52" 96" 107.0 135.0 135.0 122.2 135.0 135.0 70.8 118.2 135.0 135.0 52" 132' 70.6 `106.0 135.0 80.7 121.0 109.1 52.0 78.1 104.1 104.5 ti 54" 104.5 135.0 135.0 119.3 13&0 135.0 77.0 115.5 135.0 135.0 54" 88.7 103.0 135.0 78.4 117.6 108.1 50.6 75.9 101.2 101.6 80" 98.3 135.0 135.0 112.3 135.0 135.0 72.4 108.7 135.0 `135.0 60" 63.6 95.4 127.2 72.7 109.0 98.3 46.9 70.3 93.7 94.1 66" 93.6 135.0 135.0 106.9 135.0 135.0 69.0 103.5 135.0 135.0 30" 105.5 135.0 1 135.0 120.5 135.0 135.0 77.7 116.6 135.0 135.0 Q 72" 90.1 135.0 135.0 102.9 135.0 135.0 66.4 99.6 132.8 133.3 36" 90.1 135.0 135.0 102.9 135.0 135.0 66.4 99.6 132.8 133.3 14161 30° 135.0 135.0 135.0 135.0 135.0 135.0 109.9 135.0 135.0 135.0 42" 79.2 118.9 135.0 90.5 135.0 122.4 58.4 87.6 116.7 117.2 36' 128.6 135.0 135.0 135.0 135.0 135.0 94.9 135.0 135.0 135.0 48" 71.2 106.7 135.0 81.3 121.9 109.9 52.4 78.6 104.8 105.3 8�5 42" 114.5 135.0 135.0 130.7 135.0 135.0 84.3 126.5 135.0 135.0 52" 138" 86.9 100.3 133.7 76.4 114.5 103.3 49.3 73.9 98.5 1 98.9 1 Zi 48' 104.0 135.0 135.0 118.8 135.0 135.0 76.6 114.9 135.0 135.0 54" 65.0 97.4 129.9 74.2 111.3 100.3 47.9 71.8 95.7 95.1 W�i 52" 102" 98.5 135.0 135.0 112.5 135.0 135.0 72.6 108.9 135.0 135.0 80" 60.1 90.1 120.2 68.6 102.9 92.8 44.3 66.4 85.5 68.9 54" 96.1 135.0 135.0 109.8 135.0 135.0 70.8 106.2 135.0 135.0 30" 100.6 135.0 135.0 114.9 135.0 135.0 74.1 111.2 135.0 135.0 0 90 60" 90.1 135.0 135.0 102.9 135.0 135.0 66.4 99.6 132.8 133.3 36" 85.8 128.8 135.0 98.0 135.0 `132.6 63.2 94.9 126.5 127.0 00 m 68' 85.5 128.3 135.0 97.6 135.0 132.0 63.0 94.5 126.0 126.5 42" 75.4 113.1 135.0 86.1 129.1 116.4 55.5 83.3 111.1 111.5 -212 1 72' 81.9 122.9 135.0 93.6 135.0 126.5 60.4 90.5 120.7 121.2 48" 67.6 101.4 135.0 77.2 115.8 104.4 49.8 74.7 99.6 100.0 _ 30' 135.0 135.0 135.0 135.0 135.0 135.0 102.8 135.0 135.0 135.0 52" 144° 63.5 85.2 128.9 72�.4 5 1087 88.0 46.7 70.1 83.5 93.9 to 38' 120.2 135.0 135.0 135.0 135.0 135.0 88.5 132.8 135.0 135.0 54" 61.6 92.4 123.3 7 95.2 45.4 88.1 90.8 91.2 } 42" 106.6 135.0 135.0 121.7 135.0 135.0 78.5 117.8 135.0 135.0 60" 58.9 85.4 113.9 6 87.9 41.9 62.9 83.9 84.2 48' 96.6 135.0 135.0 110.3 135.0 135.0 71.1 106.7 135.0 135.0 N V 00 52' 108" 91.3 135.0 135.0 104.3 135.0 135.0 67.3 100.9 134.5 135.0 a A 54" 89.0 133.5 135.0 1 101.7 135.0 135.0 65.6 98.4 131.2 131.7 1: m 60" 83.2 124.8 135.0 95.0 135.0 128.5 61.3 91.9 122.6 123.1 j• /� a° 66" 78.7 118.0 135.0 89.8 134.7 121.5 57.9 86.9 115.9 116.4 72° 75.1 112.7 135.0 85.8 128.7 116.0 55.3 63.0 110.7 111.1 ________ __ _____ O 30" 131.1 135.0 135.0 135.0 135.0 135.0 96.6 135.0 135.0 135.0 G3 u� p to_ 36' 1127 135.0 135.0 128.7 135.0 135.0 83.0 124.5 135.0 135.0 w 42' 99.7 135.0 135.0 113.8 135.0 135.0 73.4 110.2 135.0 135.0 48' 90.1 135.0 135.0 102.9 135.0 135.0 66.4 99.6 132.8 133.3 ' 52' 114' 85.1 127.6 135.0 97.2 135.0 131.4 62.7 94.0 125.4 125.9 54" 82.9 124.3 135.0 94.7 135.0 128.0 61.1 91.6 122.1 122.6 60" 77.3 115.9 135.0 88.2 132.3 119.3 58.9 85.4 113.8 114.3 66' 72.8 109.3 135.0 83.2 124.8 112.5 53.7 80.5 107.3 107.7 2 o_ FA 72" 69.3 104.0 135.0 79.2 118.8 107.1 51.1 76.6 102.2 102.6 W1 W2 W3 30" 123.6 135.0 .135.0 135.0 135.0 135.0 91.1 135.0 135.0 135.0 u 36' 106.0 135.0 135.0 121.1 135.0 135.0 78.1 117.2 135.0 135.0 INTERMEDIATE WIaTH (w) W7 HORIZONTALS 42" 93.6 135.0 135.0 106.9 135.0 135.0 69.0 103.5 135.0 135.0 AT FRAME JAMB OPTIONAL 48' 84.5 126.8 135.0 96.5 135.0 130.5 62.3 93.4 124.5 125.0 ALL FIXED LITES _ wz + w3 b; 52' 120" 79.7 119.5 135.0 91.0 135.0 123.0 58.7 88.0 117.4 117.8 wlaThi �w� 2 c o 54" 77.5 116.3 135.0 88.5 132.8 119.7 57.1 85.7 114.2 114.7 AT FRAME MULLION 60" 72.1 108.2 135.0 82.3 123.5 111.4 53.1 79.7 106.2 106.7 ,"a 0 56' 67.8 101.7 135.0 77.4 135.0 104.7 50.0 74.9 99.9 100.3 72" 64.4 96.6 128.8 73.5 135.0 99.4 47.4 71.1 94.9 95.2 `* 30" 116.9 135.0 135.0 133.5 135.0 135.0 88.1 129.2 135.0 135.0 1 SEE SHEET 8 FOR ANCHOR TYPES. E�9r '�VAO AHIdAO Approved as coml►1yl�wll11191+ cv 36' 100.1 135.0 135.0 114.4 135.0 135.0 73.8 110.7 135.0 135.0 CML I%orid�i Puld +g C c FIA. PE 70592 1 Dale S, 42" 88.3 132.4 135.0 100.8 135.0 135.0 65.0 97.6 130.1 130.6 O A.M, No Aa Id 48' 79.5 119.3 135.0 90.8 135.0 122.8 58.6 87.9 117.2 117.6 MI m1 Ade Preft Cu 52" 126" 74.9 112.3 135.0 85.5 128.3 115.6 55.2 82.7 110.3 110.8 Ll 54° 72.8 109.3 135.0 83.2 124.8 112.5 53.7 80.5 107.3 107.7 drawing qno. 60" 67.6 101.4 135.0 77.2 115.8 104.4 49.8 74.7 99.6 100.0 W l 4-' 1 2 66° 63.4 95.2 126.8 72.4 108.7 98.0 46.7 70.1 93.5 93.8 ANCHORS .( jet (1 ��f� sheet 10 of 19 CLUSTER OF 6 ANCHORS DOOR MULLION ANCHORS LOAD CAPACITY - PSF V n DOOR MULLION LOAD CAPACITY DOOR MULLION LOAD CAPACITY AT MULLION HEAD/SILL ANCHOR TYFRB ANCHOR TYPES ANCHOR TYM NOMINAL DIMS. W/0 RSINF. NOMINAL DIMS. VITH REINF. SEE CHART FOR CAPACITIES ALDORA NOMINAL DIMS. 'Ad'At Ae tom" 101•k'RC' WIDTH (III) FRAME HEIGHT EXT.(+) do INT.(-) WIDTH (W) FRAME HEIGHT EXENTRANCE DOORST.(+) & INT.(-) SEE SEPARATE NOA WIDTH (W) FRAME HEIGHT �• *; XT. +) KT. 30" 90.0 30' 90.0 ) �_ ~�� ~-1�`-------- 36" 30' 90.0 90.0 90.0 ' 90.0 36 90.0 }r_-'_� - _ 38' 90.0 00.0 90.0 42" 84' 90.0 42' 84' 90.0 �` - �' Ii r- t 48" 90.0 48' 90.0 Q /p d pl i p� 42' ° 90.0 90.0 90.0 s d 2 1 V / H / II 9 \ f� 46' 89.8 90.0 90.0 {T O V 54" 90.0 54° 90.0 ° / II 0 / II 0 \ gi g4• 79.8 90.0 90.0 0 60' 90.0 60' 90.0 fy 18 / 18 / A ; \ G 80" 71.7 85.4 90.0 30" 90.0 30' 90.0 II/ II c9 �I/ 11 1 1 30• 90.0 90.0 90.0 . = II i 38" 90.0 90.0 90.0 36' 90.0 36 90.0 d • �{ 42" 96' 90.0 42' 96• 90.0 w w\ W I ff 42 96' 69.8 80.0 90.0 I III 48' 78.4 90.0 90.0 48" 87.2 48' 90.0 54' 77.5 s4° 90.0 \ d \ p 1 4 / 54' 89.7 83.0 80.0 so' 89.9 so" 90.0 \\ � � �' 62.7 74.7 90.0 �O 1L_ 14 _ �,h 30• 90.0 90.0 90.0 9 30" 90.0 30" 90.0 =-s=' - -� .' t.---"'a` 3g- 90.0 90.0 90.0 '----- gac 90.0 90.0 -� 9T-3/4 36' 80.0 38• 90.0 � ,� -- 42' , 42' 97-3/4' 90.0 42" 102" 90.0 48' 77.0 90.0 90.0 48" 83.1 48' 90.0 w2 W1 d wl 54' 88.4 81.5 90.0 54" 73.9 54' 90.0 60' 81.8 73.4 9D.0 58' 66.8 so• eo.o WIDTH (W) 'm W1 + W2 WIDTH (W) W7 + 30' 90.0 90.0 90.0 M 30' 0.0 2 2 4 36' 90.0 90.0 90.0 36" 90.0 4Z' 102, 84.3 90.0 90.0 42" 108' 90.0 48 73.8 87.9 90.0 54' 65.8 781 90.0 d 48" 0.0 60' 59.0 70.3 90.0 54' 0.0 CLUSTER OF 6 ANCHORS ALDORA 30' 90.0 90.0 90.0 60• 82 0 AT MULLION HEAD/SILL ENTRANCE DOORS • 90.0 90.0 90.0 SEE CHART FOR CAPACITIES SEE SEPARATE NOA $ <N 30' 90.0 42" 79.6 90.0 90.0 0-M 36* 90.0 __ 45" 10B• 69.7 83.0 90.0 E t+) 42• 114" 0.0 `y fb= -_� 64" 819 736 90.0 N 3 • 60• 55.7 66.4 90.0 t I 48 90.0 F 30' 90.0 90.0 90.0 54" 81.8 ig --------I 36' 83.6 90.0 90.0 a 80' 73.6 ,Lr-- -___� o O 1 /Il 42 7i.7 BS.4 90.0 30" 90.0 I A 48' 120' 62.7 74.7 90.0 36" 90.0 G // p s4• 55.7 68.4 '- 42' 120" 90.0 18 / p 60' 50.2 89.8 81.1 48' 83.0 54' 73.8 1 is 18 \ c i8 18 I� \ 8 10 d C 8 10 w2 w1 c WIDTH (lily 00 ODOR m N DOOR MULLION W1 + W2 H _ °' c IF/0RgLNF. WITHRSINF. 2 � IX IN-4 I Sx IN"3 IX IN"4 SX IN^3 6.063 2.695 ALUMINUM 6.063 2.695 a STBRL 6.795 1.209 TOTAL 12.858 Et+gr. JAS AHthAa m�pFp; 0 dHs mp�i+18 wlth 16p N ItAM+aST1.XZS FIA� [_�92 D�ac i3 1 IS 35 M 101 do Pralu Coe u drawing no. DOOR MULLION ,� � � W1 �'-1 2 sheet 11 of 19 DOOR MULLION LOAD CAPACITY - PSY DOOR MULLION ANCHOR$ LOAD CAPACITY - PSF NOMINAL DIMS, 111TH RBINP. ANCHOR TYPES ARCHES TYPES ANCHOR TYPES TwWE HWff mm mm wrom") 1, (W2) W. �+ CLUSTER OF 8 ANCHORS NOMINAL DIALS. SAE'&'AV Wo 'SR'it'BC' j INCHES INCHES RICHES INCHES INT. - AT MULLION HEAD nmE NEIm1T oom mmff weTH (m) vAmm W) Mr. +) Exr. (+) W. +) � 30 90.0 SEE CHART FOR CAPACITIES INCHES INCHES WCHES INCHES 9A. ) Mr. ( ) INT. ) Z 3t 38 80.0 30 91.0 108.4 135.0 0 ZJ 42 80 0 36 85.7 102.2 135.0 72 ALDORA 42 81.1 96.6 131.1 d 48 90.0 ENTRANCE DOORS 72 48 76.9 91.6 124.3 O 54 80.0 SEE SEPARATE NOA v 84 73.1 87.1 118.2 108 84 60 90.0 �f --1`N 60 89.7 83.0 112.7 �y 30 90.0 ��'_==_-- ====df 108 96 1�iTi n 36 90.0 30 81.6 87.2 131.9 42 90.0 F _ 36 77.3 92.1 125.0 $ ti 84 18 48 90.0 r-- -T=------ 84 42 73.8 87.8 118.9 Q y� 54 90.0 7 "r '-rr`r 48 700 83.4 113.3 a a 80 88.8 j /if y 1 a\ �a 54 68.9 79.7 108.2 v �j 30. 90.0 G / 11 R \ `' 60 64.0 78.2 103.8 18 / p 9 \ I g O p I p II 30 84.7 100.9 135.0 38 88.8 2 / p 19 \ 38 79.6 84.9 126.8 72 42 83.6 W it/ R j R �. \ 42 75.1 89.5 121.8 45 78.9 II I Z 72 48 71.1 84.8 118.1 ��}} 54 74.7 ;11► I Aja f JILi 54 67.6 80.8 109.3 60 M.0 120 84 09.8 \\ II q // C O 120 96 60 64.3 76.6 104.030 = Q 36 80.6 It \ tI I ft / % 30 78.0 90.5 122.9 y a 42 76.2 \ It q / 36 71.9 85.7 118.3 W 84 48 72.3 _-s I a�,�� 42 68.2 8i.3 110.4 54 68.8 �� Fv}___==� L=____-# 84 48 64.9 77.4 105.0 o law 60 88.8 54 81.9 73.8 100.1 IL 30 80.0 W2 W1 60 59.2 70.5 98.T � � 36 80.0 li 72 42 00.0 /CLUSTER OF 5 ANCHORS m a o 48 90.0 AT MULLION SILL a* M a 54 90.0 SEE CHART FOR CAPACITIES 108 98 60 80.0 C {y a$ 30 80.0 E �? 36 90.0 42 90.0O 0 m 48 90.0 0 _ 54 90.0 r 60 900 30 90.0 38 90.0 72 42 89.4 48 84.0 84 79.3 120 88 60 75.1 c 30 90.0 0 36 86.8 C 84 42 81.8 0 48 77.3 54 73.3 BO 89.6 c O p i8 18 0 8 10 L c t d 4 I 4 Eegr: JAVAO AHMAQ 4pproved as eompiybg widT lda N CIVIL 11110 da d1 1 FLA.A E 53 592 Ekrle , DUAN _o DOOR MULL IDN 91 all Dade Product C fto �v° o C WITH REINF. Ix IN-4 Sa IN 3 - drowing no. ALTJMINUM 6.063 2.695 STEBL 6.795 1.209 DOOR MULLION 9 2014 W14-12 TOTAL ALUM +Ix Sn.x 2.9 12.658 sheet11.1 of19 FRAME HEIGHT D.L. OPG. D.L. OPG. EXTERIOR O Palo _:. • Y ••.6•� •'��- C14 m� ;amv ta r-1 c0 3/8' MAX. 3/8" MAX to o SHIM SPACE SHIM SPACE N Q -04 �r m N 3/8' MAX. 3/8" MAX 0 _ SHIM SPACE SHIM SPACE o � r mm Q. 28Y OOD OR OD STRUCTURE 3/8' MAX. SHIM SPACE � m tyy � ro tmfN V10 m � ns rr L revisions: SERIESFRONT SET ALUM WIKdOWAIi SYS. (l-Mi-L) AL FAROOQ ©ORPORATION ^d g ehol dateIescn ion EmwNEERS&PRODUCT DIRWILOPMENI' a/8. �. Aldwa Aluminum do Glass Products Inc. ams&W.s7 AVE a 1150Q MIRAMAR PARKWAY SUME 300 MIAMI,FLORIDA 33174 l ar. by HAMID NAIRAMAR, FL 33025 TEL(30%264.31W FAX(=5)2624078 N p � by. TEL (305) 888-8288 FAX. (305) 888-6289 COMP ANL\W74-12AGP ANCHORED JAMBS ANCHORED JAMBS o. 3/8" MAX. SHIM O 3/8 MAX. SHIM O ALT. UNANCHORED JAMBS © UNANCHORED JAMBS 7A MIN. & MAX. GAP 7 4=MIN. & MAX. GAP SEE CHART BELOW 5 7 2A ��E CHART BELOW 2A BA 2 Z ~ J a a 44 d• 4WI /JAMB ?egg 16YEXTERIORWOOb BUCKD.L. OPG. D.L. OPG. CHORS JAMB ANCHORS � � ML FRAME WIDTH OPTIONAL SEE SPACING FOR SPACING C FOR SPACING O Q D ANCHORED JAMBS ANCHORED JAMBS 4.0 3/8' MAX. SHIM 3/8MAX. SHIM M cm UNANCHORED JAMBS 38 UNANCHORED JAAP5 O ALT. `fl MIN. & MAX. GAP 2 ANCHORED JAMBS E SE1E CHART T BELOW 8A SEE CHART BELOW DO NOT REQUIRE 8 7A �— r= _ 12 REINFORCING 7 2 2 m¢ N MECAL BY WOOD BUCK O� R STRICTURE OD STRUCT RE 0 L u a� EXTERIOR JAMB ANCHORS JAMS ANCHORS D.L. OPG. D.L. OPG. OPTIONAL SEE ELEV. o m OPTIONAL FOR SPACING •y SEE ELEV. FOR SPACING FRAME WIDTH '` c MAX. GAPS FOR UNANCHORED JAMBS NOTE MULLION M1, M3 MULLION M2, M4 MAX. MOVEMENT CONSIDEREO=100% STRETCH. MAX. FRAME JAMB JI, J2, J3 JAMB J2, J4 Ehyr JAVkO AHM D F pavcKioetomn(yIo$vvltfiiho PLEASE REFER TO SEALANT MANUFACTURER'S DATA AND APPLICATION CML• flQ� P T OF SEALANT TO SUBSTRATE & WINDOWALL FIJI. PE 70592 M HEIGHT MIN. MAX. MIN. MAX. MANUAL FOR COM A ABILITY 84" 1/4` 1` 1/4' 1" MATERIAL/FINISH AND COMPLIANCE FOR WARRANTY. C. 538 Np�� a REFER TO ACI-117-10 FOR CONSTRUCTION TOLERANCES. bil atl pmdc prodYtt oah@J o 98" 1/4tl 1" 1/40 1" ALTERNATE SEALANTS AT JAMB GAPS CAN BE DESIGNED BY 1o8" 1/4' 1" 3/8' 1" ENGINEER OF RECORD BASED ON MANUFACTURER GUIDE LINES. BY. drawing no. 120' 1/4' 1' 3/8' 1' GAPS LESS THAN 1/4" MAY BE DESIGNED BY ENGINEER OF RECORD BY t�1 4 132" — — 3/8" 1' THE USE OF BOND BREAKER TAPE OR 18% OF GAP ALLOWED MOVEMENT. 'Nh� ``9�q 1►�l 4-12 2 �VIV �U i� REFER TO SHEETS 4 THRU 7 FOR SELECTION OF MULLION/JAMB WITH sheet 13 of 19 144" 3/8' 1° REINFORCED & UNREINFORCED FRAMES. FRAME HEIGHT D.L. OPG. D.L. OPG. OEXTERIOR O a • b — Orn �mA�A • r N�y N N � ao v nb� t1 �On SHIM SPACE SHIM SPACE r g ."O m> p O �f*Iz n _ 23 Fit a CD ` 1 C N '(fiO r i0 N RRff yy �C Z 3/8" MAX. 3/8" MAX. x SHIM SPACE SHIM SPACE 0 M�m� nm� z t7. 28Y K OR STRUCTURE 3/8" MAX. SHIM SPACE FU a �' �. e , w a aate; 03-211-14revisions, SERIES FRONT SET ALUM WINDOWALL SYS. (LM.I.) AL-FAROOQ CORPORATION a no dateIsscn ion ENGINEERS&pROp1JC"f DEtELOPMEPTi 3,18- e t° Aldora Aluminum & Glass Products Inc. X235 s,�.s7 pyE d3 11500 MIRAMAR PARKWAY SUITE 300 AGAMI,FLORIDA 33174 C u l dr: bjr M IRAMAR. FL. 33025 TEL CW*264431W FAX C30M 262-8978 N p E� TEL. (305) 888-6288 FAX (305) 888-6289 COMP-ANL\W14-1?AGP ANCHORED JAMBS - ANCHORED JAMBS, V 3/8" MAX. SHIM J'�1 - 3/8" MAX. SHIM _ UNANCHORED JUNANCHORED JAMBS MIN. & MAX. GAP 1 3 a'IAAli�1:-.& MAX. GAP SEE CHART BELOW 11 1 SEE CHART BELOW 2 2 Q fI ' 6 N6 I BY EXTERIOR WOOD BUCK D.L. OPG, D.L. OPG. �.'�. JAMB ANCHORS JAMB ANCHORS co, OPTIONAL OPTIONAL — SEE ELEV. FRAME WIDTH SEE ELEV. FOR SPACING FOR SPACING Iw- 3 � � c z ANCHORED JAMBS ANCHORED JAMBS 0 3/8" MAX. SHIM 3/8" MAX. SHIM JV r7 52 UNANCHORED JAMBS UNANCHORED JAMBS M a MIN. & MAX. GAP D E MIN. & MAX. GAP I-, _j `�I SEE CHART BELOW g 35 SEE CHART BELOW N Li co 11 ANCHORED JAMBS g 3 - . 2 2 DO NOT REQUIRE 10 W METAL REI F RCING 2 BY WOOD BUCK O o � STRUCTURE W OD STRU RE L r� .._.._.._.._.._.._.. .._.._.._.._.._.._.._.. is .._._.;__;._.._.. 0 UN N EXTERIOR JAMB ANCHORS JAMB ANCHORS D.L. OPG. O.L. OPG. OPTIONAL OPTIONAL SEE ELEV. C SEE ELEV. FRAME WIDTH FOR SPACING g H FOR SPACING � c MAX. GAPS FOR UNANCHORED JAMBS ._ NOTE: MULLION MI. M3 MULLION M2, M4 MAX, MOVEMENT CONSH)EREQ=100% STRETCH. L o Engr. JAVAp AHMAD wM6ftre MAX. FRAME JAMB J1, J2, J3 JAMB 42, J4 PLEASE REFER TO SEALANT MANUFACTURER'S DATA AND APPLICATION CML Aivt"proved�i B n r HEIGHT MIN. MAX. MIN. MAX. MANUAL FOR COMPATABIUTY OF SEALANT TO SUBSTRATE & WINDOWALL FLA. PE #70592 0 84" 1/4" 1" 1/4" 1" MATERIAL/FINISH AND COMPLIANCE FOR WARRANTY. CAN. 8 - N $ " REFER TO ACI-117-10 FOR CONSTRUCTION TOLERANCES. MP Mi Dade ret 1� o .� gall1/4 1 1/4" 1 ALTERNATE SEALANTS AT JAMB GAPS CAN BE DESIGNED BY Lu 108" 1/4" 1" 3/8" IN ENGINEER OF RECORD BASED ON MANUFACTURER GUIDE LINES. @y 120" 1/4" I" 3/8" IN GAPS LESS THAN 1/4" MAY BE DESIGNED SY ENGINEER OF RECORD BY � drawing no. 132" - - 3/8" 1" THE USE OF BOND BREAKER TAPE OR 15% OF GAP ALLOWED MOVEMENT. ti} W14-12 144• - - 3/8" 1" REFER TO SHEETS 4 THRU 7 FOR SELECTION OF MULUON/JAMB WITH sheet $of 9 REINFORCED & UNREINFORCED FRAMES. IL y�V � SEE SEPARATE NOA FOR DESIGN LOAD CAPACITY OF DOORS ANO DOOR ANCHORS. J LOWER VALUES FROM DOORS NOA OR STOREFRONT SYSTEM CAPACITY CHARTS o 0 WILL APPLY TO ENTIRE SYSTEM. � o 2 g 2 MIAMI—BADE COUNTY APPROVED MUMI DARE COUNTY APPROVED Sic LARGE MISSILE IMPACT RESISTANT TRANSOM LARGE MISSILE IMPACT R�SISTANT TRANSOM10 I I oo I I W eeelll 0 10 o � loo ==�'------ ------1 ==ST----^------1. L _ N 11 `I10 Il 11 1 II l) I JI a NO'S io ILI10 I I IL, + 1- -- _____-+ _—_ - 1 ----------� G� _ -----------► _ ----- 1 -------------- -- I neeaa===a------ .d (n Ir r----_--__--J - - - - I r -T-----------J O =7a a � I o Mtn �Ivua0" tziEW � � N n 1/4-20 X 2-1/4° HH BOLT 1/4-20 X 2-1/4" HH BOLT a '1 W/ NUT & WASHER 8 © W/ NUT & WASHER S © Q AT MID SPAN AT MID SPAN C B 18 1 1B t Z r—--------------------- 10r--- ---- I A I MIAMI—DADE COUNTY APPROVED j 1 2 I MIAMI—DADE COUNTY APPROVED i LARGE MISSILE IMPACT RESISTANT DOOR LARGE MISSILE IMPACT RESISTANT DOOR I I a� +I I C ---------- --------- —T --i V ---i 1---------- - 1 - - - - - - + II I - - - - - - I y i v I I III l amaaaaq I I I I aaa==aaq - ---- -Ss.,..Y..e.,.r._T --� - - - - - - __=-•- ___ 'ate ---� C A) rt)----------- --------------------� I --_. -_-__ _--_-^ ---_1 _A O c Erulr: JAVADAHMAD1 n 9 CML #4pp*VS4 a cetupfylu8 with OW N m FLA. PE 70582 Florid 8 C ' n C.A.N. 353 � utj Miami Dade Pmduel t by. drawing no. .SUN W14-12 sheet 16 of 1 9 -.070 3.712 2.596 U 3.712 3.712 3.712 I � .933 .082 ,750 $ 187 .250 3.000 .187 .250 1,500 .187 ,250 1.500 .187 .250 1.500 Q 2.250 � � 2.250 � 2.250 �j a, .090 .090 .090 .090 L2.36D A U 4.500 4.500 4.500 4.500 O GLASS STOP G: p � a �7 7A O POUR & DEBRIDGE O 3.346 $ c HEAD/SILL/JAMB/INTERMEDIATE & MULLION INTERMEDIATE HORIZ. & MULLION TYPE 2 HEAD/SILL/JAMB/INTERMEDIATE & MULLION HEAD/SILL/JAMB/INTERMEDIATE & MULLION 4 .933 .062 .750 dI 3.684 3.697 3 .750 .090 b-T-if....................................... 3.110 s 377 .381 F .125 � .637 3,000 .187 1.500 O � GLASS STOP t.soo � � o � O PLAIN SNAP 1t POUR AND DEBRIDGE PLAIN SNAP 4,500 S� .187 .090 �n V1 w ,381 381 .381 t3 INTERMEDIATE HORIZONTAL d z � � 7-1 3.641 4.500 X %to ` 187 .187 .187 = 0„p 3.233 3.233 3.233 4.099 .090 4.099 .090 4.019 .947 570 .820 m -4--- z •� .090 4.000 •128 2.250 0 0 t5l -.750 .8331- ,750 23 SHEAR BLOCK 12 HEAD/JAMB/SILL 10 1.750 FIN SNAP FIN SNAP TYPE 2 POUR & DEBRIDGE FIN SNAP 250 c 125 c 3.712 4.499 RD c d .875 .687 .375 .750 f -�{ 500 I'D. C I100, to DOOR FRAME JAMB 11 188 .125 .187 Engr. JAYA�ADAD 7 n � cmi. +approved as com*la8 with lkd- 3.876 3,438 4.000 4.000 4.0002 FSA PE 70592 p nrWa m ale CAN, 8 peM MIAMI Dade Product on Lli mi �� tty `drr�awing no. 246 24C 47 (35} 38 �+,�� ;lt gYT�t47 f 9 DOOR REINF. CHANNEL DOOR REINF. CHANNEL JAMB REINF. CHANNEL JAMB/MULLION REINF. BAR MULLION REINF. BAR lJ i CL ITEM PART RXQ'D DESCRIPTION MATERIAL MANF. / SUPPLIER / REMARKS � 1 SMI-311 AS REQ'D HEAD, INTERM., SILL, JAMB AND MULLION- HEAVY, 6063-T6 - � 2 SMI-312 AS REQ'D GLASS STOP 6063-T6 - 2A SMI-314 AS REQ`D CLASS STOP (LARGER) 6063-T6 - z x 3 SMI-313 AS REQ'D FIN SNAP 6063-TS - 4 SMI-094 AS REQ'D PLAIN SNAP 6063-TS - A 5 SMI-004 AS REO'D PLAIN SNAP 6063-T6 - O v 7 SMI-316 AS REQ'D HEAD, INTERM., SILL, JAMB & MULLION- HEAVY 6063-T6 - 7A SMI-321 AS REQ'D INTERMEDIATE HORIZONTAL & MULLION- TYPE 2 6063-TB - p 8 SMI-317 AS REQ'D FIN SNAP 6063-T6 - 1*6 BA SMI-322 AS REQ'D FIN SNAP TYPE 2 6063-T6 - G 9 SMI-3117 AS REQ'D POUR & OEBRIDGE HEAD, INTERM., SILL, JAMB & MULLION- HEAVY. 6063-T6 - a a 10 SMI-313T AS REQ'O POUR & DEBRIDGE FIN SNAP 6083-T6 - 11 SMI-0947 AS REQ'D POUR & DEBRIOGE PLAIN SNAP 6063-T6 - cc 12 SMI-318 AS REQ'D HEAD, JAMB & SILL. 6063-T6 - .ax 13 SMI-319 AS REQ'D INTERMEDIATE HORIZONTAL 6063-T6 - 18 SMI-005 AS REQ'D DOOR FRAME JAMB 6063-T6 - 23 SMI-320 AS REQ'D SHEAR BLOCK (1- LG.) 6063-T6 - 24B 7/8"X3 7/8"X7/8" AS REQ'D REINFORCING CHANNEL 3 16"THK. STEEL - .-. 24C 1/2"X3 7/16°X1/2' AS REQ'D REINFORCING CHANNEL 1/8"THK. STEEL - c M m 25 SMI-001 AS REQ'D GASKET (AT INTERIOR) EPDM TREMCO 26 SMI-013 AS REQ'D SPACER / RETAINER OUTER GASKET SANTOPRENE MELTPOINT PLASTICS INTERNATIONAL. 27 SMI-G17 AS REQ'D SINGLE FACE FOAM TAPE (3/8" X 1/4') VINYL FOAM FRANK LOWE N 30 SMI-G12 AS REQ'D DOUBLE FACE FOAM TAPE (3/16° X 1/2`) VINYL FOAM FRANK LOWE 32 SMI-SO04 2 PER GL, SETTING BLOCKS (3/8" X 1 1/4" X 4" LG.) EPDM TREMCO, DUROMETER 80t5 SHORE A z Y o 34 SMi-SB07 2 PER CL. SETTING BLOCKS (1/4" X 1 1/4" X 4" Lv. G.) EPDM TREMCO, OUROMETER 80f5 SHORE A N 35 3/8" X 4' AS REQ'D REINFORCING BAR STEEL - 3 e'js D-M 36 3/4" X 4- AS REQ'D REINFORCING BAR STEEL 46 #12 X 1 1/2" 4/CORNER FRAME ASSEMBLY SCREWS ST. STEEL HEX. HEAD MACHINE SCREW F3 c 47 11/16"X 4- X 11/16' AS REQ-0 JAMB REINFORCING CHANNEL 3 16'THK. STEEL - 0 LO a 22 ~� r C O C N C � 0r. 0 . 0 Engr. JAVAD AHMAO CIVIL ApPt'oved as complylag with Itra a W FLA. PE / 70592 Furlde 8 leg e C.A.N . . 38 Date 140-A Miami Dade Productg Control � $ W W ' By. _ ��idrawing no. .�V � f�7W 14-12 sheet 18 of 1 g � c 0 128 Ill = a TOP f 80TTOM CORNERS c ch Ln bCLa v QN aM N C %M� m C E - 0 p 0 v � a 0 0o y �9 O i C Engr,." VA AHMAD 4 CML FLA PE g 70582 od!_ A- "c3 C.A N.,�53n DS /f.� DI 11fhm18 a Prodnet Contm INTERMEDIATE CORNERS drawing no. li W14-12 sheet 19 of 19 ANCHORED JAMBS ANCHORED JAMBS �V 3/8" MAX. SHIM O O 3/8" MAX. SHIM UNANCHORED JAMBS UNANCHORED JAMBS d MIN. & MAX. GAP 1 3 ' W MIN. & MAX. GAP SEE CHART BELOW 11 1 SEE CHART BELOW Z e• � TL 90 U 4: I BY EXTERIOR WOOD BUCK D.L. OPG, D.L. OPG. 7 4. JAMB ANCHORS JAMB ANCHORS ci p N OPTIONAL OPTIONAL ►'� SEE ELEV. FRAME WIDTH SEE ELEV FOR SPACING FOR SPACING In CL � z ANCHORED JAMBS ANCHORED JAMBS a o 3/8" MAX. SHIM 3/8' MAX. SHIM aj UNANCHORED JAMBS UNANCHORED JAMBS MIN. & MAX. GAP MIN. & MAX. GAP SEE CHART BELOWg 35 SEE CHART BELOW N E a L 11 ANCHORED JAMBS g 2 DO NOT REQUIRE 10 o = METAL REI F RCING 2 BY WOOD BUCK v N ,gv STRUCTURE-'N.,, OD STRUC RE m O _ Tilq �_-- Y� V� _.._.._.._.._.._.. ._.._.._.._.._.._.._.. Iii _.._.;_.._.._. 0 v EXTERIOR JAMB ANCHORS JAMB ANCHORS D.L. OPG. O.L. OPG. OPTIONAL SEE ELEV.OPTIONAL 2 c m SEE ELEV. FRAME WIDTH FOR SPACING All FOR SPACING L 0 cl MAX. GAPS FOR UNANCHORED JAMBS ._ NOTE: MULLION M1, M3 MULLION M2, M4 MAX, MOVEMENT CONSIOEREO=100% STRETCH. o Engr. JAVAD AHMAD MO, FRAME JAMB J1, 42, J3 JAMB 42, J4 PLEASE REFER TO SEALANT MANUFACTURER'S DATA AND APPLICATION CML "pF B saw P�Ip1<xrhbdW HEIGHT MIN. MAX. MIN. MAX. MANUAL FOR COMPATABIUTY OF SEALANT TO SUBSTRATE & WINDOWALL FLA PE # 70592 1" 1/4' 1° MATERIAL/FINISH AND COMPLIANCE FOR WARRANTY. CAN. 35 8 DR dS , 96" 1/4" 1" 1/4" 1" REFER TO ACI-117-10 FOR CONSTRUCTION TOLERANCES. Mi IDods ad no LL ALTERNATE SEALANTS AT JAMB GAPS CAN BE DESIGNED BY 10B" 1/4" 1" 3/8' to ENGINEER OF RECORD BASED ON MANUFACTURER GUIDE LINES. drawing no. 120" 1j4" t" 3/8" 1" GAPS LESS THAN 1/4" MAY BE DESIGNED BY ENGINEER OF RECORD BY ' THE USE OF BOND BREAKER TAPE OR 15% OF GAP ALLOWED MOVEMENT. N q 132" — — 3j8' 1 ,��N � W14-12 _ _ REFER TO SHEETS 4 THRU 7 FOR SELECTION OF MULLION/JAMB WITH 2i a 144" 3/8" 1" REINFORCED & UNREINFORCED FRAMES. sheet 15 of g n. I SEE SEPARATE NOA FOR DESIGN LOAD CAPACITY OF DOORS AND DOOR ANCHORS. 00 J LOWER VALUES FROM DOORS NOA ;: I OR STOREFRONT SYSTEM CAPACITY CHARTS a. WILL APPLY TO ENTIRE SYSTEM. � n 2 g 2 I 1 I MIAMI-RADE COUNTY APPROVED MIAMI-DAOE COUNTY APP OVEO 2: LARGE MISSILE IMPACT RESISTANT TRANSOM I LARGE MISSILE IMPACT RSISTANT TRANSOM I I 1 o _= -----------f -- -------------1 - ; --R 'i IjL00 -3 C M N 10 — I _------------ - - _4-_---_---------4 -- 4 I _ — - - - - - 1 eoaaeeAeeanm=aam� - 1 rseaaeesaooaaa� � Oto N O 4 4 4 fl M � a� 1/4-20 X 2-1/4 HH BOLT 1/4-20 x 2-1/4 HH BOLT a '� W/ NUT & WASHER © W/ NUT & WASHER Q O AT MIO SPAN 8 AT MID SPAN 8 �j o z r--•---------------------1 ja r - -----� I I MIAMI-DADS COUNTY APPROVED j 2 I MIAMI-�DADE COUNTY APPROVED ! LARGE MISSILE IMPACT RESISTANT DOOR LARGE MISSILE IMPACT RESISTANT DOOR I _ I I ---------- I I ------ I ---------- -� c r �r � ----i - - - - - - ------ �j I I 1 ' 1--------- --- _ _ v C a Engr. JAC�AHb1AD �4pppb+'e+d a calaplywd wuh aw N m � FIA PE # 70582 Blonde C M C.A.N. 353 Du e Npa �t mol Dade Pr duel 1 r� Dy drawing no. JUN 9 Z�7 �t I W14-12 sheet 16 of 19 a 070 3.712 3.712 3.712 3.712 2.588 -� �- � .933 .062 75Q Z 3 .187 .250 1,500 3.000 .187 .250 1,500 �CA .250 1.500 .187 .250 1.500 p 2.250 2.250 2.250 I� M Ll - -r-= 090 2.3601- .090 .090 0 G 4.500 4.500 4.500 4.500 O GLASS STOP nC' � a �7 7A O POUR & DEBRIDGE O 3.346 c H HEAD/SILL/JAMB/INTERMEDIATE & MULLION INTERMEDIATE HORIZ. & MULLION TYPE 2 HEAD/SILL/JAMB/INTERMEDIATE & MULLION HEAD/SILL/JAMB/INTERMEDIATE & MULLION � Q'Q v I�d 1933 .062 A 760 3.684 3.697 090 i .750 .090 ET . --�I z j .125 377 .381 637 3,000 .187 1.500 W r O GLASS STOP -1.500- PLAIN .500 PLAIN SNAP POUR AND DEBRIDGE PLAIN SNAP 4.500 .187 .090 361 381 .381 13 INTERMEDIATE HORIZONTAL a 3.641 4.500 � 187 .187 .187 = 0„0 1 ad 3.233 ,090 4.099 3.233 ,090 4.019 3.233 (.750 9 M fO ,947 .570 .820 � J Z 4.000 - .125 2.250 a.8331- 23 SHEAR BLOCK 12 HEAD/JAMS/SILL �^ '0 1.750 O FIN SNAP FIN SNAP TYPE 2 IPOUR & DEBRIDGE FIN SNAP .250 125 c 0 3.712 4.499 c d .875 .687 .375�{ � .750� ''n o -�{ 500 I L c I 1s DOOR FRAME JAMB a ' .188 125 .187 En9r• JAVAD NWAD i n c CMI. approved"compi�Iagw1#Itkir 3.876 3.438 4.000 4.000 4.000 FIA PE # 70592 Florid r Idl oda o' cA�. 3 a Dow a MI ml Dade Prodad on i r [=my LG=v I lz=/ -z L' +�{� try Ld6rrawiA-12 ng no. 248 24C 47 O 36 JUN 9 201/t gv9�t 1]O 9 DOOR REINF. CHANNEL DOOR REINF. CHANNEL JAMB REINF. CHANNEL JAMB/MULLION REINF. BAR MULLION REINF. BAR ITEM PART # REQ'D DESCRIPTION MATERIAL MANF. / SUPPLIER / REMARKS �lu 1 SMI-311 AS REQ'D HEAD, INTERM., SILL, JAMB AND MULLION- HEAVY. 6063-76 - M 2 SMI-312 AS REQ'D GLASS STOP 6063-T8 - 2A SMI-314 AS REQ`D GLASS STOP (LARGER) 6063-T6 - 0 3 SMI-313 AS REQ'0 FIN SNAP 6063-T6 - 4 SMI-094 AS REQ'D PLAIN SNAP 6063-TB O O 5 SMI-004 AS REQ'D PLAIN SNAP 6063-T6 7 SMI-316 AS REQ'D HEAD, INTERM., SILL, JAMB & MULLION- HEAVY 6063-T8 - L� U 7A SMI-321 AS REQ'D INTERMEDIATE HORIZONTAL & MULLION- TYPE 2 6063 T8 - 8 SMI-317 AS REQ'D FIN SNAP 6063-T6 - ti 8A SMI-322 AS REQ'D FIN SNAP TYPE 2 8063-T6 - d 9 SMI-311T AS REQ'D POUR & DEBRIDGE HEAD, INTERM.. SILL. JAMB & MULLION- HEAVY. 6063-Tb - Q' a Q 10 SMI-313T AS REQ'0 POUR & DEBRiDGE FIN SNAP 6063-TO 11 SMI-094T AS REQ'D POUR & DEBRIDGE PLAIN SNAP 6063-T6 - 12 SMI-318 AS REQ'D HEAD, JAMB & SILL. 6083-T6 - 6 Z Zr 13 SMI-319 AS REQ'D INTERMEDIATE HORIZONTAL 6063-T6 r '- 18 SMI-005 AS REQ'D DOOR FRAME JAMB 6063-T6 - 23 SMI-320 AS REQ'D SHEAR BLOCK (1- LG.) 6063-76 - 24B 7/8"X3 7/8"X7/8" AS REQ'D REINFORCING CHANNEL 3/16-THK. STS - O o+ 24C 1/2'X3 7/16"X1/2' AS REQ'D REINFORCING CHANNEL 1/8-THK. STEEL - c M 25 SMI-GO1 AS REQ'D GASKET (AT INTERIOR) EPDM TREMCO v I 26 SMI-G13 AS REQ'O SPACER / RETAINER OUTER GASKET SANTOPRENE MELTPOINT PLASTICS INTERNATIONAL. ] 27 SMI-G17 AS REQ'D SINGLE FACE FOAM TAPE (3/8° X 1/4") VINYL FOAM FRANK LOWE 30 SMI-G12 AS REQ'D DOUBLE FACE FOAM TAPE (3/16° X 1/2' VINYL FOAM FRANK LOWE 3s .. 32 SMI-SBO4 2 PER GL. SETTING BLOCKS (3/8" X 1 1/4" X 4" LG.) EPDM TREMCO, DUROMETER 80t5 SHORE A a Y 34 SMI-SBO7 2 PER GL. SETTING BLOCKS (1/4" X 1 1/4" X 4' LG.) EPDM TREMCO, OUROMETER 8015 SHORE A r—y !�a 35 3/8' X 4" AS REQ'D REINFORCING BAR STEEL n' a,Q 36 3/4- X 4' AS REQ'D REINFORCING BAR STEEL 46 #12 X 1 1/2- 4/CORNER FRAME ASSEMBLY SCREWS ST. STEEL HEX. HEAD MACHINE SCREW t-/I c 47 11/16'X 4' X 11/16' AS REQ'D JAMB REINFORCING CHANNEL 3/16'THK. STEEL - t:; .. Ea Lo � r P C Q C cl C � O p y • C Engr. JAVAD A1LMA0 I T CML Appmed as complying with The N FLA. PE70592 IOoritle 8 IaX e C.A.N.3538 NII MI Dnde Produ 'ontml I u L---j u By _ drawing no. JUN W 14-12 sheet 18 of 19 Z r lov t ( .o t6 z� v � M y W TOP BOTTOM CORNERS N a` g � r C m N AV M C � o a - . � li O u , ' c w O p N C Engr.',JAVAD AHMADCML o FLA. RE74 CN.,3582 53t1 .A. 11aio ^ S�(ppA!► � - 11fNMI Date rmdod contra JNTERMEDIATE CORNERS lly drawing no. W14-12 IJU01 sheet 19 of 19