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RC-19-34012C Iq 4w S%4 0 sH°prw^'y� Miami Shores Village aq Building Department 10050 NE 2ne Ave. Miami Shores FL 33138 OFFIC-E topu o 305-796-22041 Fax 305-756-8972 , NOTICE TO MfAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPE L:. • r � INSPECTOR UNDER THE FLORIDA BUILDING CODE. {' I (We) have been retained by MI•'' MV4!11eR— to perform special inspector services under the Floriya _ Building Code 5th Edition (2017yand Miami Dade County Administrative Code at the 91%O ". w_ • � g' �� • M/a I� s�jor project on the below listed structure as of 2 - 8 — /9 (date). I am a registered architect/professional engineer licensed in the State of Florida. Process Number: Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 5th Edition (201.7t _ Miami Dade County Administrative Code, Article II Section 8.22 Special Inspector for eTrusses > 35 ft. long or 6 ft. high /Steel Framing and Connections welded or bolted v Soil Compaction _ Precast Attachments _ Roofing Applications, Lt Weight Insul. Conc. Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection" I. 2. 3. 4. 'Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or lieensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination: or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions ofttA.et project outlined above meet the intent of the Florida Building Code and are in substantial accoldaAU' ' Nd'#pproval plans. N .9 Signed anealed E S� .7 ;- Date: _ No. ' STATE OF _o AL Name Engineer/Architect 2obrie cmil( le?-14 Prin Address 'p '" mte"f, FL- 3Pvvy �jGt%ZZy 387¢. RCL' ROGER CHAVARRIA. P.E Consulting Engineer & Planner . Ph: 305-229-3874 780 Tamiami Canal Rd. Email : rcstructure@aol.com Miami, FL.33144 February 04, 2019. STRUCTURAL CALCULATIONS Project name: Remodeling Mueller's Residence at:' ' 9190 N.W. 1th. AVE. Miami, FL.33150 .. CONTEND: 1- Wind Load calculations, based on A.S.C.E. 7-10 -, as Uplift and Gravity loads for the Roof Trusses and Windows and Doors. 2- Masonry Wall: Full Wall 3- NOA for the roof Trusses straps. P. CH,q o. 50712 = 9 STATE OF ; w OR10P:� r thaverrflZi9j AL � Itruct. ngin�er,.,,,,,,... # 50712 RC. ENGINEERING - Roger Chavarria. P.E. FL.Lic. PE #50712 - 780 Ta niami Canal Rd. `Miami,FL.?3144 Project Title: Engineer: Project Descr: ASCE 7-10 Wind Forces Chpt 28, M & Chpt 30, M Description : WIND PRESSURES FOR NEW WINDOWS AND DOORS AT 9190 N.W. 1st. AVE. MIAMI,FL.33150 Project ID: Printed: 1 FES 2019. 11.15AM File = C:IUwm\RCENG-1IDOGUME-11tNtKUA-1 .C. INC.1983.2017, Build:10.17.8.29, Ver.8.17.11.30 Calculations per ASCE 7-10 Aria{ ICa{ Values 0000 ° ° V : Basic Wind Speed per Sect 26.54 A, B or C 136.0 mph o ° ° ° 6660 060000 ° Roof Rise:Run Ratio 6:12 °° ° ° ° Occupancy per Table 1.5-1 II All Buildings and other structures except; ° ° ° ° o ° ° ° ° ° ° ° ° o ° those listed as Category I, III, and IV ° ° ° e ° ° ° ° ° °°°°°° Exposure Category per 26.7 Exposure C ° ° ° ° 0 0000 ° ° ° ° ° ° 00660 MRH:Mean Roof Height 14.50It °O°°°° °°°° OOe°°° Lambda: per Figure 28.6-1, Page 305 1.21 °° °° ° °°°° °°°°°° Effective Wind Area of Component & Cladding 10.0 ft"2 ° ° ° ° ° ° ° ° ° Roof pitch for cladding pressure 0 to 7 degrees o ° o ° ° ° ° ° ° o ° ° ° ° User specified minimum design pressure 10.0 psf ° ° ° ° ° ° ° ° Topographic Factor Kzt per 26.8 1.00 00 ° ° 00 ° ° ° LHD: Least Horizontal Dimension a = max (0.04 * LHD, 3, min(0.10 * LHD, 0.4*MRH)) 38.0 ft 3.80 ft max (0.04 ! LHD, 3, min(0.10 * LHD, 0.4*MRH)) °°°° Design Wind Pressures Minimum Additional Load Case per 28.4.4 =16 PSF on entire vertical plane Horizontal Pressures .. . Load Case # 1 ... Zone: A = 44.5$ psf Zone: C = 32.23 psf Zone: B = 10.00 psf Zone: D = 10.00 psf Load Case # 2. .. Zone: A = 10.00 psf Zone: C = 10.00 psf Zone: B = 10.00 psf Zone: D = 10.00 psf Vertical Pressures ... Load Case # 1.. . Zone: E _ -19.77 psf Zone: G = -14.30 psf Zone: F = -27.01 psf Zone: H = -21.73 psf Load Case # 2 ... Zone: E = -10.00 psf Zone: G = -10.00 psf Zone: F = -14.67 psf Zone: H = -10.00 psf Overhangs ... Load Case # 1.. . Zone: Eoh = .36.91 psf Zone: Goh = -31.44 psf Load Case # 2 ... Zone: Eoh = 10.00 psf Zone: Goh = 10.00 psf RC. ENGINEERING Roger Chavarria: P.E. FL.Lic. PE #50712 780 Tamiami Canal Rd. tMiami,FL. ,3144 Project Title: Engineer: Project Descr: ASCE 7-10 Wind Forces Chpt 289 Pt2 & Chpt 309 Pt2 Description: WIND PRESSURES FOR NEW WINDOWS AND DOORS AT 9190 N.W.1st AVE. MIAMI,FL.33150 Project ID: Printed: I FEB 2019. t 1:16ALI I = w-11V nvn - I INC.1902017. Bu td:10.17.8.29, Ver.6.17.11.30 Component & Cladding Design Wind Pressures ° ° Design Wind Pressure = Lambda = Kzt' Ps30 per Eq 30.5-1 ° ° ° ° ° ° ° ° ° ° ° ° ° ° Roof Zone 1: Positive: 15.172 psf ° ° ° ° ° ° Minimum Additional Load Case pgra$.�°4; 16 P,4 ° 96 ° ° 00000° Negative: -39.120 psf on entire vertical plane ° ° ° e ° ° ° Roof Zone 2 : Positive: 15.172 psf ° ° ° ° ° ° ° ° ° 00000 . ° ° ° ° C Negative : -59.198 psf 0000 ° ° ° ° ° °° ° Goo 00000 Roof Zone 3 : Positive : 15.172 psf °° °° 0000 °° °°°°°° Negative: -81.273 psf ° ° .0 0 ° Wall Zone 4 : Positive : psf .�. _ I��U� e 000000 [41.6119 ° °° ° ° Negative: psf ° ° ° .° ° ° °° ° ° ° ° ° ° Wall Zone 5 : Positive: 38.183 psf ° °. ° °° ° Negative: 49.691 psf Roof Overhang Zone 2: -56.859 psf Roof Overhang Zone 3: 71.466 psf k` RC. ENGINEERING Roger Chavarria. P.E. FL.Lic. PE MOM 780 Tamiami Canal Rd. Miami,FL.33144 Project Title: Engineer: Project Descr. Project ID: Printed: 1 FEB 2019,11:15ALI ASCE 7-10 Wind Forces Chpt 289 M & Chpt 309 M F��e=c:1983-2RCEB�-:10��9,Ver�17.:1.3 ENERCALC, lf�C.1983.2017, Bttild:10.17.8.29, Ver.6.17.11.30 Description: WIND PRESSURES FOR NEW WINDOWS AND DOORS AT 9190 N.W. 1st. AVE. MIAMI,FL.33150 Analytical Values Calculations pgo ASCE 7-10 V : Basic Wind Speed per Sect 26.5-1 A, B or C 136.0 mph ° ° ° ° 0 ° 0000 ° ° ° ° ° ° ° Roof Rise:Run Ratio 6:1 00 0 00 0 ° 0 Occupancy per Table 1.5-1 II All Buildings and other structures except° ° ° ° ° o ° 00 ° 000000 those listed as Category I, III, and IV ° ° ° : ° ° 0 ° ° ° °°°°° Exposure Category per 26.7 Exposure C 0 ° 0 0 ooso ° 0 0 ° ° ° ° ° ° ° ° 00000 MRH : Mean Roof Height 14.50 ft 000000 °O°° 0 0 °°°°° Lambda: per Figure 28.6-1, Page 305 1.21 °° os ° °°oo °°oe°° Effective Wind Area of Component 8 Cladding 13.0 V2 0 ° 0 0 0 0 ° ° ° Roof pitch for cladding pressure 0 to 7 degrees e ° 0 0 ° ° ° 0 ° o ° User specified minimum design pressure 10.0 psf ° ° ° o o e ° ° ° ° ° ° ° Topographic Factor Kzt per 26.8 1.00 00 o ° ° ° ee°°.° ° ° LHD: Least Horizontal Dimension 38.0 ft ° ° °o°° o a = max (0.04 * LHD, 3, min(0.10 * LHD, 0.4*MRH)) 3.80 It max (0.04 * LHD, 3, min(0.10 * LHD, 0.4*MRH)) _ Design Wind Pressures Minimum Additional Load Case per 28.4.4 =16 PSF on entire vertical plane Horizontal Pressures ... Load Case # 1.. . Zone: A = 44.58 psf Zone: C = 32.23 psf Zone: B = 10.00 psf Zone: D = 10.00 psf Load Case # 2 ... Zone: A = 10.00 psf Zone: C = 10.00 psf Zone: B = 10.00 psf Zone: D = 10.00 psf Vertical Pressures ... Load Case # 1.. . Zone: E _ -19.77 psf Zone: G = -14.30 psf Zone: F = -27.01 psf Zone: H = -21.73 psf Load Case # 2 ... Zone: E _ -10.00 psf Zone: G = -10.00 psf Zone: F = -14.67 psf Zone: H = -10.00 psf Overhangs ... Load Case # 1.. . Zone: Eoh = -36.91 psf Zone: Goh = -31.44 psf Load Case # 2 ... Zone: Eoh = 10.00 psf Zone: Goh = 10.00 psf RC. ENGINEERING Roger Chavarria; P.E. FL.Lic. PE #50712 780 Tamiami Canal Rd. ,Miami,FL. 3144 Project Title: Engineer: Project Descr. ASCE 7-10 Wind Forces Chpt 28, Pt2 & Chpt 30, Pt2 Description: WIND PRESSURES FOR NEW WINDOWS AND DOORS AT 9190 N.W. 1st AVE. MIAMI,FL.33150 Project ID: Panted: 1 FES 2019,11:15Al4 File = C-llsw%RCENG-11DOCt1ME-11ENERCA 1 .C. INC.1902017, Buitd:10.17.8.29, Ver.6.17.11.30 Component & Cladding Design Wind Pressures Design Wind Pressure = Lambda ' Kzt' Ps30 per Eq 30.5-1 o ° ° O O O O O O O O O O O O O O O Roof Zone 1 : Positive: 16.071 psf O O O O O Minimum Additional Load Case p%r X.4.40 16 PS:` O ° ° ° e Negative: �0.029 psf on entire vertical plane ; ° ° ° ° ° , O O , ° O ° O Roof Zone 2 : Positive: 16.071 psf ° ° ° ° O O O O O 00000 ° ° ° ° o Negative: c -65.507 psf 0000 ° 00000 Roof Zone 3 : Positive: 16.071 psf O O O O O O 0000 ° ° O 00 60 0000 O O o O O O° Negative: -96.558 psf w 0 b �/ ° fS�l 000090 ° ° Zone 4: Positive:Ps L3.790 f/ ---a► jNrJ 04° O O O O O ° ° ° ° oWall Negative: .175 psf ° ° ° ° ° O 00 O O 00 0000°° O O Wall Zone 5 : Positive: Negative: Roof Overhang Zone 2: Roof Overhang Zone 3: 39.790 psf -52.877 psf -57.768 psf -89.492 psf �RC. ENGINEERING Project Title: Roger Chavarria. P.E. Engineer: Project ID: - FL.Lic. PE #50712 Project Descr. r 780 Tamiami Canal Rd. kiiami,171-.33144 1. Printed: t FEB 2019, t L 1541 �ASCE 7-10 Wind Forces Chit 28, Pt2 & Chit 30, Pt2 File =0losersIRCENG-1000UME�-IXENERCA-�1 P P ENERCALC, INC.1983-2017. BuiW:10.17.8.29, ver:6.17.11.30 Description: WIND PRESSURES FOR NEW WINDOWS AND DOORS AT 9190 N.W. 1st AVE. MIAMI,FL.33150 Analytical Values Calculation% ggreASCE 7-10 0 0 V : Basic Wind Speed per Sect 26.5-1 A, B or C 136.0 mph ° ° ° ° 0 ° ° ° ° ° ° ° e ° Roof Rise:Run Ratio 6:12 00 ° 00 e ° 0 Occupancy perTable 1.5-1 Il All Buildings and other structures except •0000 ° o e• ° ooeeoo those listed as Category I, III, and IV 0 e ° e ° ° ° ° e 000000 Exposure Category per 26.7 Exposure e° 0 0 0 . ° 0 . ° 000060 0 O e 00000 MRH: Mean Roof Height 14.50ft 000000 0000 00°°°°° Lambda: per Figure 28.6-1, Page 305 1.21 ° 00 oe ° ooso 000000 Effective Wind Area of Component & Cladding 14.0 ft"2 900000 0 0 ° Roof pitch for cladding pressure 0 to 7 degrees ° e ° ° 0 ° e ° e e User specified minimum design pressure 10.0 psf o e ° ° ° ° ° ° ° o 0 0 Topographic Factor Kzt per 26.8 1.00 ° e 00 0 0 00 ° ° e ° ° ° ° ° ° ° ° LHD: Least Horizontal Dimension 38.0 ft ° ° °° a = max (0.04 * LHD, 3, min(0.10 ; LHD, 0.4*MRH)) 3.80 ft max (0.04 * LHD, 3, min(0.10 * LHD, 0.4*MRH)) Design Wind Pressures Minimum Additional Load Case per 28.4.4 =16 PSF on entire vertical plane Horizontal Pressures ... Load Case # 1 ... Zone: A = 44.58 psf Zone: C = 32.23 psf Zone: B = 10.00 psf Zone: D = 10.00 psf Load Case # 2 ... Zone: A = 10.00 psf Zone: C = 10.00 psf Zone: B = 10.00 psf Zone: D = 10.00 psf Vertical Pressures ... Load Case # 1.. . Zone: E _ -19.77 psf Zone: G = -14.30 psf Zone: F = -27.01 psf Zone: H = -21.73 psf Load Case # 2 ... Zone: E _ -10.00 psf Zone: G = -10.00 psf Zone: F = -14.67 psf Zone: H = .10.00 psf Overhangs.. . Load Case # 1.. . Zone: Eoh = -36.91 psf Zone: Goh = -31.44 psf Load Case # 2 ... Zone: Eoh = 10.00 psf Zone: Goh = 10.00 psf RC. ENGINEERING Roger Chavarria. P.E. "FL.Lic. PE #50712 780 Tarr,,ami Canal Rd. Kf ami,FL.33144 Project Title: Engineer: Project Descr ASCE 7-10 Wind Forces Chpt 28, M & Chpt 30, M Description : WIND PRESSURES FOR NEW WINDOWS AND DOORS AT 9190 N.W.1si. AVE. MIAMI,FL.33150 Project ID: Printed: 1 FEB 2019,11:15AIA He = C XUsem%RCEN(;-IWUt;UMt-tlrntKUA-1 ENERCALC, INC.1963.2017, Bwld:10.17.8.29, Ver.6.17.11.30 Co m onent & Claddin Desi n Wind Pressures ease Design Wind Pressure = Lambda * Kzf * Ps30 per Eq 30.5-1 ° ° O O O ° 060 O ° 000000 Roof Zone 1: Positive: 16.383 psf Minimum Additional Load Case per MA 2 16 PSfa ° 0 O ° e ° p Negative: -40.341 psf on entire vertical plane 0 0 0 0 0 0 ° esosoo O 00 0 0 0 0 0 0 0 0 0 Roof Zone 2 : Positive: 16.383 psf ° ° ° ° O O ° ° 0 0 0 0 0 0 o ° ° ° ° 0 Negative: -67.663 psf ° ° ° ° oopeoo p e 0 e 0 e Roof Zone 3 : Positive: 16.383 psf • 00 40 owoo O O O p 00oO soO 900000 Negative: 101785 f p00000 O O �j�Jp�.�J 1 O0 W O O y ° °°°°°°° O O Wall Zone 4 : Positive: r40.341psf V �� r/ p p p p p p Negative: psf ° ° 0 0 0 wo 0 0 00 ° ° 00000a 0 0 Wall Zone 5 : Positive: Negative: 40.341 psf -53.966 psf Roof Overhang Zone 2:-61.468 psf Roof Overhang Zone 3:-101.277 psf 0 0 0 O O O O - RC. ENGINEERING Project Title: Roger Chavarria. P.E. Engineer: Project ID: FL.Lic. PE #50712 Project Descr. 780 Ta,►niami Canal Rd. Miami,FL.33144 Nnted: I FB 2019,1 r. i 5M [ASCE 7-10 Wind Forces Ch t 28 Pt2 & Ch t 30 Pt2 He=C:lUNMIRCENG-11DOCUME-11ENERCA•1 p p ENERCALC, INC.1983-2017, BuIW:10.17.8.29, Ver.6.17.11.30 Description : WIND PRESSURES FOR NEW WINDOWS AND DOORS AT 9190 N.W.1st. AVE. MIAMI,FL.33150 Analytical Values Calculation§ p&;ASCE 7-10 V: Basic Wind Speed per Sect 26.5-1 A. B or C 136.0 mph C a ° e e e o° 004600 Roof Rise:Run Ratio 6:12 ° e 00 a 00 o °° Occupancy per Table 1.5-1 II All Buildings and other structures except e s e a e ° . ° 00 ° ° e . e s . e those listed as Category I, III, and IV **ease , a ease ° ° e ° Exposure Category per 26.7 Exposure C ° 0000 eseeee ae MRH: Mean Roof Height 14.50 ft eessae seas oboe* e eeee ee Lambda: per Figure 28.6-1, Page 305 1.21 o e 00 00 e e e a e 600600 Effective Wind Area of Component & Cladding 17.0 r2 ... e e ° , e o Roof pitch for cladding pressure 0 to 7 degrees o ° : ° ° 00066e User specified minimum design pressure 10.0 psf e e o ° ° ° ° ° o ° Topographic Factor Kzt per 26.8 1.00 e e o 06 e e 00 ° e.°sae LHD: Least Horizontal Dimension 38.0 ft s°ee° ° a = max (0.04 * LHD, 3, min(0.10 * LHD, 0.4*MRH)) 3.80 ft max (0.04 * LHD, 3, min(0.10 * LHD, 0.4*MRH)) Design Wind Pressures Minimum Additional Load Case per 28.4.4 =16 PSF on entire vertical plane Horizontal Pressures ... Load Case # 1.. . Zone: A = 44.58 psf Zone: C = 32.23 psf Zone: B = 10.00 psf Zone: D = 10.00 psf Load Case # 2 ... Zone: A = 10.00 psf Zone: C = 10.00 psf Zone: B = 10.00 psf Zone: D = 10.00 psf Vertical Pressures ... Load Case # 1.. . Zone: E _ -19.77 psf Zone: G = -14.30 psf Zone: F = -27.01 psf Zone: H = -21.73 psf Load Case # 2 ... Zone: E _ -10.00 psf Zone: G = -10.00 psf Zone: F = -14.67 psf Zone: H = -10.00 psf Overhangs ... Load Case # 1 ... Zone: Eoh = -36.91 psf Zone: Goh = -31.44 psf Load Case # 2 ... Zone: Eoh = 10.00 psf Zone: Goh = 10.00 psf - RC. ENGINEERING Project Title: Engineer: Project ID: Roger Chavarria. P.E. Project Descr. ,rL.Uc. PE #50712 780 Tamiami Canal Rd. ,Miami,FL.3�144 _ Printed: 1 FEB 2019, 11:15AtY1 Re = C:lUsers\RCENG-11DOCUME-'11ENERCA•-1 ASCE 7-10 Wind Forces Chpt 28, Pt2 & Chpt 30, Pt2 ENERCALC, INC. 19a3-2017,BuX10.17.s.29,ver6.17.11.30 Description : WIND PRESSURES FOR NEW WINDOWS AND DOORS AT 9190 N.W. 1st. AVE. MIAMI,FL.33150 Co m onent & Ciaddin Desi n Wind Pressures Design Wind Pressure = Lambda ' Kzt' Ps30 per Eq 30.5-1 Roof Zone 1: Positive: 15.967 psf Minimum Additional Load Case per 28.4.4 =16 PSF Negative: -39.925 psf on entire vertical plane 0000 °° Roof Zone 2 : Positive : 15.967 psf ° ° 0000 900000 ° o ° ° ° ° ° °° Negative: -64.788 psf ° ° ° ° ° ° oe0000 0 00 °°°°°o ° Roof Zone 3 : Positive: 15.967 psf 000000 o o ° Negative: -94.816 psf o°°o 0 0 °O°°°° 0000 ° 00000 ° ° ° ° o 11 Wall Zone 4 : Positive: 39.606 psf ,� �� ( ° ° ° ° ° ° ° 000000 °°°o 00000 Negative: -42.999 psf p ° ° °° °° °m°° °O°°°° Wall Zone 5 : Positive: 39.606 psf 000000 o ° °° ° ° o Negative: -52.514 psf ° ° ° ° Roof Overhang Zone 2: -57.664 psf ° ° ° ° ° ° ° ° ° ° ° 00 ° o Roof Overhang Zone 3: -87.435 psf ° ° °°°° ° RC. ENGINEERING Project Title: Roger Chavarria. P.E. Engineer: Project ID: • FL.Uc. PE #50712 Project Descr: 780 Tamiami Canal Rd. Miami,FL.33144 ► t Printed: 1 FEB 2019. 111641 Fite = C:lUsers%RCENG•-11DO ME--1%ENERCA-1 [ASCE 7-10 Wind Forces Chpt 28, Pt2 & Chpt 30, Pt2 ENERCALC, INC.1902017, Bultd:10.17.8.29, Ver.6.17.11.30 Description: WIND PRESSURES FOR NEW WINDOWS AND DOORS AT 9190 N.W. 1st AVE. MIAMI,FL.33150 Analytical Values Calculations per ASCE 7-10 V : Basic Wind Speed per Sect 26.5-1 A, B or C 136.0 mph Roof Rise:Run Ratio 6:12 Occupancy per Table 1.5-1 If All Buildings and other structures except those listed as Category I, III, and IV ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° Exposure Category per 26.7 Exposure C ° ° ° ° ° ° ° ° ° MRH: Mean Roof Height 14.50It °°°°°° ° ° ° ° °° ° °°°°°° Lambda : per Figure 28.6-1, Page 305 1.21 ° 666000 ° ° ° Effecctivve Wind Area of Component & Cladding 24.0 ft"2 ° ° ° ° ° o o ° ° °° °° ° ° Roof pitch for cladding pressure 0 to 7 degrees ° 0000 ° ° ° ° ° ° ° ° ° ° User specified minimum design pressure 10.0 psf ° ° °° ° ° ° ° ° 000 ° ° ° ° ° ° ° ° Topographic Factor K2# per 26.8 1.00 ° °°°°° °° ° ° ° ° ° ° ° ° ° ° LHD: Least Horizontal Dimension 38.0 It °° ° ° ° ° ° ° a = max (0.04 * LHD, 3, min(0.10 * LHD, 0.4*MRH)) 3.80 ft max (0.04 * LHD, 3, min(0.10 * LHD, 0.4*MW)) ° ° ° 000000 Design Wind Pressures °°° °°° Minimum Additional Load Case per 2A4 b ICY PSF oroentire vertical pl ae, ° ° a Horizontal Pressures ... ° ° °°°° Load Case # 1.. . Zone: A = 44.58 psf Zone: C = 32.23 psf Zone: B = 10.00 psf Zone: D = 10.00 psf , Load Case # 2 ... Zone: A = 10.00 psf Zone: C = 10.00 psf Zone: B = 10.00 psf Zone: D = 10.00 psf Vertical Pressures ... Load Case # 1.. . Zone: E _ .19.77 psf Zone: G = -14.30 psf Zone: F = -27.01 psf Zone: H = -21.73 psf Load Case # 2 ... Zone: E _ -10.00 psf Zone: G = -10.00 psf Zone: F = -14.67 psf Zone: H = -10.00 psf Overhangs ... Load Case # 1 ... Zone: Eoh = -36.91 psf Zone: Goh = -31.44 psf Load Case # 2 .. . Zone: Eoh = 10.00 psf Zone: Goh = 10.00 psf RC. ENGINEERING Roger Chavarria. P.E. FL.Lic. PE #50712 780 Tartiami Canal Rd. Miami,FL.33144 Project Title: Engineer: Project ID: Project Descr. Pdnted: 1 FEB 2019, 11:15AM ASCE 7-10 Wind Forces Ch t 28, Pt2 & Ch t 30 Pt2 RIe=C:IUss�s1RCENG-�11DOCUME-11ENERCA-1 ENERCA p p LC, INC 1983-2017, Build:10.17.8.29, Ver:6.17.11.30 KW-06003507 Licensee : RC ENGINEERIN14 Description: WIND PRESSURES FOR NEW WINDOWS AND DOORS AT 9190 N.W.1st AVE. MIAMI,FL.33150 Comment & Claddina Desian Wind Pressures Design Wind Pressure = Lambda' Kzt' Ps30 per Eq 30.5-1 Roof Zone 1: Positive: 15.655 psf Minimum Additional Load Case per 28.4.4 =16 PSF Negative: -39.613 psf on entire vertical plane ° ° ° ° o ° Roof Zone 2 : Positive: 15.655 psf ° 0 ° 0 0 00 0 0 0° 0 0 0 0 0 0 ° Negative: -62.632 psf 0 0 0 0 ° ° ° ° ° 0 0 0 0 0 0 ° 00 000606 Roof Zone 3 : Positive: 15.655 psf 0 ° ° ° ° ° ° o ° ° Negative: -89.588 Psf ° ° ° ° 0 o o 000°°° ° 0 ,^} , ` ./+� ' t7 - `I�V 'V 0000 0 O °oo°o eooeo Wall Zone 4 : Positive: 4 psf U-442.469 000000 Goo ° ° 00000 Negative: psf 0 0 00 00 ° 0000 006000 Wall Zone 5 : Positive: 39.054 psf ° 000°000 0 °° ° Negative: -51.425 psf ° ° ° o ° ° , °° ° 0 0 0 0 0 0 ° ° 0 O 0 o ° o °° Roof Overhang Zone 2:-57.352 psf 00 0 0 00 ° 000°° Roof Overhang Zone 3:-81.264 psf ° 00° 00 0 RC. ENGINEERING Roger Chavania.,P.E. _ FL.Lic. PE #50712 780 Tamiami Canal Rd. ,Miami,FL.3�-144 Project Title: Engineer: Project Descr: Proiect ID: Pdt►ted: 1 FES 2019.11:16AFA ASCE 7-10 Wind Forces Ch t 289 Pt2 8� Ch t 309 Pt2 ��-C'l B�:�U�11ENERCA-0 p p ENFJ2CALC, INC.9n2017, SaIId:10.17.8.29, Ver:6.17.11.30 Description: WIND PRESSURES FOR NEW WINDOWS AND DOORS AT 9190 N.W. 1st AVE. MIAMI,FL.33150 _ Analytical Values Calculations per ASCE 7-10 V : Basic Wind Speed per Sect 26.5-1 A, B or C 136.0 mph Roof Rise:Run Ratio 6:12 Occupancy per Table 1.5-1 11 All Buildings and other structures except those listed as Category I, III, and IV ° 0 ° 0 0 ° 0 0 ° 0000 000000 Exposure Category per 26.7 Exposure C ° o 0 0 ° 0 ° ° MRH : Mean Roof Height 14.50 ft00 000000 0 ° 0 00 00000 Lambda: per Figure 28.6-1, Page 305 1.21 000000 0 0 0 Effective Wind Area of Component & Cladding 30.0 0000 ° 0 ooso• o 0 0 Roof pitch for cladding pressure 0 to 7 degrees 0 0000 0 000000 0 00000 User specified minimum design pressure 10.0 psf ° ° ° ° ° ° 0 0 0000 ° ° ° 00000 Topographic Factor Kzt per 26.8 1.00 ° ° 00 0000 000000 LHD : Least Horizontal Dimension 38.0 ft ° ° ° ° ° ° 0 e ° ° a = max (0.04' LHD, 3, min(0.10 * LHD, 0.4•MRH)) 3.80 ft max (0.04' LHD, 3, min(0.10' LHD, 0.4'MRH)) 0 0 0 ° 0 0 0 0 Design Wind Pressures 00000 Minimum Additional Load Case per 2�4.4 s 16 PSF o; entire vertical pb�g o 0 0 -0 00 0 0 Horizontal Pressures ... ° ° 0000 Load Case # 1.. . Zone: A = 44.58 psf Zone: C = 32.23 psf Zone: B = 10.00 psf Zone: D = 10.00 psf Load Case # 2 ... Zone: A = 10.00 psf Zone: C = 10.00 psf Zone: B = 10.00 psf Zone: D = 10.00 psf Vertical Pressures ... Load Case # 1.. . Zone: E = -19.77 psf Zone: G = -14.30 psf Zone: F = -27.01 psf Zone: H = 21.73 psf Load Case # 2 ... Zone: E = -10.00 psf Zone: G = -10.00 psf Zone: F = -14.67 psf Zone: H = -10.00 psf Overhangs ... Load Case # 1.. . Zone: Eoh = -36.91 psf Zone: Goh = -31.44 psf Load Case # 2 ... Zone: Eoh = 10.00 psf Zone: Goh = 10.00 psf - RC. ENGINEERING Project Title: Roger Chavarria; P.E. Engineer: Project ID: FL.Lic. PE ##50712 Project Descr: 780 Ta+miami Canal Rd. �Miami,FL.33144 Panted: 1 FES 2019. 11:16AM ASCE 7-10 Wind Forces Chpt 28, Pt2 & Chpt 30 Pt2 Fle=«✓1983-lR7.BuH 11D07129, er6.1711.3 � ENERCALC. INC.1S83.2017, Buitd:10.17.8.29. Ver:6.17.11.30 Description : WIND PRESSURES FOR NEW WINDOWS AND DOORS AT 9190 N.W. list AVE. MIAMI,FL.33150 Comment & Ciaddina Design Wind Pressures Design Wind Pressure = Lambda' Kzf' Ps30 per Eq 30.5-1 Roof Zone 1: Positive : 14.915 psf Minimum Additional Load Case per 28.4.4 =16 PSF Negative: -38.849 psf on entire vertical plane a 0000 , Roof Zone 2: Positive: 1. 5 ps O O 0 0 o • e 0000 00 000000 a Negative : -57.281 psf O 0 tl e e s000eo 0 oe 000eoe Roof Zone 3: Positive: 14.915 psf e tl 4 %0 e e e O e Negative: -76.641 psf e000 0 0 000 o�o o O O e e e e e e e •e00 O 00tl00 Wall Zone 4: Positive: 7.7 psfe000ee 0000 O O e00O0 Negative: e e OO 00 e 00e0 000000 Wall Zone 5 : Positive: �-� M e000ee o a e 0 0 e e Negative: e e 0 0 e e e e Q e e oe0000 e e Roof Overhang Zone 2: -56.588 psf ® ee 00 e e 00 . . e e 4 6 0 0 0 a Roof Overhang Zone 3: -66.026 psf e e e O RC. ENGINEERING Project Title: Roger Chavarria, P.E. Engineer: Project ID: FL.Lic. PE #50712 Project Descr. 780 Tamiami Canal Rd. ,Nliami,FL13144 - Printed: t FEB 2019.11:16M1 FASCE 7-10 Wind Forces Chpt 28, Pt2 & Chpt 30 Pt2 - "'�'��"�"10.17.& ,Ver6aR��' � ENERCALC, li�C.1S83.2017, Buitd:10.17.8.29, Ver.6.i7.11.30 Description: WIND PRESSURES FOR NEW WINDOWS AND DOORS AT 9190 N.W. 1st. AVE. MIAMI,FL.3315G Analytical Values Calculations per ASCE 7-10 V : Basic Wind Speed per Sect 26.5-1 A. B or C 136.0 mph Roof Rise:Run Ratio 6:12 Occupancy per Table 1.5-1 11 All Buildings and other structures except those listed as Category I, III, and IV DODO 0 0 a a ® a o000 060000 Exposure Category per 26.7 Exposure C 00a o a o 0 o 0 0 MRH : Mean Roof Height 14.50 ft ° a• a a e o o e o o o• e. o Lambda: per Figure 28.6-1, Page 305 1.21 . e ° • a 00 ° o 0 Effective Wind Area of Component & Cladding 35.0 ft^2 ° 0000 a o 000000 a a Roof pitch for cladding pressure 0 to 7 degrees a 0000 e e e a e ° a • ° ,, User specified minimum design pressure 10.0 psf 000.00 a a aoeo ° 0 0 oa000 Topographic Factor Kzt per 26.8 1.00 oe o0 ooao 0eee00 LHD : Least Horizontal Dimension 38.0 ft ° " ° e ° o ° e a = max (0.04' LHD, 3, min(0.10 • LHD, 0.4" MRH)) 3.80 ft max (0.04 * LHD, 3, miin(0.10 * LHD, 0.4*MRH)) 0 0 000000 Design Wind Pressures 000000 Minimum Additional Load Case per 2;4e.4 ° 16 PSF on entire vertical *Do a e v o Horizontal Pressures ... ° DODO ° Load Case # 1.. . Zone: A = 44.58 psf Zone: C = 32.23 psf Zone: B = 10.00 psf Zone: D = 10.00 psf Load Case # 2 ... Zone: A = 10.00 psf Zone: C = 10.00 psf Zone: B = 10.00 psf Zone: D = 10.00 psf Vertical Pressures ... Load Case # 1 ... Zone: E _ -19.77 psf Zone: G = -14.30 psf Zone: F = -27.01 psf Zone: H = -21.73 psf Load Case # 2 ... Zone: E _ -10.00 psf Zone: G = -10.00 psf Zone: F = -14.67 psf Zone: H = -10.00 psf Overhangs ... Load Case # 1.. . Zone: Eoh = -36.91 psf Zone: Goh = -31.44 psf Load Case # 2 ... Zone: Eoh = 10.00 psf Zone: Goh = 10.00 psf RC. ENGINEERING Roger Chavarria. P.E. �FL.Lic. PE #50712 780 Tamiami Canal Rd. Niami,FL.33144 Project Title: Engineer: Project Descr: Project ID: Printed: 1 FEB 2015,11.16AM ASCE 7-10 Wind Forces Chp t 28, Pt2 & Chp t 30, Pt2 FIB=C:tiUsVrENG-1�ooculue-1%ENERCA-1 I ENERCALC, INC.1983.2017, Build:10.17.8.29, Ver6.17.11.30 Description: WIND PRESSURES FOR NEW WINDOWS AND DOORS AT 9190 N.W. 1st. AVE. MIAMI,FL.33150 Component & Cladding Design Wind Pressures Design Wind Pressure = Lambda * Kzf - Ps30 per Eq 30.5-1 Roof Zone 1: Positive: 14.702 psf Minimum Additional Load Case per 28.4.4 =16 PSF Negative: -38.623 psf on entire vertical plane °°°° Roof Zone 2 : Positive: 14.702 psf ° ° ° ° ° ° ° ° ° ° ° ° ° ° Negative: -55.684 psf ° ° ° 00 ° ° ° ° ° ° ° Roof Zone 3 : Positive: 14.702 psf ° ° ° ° ° ° ° ° ° ° ° ° 00 ° ° ° ° ° ° Negative: -72.782 psf ° °°°° ° ° ° ° ° °° °°°° Wall Zone 4 : Positive : 37.304 psf ° ° ° ° ° ° °°°°°° ° ° ° ° ° ° ° ° Negative: -40.741 psf °O°°°° ° °°°° °°°O° Wall Zone 5 : Positive: 37.304 psf , ° °°° ° °°°°°° ° ° Negative: 47.916 psf ° ° ° ° ° ° ° ° ° ° ° Roof Overhang Zone 2: -56.362 psf ° ° Roof Overhang Zone 3: -61.492 psf 00 c o ° ° ° ° ° Roof Member Component and Cladding Reactions per ASCE 7-10 For Roof Slopes 5:12 Project: NEW ROOF AT: Project No.: 9190 NW.1th.AVE. MIAMI,FL.33150 21112019 Truss T-1 H B V kd 12 39 135.5 0.85 Truss Data: Left OH Main Span Right OH Truss Spac, 2.00 ft. 27.50 ft. 0.00 ft. 2.00 ft. Uniform DL 25.0 psf Roof Slope 5 :12 Uniform LL 30.0 psf Concentrated DL 0.0 Ibs 0.00 ft. Concentrated LL 0.0 Ibs From Left Support Left DL Reaction 791.1 Ibs Right DL Reaction 683.9 Ibs Left LL Reaction 949.4 lbs Right LL Reaction 820.6 Ibs Roof Pressure Coefficents and Calculated Roof Pressures From 10 to 30 degrees, Negative Press. Coefficents Pos. Press. Overhang Coefficents Zone 1 Zone 2 & 3 All Zones Zone 2 Zone 3 -0.800 -1.400 0.30 -2.20 -2.50 * Internal pressure 0.18gh included in above calculations to produce maximum loading Uplift Reactions For Zone 2: Cos theta Sin theta Left Reaction = -1308 -1207 -503 Right Reaction = -873 -805 -336 Uplift Reactions For Zone 3: Cos theta Sin theta Left Reaction = -1348 -1244 -519 Right Reaction = -871 -804 -335 Downdraft Reactions All Zones: Cos theta Sin theta Left Reaction = 247 228 95 Right Reaction = -309 -286 -119 NOTE: Zone 2, 3, & OH pressures are applied on the left side. Load Combos are for left reactions only. kzt 1.00 L"213 = or 22.62 degrees ROGER CHAVARRIA. P.E. Consulting Engineer. Fla. Lic. # 50712 780 Tamiami Canal RD. Miami, FL.33144 Ph = 305-229-3874 G 0.886 262 SF Wind Directlot ae�v qh 0.18*qh a 32.4 5.8 3.90 ft. I- y.. Negative Pressures Overhang Pressures (no int) Positive Zone 1 Zone 1 Zone 2 & 3 Zone 2 Zone 3 All Zones 1 (-0.18) -31.7 1 -51.13 1 -71.19 1 -80.89 1 15.53 1 -20.07 D+Lr= 1741 0.6D + W = -733 10 psf - W = -891 D + Lr + W = 533 D + 0.75(Lr + W) = 598 (no increase in stress allowed for this combo) D+Lr= 1741 0.6D + W = -770 10 psf - W = -928 D+Lr+W= D + 0.75(Lr + W) = 496 0o 57($ 0 O goo o 0 o 0 0 00 (no gncfe*e In $re)s 1I1dwed for this combo) 00 0 0 0 0 000 0 O O O O O O O D+Lr= 0 0 1741 O 000 O O O O O 0* 0.613 + W = 702 10 psf - W = 544 D+Lr+W= D + 0.75(Lr + W) = $ 000 V74 0 0 0 000 0 0 0 0 000 a oeo 000 000 0 (noonco&ase iro stress allowed for this combo) 00 0 00 0 0 0 0 0 0 0 0 0 0 0 0 o 000 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 0 o m o 0 00 00 0 0 0 00 00 0 0 0 goo 0 0 Roof Member Component and Cladding Reactions per ASCE 7-10 For Roof Slopes 5:12 Project: NEW ROOF AT: Project No.: 9190 NW.1th.AVE. MIAMI,FL.33150 1119/2019 Truss T-2 H B V kd kzt 12 39 135.5 0.85 1.00 Truss Data: Left OH Main Span Right OH Truss Spac. 2.00 ft. 31.50 ft. 2.00 ft. 2.00 ft. 1-11213 = Uniform DL 25.0 psf Roof Slope 5 :12 or 22.62 degrees Uniform LL 30.0 psf Concentrated DL 0.0 lbs 0.00 ft. Concentrated LL 0.0 lbs From Left Support Left DL Reaction 887.5 lbs; Right DL Reaction 887.6 lbs Left LL Reaction 1065.0 lbs; Right LL Reaction 1065.0 lbs; Roof Pressure Coei cents and Calculated Roof Pressures From 10 to 30 degrees, qz=qh*: Negative Press. Coefficents Pos. Press. Overhang Coefficents Zone 1 Zone 2 & 3 All Zones Zone 2 Zone 3 -0.800 -1.400 0.30 -2.20 -2.50 * Internal pressure 0.18gh included in above calculations to produce maximum loading ROGER CHAVARRIA. P.E. Consulting Engineer. Fla. Lie. # 50712 780 Tamiami Canal RD. Miami, FL.33144 Ph = 305-229-3874 G 0.886 331 SF Wind Di� 0�� qh 0.18*qh a 32.4 5.8 3.90 ft. Negative Pressures Zone 1 Zone 2 & 3 n Overhang Pressures (no int) Zone 2 Zone 3 Positive All Zones Zone 1 (-0.18) -31.7 -51.13 -71.19 1 -80.89 15.53 -20.07 Uplift Reactions For Zone 2: D + Lr = 1953 Cos theta Sin theta 0.6D + W = -788 10 psf - W = -966 Left Reaction = -1431 -1321 -550 D + Lr + W = 632 Right Reaction = -1130 -1043 -435 D + 0.75(Lr + W) = 696 (no increase in stress allowed for this combo) Uplift Reactions For Zone 3: D + Lr = 1953 Cos theta Sin theta 0.6D + W = -825 10 psf - W = -1003 Left Reaction = -1471 -1358 -566 D + Lr + W = 696 Right Reaction = -1129 -1042 -434 D + 0.75(Lr + W) = 668, 0 0 0 o (W ijcr�a je ip %Ire Eplgyed for this combo) 0 00 0 0 0 eo 0 0 0 0 0 0 000 0 Downdraft Reactions All Zones: D + Lr = 0 00 1953 0 0 0 000 0 0 0,0 00 0 o s o0 Cos theta Sin theta 0.6D + W = 787 10 psf - W = 609 Left Reaction = 275 254 106 D + Lr + W = D + 0.75(Lr + W) = 229% , 1P17 , , 0 Goo 0 0 0 0 qno incipple inostress allowed forthis combo) Right Reaction = -437 -403 -168 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 NOTE: Zone 2, 3, & OH pressures are applied on the left side. 0 00 0 0 0 0 0 0 0 0 0 Load Combos are for left reactions only. 00 *00 0 O 0 O 000 O O O O 0 0 0 O O 0 0 0 0 0 0 0 O 0 0 0 0 O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 O O 0 00 00 0 0 0 0 0 0 0 0 Roof Member Component and Cladding Reactions per ASCE 7-10 For Roof Slopes 5:12 Project : NEW ROOF AT: Project No.: 9190 NW.1th.AVE. MIAMI,FL.33150 2/1/2019 Truss T-3 H B V kd kzt 12 39 135.5 0.85 1.00 Truss Data: Left OH Main Span Right OH Truss Spac. 0.00 ft. 14.50 ft. 0.00 ft. 2.00 ft. L^213 = Uniform DL 25.0 psf Roof Slope 5 :12 or 22.62 degrees Uniform LL 30.0 psf Concentrated DL 0.0 Ibs 0.00 ft. Concentrated LL 0.0 Ibs From Left Support Left DL Reaction 362.5 lbs Right DL Reaction 362.E Ibs Left LL Reaction 435.0 lbs Right LL Reaction 436.0 Ibs Roof Pressure Coefficents and Calculated Roof Pressures From 10 to 30 degrees, qz=qh*: Negative Press. Coefficents Pos. Press. Overhang Coefficents Zone 1 Zone 2 & 3 All Zones Zone 2 Zone 3 -0.816 -1.508 0.33 -2.20 -2.69 * Internal pressure 0.18gh included in above calculations to produce maximum loading � r ' ROGER CHAVARRIA. P.E. Consulting Engineer. Fla. Lic. # 50712 780 Tamiami Canal RD. Miami, FL.33144 Ph = 305-229-3874 G qh 0.886 32.4 70 SF Wind Directlot OXIfi 0.18*qh a 5.8 3.90 ft. Negative Pressures Zone 1 Zone 2 & 3 Overhang Pressures (no int) Zone 2 Zone 3 Positive All Zones Zone 1 (-0.18) -32.2 -54.62 -71.19 7 -86.88 16.53 -20.57 Uplift Reactions For Zone 2: D + Lr = 798 Cos theta Sin theta 0.61) + W = -353 10 psf - W = -426 Left Reaction = -618 -571 -238 D + Lr + W = 227 Right Reaction = -491 -453 -189 D + 0.75(Lr + W) = 261 (no increase in stress allowed for this combo) Uplift Reactions For Zone 3: D + Lr = 798 Cos theta Sin theta 0.6D + W = -353 10 psf - W = -426 Left Reaction = -618 -571 -238- D+ Lr + W= 227 00 Right Reaction = -491 -453 -189 D + 0.75(Lr + W) = 2610 0 O 000 0 0 0 0 0 0 0 (no ioncFease in sirens allowed for this combo) 0 0 O o 0 0 0 0 0 0 Downdraft Reactions All Zones: D + Lr = 00 798 O O o O 0 O O 0 000 00 0 0 0 00 Cos theta Sin theta 0.6D + W = 316 10 psf - W = 242 Left Reaction = 105 97 40 D+ Lr + W= 19& 000 0 000 g o o 0 Right Reaction = -164 -161 -63 D + 0.75(Lr + W) = 762 0 0 0 0 :(no inc6se 4stress allowed Ir this combo) 0 0 0 0 0 0 0 0 0 00 0 00 0 0 0 0 NOTE: Zone 2, 3, & OH pressures are applied on the left side. 0 0 0 0 0 0 Load Combos are for left reactions only. 0 0 0 0 0 0 e 000 0 0 0 0 0 0 0 0 0 0 0 0 0 o e o 0 0 000 0 0 0 0 0 0 0 0 0 0 0 0 o0 00 0 0 o eo 00 0 0 0 000 0 0 Roof Member Component and Cladding Reactions per ASCE 7-10 For Roof Slopes 5:12 Project : NEW ROOF AT: Project No.: 9190 NW.1th.AVE. MIAMI,FL.33150 1/1912019 Truss J-1 H B V kd kzt 12 39 135.5 0.85 1.00 Truss Data: Left OH Main Span Right OH Truss Spac. 2.00 ft. 2.00 ft. 0.00 ft. 2.00 ft. LA213 = Uniform DL 25.0 psf Roof Slope 5 :12 or 22.62 degrees Uniform LL 30.0 psf Concentrated DL 0.0 Ibs 0.00 ft. Concentrated LL 0.0 Ibs From Left Support Left DL Reaction 200.0 Ibs Right DL Reaction 0.0 Ibs Left LL Reaction 240.0 Ibs Right LL Reaction 0.0 Ibs Roof Pressure Coefficents and Calculated Roof Pressures From 10 to 30 degrees, qz=qh*: t I1 ROGER CHAVARRIA. P.E. Consulting Engineer. Fla. Lic. # 50712 780 Tamiami Canal RD. Miami, FL.33144 Ph = 305-229-3874 G 0.886 qh 0.18*qh a 32.4 5.8 3.90 ft. Negative Press. Coefficents Pos. Press. Overhang Coefficents Negative Pressures Overhang Pressures (no int) Positive Zone 1 Zone 1 Zone 2 & 3 All Zones Zone 2 Zone 3 Zone 1 Zone 2 & 3 Zone 2 Zone 3 All Zones (-0.18) -0.900 -2.100 0.50 -2.20 -3.70 -34.9 -73.78 -71.19-119.72 22.00 -23.30 * Internal pressure 0.18gh included in above calculations to produce maximum loading Uplift Reactions For Zone 2: D + Lr = 440 Cos theta Sin theta 0.61) + W = -410 10 psf - W = -450 Left Reaction = -575 -530 -221 D + Lr + W = -90 Right Reaction = -5 -5 -2 D + 0.75(Lr + W) = -18 (no increase in stress allowed for this combo) Uplift Reactions For Zone 3: D + Lr = 440 Cos theta Sin theta 0.613 + W = -679 10 psf - W = -719 Left Reaction = -866 -799 -333 D + Lr + W = -359 Right Reaction = 92 85 35 D + 0.75(Lr + W) = -219 ° ° (1 fb�l�CrJdS@ i o 9t0 a�towe for this combo) Downdraft Reactions All Zones: D + Lr = 440" ° ° ° ° ° ° ° • Cos theta Sin theta 0.613 + W = 262 10 psf - W = 222 Left Reaction = 153 142 59 D + Lr + W = 58? Right Reaction = -68 -63 -26 D + 0.75(Lr + W) = 446 ° ° ° ° rio increase in s1°ress allowed�ob this combo) ° ° ° ° ° ° ° NOTE: Zone 2, 3, & OH pressures are applied on the left side. ° ° . ° ° ° ° ° ° ° ° ° ° ° ° ° ° Load Combos are for left reactions only. ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° Roof Member Component and Cladding Reactions per ASCE 7-10 For Roof Slopes 5:12 Project : NEW ROOF AT: Project No.: 9190 NW.1th.AVE. MIAMI,FL.33150 1119/2019 Truss J-2 H B V kd kzt 12 39 135.5 0.85 1.00 Truss Data: Left OH Main Span Right OH Truss Spac. 2.00 ft. 4.00 ft. 0.00 ft. 2.00 ft. L^213 = Uniform DL 25.0 psf Roof Slope 5 : 12 or 22.62 degrees Uniform LL 30.0 psf Concentrated DL 0.0 lbs 0.00 ft. Concentrated LL 0.0 lbs From Left Support Left DL Reaction 226.0 lbs Right DL Reaction 75.0 lbs Left LL Reaction 270.0 Ibs Right LL Reaction 90.0 lbs Roof Pressure Coefficents and Calculated Roof Pressures From 10 to 30 degrees, qz=qh*: I I ROGER CHAVARRIA. P.E. Consulting Engineer. Fla. Lic. # 50712 780 Tamiami Canal RD. Miami, FL.33144 Ph = 305-229-3874 G 0.886 5 SF Wind Direction a�0 qh 0.18*qh a 32.4 5.8 3.90 ft. Negative Press. Coefficents Pos. Press. Overhang Coefficents Zone 1 Zone 2 & 3 All Zones Zone 2 Zone 3 -0.900 -2.100 0.50 -2.20 -3.70 * Internal pressure 0.18gh included in above calculations to produce maximum loading Uplift Reactions For Zone 2: D + Lr = 495 Cos theta Sin theta 0.6D + W = -466 10 psf - W = -511 Left Reaction = -651 -601 -250 D + Lr + W = -106 Right Reaction = -216 -200 -83 D + 0.75(Lr + W) = -23 (no increase in stress allowed for this combo) Uplift Reactions For Zone 3: D + Lr = 495 Cos theta Sin theta 0.6D + W = -690 10 psf -W = -735 Left Reaction = -894 -825 -344 D + Lr + W = -330 Right Reaction = -168 -165 -65 D + 0.75(Lr + W) = -191° ° ° ° (06ipcipafe ip% rels �lloVed for this combo) ° ° ° ° ° ° ° ° Downdraft Reactions All Zones: D + Lr = °° 495 °°° °° ° ° ° °° Cos theta Sin theta 0.6D + W = 276 10 psf - W = 231 Left Reaction = 163 141 59 D + Lr + W = D + 0.75(Lr + W) = 63� 933 ° oo increase in stress alcoved for this combo) Right Reaction = -70 -65 -27 °° ° °°° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° NOTE: Zone 2, 3, & OH pressures are applied on the left side. ° ° 00 ° ° ° ° ° ° ° Load Combos are for left reactions only. ° ° ° ° ° ° ° ° ° ° ° ° ° ° °° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° °°° ° ° ° °°° ° ° ° Negative Pressures Zone 1 Zone 2 & 3 Overhang Pressures (no int) Zone 2 Zone 3 Positive All Zones Zone 1 (-0.18) -34.9 -73.78 -71.19-119.72 22.00 -23.30 Roof Member Component and Cladding Reactions per ASCE 7-10 For Roof Slopes 5:12 Project : NEW ROOF AT: Project No.: 9190 NW.1th.AVE. MIAMI,FL.33150 1/19/2019 Truss J-3 H B V kd kzt 12 39 135.5 0.85 1.00 Truss Data: Left OH Main Span Right OH Truss Spac. 2.00 ft. 5.00 ft. 0.00 ft. 2.00 ft. LA213 = Uniform DL 26.0 psf Roof Slope 5 : 12 or 22.62 degrees Uniform LL 30.0 psf Concentrated DL 0.0 lbs 0.00 ft. Concentrated LL 0.0 lbs From Left Support Left DL Reaction 245.0 Ibs Right DL Reaction 105.0 Ibs Left LL Reaction 294.0 Ibs Right LL Reaction 126.0 Ibs Roof Pressure Coefficents and Calculated Roof Pressures From 10 to 30 degrees, qz=qh*: Negative Press. Coefficents Pos. Press. Overhang Coefficents Zone 1 Zone 2 & 3 All Zones Zone 2 Zone 3 -0.900 -2.100 0.50 -2.20 -3.70 * Internal pressure 0.18gh included in above calculations to produce maximum loading ROGER CHAVARRIA. P.E. Consulting Engineer. Fla. Lic. # 50712 - 780 Tamiami Canal RD. Miami, FL.33144 Ph = 305-229-3874 G qh 0.886 32.4 8 SF Wind Directior O`XO 0.18*qh a 5.8 3.90 ft. Negative Pressures Zone 1 Zone 2 & 3 Overhang Pressures (no int) Zone 2 Zone 3 Positive All Zones Zone 1 (-0.18) -34.9 -73.78 -71.191 -119.72 22.00 -23.30 Uplift Reactions For Zone 2: D + Lr = 539 Cos theta Sin theta 0.610 + W = -500 10 psf - W = -649 Left Reaction = -701 -647 -270 D + Lr + W = -108 Right Reaction = -236 -218 -91 D + 0.75(Lr + W) = -20 (no increase in stress allowed for this combo) Uplift Reactions For Zone 3: D + Lr = 539 Cos theta Sin theta 0.613 + W = -715 10 psf -W = -764 Left Reaction = -934 -862 -359 D + Lr + W = -323 Right Reaction = -197 -182 -76 D + 0.75(Lr + W) = -1819 ° ° 0 0 increase in stress ailowoad for this combo) (t"'srcr0 0 00 0 0 0 0 Downdraft Reactions All Zones: D + Lr = 0 539° ° 0e 0 0 0 0 00e o 0 0 0 0 0 0 0 0 ° ° ° ° ° ° ° ° Cos theta Sin theta' 0.613 + W = 294 10 psf - W = 245 Left Reaction = 159 147 61 D + Lr + W = 686 Right Reaction = -77 -72 -30 D + 0.75(Lr + W) = e ° 00 e e �(no increase torWress alUved 1qr this combo) 0 000 0 0 0 0 o 0 0 0 0 0 0 0 0 NOTE: Zone 2, 3, & OH pressures are applied on the left side. 0 0 0 00 0 00 0 0 0 0 0 0 0 0 0 Load Combos are for left reactions only. 0e0 0 0 o 0 oeo 0 0 0 0 000 0 0 0 0 0 0 0 0 0 0 o eo• o 0 0 e 0 0 o e o 0 o e 00 0e 000 00 oe 0 o e o00 0 0 Roof Member Component and Cladding Reactions per ASCE 7-10 For Roof Slopes 6:12 Project: NEW ROOF AT: Project No.: 9190 NW.1th.AVE. MIAMI,FL.33150 1/19/2019 Truss J-41 I H B V kd kzt 12 39 135.5 0.85 1.00 Truss Data: Left OH Main Span Right OH Truss Spac. 2.00 ft. 6.00 ft. 0.00 ft. 2.00 ft. LA213 = Uniform DL 25.0 psf Roof Slope 5 : 12 or 22.62 degrees Uniform LL 30.0 psf Concentrated DL 0.0 Ibs 0.00 ft. Concentrated LL 0.0 Ibs From Left Support Left DL Reaction 266.7 Ibs Right DL Reaction 133.3 Ibs Left LL Reaction 320.0 Ibs Right LL Reaction 160.0 Ibs Roof Pressure Coefficents and Calculated Roof Pressures From 10 to 30 degrees, Negative Press. Coefficents Pos. Press. Overhang Coefficents Zone 1 Zone 2 & 3 All Zones Zone 2 Zone 3 -0.892 -2.045 0.48 -2.20 -3.60 * Internal pressure 0.18gh included in above calculations to produce maximum loading Uplift Reactions For Zone 2: Cos theta Sin theta Left Reaction = -737 -680 -283 Right Reaction = -255 -236 -98 Uplift Reactions For Zone 3: Cos theta Sin theta Left Reaction = -949 -876 -365 Right Reaction = -225 -208 -87 Downdraft Reactions All Zones: Cos theta Sin theta Left Reaction = 162 150 62 Right Reaction = -86 -79 -33 NOTE: Zone 2, 3, & OH pressures are applied on the left side. Load Combos are for left reactions only. i ROGER CHAVARRIA. P.E. Consulting Engineer. Fla. Lic. # 50712 780 Tamiami Canal RD. Miami, FL.33144 Ph = 305-229-3874 G 0.886 12 SF Wind Dir�� 0;% qh 0.18•gh a 32.4 5.8 3.90 ft. 1-1.. Negative Pressures Zone 1 Zone 2 & 3 Overhang Pressures (no int) Zone 2 Zone 3 Positive All Zones Zone 1 (-0.18) -34.7 -71.98 -71.19-116.65 21.49 -23.04 D + Lr = 587 0.6D + W = -520 10 psf - W = -573 D+Lr+W= -93 D + 0.75(Lr + W) = -3 (no increase in stress allowed for this combo) D + Lr = 587 0.613+W= -716 10psf -W= -769 D+Lr+W= -289 D + 0.75(Lr + W) = -150 e e (n),iacreaw in stress allowed for this combo) 0 0 0 0 0 0 o a• e o 00 o e o 0 0 D+Lr= o a 58700 o Oo a o e 000 e a o a a. e e 000 00 0 0 0 ae 0.6D+W= 310 10 psf -W= 257 D+Lr+W= 737 D + 0.75(Lr + W) = sit* a 00 0 0 o e e 000 o o 0 O 0 0 0 Vo increase ifi:31ress dlfbfveq fqr this combo) 0 000 . o 0 0 0 0 0 0 0 0 0 0 0 o0 0 00 e e e a o o e 0 0 0 0 0 0 0e0 0 0 e o 0 0 0 0 0 a o 00a o 0 0 0 0 0 0 0 0 0 0 0 00 00 06 O 00 Ow O O O O O O O 0 Roof Member Component and Cladding Reactions per ASCE 7-10 For Roof Slopes 6:12 Project: NEW ROOF AT: Project No.: 9190 NW.1th.AVE. MIAMI,FL.33150 1119/2019 Truss GTA H B V kd kzt 12 39 135.5 0.85 1.00 Truss Data: Left OH Main Span Right OH Truss Spac. 0.00 ft. 9.00 ft. 0.00 ft. 12.00 ft. LA213 = Uniform DL 25.0 psf Roof Slope 5 : 12 or 22.62 degrees Uniform LL 30.0 psf Concentrated DL 0.0 Ibs 0.00 ft. Concentrated LL 0.0 Ibs From Left Support Left DL Reaction 1350.0 Ibs Right DL Reaction 1350.0 Ibs Left LL Reaction 1620.0 Ibs Right LL Reaction 1620.0 Ibs Roof Pressure Coefficents and Calculated Roof Pressures From 10 to 30 degrees, qz=qh*: A 1 ROGER CHAVARRIA. P.E. Consulting Engineer. Fla. Lic. # 50712 780 Tamiami Canal RD. Miami, FL.33144 Ph = 305-229-3874 G qh 0.886 32.4 27 SF Wind Directior 0�` o 0.18*qh a 5.8 3.90 ft. Negative Press. Coefficents Pos. Press. Overhang Coefficents Negative Pressures Overhang Pressures (no int) Positive one 1 Zone 1 Zone 2 & 3 All Zones Zone 2 Zone 3 Zone 1 Zone 2 & 3 Zone 2 Zone 3 All Zones (-0.18) -0.857 -1.798 0.41 -2.20 -3.18 -33.6 -64.01 -71.19-102.97 19.21 -21.91 Internal pressure 0.18gh included in above calculations to produce maximum loading Uplift Reactions For Zone 2: D + Lr = 2970 Cos theta Sin theta 0.6D + W = -1893 10 psf - W = -2163 Left Reaction = -2928 -2703 -1126 D + Lr + W = 267 Right Reaction = -2121 -1958 -816 D + 0.75(Lr + W) = 538 (no increase in stress allowed for this combo) Uplift Reactions For Zone 3: D + Lr = 2970 Cos theta Sin theta 0.6D + W = -1893 10 psf -W = -2163 Left Reaction = -2928 -2703 -1126 D + Lr + W = 267 Right Reaction = -2121 -1958 -816 D + 0.75(Lr + W) = 538e ° ° m (w,incte ase i°n stress allow eal for this combo) o o• o o • e e Downdraft Reactions All Zones: D + Lr = 0 0 2976 ° 00 0 0 0 0 so• o 0 o e o s o 0 0 0 ° ° ° ° e ° o e ° Cos theta Sin theta 0.61) + W = 1255 10 psf - W = 985 Left Reaction = 482 445 186 D + Lr + W = 3415 Right Reaction = -628 -580 -241 D + 0.75(Lr + W) = 28�� ° 0o • o ono incwase mosiress AIPolved ?gr this combo) a oee • o • o 0 0 0 0 • o• o 0 NOTE: Zone 2, 3, & OH pressures are applied on the left side. 0 o e so o eo o• e o o o • o 0 Load Combos are for left reactions only. 000 0 0 0 0 0 000 0 0 0 o e o o • o • • 0 00o o 0 0• • o e o 0 0 :0: e o 0 0 00 00 0 • 0 0• 00 a • o 000 0 0 Roof Member Component and Cladding Reactions per ASCE 7-10 For Roof Slopes 5:12 Project : NEW ROOF AT: Project No.: 9190 NW.1th.AVE. MIAMI,FL.33150 1/1912019 Truss GT-2 H B V kd kzt 12 39 135.5 0.85 1.00 Truss Data: Left OH Main Span Right OH Truss Spac. 2.00 ft. 21.50 ft. 0.00 ft. 4.00 ft. LA213 = Uniform DL 25.0 psf Roof Slope 5 : 12 or 22.62 degrees Uniform LL 30.0 psf Concentrated DL 0.0 lbs 0.00 ft. Concentrated LL 0.0 lbs From Left Support Left DL Reaction 1284.3 lbs Right DL Reaction 1065.7 lbs Left LL Reaction 1541.2 lbs Right LL Reaction 1278.8 lbs Roof Pressure Coefiicents and Calculated Roof Pressures From 10 to 30 degrees, qz=qh*: Negative Press. Coefficents Pos. Press. Overhang Coefficents Zone 1 Zone 2 & 3 All Zones Zone 2 Zone 3 -0.800 -1.400 0.30 -2.20 -2.50 * Internal pressure 0.18gh included in above calculations to produce maximum loading 1 I ROGER CHAVARRIA. P.E. Consulting Engineer. Fla. Lic. # 50712 780 Tamiami Canal RD. Miami, FL.33144 Ph = 305-229-3874 G 0.886 154 SF Wind Oi�tiot �vd 0 qh 0.18*qh a 32.4 5.8 3.90 ft. Negative Pressures Zone 1 Zone 2 & 3 Overhang Pressures (no int) Zone 2 Zone 3 Positive All Zones one 1 (-0.18) -3 .7 -51.13 1 -71.19 1 -80.89 15.53 -20.07 Uplift Reactions For Zone 2: D + Lr = 2825 Cos theta Sin theta 0.613 + W = -1293 10 psf - W = -1549 Left Reaction = -2235 -2063 -860 D + Lr + W = 762 Right Reaction = -1365 -1260 -525 D + 0.75(Lr + W) = 893 (no increase in stress allowed for this combo) Uplift Reactions For Zone 3: D + Lr = 2825 Cos theta Sin theta 0.613 + W = -1368 10 psf - W = -1624 Left Reaction = -2316 -2138 -891 D + Lr + W = 687 Right Reaction = -1361 -1256 -524 D + 0.75(Lr + W) = 8370 e e (fib tncgeve in setreQ s a Il owed for this combo) 0 0 00 o e o 0 0 e oe e e0 o e a oe o o 0 Downdraft Reactions All Zones: D+ Lr = 282%0 0 0 o e o 0 o e 0 0 0 0 0 0 0 e Cos theta Sin theta 0.613 + W = 1154 10 psf - W = 897 Left Reaction = 415 Right Reaction = -486 383 -449 160 -187 D + Lr + W = D + 0.75(Lr + W) = 32b0p 8 027 0 a (no inore asei Q stress a��w@1!°fpr this combo) o e 0 o 0 0 0 o 0 0 o e o e0 0 00 0 e o 0 NOTE: Zone 2, 3, & OH pressures are applied on the left side. 0 0 0 v 0 0 Load Combos are for left reactions only. 000 0 0 0. 000 0 0 0 e o a w o 0 0 0 0 o 0 000 0 e e 0 0 0 o a o 0 0 0 0 000 00 00 o a o 00 oe 0 0 0 000 0 0 Roof Member Component and Cladding Reactions per ASCE 7-10 For Roof Slopes 6:12 Project : NEW ROOF AT: Project No.: 9190 NW.1th.AVE. MIAMI,FL.33150 111912019 Truss GT-3 H B V kd 12 39 136.5 0.85 Truss Data: Left OH Main Span Right OH Truss Spac. 2.00 ft. 13.00 ft. 0.00 ft. 3.00 ft. Uniform DL 25.0 psf Roof Slope 5 : 12 Uniform LL 30.0 psf Concentrated DL 0.0 Ibs 0.00 ft. Concentrated LL 0.0 Ibs From Left Support Left DL Reaction 649.0 Ibs Right DL Reaction 476.0 Ibs Left LL Reaction 778.8 Ibs Right LL Reaction 571.2 Ibs, Roof Pressure Coefficents and Calculated Roof Pressures From 10 to 30 degrees, Negative Press. Coeffcents Pos. Press. Overhang Coeffcents Zone 1 Zone 2 & 3 All Zones Zone 2 Zone 3 -0.825 -1.574 0.35 -2.20 -2.80 " Internal pressure 0.18gh included in above calculations to produce maximum loading Uplift Reactions For Zone 2: Cos theta Sin theta Left Reaction = -1335 -1233 -514 Right Reaction = -644 -594 -248 Uplift Reactions For Zone 3: Cos theta Sin theta Left Reaction = -1461 -1348 -562 Right Reaction = -636 -586 -244 Downdraft Reactions All Zones: Cos theta Sin theta Left Reaction = 260 240 100 Right Reaction = -230 -212 -88 NOTE: Zone 2, 3, & OH pressures are applied on the left side. Load Combos are for left reactions only. kzt 1.00 LA213 = or 22.62 degrees ROGER CHAVARRIA. P.E. Consulting Engineer. Fla. Lic. # 50712 780 Tamiami Canal RD. Miami, FL.33144 Ph = 305-229-3874 G qh 0.18*gh a 0.886 32.4 6.8 3.90 ft. 56 SF Wind Dir� 0X\0 i--.I.. Negative Pressures Overhang Pressures (no int) Positive Zone 1 Zone 1 Zone 2 & 3 Zone 2 Zone 3 All Zones (-0.18) -32.5 -56.77 1 -71.19 7 -90.57 1 17.14 -20.87 D + Lr = 1428 0.6D + W = -843 10 psf - W = -973 D+Lr+W= 195 D + 0.75(Lr + W) = 309 (no increase in stress allowed for this combo) D + Lr = 1428 0.613 + W = -959 10 psf - W = -1089 D+Lr+W= 80 D + 0.75(Lr + W) = 22; 0 • (tie4norease in,strees ollov" for this combo) 0 0 0 0 0 0 00 ° 0 0 O0 0 0 0 • o 00 0 0 0 0 0Do 0 0 0 0 D+Lr= 14�$° 0 0 0 0 0 0 0•0 00 0 0 0 00 0.613 + W = 629 10 psf - W = 499 D+Lr+W= 1668 D + 0.75(Lr + W) = • RR3 °0 Ino in4reaseir Stress0allpwod for this combo) o• o '#00 • • 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 ° 00 0 0 0 0 ° • o 0 0 0 0 • • • ° oo• ° • • • O O • o • • • O ° ° • ° ° ° • • ° ° ° • ° • • ao °O ° ° 0 00 0o 0 0 0.0 0 0 Roof Member Component and Cladding Reactions per ASCE 7-10 For Roof Slopes 6:12 Project: NEW ROOF AT: Project No.: 9190 NW.1th.AVE. MIAMI,FL.33150 1/19/2019 Truss GT-4 H B V kd kzt 12 39 135.5 0.85 1.00 Truss Data: Left OH Main Span Right OH Truss Spac. 0.00 ft. 15.00 ft. 0.00 ft. 14.00 ft. LA213 = Uniform DL 25.0 psf Roof Slope 5 : 12 or 22.62 degrees Uniform LL 30.0 psf Concentrated DL 0.0 Ibs 0.00 ft. Concentrated LL 0.0 Ibs From Left Support Left DL Reaction 2625.0 Ibs Right DL Reaction 2625.0 Ibs Left LL Reaction 3160.0 lbs Right LL Reaction 3150.0 Ibs Roof Pressure Coefficeni and Calculated Roof Pressures From 10 to 30 degrees, qz=qh*: 1 ROGER CHAVARRIA. P.E. Consulting Engineer. Fla. Lic. # 50712 780 Tamiami Canal RD. Miami, FL.33144 Ph = 305-229-3874 G 0.886 75 SF Wind Dir�ectloi �-I,d 0 qh 0.18*qh a 32.4 5.8 3.90 ft. Negative Press. Coefficents Pos. Press. Overhang Coefficents Negative Pressures Overhang Pressures (no int) Positive Zone 1 Zone 1 Zone 2 & 3 All Zones Zone 2 Zone 3 Zone 1 Zone 2 & 3 Zone 2 Zone 3 All Zones (-0.18) -0.813 -1.487 0.32 -2.20 -2.65 -327 -53.96 -71.19 -85.74 16.33 -20.47 * Internal pressure 0.18gh included in above calculations to produce maximum loading Uplift Reactions For Zone 2: D + Lr = 5775 Cos theta Sin theta 0.61) + W = -2496 10 psf -W = -3021 Left Reaction = -4410 -4071 -1696 D + Lr + W = 1704 Right Reaction = -3528 -3256 -1357 D + 0.75(Lr + W) = 1935 (no increase in stress allowed for this combo) Uplift Reactions For Zone 3: D + Lr = 5775 Cos theta Sin theta 0.61) + W = -2496 10 psf - W = -3021 Left Reaction = -4410 -4071 -1696 D + Lr + W = 1704 Right Reaction = -3528 -3256 -1357 D + 0.75(Lr + W) = 1935e o (roanqe4se iq stress Pilo wed for this combo) 00 ° 0 0 0 0 0• o 0 Downdraft Reactions All Zones: D + Lr = 0 00 0 0 0 0 ooe 0 0 0 0 0 0 0 0 0 0 5775, ° ° ° 00 0 • e 06 Cos theta Sin theta 0.61) + W = 2266 10 psf - W = 1741 Left Reaction = 749 691 288 D + Lr + W = 6466 Right Reaction = -1183 -1092 -455 D + 0.75(Lr + W) _ 6966 ° o qno in;rease inestressa flowed for this combo) ° o 0 °0 0 0 0 0 0 ooe o 0 0 e 0 0 0 0 0 0 ° 0 0 0 NOTE: Zone 2, 3, & OH pressures are applied on the left side. ° 00 0 oe o 0 0 0 ° e e ° Load Combos are for left reactions only. ooe 0 o 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 000 ° 0 0 000 ° 0 0 0 0 0 00 00 0 0 ° 0 0 0 0 ° o0 00 0 0 oee o 0 Roof Member Component and Cladding Reactions per ASCE 7-10 For Roof Slopes 5:12 Project : NEW ROOF AT: Project No.: 9190 NW.1th.AVE. MIAMI,FL.33150 1119/2019 Truss GT-5 H B V kd kzt 12 39 135.5 0.85 1.00 Truss Data: Left OH Main Span Right OH Truss Spac. 2.00 ft. 15.00 ft. 0.00 ft. 3.50 ft. LA213 = Uniform DL 25.0 psf Roof Slope 5 : 12 or 22.62 degrees Uniform LL 30.0 psf Concentrated DL 0.0 Ibs 0.00 ft. Concentrated LL 0.0 Ibs From Left Support Left DL Reaction 842.9 Ibs Right DL Reaction 644.6 Ibs Left LL Reaction 1011.5 Ibs Right LL Reaction 773.5 lbs Roof Pressure Coefficents and Calculated Roof Pressures From 10 to 30 degrees, Negative Press. Coeffcents Pos. Press. Overhang CoefFicents Zone 1 Zone 2 & 3 All Zones Zone 2 Zone 3 -0.813 -1.487 0.32 -2.20 -2.65 * Internal pressure 0.18gh included in above calculations to produce maximum loading ROGER CHAVARRIA. P.E. Consulting Engineer. Fla. Lic. # 50712 - 780 Tamiami Canal RD. Miami, FL.33144 Ph = 305-229-3874 G 0.886 75 SF Wind Directior OR:0 qh 32.4 0.18*qh a 5.8 3.90 ft. Negative Pressures Overhang Pressures (no int) Positive I Zone 1 Zone 1 Zone 2 & 3 Zone 2 Zone 3 All Zones (-0.18} -321 -53.96 1 -71.19 1 -85.74 1 16.33 -20.47 Uplift Reactions For Zone 2: D + Lr = 1854 Cos theta Sin theta 0.61) + W = -1003 10 psf - W = -1171 Left Reaction = -1634 -1508 -628 D + Lr + W = 346 Right Reaction = -849 -783 -326 D + 0.75(Lr + W) = 470 (no increase in stress allowed for this combo) Uplift Reactions For Zone 3: D + Lr = 1854 Cos theta Sin theta 0.61) + W = -1103 10 psf - W = -1271 Left Reaction = -1743 -1609 -670 D + Lr + W = 246 Right Reaction = -842 -777 -324 D + 0.75(Lr + W) = 39S ° e O e(pe iVrepse in streess° allowe d for this combo) o 0 0 0 0 0 0 0 O 00 00O e O O O Downdraft Reactions All Zones: D+Lr= e o0 0 0 0 0 000 0 ° e0 ° ° o o ° o O ° 18�4 ooe 0 0 0 00 Cos theta Sin theta 0.6D + W = 791 10 psf - W = 623 Left Reaction = 309 286 119 D + Lr + W = 2140 Right Reaction = -303 -280 -117 D + 0.75(Lr + W) = e Ill � o ° (no i§creaseoia stressoallowed for this combo) 00 0 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NOTE: Zone 2, 3, & OH pressures are applied on the left side. 0 0 00 ° e 0 ° ea ° o ° o e ° Load Combos are for left reactions only. ooe o e e e o 0 0 0 000 0 0 0 0 0 0 0 0 0 ° 000 e o 0 o e oe 000 0 D o e o 0 0 0 0 00 0 0 0 00 00 0 0 000 0 0 Roof Member Component and Cladding Reactions per ASCE 7-10 For Roof Slopes 5:12 Project: NEW ROOF AT: Project No.: 9190 NW.1th.AVE. MIAMI,FL.33150 21112019 Truss GT-6 H B V kd kzt 12 39 135.5 0.85 1.00 Truss Data: Left OH Main Span Right OH Truss Spac. 2.00 ft. 11.50 ft. 0.00 ft. 5.00 ft. L"213 = Uniform DL 26.0 psf Roof Slope 5 : 12 or 22.62 degrees Uniform LL 30.0 psf Concentrated DL 0.0 ibs 0.00 ft. Concentrated LL 0.0 ibs From Left Support Left DL Reaction 990.6 lbs Right DL Reaction 697.0 Ibs Left LL Reaction 1188.6 Ibs Right LL Reaction 836.4 Ibs Roof Pressure Coefficents and Calculated Roof Pressures From 10 to 30 degrees, qz=qh*: t ROGER CHAVARRIA. P.E. Consulting Engineer. Fla. Lic. # 50712 780 Tamiami Canal RD. Miami, FL.33144 Ph = 305-229-3874 G qh 0.886 32.4 44 SF Wind Directiol O`:0 0.18*qh a 5.8 3.90 ft. Negative Press. Coeffcents Pos. Press. Overhang Coefficents Negative Pressures Overhang Pressures (no int) Positive Zone 1 Zone 1 Zone 2 & 3 All Zones Zone 2 Zone 3 Zone 1 Zone 2 & 3 Zone 2 Zone 3 All Zones (-0.18) -0.836 -1.649 0.37 -2.20 -2.93 -32.9 -59.18 -71.19 1 -94.70 17.83 -21.22 * Internal pressure 0.18gh included in above calculations to produce maximum loading Uplift Reactions For Zone 2: D + Lr = 2179 Cos theta Sin theta 0.6D + W = -1386 10 psf - W = -1684 Left Reaction = -2145 -1980 -825 D + Lr + W = 199 Right Reaction = -970 -895 -373 D + 0.75(Lr + W) = 397 (no increase in stress allowed for this combo) Uplift Reactions For Zone 3: D + Lr = 2179 Cos theta Sin theta 0.6D + W = -1622 10 psf - W = -1820 Left Reaction = -2400 -2216 -923 D + Lr + W = -37 ° ° ... Right Reaction = -950 -877 -366 D + 0.75(Lr + W) = 22Q 0 ° ° ° ° (nog naresse4n etressoallow�d for this combo) ° O° 0 0 0 0 0 00 0 0 0 0 000 0 Downdraft Reactions All Zones: D + Lr = ° ° 0 0 0 0 0 0 0 00 000 00 0 0 0 00 2179 Cos theta Sin theta 0.613 + W = 987 10 psf - W = 789 Left Reaction = 426 393 164 D + Lr + W = a3P2 ° ° ° ° 090 000 0 Right Reaction = -345 -318 -133 D + 0.75(Lr + W) = 1477 ° a (no increase w stress 4IlbwDd tor this combo) 0 0 0 0 0 0 0 0 ° ° ° 0 ° 0 NOTE: Zone 2, 3, & OH pressures are applied on the left side. 0 ° ° ° ° Load Combos are for left reactions only. ° 0 ° ° 000 ° ° o ° 000 ° ° 0 0° 0: O p ° ° 0 ° O ° 0. O 0 ° o 000 0 0 Roof Member Component and Cladding Reactions per ASCE 7-10 For Roof Slopes 5:12 Project : NEW ROOF AT: Project No.: 9190 NW.1th.AVE. MIAMI,FL.33150 1119/2019 Truss GT-7 H B V kd kzt 12 39 135.5 0.85 1.00 Truss Data: Left OH Main Span Right OH Truss Spac. 0.00 ft. 32.50 ft. 2.00 ft. 14.00 ft. LA213 = Uniform DL 25.0 psf Roof Slope 5 : 12 or 22.62 degrees Uniform LL 30.0 psf Concentrated DL 0.0 Ibs 0.00 ft. Concentrated LL 0.0 lbs From Left Support Left DL Reaction 5666.0 Ibs Right DL Reaction 6409.0 Ibs Left LL Reaction 6799.2 lbs Right LL Reaction 7690.8 lbs Roof Pressure Coel cents and Calculated Roof Pressures From 10 to 30 degrees, qz=qh*: Negative Press. Coefficents Pos. Press. Overhang Coefficents Zone 1 Zone 2 & 3 All Zones Zone 2 Zone 3 -0.800 -1.400 0.30 -2.20 -2.50 * Internal pressure 0.18gh included in above calculations to produce maximum loading ROGER CHAVARRIA. P.E. Consulting Engineer. Fla. Lic. # 50712 780 Tamiami Canal RD. Miami, FL.33144 Ph = 305-229-3874 G 0.886 352 SF Wind Olr� 01j' qh 0.18*qh a 32.4 5.8 3.90 ft. Negative Pressures Zone 1 Zone 2 & 3 Overhang Pressures (no int) Zone 2 Zone 3 Positive I All Zones Zone 1 (-0.18) -31.7 -51.13 -71.19 1 -80.89 15.53 -20.07 Uplift Reactions For Zone 2: D + Lr = 12465 Cos theta Sin theta 0.6D + W = -4165 10 psf - W = -5288 Left Reaction = -8184 -7555 -3148 D + Lr + W = 4910 Right Reaction = -8194 -7564 -3152 D + 0.75(Lr + W) = 5099 (no increase in stress allowed for this combo) Uplift Reactions For Zone 3: D + Lr = 12466 Cos theta Sin theta 0.6D + W = -4155 10 psf - W = -5288 Left Reaction = -8184 -7555 -3148 D + Lr + W = 4910 Right Reaction = -8194 -7564 -3152 D + 0.75(Lr + W) = 5099* ° #vo:inereaseis stress alloWgd for this combo) ° ° 0 0° ° 0 0 0 0 Downdraft Reactions All Zones: D + Lr = ° 1249 O O O O O O O 0 ° ° ° 00 ° O O 09 Cos theta Sin theta 0.613 + W = 4807 10 psf -W = 3674 Left Reaction = 1525 1408 587 D + Lr + W = 13873 Right Reaction = -3120 -2880 -1200 D + 0.75(Lr + W) = ° 4 821° 0 0 ° °° (no i4reasd li°strest aIbwo d for this combo) 0 0 ° 0 O 0 0 0 0 0 0 O 0 O O O 0 0 0 00 0 0 NOTE: Zone 2, 3, & OH pressures are applied on the left side. ° ° o0 0 0 0 0 ° ° 0 ° Load Combos are for left reactions only. 000 O 0 0 0 0 000 0 0 ° O O O O O O O O O 000 O O 0 0 0 O p O O O O O O O O O O 0 0 0 0 O O O O O 0 0 ° O 0 000 p O Roof Member Component and Cladding Reactions per ASCE 7-10 For Roof Slopes 5:12 Project : NEW ROOF AT: Project No.: 9190 NW.1th.AVE. MIAMI,FL.33150 1/1912019 Truss GT-8 H B V kd kzt 12 39 135.6 0.85 1.00 Truss Data: Left OH Main Span Right OH Truss Spac. 0.00 ft. 32.50 ft. 0.00 ft. 3.50 ft. LA213 = Uniform DL 26.0 psf Roof Slope 5 : 12 or 22.62 degrees Uniform LL 30.0 psf Concentrated DL 0.0 lbs 0.00 ft. Concentrated LL 0.0 lbs From Left Support Left DL Reaction 1421.9 lbs Right DL Reaction 1421.9 lbs Left LL Reaction 1706.3 lbs Right LL Reaction 1706.3 lbs Roof Pressure Coefficents and Calculated Roof Pressures From 10 to 30 degrees, qz=qh*: Negative Press. Coefficents Pos. Press. Overhang Coefficents Zone 1 Zone 2 & 3 All Zones Zone 2 Zone 3 -0.800 -1.400 0.30 -2.20 -2.50 * Internal pressure 0.18gh included in above calculations to produce maximum loading ROGER CHAVARRIA. P.E. , Consulting Engineer. Fla. Lic. # 50712 780 Tamiami Canal RD. Miami, FL.33144 Ph = 305-229-3874 G 0.886 352 SF Wind Directio 0`�V qh 0.18*qh a 32.4 5.8 3.90 ft. Negative Pressures Zone 1 Zone 2 & 3 Overhang Pressures (no int) Zone 2 Zone 3 Positive All Zones Zone 1 (-0.18) -31.7 -51.13 -71.19 1 -80.89 15.53 -20.07 Uplift Reactions For Zone 2: D + Lr = 3128 Cos theta Sin theta 0.61) + W = -1042 10 psf - W = -1326 Left Reaction = -2053 -1895 -790 D + Lr + W = 1233 Right Reaction = -1820 -1680 -700 D + 0.75(Lr + W) = 1280 (no increase in stress allowed for this combo) Uplift Reactions For Zone 3: D + Lr = 3128 Cos theta Sin theta 0.61) + W = -1042 10 psf - W = -1326 Left Reaction = -2063 -1895 -790 D + Lr + W = 1233 Right Reaction = -1820 -1680 -700 D + 0.75(Lr + W) = 1280o a yvjnrreVe iq stressallowedllow ed for this combo) 0 00 0 0 0 0 0 0 0 0 ° 0 00 0 Downdraft Reactions All Zones: D+ Lr = o a 0 0 0 00 0 0 0 0 000 0 0 0 0 0 o e 0 312& e e e -a e ° 0 e ee Cos theta Sin theta 0.6D + W = 1201 10 psf - W = 917 Left Reaction = 377 348 145 D + Lr + W = 3476 Right Reaction = -635 -686 -244 D + 0.75(Lr + W) = Z993 ° o qno in;rease inastressbaibwed for this combo) 0 0 0 oeo 0 0 . o o e o NOTE: Zone 2, 3, & OH pressures are applied on the left side. ° 0 0 e 0 0 0 0 0 0 0 00 a 00 O O 0 ° ° ° ° ° e Load Combos are for left reactions only. 000 0 0 0 0 0 000 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 ° 0 ° ° ° 0000 0 a 0 0 0 0 0 0 ° 00 00 0 0 000 0 0 Roof Member Component and Cladding Reactions per ASCE 7-10 For Roof Slopes 5:12 Project : NEW ROOF AT: Project No.: 9190 NW.1th.AVE. MIAMI,FL.33150 1/19/2019 Truss CJ-2 H B V kd kzt 12 39 136.6 0.85 1.00 Truss Data: Left OH Main Span Right OH Truss Spac. 4.00 ft. 8.00 ft. 0.00 ft. 1.75 ft. LA213 = Uniform DL 25.0 psf Roof Slope 5 : 12 or 22.62 degrees Uniform LL 30.0 psf Concentrated DL 0.0 lbs; 0.00 ft. Concentrated LL 0.0 lbs From Left Support Left DL Reaction 393.8 lbs Right DL Reaction 131.3 lbs Left LL Reaction 472.5 lbs Right LL Reaction 157.5 lbs Roof Pressure Coefficents and Calculated Roof Pressures From 10 to 30 degrees, qz=qh*: Negative Press. Coefficents Pos. Press. Overhang Coeffcents Zone 1 Zone 2 & 3 All Zones Zone 2 Zone 3 -0.867 -1.870 0.43 -2.20 -3.30 * Internal pressure 0.18gh included in above calculations to produce maximum loading ROGER CHAVARRIA. P.E. Consulting Engineer. Fla. Lic. # 50712 • 780 Tamiami Canal RD. Miami, FL.33144 Ph = 305-229-3874 G 0.886 21 SF Wind Dir� o`coo qh 0.18*qh a 32A 5.8 3.90 ft. Negative Pressures Zone 1 Zone 2 & 3 Overhang Pressures (no int) Zone 2 Zone 3 Positive All Zones Zone 1 (-0.18) -33.9 1 -66.32 -71.191 -106.94 19.87 -22.24 Uplift Reactions For Zone 2: D + Lr = 866 Cos theta Sin theta 0.61) + W = -712 10 psf - W = -791 Left Reaction = -1028 -948 -395 D + Lr + W = -82 Right Reaction = -167 -154 -64 D + 0.75(Lr + W) = 37 (no increase in stress allowed for this combo) Uplift Reactions For Zone 3: D + Lr = 866 Cos theta Sin theta 0.613 + W = -1001 10 psf - W = -1080 Left Reaction = -1340 -1237 -516 D + Lr + W = -371 Right Reaction = -104 -96 -40 D + 0.75(Lr + W) = -180 ° o (po incie4e ir6streps p1lo wed for this combo) 00 ° • o 0 0 0 o e o ° 0 0 0 00 0 0 0 0 0 00 0 0 0 0 0°0 0 0 0 Downdraft Reactions All Zones: D + Lr = 8660 0 0 0 0 0 0 ° ° o -a ° Cos theta Sin theta 0.61) + W = 457 10 psf - W = 378 Left Reaction = 239 221 92 D + Lr + W = 1087 Right Reaction = -117 -108 -45 D + 0.75(Lr + W) = a914 ° 00 o tno inCreaselin stressaallowed for this combo) 0 ° 0 0 000 0 0 0 0 NOTE: Zone 2, 3, & OH pressures are applied on the left side. 0 0 ° 00 0 0 ° ° ° ° ° ° ° ° Load Combos are for left reactions only. ° 0 0 0 ° 0 ° ° ° ° ° ° ° ° 0 0 000 0 ° o o e ° °°° 0 0 O. ° 0 0 ° O ° 0 0 0 0 coo 0 6 Roof Member Component and Cladding Reactions per ASCE 7-10 For Roof Slopes 6:12 Project: NEW ROOF AT: Project No.: 9190 NW.1th.AVE. MIAMI,FL.33150 1/1912019 Truss CJ-1 H B V kd kzt 12 39 135.5 0.85 1.00 Truss Data: Left OH Main Span Right OH Truss Spac. 4.00 ft. 7.00 ft. 0.00 ft. 1.50 ft. LA213 = Uniform DL 25.0 psf Roof Slope 5 : 12 or 22.62 degrees Uniform LL 30.0 psf Concentrated DL 0.0 lbs 0.00 ft. Concentrated LL 0.0 lbs From Left Support Left DL Reaction 324.1 lbs Right DL Reaction 88.4 lbs Left LL Reaction 388.9 lbs Right LL Reaction 106.1 lbs Roof Pressure Coefficents and Calculated Roof Pressures From 10 to 30 degrees, Negative Press. Coefficents Pos. Press. Overhang Coefficents Zone 1 Zone 2 & 3 All Zones Zone 2 Zone 3 -0.879 -1.951 0.46 -2.20 -3.44 * Internal pressure 0.18gh included in above calculations to produce maximum loading ROGER CHAVARRIA. P.E. Consulting Engineer. Fla. Lic. # 50712 780 Tamiami Canal RD. Miami, FL.33144 Ph = 305-229-3874 G 0.886 16 SF Wind Dir.�� o`X`v qh 0.18*qh 32.4 6.8 a 3.90 ft. I" '. Negative Pressures Overhang Pressures (no int) Positive Zone 1 Zone 1 Zone 2 & 3 Zone 2 Zone 3 All Zones (-0.18) -34.3 1 -68.95 1 -71.191 -111.45 1 20.62 1 -22.61 Uplift Reactions For Zone 2: D + Lr = 713 Cos theta Sin theta 0.613 + W = -614 10 psf - W = -678 Left Reaction = -875 -808 -337 D + Lr + W = -95 Right Reaction = -114 -106 -44 D + 0.75(Lr + W) = 10 (no increase in stress allowed for this combo) Uplift Reactions For Zone 3: D + Lr = 713 Cos theta Sin theta 0.613 + W = -900 10 psf - W = -965 Left Reaction = -1186 -1095 -466 D + Lr + W = -382 Right Reaction = -45 -42 -17 D + 0.75(Lr + W) _ -205° ° &,increase i°n stress allowed for this combo) ° 0 0 0 0 0 0 0 0 ° 9 00 0 0 Downdraft Reactions All Zones: D + Lr = 0 ° o 0 00 0 • o O O O o • 716° ° ° 0 v ° go ° 0 ° • ° °° • ° Cos theta Sin theta 0.6D + W = 389 4 10 psf - W = 32 Left Reaction = 211 194 81 D + Lr + W = 907 Right Reaction = -97 -90 -37 D + 0.75(Lr + W) = ° 762 ° o *(no increase "stres6 @I1owegi for this combo) ° • o 0 0 • 0 ° 0 0 o ° O O O 0 o o ° o O NOTE: Zone 2, 3, & OH pressures are applied on the left side. 0 0 ° ° o ° o s 00 0 00 0 0 0 0 ° ° ° • • Load Combos are for left reactions only. • o 0 0 0 0 0 o 0 ° o o 0 ° O 000 0 O O ° o 0 0 0 . o ° ° 0 0 0 0 0 0 0 0 0 0 O O 0 00 00 o O 0 060 0 0 8" Masonry Wall Design A.10 Code: ACI 530-13 Project Name: MUELLER RESIDENCE Project Number: 9190 N.W. 1st AVE. Miami, FL.33150 Design Element: Full Wall ROGER CHAVARRIA. P.E. Consulting Engineer. Fla. Lie. # 50712 10 Tamiami Canal Rd.. Miami, FL.33144 Ph = 305-229-3874 Data Input: Height Of Masonry Wall = 11.00 ft Dead 1 = 444 pif e = 0.00 [n 0 ft-lb/ft F'm (with Inspection) = 1600 psi Dead 2 = 240 pif e = 0.00 in 0 ft-lb/ft Fs = 24000 psi Dead 3 = 0 pif e = 0.00 In 0 ft-lb/ft Wall Thickness = 0.635 ft i DL = 684 F Mop = 0 ft-lblft Use d =1 3.81 in Select RM 5 40 Live 1 = 533 pif e = 0.00 in 0 ft-Ib/ft Live 2= 0 pif e= 0.00 in O ft-lb/ft Live 3= 0 pif e= 0.00 in O ft-lblft i LL = 533 E MLL = 0 ft-lb/ft Net Block Area, An = 42.8 inZlft Ix, Moment of Inertia = 336.7 ie Wind uplift = -483 plf e= 0.00 in 0 ft-lblft r. Radius of gyration = 2.63 Uniform Lateral Load = 39 psf (Manes are from bottom) 590 ft-lb/ft E,, = 1350000 psi Partial Uniform Lateral Load = 0 psf 0.00 ft. 10.00 ft. 0 ft-lb/ft Es = 29 x 106= 29000000 psi Concentrated lateral Load = 0 plf 1 0.00 fL-J 0 ft-lb/ft Modular Ratio n = 21 i Mut = 590 ft-lblft Use b = 40 in d = 3.81 in Masonry Moduli Bar Area = 0.31 iW Pm Em Bar Size Bar Area p = As / b d = 0.0020341 1500 1.35 e06 psi 4 0.20 k=((np)42+2np)11.5-np = 0.26 2000 1.8 e06 psi 5 0.31 j = 1-k/3 = 0.91 2500 2.25 e06 psi 6 0.44 Fa = 0.25 F'm (1-(h / 140 r)^2) = 358.99 psi 3000 2.5 e06 psi 7 0.60 Allow Fb = 0.33•F'm = 495 psi 4000 2.9 e06 psi 8 0.79 5000 3.2 e06 psi 9 1.00 Dead + 0.75 (Live + Lateral) = 6000 3.5 e06 psi 10 1.27 0.6 Dead + lateral + uplift = Dead + live = Grouted Motar Section Properties Units Cells Bedding A inZ/ft Ix In41ft S. OKI: r in 1217.0 -7 1 lb 722 lb Ibs/ft Hollow none -1 Face Shell 30.0 308.7 81.0 2.84 0.0 590 ft-lb 442 ft-lb ft-Ibs/ft Hollow none - 2 Full 41.5 334.0 87.6 2.84 100% Solid none - I Full 91.5 ° 443.3 116.3 2.19 fa, Axial Stress 28.4 -1.7 16.9 psi Hollow 8 in oic. ° P4 a a 91 g • 4�43.3 e . 116.3 2.19 fb, bending stress 0.0 348.2 261.1 psi Hollow ° 16 in S.c. Face €hell o . 0.0° ; 48. 99.3 2.43 fs, Steel Stress 0 21834 16376 psi Hollow 24 In o.8.0 Fad@ Pel 0 5e1.3o o e365. • 93.2 2.53 Add'I steel stress to axial Tension 0 781 0 psi Hollow 32 In 6.e. FawZhe 0 0 4%po a �3. 0 90.1 2.59 Hollow 40 In o.c. Face Shell 42.8 336.7 ° 88.3 2.63 fa I Fa = 0.079 -0.005 0.047 Hollow 48 in o.c. Face Shell 40.7 332.0 87.1 2.66 fb / Fb = 0.000 0.703 0.528 Hollow 56 Face Shell 39.1 328.7 86.2 2.68 Hollow Vo.c. 6A cn o.c.* ;eace Shol SIP,(' 1326£ 0 85.6 2.70 falfa+fblfb = 0.079 0.699 0.674 Hollow � gh•o.c. o ac oSho io a 3 01 332.4.93 ° §5.0 2.71 is / Fs = 0.000 0.942 '0.682 ° o o e 0 0 0 0 0 o 0 0• a e 0 e 000 0 0 o a 00o 0 0 ° 0 0 0 000 • 0 0 • e o 0 0 0 • o • o 0 0� o0 0.0 0 00 00 oos o 0 000 0 0 M"J-DADS COUNTY PRODUCT CONTROL SECTION MIp�M4DADE 11805 Sw 26 Street, Room 208 ENNW Miam4 Florida33175-2414 T (786) 315-2590 r (786) 315-2599 DEPARTMENT OF REGULATORY ANDTION ECON VISIONIC RESOURCES (RER) wwr+miamidad�econ0� BOARD AND CODE ADMINIS NOTICE OF ACCEPTANCE NOA Nu-Vue Industries, Inc. 1055 East 29 Street ...... Hialeah, Florida33013 ••.. SCOPE: lieable rules and regulations governing the ese or cons;rpct:on Phis NOA is being issued under the applicable MiamiaEado•County R�� }• the Authgrity materials. The documentation submitted has been reviewed and accepted y •...J. Product Control Section to be used in Miami Dade County and other areas where allo.....Jroduct Z'onttbl Having Jurisdiction (AHJ)• and/or the AHJ (in areas other than Ivfiami Dade Cop; mater'10'M'sgto . • • • • t This NOA shall not be valid after the expiration date stated below. The Miami -Dade Cod qor x Section (In Miami Dade County) m oses. If this prodvGt.... roduct or material tested for quality assurance p p a he AB•1 may to have this p • • •• perform in the accepted manner, the mantifacnner will incur the expense of such n their soda" Control immediately revoke, modify, or suspend the use of such product or material within their yuisdict�x►.iLT R . • ••. ade .:.. reserves the rightrto roducevoke t or matelrial fails to meet the trequirements ormined I f the applicable hil Frgcode. Building section that this p This product is approved as described herein, and has been designed to comply Code, including the High Velocity Hurricane Zone. NVR.r and NVTH Steel Wood Connectors DESCRIPTION: SeriesNVTA,NVTAS, NVBH,NVi)Fl, 26, AppgOVAL DOCUMENT: Drawing No. NU-2, titled `°NVTA snared by Nu,-Vu industries, Inc.,.,signed " sheets 1 through 4 of 4, dated 04115/2015, Pr P y with the NVRT and WTH , he Miami -Dade County Product Control renewal stamp and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control Notice of Acceptance (NOA) lumber and expiration date by Section. TVMSII.E IMPACT RATING: None or Bo city, state - LABELING: Each unit shall bear a permanent label with the manufacturer's nameroved,, unless otherwise modellseries, and following statement: "Miami -Dade County Product Control App noted herein. llcation has been filed and there has been RENEWAL of this NOA shall be considered after a renewal app product. no change in the applicable building code negatively affecting the performance of this p' T change ATION of this NOA will occur after the expiration date or if there has been a revision or change Ss. misuse of i nthex du t for salesand/or advertising or any otheepmPo es shall autoproduct or proce, mati ally terminate this OhatssNOAan �Fail re to of Y p section of this NOA shall be cause for termination and removal of NOA.Florida, and followed comply with anyounty ADVERTISEMENT: The NOA number preceded by the words Miami-Dadeof the NOA is displayed, then by the expiration date may be displayed in advertising literature. If any portion it shall be done in its entirety the manufacturer or its INSPECTION: A copy of this entire NO shall be provided to the user by Official. p pages El and E2> as well as distributors and shall be available for inspection at the job site at the request of the Building This NOA renews NOA # 12-0130.33 and consists of this age 1 and evidence ag approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No: 15-0507.01 Expiration Date: July30,20'20 Approval Date: July 30, 2015 auaoecouetrr r IJt Pagel r . , 671 . l ; A . Product LE 6 NVRT Twisted Rafter Ties to Concrete Tie Beams TARS or Concrete Filled Masonry Maximum Uplift NVRT Flat and Twisted Rafter Ties product No. of 16d nalls No. of J" diameter Fasteners Maximum Uplift Load (Ibs) - Length Code Gauge to Woad Framing Tapcons to Concrete Load {�bs 16d (in) 7 3auge OTAl in agc� Flat Ties Twisted Ties 4 6 T—t2 i4 (in) Code T me a r, 724 12 NVR 7 850 5 4 NVRT-12 8 4 725 14 12 861 860 . 16 NVRT-16 14 8 991 6 10 5 16 NVRT-16 14 098 t2 6 996 9 1125 18 NVRT-18 14 � 18 NVRT-18 14 14 7 1135 1132 4 NVRT-20 1 20 �i/ •t" �fl *L 20 NVRT-20 14 , 22 NVRT-22 14 22 NVRT-22 14 24 NVRT-24 14 24 NVRT-24 14 1"30 NVRT-30 f4 gi 30 NVRT-30 14 36 NVRT-36 14 36 NVRT-36 14 pR k ro jLOMW6D Mp wM Mo iWd& NVRT-48 14 NVRT Anchor 48 Holes dia. t " 48 NVRT-48 14 ftl�t into Notes: gxp of It Into concrete Notes: 1�' pt(o0ar01 M ons shall Do not - 1. IT1V Tapcons shall be embedded a minimum tape 0 or tioboam formed With concrete filled masonry. use circled as shown. I. Specify "F" for Flat and "T'' for Twisted when ordering• �• tlebeam of hies � a min. edge distance of 2�"• and minimum sparing of 16d 2. Fastener values era based on a minimum 1�" thick wood members . have 2, Sae General Notes, sheet 1. ' 3. a Indicates no6 of nails In each connected wood member. aced at 11i" on canters. }"Tapcons 3. All tapcans must be in thostterow.ow spaced o 4. See General Notes, sheet I. UPIIFT Do not use holes to the Opposite o • Strap must be long enough to accarnrnodate required tapcans. 0 4 . o o � See ..; :•: / �w+w VEM N. TMT, F8 (GIVIW Note 03 o 1` • • o • • .' VL pBG.41' 12647 . IIi189 I.AN1�N • • • .;��_ .,.• KBE TX 79iF88 yy � Iac. � Iad 1 u YA� mores' o 0 0 0 0 0 o e 0 0 0 1053-1059 East 29 Street 0 e 0 o e 0 0 0 o n Hlcled% Florida 33013 0 0 oe HALF HAIf Connected Cortnactad ` 1, o 0 0 0 0 PHONE: (305) 694-0387 o o 0 0 0' o 0 o FAX: (�5) gg,�.0398 0 0 0 e o 0 to truss to wall o 0 0 0 e o o 2r Mtn. edge distance a gL,pjT:DTWISTEDRA1?T MRuns Reinforcement required DWG0- Sl�eetl • LENGTH Tic Boom formed with 00 000 oeo 000 0 0 o Y o 0 0 o Aafl la. flpla of e o e 0 0 0 0 NU-2 a of 4 concrete filled masonry or 0 0 0 0 0 0 0 0 0 0 0 • concrete tie beam o 0 00 0 0 0 0 0o 0 a 0 0 0 e 0 oeo o 0 o e o 0 e 0 0 0 0 0 0 oeo 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0e o 0 0 00 00 o0o a o 0 000 0 0 TABLE 9 Truss Anchors NVTA and Riveted Truss Anchors with Seot NVTAS H Length in Product Code Gouge 'seat ' Gouge strop 16 NVTA-16 WAS 212 20 14 18 NVTA-18 WAS 214 20 14 20 NVTA-20 WAS 216 20 14 22 NVTA-22 NVTAS 218 20 14 24 NVTA-24 NVTAS 220 20 14 26 NVTA-26 WAS 222. 20 14 28 NVTA-28 NVTAS 224 20 14 30 NVTA-30 NVTAS 226 20 14 38 NVTA-36 WAS 232 20 14 TaNVTA-48 NVTAS 244 20 14 j No, of Fasteners each strop 10d Maximum Allowable load Ibs Uplift Single Strap Uplift Double Straps L1 Single dt Double Strops L2 Single dt Double Straps 5 757 1514 250 500 6 805 16t0 250 500 7 854 1708 250 500 8 902 61804 250 500 9 951 41902 250 500 t0 929 -1998 250 500 11 1048 -2096 250 Soo 12 1096 62192 250 500 13 1145 02290 250 500 14 1193 -2290 250 1 50:()::] 'Note: For 8 or more nods per strop, use double truss for double straps - Gen ral Notes: 1. Steel shell conform to ASTM X653. SS grade 33, min. yield 33 ksi. min. tensile strength 45 ksi and min. galvanized coating of G 60 per ASTM A653.� 2. Allowable loads and fasteners ore based on NOS 2005/2012. It 3. Design loads ore for S. Pine, specific gravity 0.55. Design loads for other MIN. 4" species shell be adjusted per NOS 2005/2012. EMS. 4. Allowable uplift loads have been adjusted for load duration factor CD of 1.6. NVTAS 1" Allowable gravity loads hove been adjusted for CO values of 1.0, per table 2.3.2 of NOS 2005/2012. Design loads do not include 332 increase for steel and concrete. 1" 5. Concrete in Tie beams shell be min. of 2500 psi. Concrete Mosonry, Grout and mortar in concrete masonry shell be min. of 1500 psi. Concrete mosonry shell comply with ASTM C90. 6. Combined load of Uplift, Ll and L2 shall satisfy the following equation. clued Ualift Allowable Uplift } aw0 0 + o e G�1'0 7. Allowable loads are bossd on Or thick wood members unless otherwise noted. H S. All designs Conform to FBC 2010 and 2014. MIN. 4" EMS. NVTA 1" TABLE •r_____ .__s..— UVTA nnA oivafAel Truss Anchors with Seat WAS H Length Product Code Gauge seat Gouge strop 16 NVTA-16 WAS 212 20 14 18 NVTA--18 WAS 214 20 14 20 NVTA-20 WAS 216 20 .14 22 NVTA— NVTAS 218 20 14 24 NVTA-24 WAS 220 20 14 26 NVTA-28 NVTAS 222 20 14 28 NVTA-28 WAS 224 20 14 30 NVTA-30 NVTAS 226 1 20 14 36 NVTA-38 NVTAS 232 48 NVTA-48, WAS 244 No. of Maximum Allowable Load Ibs Fasteners Uplift Uplift L1 Single L2 Single each strop Single Double do Doub1e do Double 10d x 1.5" Strap Straps Strops Straps 5 1032 2236 250 500 6 1127 2254 385 565 7 1136 2272 S20 630 8 1144 42288 520 630 9 1153 -2306 520 630 10 1161 42322 520 630 11 1170 12340 520 630 12 1178 62356 520 630 13 1187 42374 520 630 20 14 -Nolo: For 8 or more noels per strop. use double truss for double straps. 20 to PRODUCTRENSWW = rarfoTirrg wft fto ftod" Wilanacaft towall A r �5 I" �,/., �Iy ZD L2 f i4oJuee coawt 1 m 2" 0 Reinforcements Required 21" 0 24. �— Concrete Tie Beam 0 Parallel Ll or Tie Scorn formed with concrete filled a (o watt masonry Holes 010. NVTA, WAS VIPiN N. TOLAT, PS (C1VLL) FL. REG. 012847 25123 LAN'TW CREEK LANE HOUMN, TX 77068 00 000 0 0 0 0 0 0 0 0 0• 0 • 0 0 o 00 �T��� j�� Industries, Inc. o j!, �/ 00 ee 0 0 0 0 0 • o 0• 0 • 1053-1059 East 29 Street 0 0 0 0 00 000 o 0 0 • Hialeah, Florida 33013 00 PHONE: (305) J 9 1 c 94-03 8 FAX: (305) 694-0398 NVTA AND NVTAS TRUSS ANCHORS 0 00 0 0 0 000 0 0 0 000 a 0 0 o DWG #: Skeet: Date: 000 0 0 0 0 0 0 0 0 0 0 •0 0 00 0 0 0 0 0 0 0-2 0 0 0 1 of 4 Aaf1116.2016 000 0 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 00 0 0 0 0 0 0 :0: 0 0 0 00 00 0 0 0 00 00 000 0 0 0 00. 0 0 0 slot 0.2a3'z 1' H MIN. 4" EMS. NVTH 1 " I Truss plate required to transfer load to� bottom chord Truss plate rcglilred to transfer load to bottom chord oments 4 Single Strap -..J— 1q__1 Single Truss Concrete Tie Boom or Tie Beam formed with concrete filled masonry Reinforcements Required Double Strop Double Truss Concrete Tie Beam or Tie Beam formed with concrete filled masonry For General Notes, see shoot 1 J 5 Nails in Front (Min.) Nalls loci x 1.5" MODWrRENPwim cr caapfyfna With ft ilorldo Aaildim Coe` 9 �! sy Mf vrrw6 Ciz W o' TABLE z Truss Anchors NVTH Maximum Uplift Loads (Ibs) th PCode t seat Single Strap Double Straps Nin straps ) F ea ha Straps onon 10d x 1.5" Single Double Truss 12 NVTH-16 18 14 5 1032 2064 14 NVTH-18 18 14 6 1222 2444 16 NVTH-20 18 14 7 1275 2550 8 1329 2658 18 NVTH-22 18 14 9 1383 2766 20 NVTH-24 18 14 10 1437 2874 22 NVTH-26 18 14 11 1490 2980 12 1544 3088 24 NVTH-28 18 14 13 1 1598 3196 26 NVTH-30• 18 14 IY' 36' 14 31,' 32 NVTH-36 18 14 44 NV71­1-48 18 14 >4 0 tYi 29' o 1Yf" O Front do Back off centered VIPIN N. TOLAT, PE (CIVIL) 1Y; Holes Via. f' 0 FL. REG. # 12847 16123 LANTERN CREEK LANE NVTH HOUSTON. TX 77068 00 0 0 eeo 0 00 0 0 0 0 0 0 0 o 0 oe o e o o e N u -- V u e Industries. Inc. 0 0 0 0 0 0 0 0 o e o 1053-1059 East 29 Stxeet 0 00 0 0 0 0 0 o e 0 Hialeah. Florida 33013 eeo 00 0 0l� 0 7 onn Phone: ($06) 884-0397 Fax: (305) 694-0398 NVTH ANCHORS 0 0 0 0 o e e o 0 0 0 u 0 DWG #: Sheet: Date: Revisions: 0 0 0 eeo 0 0 0 o eee 0 0 0 0 0 0 0 0 00 0 e 0 0 0 0 o 0 0 0 0 0 o e e e eee o 0 o e o o e o 0 o e eee o 0 0 0 0 0 0 0 0 0 0 0 e0 oe 0000oe o 0 0 000 0 0 NU-2 4 of 4 April L6. 2016 e MIAMI DADE COUNTY M AP11- PRODUCT CONTROL SECTION War 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) T (786) 315-2590 F (786) 315-2599 BOARD AND CODE ADMINISTRATION> ISION»vw mlamieoveCmon� WnTCE OF ACCCPTANOA Ku-Vue Industries, Inc. 1055 East 29* Street Hialeah, Florida 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 Dada County and other areas wh::e allowed lv/. the Authority Having Jurisdiction (AHJ). Produc E n4tro1 This NOA shall not be valid after the expiration date stated below. The Miami -Dade Codify serve the tight ...... Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County] to have this product or material tested for quality assurance purposes. If this produc�o� material fats to perform in the accepted manner, the manufacturer will incur the expense of such testt,gppd d tionRER immediately revoke, modify, or suspend the use of such product or material within theJSi4 droduc C�oritrol reserves the right" to revoke this acceptance, if it is determined by Miami -Dade CauRy.P t d Section that this product or material fails to meet the requirements of the applicable bui3 2f Wde. This product is approved as described herein, and has been designed to cot nply with the Florida Build....ing . Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series NVSNP, NV/NVTH, NVTHS, NVHC, NVSTA and NVRT):Steel Wobd. . Connectors APPROVAL DOCUMENT: DrawingNo. NU-5, titled "Skewed Nail Plate, NV358 & NV458 with Double uty NVTH Straps, NVTHINVTHS Anchors &NVHC Hurricane ,pre prepared Nu VueeIndustries, Inc.,A Heavy igned Anchors with Seat", sheets 1 through 4 of 4, dated mi- Sade C p p Y and sealed by Vipin N. Tolat, P.R., 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 logo, city, state, model/series, and following statement "Miami -Dade County Product Control Approved", unless otherwise noted herein. shall be considered after a renewal application has been filed and there has been no change RENEWAL of this NOA 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 s 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 shalt 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 attire request of the Building Official. as well as approval This NOA renews NOA # 12-0130.35 and consists of this page 1 and evidence page E 1, document mentioned above. The submitted documentation was reviewed by Carlos M. Utrers, P.E. NOA No. 15-0507.03 M M-IUAoecourlrr Expiration Date: July 30,2020 12' Approval Date: July30,2015 07 �V �2(l1 Page 1 TABLE 2: NV358 — 14G Double NVTH Straps with 2 ply 18G seat Assembl y 14G Strop P Dimension Total No. of Fasteners Total No. of Fasteners Allowable Loads (lbs) Product Code Product Code K (inches) In 2 Straps 10d x 3" In Seat 10d x 3" Uplift L1 L2 NV358-12 NVTH16 12 8 8 2245 1961 1839 NV358-14 NVTH18 14 10 8 2525 2206 2068 NV358-16 NVTH2O 16 12 8 2808 11 2452 2298 NV358-20 NVTH24 20 14 8 3056 2897 2528 NV358-22 NVTH26 22 16 8 3367 2942 2758 NV358-24 NVTH28 24 MODUCf tt6TiMD aft @r Flerido Code NV358-26 NVTH30 26 13vildiei� peotgtanee NO ! ' •r' zMaw NV358-32 NVTH36 32 M� NV358-44 NVTH48 44 xi Notes: Holes 1. Minimum embedment Into concrete 4". 2. Nails are necesary In straps and seat to achieve design loads. 3. Sea Note 6 (Sheet 1) for combined load. 4. Nails through chords shall not force the truss plate an the opposite aide. 5. For general notes, see shoat 1. 1Y• ,1Ys ;I UPLIFT VTIi 17A 4' TABLE 3: NV458 — 14G Double NVTH Straps with 3 ply 18G seat Y NV358 14;r NV458 23iti 134 Holes I-- T i I IN N TOLAT PE (VML) 2 ply seat NV333 /3 pty soot NV458 • ' H • • o • sot asos x r •' min. Pin 1/ aM EmbeOMMdment. 51B" NV458 VF1LP• REG. 12847 .� Side VleML 15123 LANTERN CREEK LANE HOUSTON, TX 77088 Truss plate required e o e o s o 0 0 0 0 0 r to transfer toad to 0 0 o e 0 e 0 0 0 bottom chord o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 04 0 00 ". Reinforcements Required 2y Concrete Tie Bea o 0 o a 0 0 0 0 0 0 0 0 0 • '0'—or Tie Beam formbdiowith o 0 0 0 0 Concrete filled MaWnrg. 0 0 0 0 0 e o 0 0 0 0 0 00 0 00 0 0 0 0 0 0 0 0 0 0o0 0 0 0 0 Doe o 0 0 0 0 o e o 0 0 0 e o 000 0 0 0 0 0 o v o 0 o v o 0 O OO OO O O e 00 00 0-6e 0 O 0 000 0 0 Holes Dia. l----�-43(o'—�i 18G Seat Deta€I NV358 and NV458 1 V u — V u `i Industries, Inc. 100-1059 Bast 213 stroot twoeb, Plod& S3018 Phone: (SM 694-0897 Pax: CM 694-Ma NV358 & NV458 WITR DOUBLE NVTH STRAPS DWG 9: Sheet.: Date: NU-s 2 of 4 1 APr9 16, 2016 UPUFT GIRDER TRUSS 1 4- $yo 1. Up Dlatanco 8' Y Z- d- UpStrap Connector NVUCB 3/4" Power Fastener Wedge Bolts W I Os .. Bolts aT. to Raba I. Z R�Yy a� TMOr1x � Eup Bdto � Bottom of T.B. 87XI2' ,---Tie Beam 8"xir or rX160 C2IM %A-- Product Code PLi,S XX (in) Allowable Loads bs. Uplift Lateral Loads L1 L2 NVUCB —1 1 2 4800 3350 2770 NVUCB — 2 2 4 9600 4250 4900 NVUCB — 3 3 6 10040 4250 5200 NVUCB — 4 4 7 10040 4250 5200 NVUCB — 5 5 81/2" 10040 4250 5200 Ir Raxsd/ � holm 0000 0 0 0 0 ovo• oeo Z` d'o 0 o e¢��` 0 00 000 ooeeoo J' o o O 0 0 0 'o 0 0a0000 o e o 0 0 0 00 of L in. e 000 Roof Slope Values Rafter W Rafter W 3/12 5.6 7.7 4/12 6.4 8.5 5/12 7.1 9.3 6/12 7.9 10.2 7/12 8.7 11.0 8/12 9.5 11.9 Structural Notes: 1) Design conforms to FBC 2013/2010, IBC/IRC 2009/2012 and NDS 2005/2012. 2) 3/16" thick Structural steel shall conform to ASTM A36, yield strength 36000 psi. Load values shown are based on Steel Stress without 33% increase. 3) All welding shall be minimum 3/16" with E70 electrodes and shall conform to latest AISC/AWS codes. All contact areas shall be fully fillet welded. 4) All 3/4" diameter bolts through wood shall be per ANSI/ASME Standard B 18.2.1. 5) The Lateral loads shall not exeed the Truss Chord Capacity. 6) Lateral loads combined with uplift loads, shall satisfy the following equation: Actual Uplift + Actual Ll + Actual L2 <=1.0 Root Pitch 000e00 0 0 0 000000 0 0 000a00 0 0 00000 a o 00000 090000 0 0 0 0a0000 0 0 000eoo 0 0 Vipin N. Tolat, P.E. (Civil) FL. Reg. #12847 15123 Lantern Creek Lane Houston,TX 77068 Allowable Uplift d Allowable L1 Allowable L2 7) All Power Fasteners wedge bolt anchors shall be per Power Fasteners Catalog. Minimum anchor embedment shall be 6" . Minimum normal weight concrete shall be 2000 psi. Anchor diameter is 3/4". Bolt values are without 33% increase. 8) Uplift and Lateral values shown are reduced for bolt spacing and edge distance per Power Fasteners Catalog. Uplift loads shall not exceed Truss chord capacity. 9) Uplift values are also controlled by compression perpendicular to grain of 565 psi for Southern Pine per NDS. For other species, contact Engineer for values. 10) Provide plywood shims to close the gap between truss chords to obtain full bearing and prevent bending of thru bolts. • 11) All products are painted Royal Blue for easy identification. 23 Ph:305-229-3874 Email : restructure@aol.com April 08, 2019. ROGER CHAVARRIA. P.E Consulting Engineer & Planner . 780 Tamiami Canal Rd. Miami, FL.33144 STRUCTURAL CALCULATIONS Project name: Remodeling Mueller's Residence at: 9190 N.W. 1th. AVE. Miami, FL.33150 CONTEND: for Comments #1 1- Footing Calculations for new WF-16(16"x12") continous Ftg. 2- Footing Calculations For an Isolated Ftg 48"x48"x12 RC'. ENGINEERING Project Title: RogerChavania. P.E. Engineer: Project ID: F,.Uc. PE #50712 Protect Descr. 780 Tamiami Canal Rd. Miami,FL.33144 Wall Footing ". ENERCALC, INC. 19fi32077,7, BUM:te.17.d29, Ver:fi.17fi Item Applied Capacity Governing Load Combination PASS n/a Overturning -Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding -X-X 0.0 k 0.0 k No Sliding PASS We Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.3209 Soil Bearing 0.6417 ksf 2.0 ksf +D+Lr+H PASS 0.001922 Z Flexure (+X) 0.04499 k-ft 23.414 k-ft +1.20D+1.60Lr+0.50L+ PASS 0.001922 Z Flexure (-X) 0.04499 k-ft 23.414 k-ft +1.20D+1.60Lr+0.50L+ PASS nla 1-way Shear (+)n 0.0 psi 82.158 psi nla PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi nla Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc -X +X Ratio +O+H 2.0 ksf 0.0 in 0.5214 ksf 0.5214 ksf 0,261 +D+L+H 2.0 ksf 0.0 in 0.5214 ksf 0.5214 ksf 0.261 +D+Lr+H 2.0 ksf 0.0 in 0.6417 ksf 0.6417 ksf 0,321 +D+S+H 2.0 ksf 0.0 in 0.5214 ksf 0.5214 ksf 0.261 +D+0.750Lr+0.750L+H 2.0 ksf 0.0 in 0.6117 ksf 0,6117 ksf 0.306 +0+0.750L+0.750S+li 2.0 ksf 0.0 in 0.5214 ksf 0.5214 ksf 0,261 +0+0.60W+H 2.0 ksf 0.0 in 0.5214 ksf 0.5214 ksf 0.261 +D+0.70E+H 2.0 ksf 0.0 in 0.5214 ksf 0.5214 ksf 0.261 +D+0.750Lr+0.750L+0.450W+H 2.0 ksf 0.0 in 0.6117 ksf 0.6117 ksf 0.306 +D+0.750L+0.750S+0.450W+H 2.0 ksf 0.0 in 0.5214 ksf 0.5214 ksf 0.261 +D+0.750L+0.750S+0.5250E+H 2.0 ksf 0.0 in 0.5214 ksf 0.5214 ksf 0.261 +0.60D+0.60W+0.60H 2.0 ksf 0.0 in 0.3129 ksf 0.3129 ksf 0.156 . +0.60D+0.70E+0.60H 2.0 ksf 0.0 in 0.3129 ksf 0.3129 ksf 0.156 Overturning Stability Units: k-ft Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overtuming Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ Bot As Req'd Gvm. As Actual As vm,mn _ k-ft Side? or Top? In"2 102 i 42 k-ft Status +1.20D+1.60Lr+0.50L+1.60H 0.04499 -X Bottom 0,2592 Min Temo % 0.62 23.414 OK +1.20D+1.60Lr+0.50L+1.60H 0.04499 +X Bottom 0,2592 Min Temp % 0.62 23.414 OK One Way Shear Units : k Load Combination... Vu @ -X Vu @+X Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.20D+1.60Lr+0.50L+1.60H 0 osi 0 osi 0 osi 82.168 osi 0 OK Fri. ENGINEERING Project Title: Roger Chavarda. P.E. Engineer: Project ID: F _.Uc. PE #50712 Project Descr. 780 Tamiami Canal Rd. Miami,FL.33144 General Footing Description: • Code References Calculations per Load Combinations Used: ASCE 7-10 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Sal Bearing = 2.0 ksf fy : Rebar Yield = 60.0 ksi. Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 rp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.50It Min Steel % Bending Reinf. = Allow press. increase per foot of depth = 0.0 ksf Min Allow %Temp Reinf. = 0.00180 ' when footing base is below = 0.0 it Min. Overturning Safety Factor = 1.0 :1 Min. Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes, Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = when max. length or width is greater than 0.0 ksf Add Pedestal Wt for Soil Pressure No - 0.0 It Use Pedestal wt for stability, mom & shear No Width parallel to X-X Axis = 4.0 It Length parallel to Z-Z Axis = 4.0 ft Footing Thickness = 12.0 in Pedestal dimensions... px : parallel to X-X Axis = 0.0 in pz : parallel to Z-Z Axis = 0.0 in Height = 0.0 in Reber Centedine to Edge of Concrete... at Bottom of footing = 3.0 In D Lr L S W E H P : Column Load = 7.80 7.690 0.0 0.0 0.0 0.0 0.0 k OB : Overburden = 0.0 0.0 0.0 0.0 0.0. 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 --- 0.0 --- 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 ------- 0.0 0.0 ---- - 0.0 --0. 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k PC,. ENGINEERING Project Title: Roger Chavania. P.E. Engineer: Project ID: F�.Lic. PE #50712 Project Descr: 780 Tamiami Canal Rd. Miami,FL.33144 Printed: 8 APR 2019, 7:07PM Vim- v.u-nvarv�--��,s�nvn�-� General Footing ENERCALCt INC. lse3-2D17, Build:10.17.&29, Ve:s.17.11.30 Description: FOOTING F 1 FOR MUELLER REMODELING AT 9190 NW. WVE. MIAMI SHORES,FL. - DESIGN SUMMARY I' Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.6415 Soil Bearing 1.283 ksf 2.0 ksf +D+Lr+H about Z-Z axis PASS n/a Overtuming - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1802 Z Flexure (+X) 2.708 k-ftlft 15.031 k-ft/ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.1802 Z Flexure (-X) 2.708 k4Uft 15.031 k-ftfft +1.20D+1.64Lr-+0.50L+1.60H PASS 0.1802 X Flexure (+Z) 2.708 k-fVft 15.031 k-fUft +1.20D+1.6OLr+0.50L+1.60H PASS 0.1802 X Flexure (-Z) 2.708 k-fUft 15.031 k-ftlft +1.20D+1.6OLr+0.50L+1.60H PASS 0.1933 1way Shear (+X) 15.880 psi 82.158 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.1933 Tway Shear (-X) 15.880 psi 82.158 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.1933 1 way Shear (+Z) 15.880 psi 82.158 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.1933 1-way Shear (-Z) 15.880 psi 82.158 psi +1.20D+1.60Lr+4.50L+1.60H PASS 0.3906 2-way Punching 64.190 psi 164.317 psi +1.20D+1.60Lr+0.50L+1.60H Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @Location Actual I Allow Load Combination Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X. +D+H 2.0 n/a 0.0 0.8025 0.8025 n/a n/a 0.401 X-X. +D+L+H 2.0 n/a 0.0 0.8025 0.8025 n/a n/a 0.401 X-X. +D+Lr+H 2.0 n/a 0.0 1.283 1.283 n/a n/a 0.642 X-X. +D+S+H 2.0 n/a 0.0 0.8025 0.8025 n/a n/a 0.401 X-X. +D+0.75OLr+0.750L+H 2.0 n/a 0.0 1.163 1.163 n/a n/a 0.582 X-X. +D+0.750L+0.750S+H 2.0 Na 0.0 0.8025 0.8025 n/a n/a 0.401 X-X. +D+0.60W+H 2.0 n/a 0.0 0.8025 0.8025 n/a n/a 0.401 X-X, +D+0.70E+H 2.0 n/a 0.0 0.8025 0.8025 n1a n/a 0,401 X-X, 40+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.163 1.163 n/a n/a 0.582 X-X, +D+0.750L+0.750S+0.450W+H 2.0 n1a 0.0 0.8025 0.8025 n/a n/a 0.401 X-X. +D+0.75OL+0.750S+0.5250E+H 2.0 n/a 0.0 0.8025 0.8025 n/a n/a 0.401 X X, +0.60D+0.60W+0.60H 2.0 n/a 0.0 0.4815 0.4815 n/a n/a 0.241 X-X. +0.60D+0.70E+0.60H 2.0 n/a 0.0 0.4815 0.4815 n/a n/a 0.241 Z-Z, +D+H 2.0 0.0 n/a n1a n/a 0.8025 0.8025 0.401 Z-Z, +D+L+H 2.0 0.0 n/a n1a n/a 0.8025 0.8025 0.401 Z-Z. +D+Lr+H 2.0 0.0 n/a Na n/a 1.283 1.283 0.642 Z-Z, +D+S+H 2.0 0.0 n/a n/a n/a 0.8025 0.8025 0.401 Z-Z. +D+0.75OLr+0.750L+H 2.0 0.0 n/a n/a n/a 1.163 1.163 0.582 Z-Z. +0+0.750L+0.750S+H 2.0 0.0 n/a n/a n/a 0.8025 0.8025 0.401 Z-Z, +D+0.60W+H 2.0 0.0 n1a n1a n/a 0.8025 0.8025 0.401 Z-Z, +D+0.70E+H 2.0 0.0 n/a n/a n/a 0.8025 0.8025 0.401 Z Z, +D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.163 1.163 0.582 Z-Z, +D+0.750L-+0.75OS+0.450W+H 2.0 0.0 n/a n/a n1a 0.8025 0.8025 0.401 Z-Z. +D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 0.8025 0.8025 0.401 Z-Z. +0.60D+0.60W+O.60H 2.0 0.0 n/a n1a n/a 0.4815 0.4815 0.241 Z-Z, +0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.4815 0.4815 0.241 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overtuming PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 0009 (Submitted under NOA No. 12-1218.09) ° q °qqqq° 000000 O q O q 2. Drawing No. MD-CA740-LM, titled "Casement Window Detdils ° LNM S % 00 sheets 1 through 11 of 11, dated 08/08/12, with revision C djtj4j01/25/f7, §igned ahtf q q o sealed by Anthony Lynn Miller, P.E. ° ° ° ° ° ° 0 0 0 0 O O O O O O g O O O O. 0 0 0 0 0 0 0 0 0 0 qqqq 0 O 0 00 00 0 00. 0 O B. TESTS q q q 0000000 0 0 .. 0 0 0 1.- Test reports on: 1) Uniform Static Air Pressure Test, LoadingagaBC, TAS 202-94 O 2) Large Missile Impact Test per FBC, TAS 9'20 f -54 qooso°o q q q O a q o 3) Cyclic Wind Pressure Loading per FBC, TAS ,703-94 o q q o o 0 along with marked -up drawings and installation diagram of a PVC sli4gop�ass door, ° a PVC fixed window and an aluminum sliding glass door, using: Kodispace 4SG TPS spacer system, Duraseal® spacer system, Super Spacer® NXTrm spacer system and XL EdgeTM spacer system at insulated glass, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. FTL-8717, FTL-8968 and FTL-8970, dated 11/16/15, 06/07/16 and 06/02/16 respectively, all signed and sealed by Idalmis Ortega, P.E. (Submitted under previous NOA No.16-0629.21) 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) 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 a series CA740 outswing aluminum casement window, prepared by Fenestration Testing Laboratory, Inc. Test Report No. FTL-7065, dated 10/05/12, signed and sealed by Marlin D. Brinson, P.E. (Submitted under NOA No.12-1218.09) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC 6t' Edition (2017), dated 06/09/17, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. 2. Glazing complies with ASTM E1300-04 D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER). Manuel V-04.14 E. Product Contro NOA No. Expiration Date: April 11, 2023 Approval Date: September 14, 2017 E-1 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 16-1117.01 issued to Kuraray America, Inc. f9r their "Trosifol® Ultraclear, Clear and Color PVB Glass Interloyersa" datecbQa49/l7,P ° ° ° o ° expiring on 07/08/19. ° ° ° o ° ° ° ° ° ° 2. Notice of Acceptance No. 14-0916.11 issued to Kuraray AmeiiU, Inc° fo°r their o ° ° ° ° o "Kuraray SentryGlas@ (Clear and White) Glass Interlayerrso o 0 d 06/25/15, a ° ° ° ° o exp rmg on 07/04/18. °°°°°° o°°°°° °°°°°° ° ° °°°°° °°°° °°°°o ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° F. STATEMENTS ° ° ° ° ° ° ° 00 1. Statement letter of conformance, complying with FBC 500,Edi on (2014) and %ith a ° FBC Wh Edition 201 , dated August 29 2017 issued b � ajfactu;; ,°sz d ° ( � bm � � Y gne °° seated by Anthony Lynn Miller, P.E. ° ° o ° ° ° ° ° °°°° 2. Statement letter of no financial interest, dated June 9, 2015, issued by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. 3. Proposal No. 16-0125 issued by the Product Control Section, dated March 09, 2016, signed by Ishaq Chanda, P.E. (Submitted under previous NOA No.16-0629.21) G. OTHERS 1. Notice of Acceptance No.16-0629.21, issued to PGT Industries, Inc. for their Series "CA-740" Gutswing Aluminum Casement Window - L.M.I." approved on 08/11/16 and expiring on 04/ 11 /18. Manuel ;-0614.14 P.E. Product Controiner NOA No. Expiration Date: April 11, 2023 Approval Date: September 14, 2017 E-2 GENERAL NOTES: SERIES 740IMPACT-RESISTANT CASEMENT YANDOW 1) THIS PRODUCT HAS BEEN DESIGNED 4 TESTED T0ePCYZ'rE• • : REOUIREMENTSOFIHEFLORIDABUIIDIN IV UDINGTH IGH• VELOCITYHURRICMCZONE(HMUD. • 2) SHUTTERS ARE NOT REOUIRED WHEN USED IN WIND,BORNE DEBRIS REGIONS. FOR INSULATED (MASS INSTALLATIONS ABOVE 37IN THE HVHZ. THE OUISOMD U I E(CAP) MUST TEMPERED. •• • • ''!!"•t1•.• 3) FOR MASONRY APPLICATIONS IN MIAM-DADE GOUN444E 4&44JAMy 4D COUNTY APPROVED MASONRY ANCHORS. MATERMS USEMFOR ANCHOR• EVALUATIONS WERE SOUTHERN PINE, ASTM C90 CBNCIHETI MASONRY VMn4: AND CONCRETE WITH MIN, K31 PER ANCHOR TPFE. SEE•rAOLE 3, SHEET41. 4) ALL WOOD BUCKS LESS THAN 1-la-THICK ME TO BE CONSIDERED 1X INSTALLATIONS, IX WOOD BUCKS ARE OPTIONAL IF UNIT 15INSTALLED DIRECTLY TO SUBSTRATE. WOOD BUCKS DEPICTED AS 2X ARE 1.1Z TUCK OR GREATER. 1X AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED TO PROPERLY TRANSFER LOADS TO THE STRUCTURE. WOOD BACK DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD. 5) ANCHOR EMBEDMENT TO BASE MAIERIAL SN L BE BEYOND WALL DRESSING OR STUCCO. USE ANCHORS OF SUFFICIENT EMBEDMENT AS SPECIFIED ON TABLE B, SHEFT 4. NMROW.IOINT SEALANT IS USED ON ALL FOUR CORNERS OF THE FRAME. INSTALLATION ANCHORS SHOULD BE SEALED. OVERALL SEPLINGIFLASHING STRATEGY FOR WATER RESISTANCE OF INSTALLATION SHALL BE DONE BY OTHERS AND IS BEYOND THE SCOPE OF THESE INSTRUCTIONS. 6) SHIMS ME REQUIRED AT EACH ANCHOR LOCATION WHERE THE PRODUCT 15 NOT FLUSH TO THE SUBSTRATE. USE SHIMS CAPABLE OF TRANSFERRING APPLIED LOADS. W000 BULKS, BY OTHERS. MUST BE SUFFICIENTLY ANCHORED TO RESIST LOADS IMPOSED ON THEM BY THE WINOOVJ. 7) DESIGN PRESSURES: A NEGATIVE DESIGN LOADS FADED ON STRUCTURALLICLE TEST PRESSURE FRAME ANALYSIS AND GLASS FOR ASTM Elm. B. POSrhVF DESIGN LOADS BASED ON WATER TEST PRESSURE, STRUCTURAL CYCLE TEST PRESSURE. FRAME ANALYSIS AND (MASS PER ASTM E1300. C. DESIGN LOADS ME BASED ON ALLOWABLE STRESS DESIGN. ADD. B) THE ANCHORAGE METHODS SHOWN HAVE BEEN DESM,NED TO RESIST THE WINDLOADS CORRESPONDING TO THE REWIRED DESIGN PRESSURE. THE 33-1D%STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. THE 1.6 LOAD DURATION FACTOR WAS USED FOR THE EVALUATION OF ANCHORS INTO WOW. ANCHORS THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHN. I. MEET THE REOUIREMENTS OF THE FLORIDA BUILDING CODE FOR CORROSION RESISTANCE. 9) REFERENCES: TEST REPORTS FTL-IDW, 3579, NW, 3124: ELCO ULTRACON NOA; ELCO CRETEPLEX NOA; ANSIIAF&PA NOS FOR WOOD CONSTRUCTION AND ADM Al UMINIIM DESIGN MANUAL, Glase Types SReetR 1 5118'Lemi(118 An-SN'PVB-118 An) 5 2 7/18' LBmi(3116 An-.09D'SO-NIB An) 6 3 7/18' Lelri(NIS HIS -.090'5G-3118 HS) 7 4 Y/WwTami.ICI(U8'An-7/16'Air-1/8'An-.090'PVB-1/8'An) 5 5 71B"Lemi. ICI 1118'T-7116'Air-1/B'An-.09P PVB-tl8'An 8 8 7/8'LemI. ICI IY16'An-1/4'Alr-Y76'M-.OW'SG-Y16'M 9 7 716'Lemi.IG(3116-An-1/4'Air -311W HIS -.OSO'50-Y18'HS) 7 B i18'Lami ICI Y16'T-1/4'Air -3116'An-.097 SG-Y16'An) 9 9 7/8'LBmI IG(Y16'T-1W Ah,WI8'HE-.0975G-Y16'1HS) 'PVB'= TROSIFOI' PVB BY KURAAAY AMERK'A. INC. en-ccvievf A RV KIIRARAY AMFRICA INC. DESIGN PRESSURE RATING IWACTRATNG VARIES. SEE DHEETS SB RATED FOR LARGE &SMALL MS51M IMPACT RESISTANCE w19'tAMMAtm I,. 7/1a'IAMNATEG J 4LA8561AL1t - GIA6aWZ _ alatRosc0.•rvB �� BYNIA1Mv y1e•AylGlm pL '��'LL®� I Y-r A1.ERIG.INC XPATSINENG1HFl0 37'WIDTH • : 25AM MAX. O C. IF WIDTH M eX •• UNDER 33AM'(HEAD&BILL �L 4-MAX. Y 1 B. SEE SHEEF2 BP VISIBLE LIGHT HEIONT (OLD) I / I / I / 17 lir 1 MIVL A SEE O.C. GLASS TYPE 1 SHEET2 , --- In,' NOM. 6'MAX IX85 RACK O.C. ANCHOR u•A -�USE PNRAT EACH IN- JAMB IF teAPeRE HS 20'OR .OROOVER fx.T8N9B 7W HEIGHT p R a T-ae J 314 r&OVER (HEAD WIDTH ILL) WWSISLE OPENING,DLO) -�F TYP. ELEVATION OF CASEMENT WINDOW 1 NDS-2015 FOR WOOD CONSTRUCTION DESIGN MANUAL, AOM-2015 ,'..%C6N ...: GENERAL NOTES _............ ..... -......1 la:'LWEN6S ELEVATION......ILL............................ I INSTALGDETAILS.............-........_.1 No. 88705 INSTALLATIOND................. ..... _...... 2 * 1 ASSEMBLY TUBE DETARS...._I....... 3 ANCHOR SPECIFIC ATDNS.... ........ 4 C ANCHOR OVANTITIE6...... ..... _....... A DESIGN PRESSURES ................... .. " ���/,p'.,• 2OLY DETNLSrrSOM......._.._ 10 (� $..... A(O ADSCH... EXTRUSIONBSPACFR-.._..... . ...,III '�Y "1 �,,, �ONA1.. RE I G1I55 BXT R� n/16'G1.I58 BRE �/rlilrT � Ww6�BY nURNLAY __AAenXw Hc. Xt/I7 GLASS 611E GLASS_ TYPES 2 8,3 72•4,A4 .. __ 111w LAMNLRG J—YIACK _ "!A'LMYINTEC GIA5Z"AK - CLAB66TACK ?AM1FIlFn nl AIs :In P'ANNFALFOOI 06YTRDMFOL•PY6 BY MIRARAY A.M.INC. 11/IB'GLASS BRE �/.: M'S&BYKURWAY .1MERKG. INC. rtFENorHGNeo Guas I/H8' GLASS BITE GLASS TYPES 4 & 6 GLASS TYPES 6 & 7 TlAM. GUB66TAIX � i110'IAMW.l61 GLA665TAPl USI �ATATAP tiM�u N. WNICE FL 342 (441) ABO-160C ]HB•NHImEom — NWT CTRENGM6tllp GLA66 I IM6' GLASS On GLASS TYPES 8 &,9 JR 1 05/25/17 PROOUCTREVISED ieN11i, wi1K IRA Flmi,& mR cMm e"��� DBN•ia/ � r4�$ HY _ N1Wn � I GLAZING DETAILS I J ROSOWSKI CASEMENT WINDOW DETAILS - LM & SM j 08/08/12 CA-740 I NTS I 1 OF 11 r • ... ..If INSTALLATION_ INSTALLATION OPTION 1 EDGE INSTALLATION J� - • E OE DISTANCE OPTION Q OPTION 4 INSTALLAPONANCHORS DISTANCE 1 % INBTALIAPON ANCHORS INSTALIATIONANCHORS INTOMWODO. �•�• •i' • • • •• ••• CPERANTF)CMI DIRECTLY FWD MASON0.Y DIRECTLY INTO METAL. AS REQUIRED PER //- • •� L� TABLE 3, SHEET4`�- ••� \ .MBEDMEM • • REDUIREMEM --- ...._._.._-. BUCK WIDTH _ ••• e•- --- -.`• TYP. ANCHOR •" � SHI1/4 M TB ATTACHED TO 18 ' i EATTAC"5D TO (--) ATTACHEDTO FRAME JAMS L EXTERIOR AT i �-I \ VTO VENT AMB I!NTJ MB 4� WINDOW HEIGHT VISIBLE LIGHT MEOW (DLO) ATTACHED TO FRAMEJAMBATEACHEDTO L r eY VENT JAMB L 4® TYP. ANCHOR TYPE. EMB50MEW ANC EDGE �r DISTANCE PER SUBSTRATE. �� BEE TABLE 3,SHEET 4. CONCRETE INSTALLATION PER ANCHOR OPTION 3 HEQu1REMEn TYPE, • ♦ If• • • •EMBEDMENT AWyITE�GE • • • 1 • • • DISTANCE PER • • • ♦ • • SUBSTRATE, •\ • SEE TABLE 3, • • •u EFCET4. EDGE g DISTANCE •' 1 � I EMBEDMENT OPTIONALADDON 1--- — FLANGE ® HEAD, SKLSJAMBS SEE JAMB At NOTES, HMO- 1) USE ONLY SUBSTRATE -APPROPRIATE WARE ANCIIORS LISTED ON TABLE 3. SHEET 4, FOLLOWEMBEOSENTANDEDGE RUCK DISTANCE LIMITS. ANY INSTALLATION HEIGHT OPTION SHOWN MAY BE USED ON ANY SIDE OFTHE WINDOW. ATTACHED 2) ALL WOOD BUCKS LESS THAN 1-10- JA AMBIS THICK ME M BE CONSIDERED 1% INSTALLATIONg. 1X WOOD BUCKS ME OPTIONAL UNIT MAY BE INSTALLED DIRECTLY TO SUBSTRATE. WOOD BUCKS DEPICTED AS 2X ME 1-1 Q- THICK OR _ GREATER. IX AND 2X BUCKS (MEN USED) SHALL BE DESIGNED TO PROPERLY TRANSFER LOADS TO THE SMUCI WOOD BUCK DESIGN AND INSTALLATION 15 THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD. MA%IMUM lX WOOD 1B H BUCK,ATRIP, SEE NOTE 2, THIS SHEET. P MAX SHIM EMBEOMEM 1 INSTALLATION ANCHORS F'• --'-i EDGE DISTANCE THROUGH 1XSUCKSTMP VERTICAL SECTION B-B INro MASONRY. - �- -( - SHE, SEE TABLE O ZD S,DIEEET - 18 M� EDGE EELOB4 OPERATORARM 30 39 DISTANCE `D - ATTACHED TO VENT SILL 36-37 E1 -- " --1 DADE APPROVED - WSIBLE L IGHT WIDTH IDLO) 3 5 MULLION, ALUMINUM, USBER REQUIREMENTS, STEEL FRAMING OR BLE4.11HEET4. WINUOWINDTH S STEEL STUD, EXTERIOR HORIZONTAL SECTION A -A ID EGAInSFORMULAS; MOTH. WASH HINGE: WINDOW WIDTH -1Y1FJ NOTES: WIDTH, EGRESS HINGE: WINDOWWIDTH-TAM _ L 1)WHEN INSTALLING HEIGHT: WINDOW HEIGHT-5 COMBINATION UNIIS, / ADDITIONAL INSTALLATION NSIBLEUp TFMMULAS: FM 1PX ANCHORS MAY NEFn TLI BE WIDTH WINDOWWIDTII-T T INSIETHROUGHTHE HEIGHT: WINDOW HEIGHT-7 LL WINOOWFRAMESATIO•MAL FROM EACH SIDE OF THE FRAME E TUBE CENTERLINE. C` SEE TMI.BELOW: SE TART F J'I t0•MAK. --- L—ems SEE DETAIL A2, BELOW LF-41 ( L--*j VIETAIL OFTAII. Al A2 ` pN'- \ICENA,Fr N0.55705 ST TU�:' (V�- 1070 TECHNOLOGY DRME 11 OMOA,.' 0 \� N. VENICE, P. 34275 vX (941) 480-1600 AE Arwhon on e(FA BNN of Iti FI•m• AHem T�Ne (FAT) of tIN, mbfy H WWl W Anchor type LL WINh A D,ca❑ 17•-29s I 0 Sr. 1 t i WWJ w Anchorry 17'-2S.0 1 D 18'• 1 1 JR 1 05/25/171NO HANOES THIS �a ToucT Rr vlsFu mngyilHwnt. M FNaiAn LtciledMwgHrsNn,-0614./4• Gv�retlon D•N o%�.� no pi1y(pr CROSS SECTIONS & INSTALLATION J ROSOWSKI CASEMENT WINDOW DETAILS - LM & SM 08/08/12 5.•,.n/Yame Srcm M W No. N CA-740 NTS 'A2 OF 11 MD-CA740-LAN C CASEMENT (X) "NOUN HDGM /< / y WINDOW WIDTH )40 BERIE6 CASEMENT " EXTERIOR WINOW FOR SINGLE UNITS' t) DETERMINE YOUR WINDOW SRP AND GLASS 2) KNOWING YOUR ANCHOR TYPE ANDSUBSTRATE,OETERMINE YOUR ANCHOR GROUP FROM TABLE 3, SHEET 4. 3) FROM MEETS 641. FIND THE SHEET FOR YOUR CLASS TYPE. FIND THF. PRODUCTS DESIGN PRESSURE FROM THE TABLE LABELED 9ESIGN PRESSURE (PSF) FOR SINGLE WNW",, ALL ANCHOR GROUPS'. 4) DIMENSIONS SHOWN ARE "PIP-TOMP. FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMEN90N SHOVN ON THE TABLES. CASE(WIEUT / CASEMENT (XX AWNING / CASEMENT / FIXED CASEMENT (XXC)_ • • •• • �• • • • • �• • ► • 10� SE. NOTE ].THIS SHEET — • • • FIOURg1: I— L•. • • FIGURE 2� >b SERIES i-•' / ••• ••• •• • ••• •• AWNING 740' I I40 SERIES AFRAN SERIES CASEMENT LYCASEMENT WINDOW TUDE WINCOW I MIN. A 12 X 1-SKIS 740 SERIES M_AMEM! CASEMENT —� F%TFRDR ASSENT WINDOW Tl TUBE HOIPU N AL SECTION CL LWINDOW D FRAME _+ _ �. A96EMBLY TUBE FRAME ASSEMBLY TUBE NOTES 117. SEE NOTE). —O THIS SHEET \ SHOWN ME t) OMETIP ➢b SERIESEl DIM TIP-TICUA DIMENSIONR EACH CASEMENT --� NDOW. FOR Of WINDOW SOWN. RL U SHOWN, ROUND E NFXT ORHEAENFXi MT DOWN DIMENSAVAILAION SHLE ON THE TABLES. -E ------ ----- _ FRAME 2)ANYN4 SERIEB PRODUCT ASSEMBLY_... (CASFMFNT. AMINO OR FIXED / E TUBE CASEMENT) MAY BE ATTACHED TO THE FRAME ASSEMBLY TUBE. FOR �- T40SERES ALL WINDOWS, USE THE WINDOWS FIXED WINDOW NOS FOR ANCHOROGIE. BIVE AND "r � OE9ON PRESSURE UMRATIONS. -SEE PRODUCTS NOA FOR 3) ALL WINDOWS IN THE INSTALLATION SPECS COMBINATION UNIT MUST BE ABLE TO J `^� III WITH THE INDIVIDUALLY THEIR REQUIREMENTS THEIR NOA. RESPECTIVE NOD. WINDOW 740 SERIES 740 SERIES 4)FRAMEASOEMBLYNBETOM AWNING WINDOW �✓ CASEMENT FASTENED TO WINDOW, AS SHOWN - WINDOW METAL MTH IN. USE THE SAME METAL SCREWS. USE THE SOME — SPACING AND QUANTITY A6 TIE - FRAME OPMEN EFRAME MEMBER. '- - - FRAME �ASBEMELY S)THEFRAMEASSEMBLYTUBEMAY ^� . -ASSEMBLY TUBE NOTE%GEED BYIWINDO)ORBSE0 � TUBE INA0.aNTEE OR )OR BE MIy�i2% MIN. NI2X ROSE USED IN TEE OR CROSS - _ _ _ i' SMS 740 SERIES THROUGH CONFIGURATIONS. THROUGH- CASEMENT INSTALLATION TALLATHJN - WINDOW HOLES BI THE FRAME ASSEMBLY TUBE IS HOLES �N�I B JI 2 NOT REQUIRED CLIPPED TO L ALL THE SUBSTRATE. ALL EXTERIOR JOINTS TO BE SEALED BY INSTALLER. EXTERIOR 74 SERIES EXTERIOR FIXED ;O ti CASEMENT WINDOW" FOR EACH WINDOW IN A VERTICALLY OR HORMLNINIY COMBINED ASSEMBLY: VERTICAL SECTION D-O VERTICAL SECTION E-E 1) DETERMINE EACH INDIVIDUAL WINDOW TYPE. SIZE AND GLASS MAKEUP. SEE FIGURES 1 N 2. THIS SHEET. DETERMINE YOUR PNCHORGROIIP FROM TABLE 3, SHEET 4. 2)MOM SHEETS 69. FIND THE SHEET FOR YOUR GLASS TYPE, 5) USING THE TABLE IASELED M1WNDOWANCHOR.SREQ121RM- 3) FINDTHE DE6ION PRESSURE FROM THETABLES LABELED 'DESIGN PRESSURE(PSF) FOR IMNBOWSATTACHED TOA V PCAL FRAMFASSEM9LYNSE' ORT)F.SIGN (TAGUS 2. SHEET 4). DETERMINE PRESSIURF(P.SF)FOR WAIDOWSATTACREO TOAHORILONTAL FRAAIEASSEMMLYTUBE', DEPENDING ON WHICH WAY THE FRAME ASSEMBLYTUBE IS ORIENTATED.THIS THE NUMBER OF ANCHORS MUST BE DONE FOR EACH WINDOW IN THE ASSEMBLY, AND THE LOWEST DESIGN PRESSURE APPLIES TONE ENTIRE ASSEMBLY. DIMENSIONS SHOMARE TIP -TO -TIP. NEEDED IN THE HEAD, SILL AND FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVALABLE WIDTH OR HEIGHT DIMENSION SHOWN ON THE TABLES. JAMBS OF YOUR WINDOW. 6)INSTALLASPERTHE INSTRUCTIONS ON SHEET 2. f _ 4) USING THE TABLE IASELEO 9WNOOWANCNORS REQUIRED' (TABLE 2, SHEET 4), DETERMINF THE YOUR WINDOW. THf. HEAD.9LLM0 JAA10S OF 5) INSTALL AS PER THE INSTRUCTIONS ON SHEETS 2.3. NOTE THAT ADDITIONAL ANCHORS IHHOUGH THE WINDOW FRAME INTO THE SUBSTRATE MAY BE REQUIRED (BEE SHEET 2). AND THAT MIN. 412 X 1-ANCHORS ME TO BE USED THROUGH THE FRANC INTO THE FRAME ASSISI TUBE (SEE DETAILS ON THIS SHEET). ]) FOR ALL COMBINATION UNITS, ADDITIONAL NGTAUNTON ANCHOR6 MAY NEED TO BE MTN.I FO THROUGH THE WINDOW FRAMES AT 10' MAX. FROM EACH SIDE OF THE PRMIEAAR EMBLYTUSE CENTERLINE. SEE TABLE BELOW: A4dObnM AneNM•RagMM••CAI Sill of ft F". A1644ft TUN FA H w % Win4'w W411h AOoWr q B,CBO tT-26.P 1 0 2B'•1 1 1 H i $ WIMaw He1PM MCM , D CS ==P 1T-26.P 1 0 W, I I 1 ,:,CTREVIIPO -;,, t-tyi.RwilN tAc iBNCe ��r�.hl-OfBiA'.14 N N LLI Z � Q y = J J F J Z C3 LU m IL n N � O 0 > 8 UL W f Z coLu 'rv) F2 Lu UL V O M A, � A � A-y lggqqqqi 11 pGl I •� Z * � ND. 68706 Window Anchom Required I I Jamb SnubbarLocatlons .qM 23' xslMlr 3BdIC g � $ Soar )Y TM b.' 2) FOR SIZES NOT SHOWN, ROUND UP TO THE pap Arcnw & m MH. m ae M... Min me, oM1lero• M6 am.mw Aldw• rwe 11e9+k�.T A .12 Neel BUS (m) . BOKI. _ Ms. LY w w Ne w S'Y .o r IA A05381W. 6.A Wr w .ur m" M 8M. M. 1 SMS (GS3 o M4,410 SS SMS 9. Pi,w Br I. 1 Vr w 3.35 Al— GB' bp' T W A3p ales w Mr .GW M Au3.lW. G, a M S 1/4' VIED U.. 2.6lA .. LIPY r \.Yf M Wg BNrk 1' IF I -Ile w XdbwBKKk 2-17 w mm I N, 1I4-etr'U"' Wbw Bb[k 1' p' I'll F. c e4. 4lBss GebFba x36k e.n=�ae r r faM• Ne Hdbw Slxk w'I M H. Na SMS 88Ma S. FM Sir F. 131r Y. SOR.ISAL . Mr SR• aria• Y. A36 M. Yr MC .OW' Y. 061 sl f b. Lr r dr Ip Gt Y. BUS 3 BUS S. FM 604L15 AMo, m' I. IMP Y. AIp pIW Yr Mr .EDTYe v29M E114. MI C—.. T r 11N' Yr IC.•1 -I'YaBMF 1 Ya 2-IT r 1 aB 3.3Aryc..nn 2-1? 6' 1Skx36Y CwcM. 1.1/P b' Iy1' NeWna.n IIMeN MI, 3-1" w PBM BYn 3-1IS b' 1dN' Po 1) MERE SUBSTRATE CONDITIONS REQUIRE ANCHORAGE FROM MORE MAl ONE OF THE ANCHOR GROUPS AROVF, CHOOSE ME ANCHOR GROUP OF ME LOWEST LETTER FOR ALL SUBSEW ENT TABLES IN THISAPPROVAL. 2)ANCHOR MUST EXTEND A MINIMUM OF 3 THREADS BEYOND ANY META. SUBSTRATE. 3) AWHUNS MAY BE HEXHFAU. PANHEAD OR FTAMEM) 4) FOR STEEL STUDS. WIN. FU • 45 M. MIN FY - 33 XSL PVB ow ` Am N3rei.p R.nd IT RM.:— Sso and JO' Iw. mn OC. IT mu. lain 1T mM. San p.ck.nd6]P ..aN and S SM' FM' O.C. max O.C. 'PVB"- TROSIFOLPI PVE BY XURARAY AMERICA. INC '501 SENTHYGLAS®BY HURARAY AMERICA, INC. EXAMPLE 1: FOR WINDOW COMBINATION SHOWN BELOW; 7/16' MEAT-STRENGTHEIEO. LAMINATED GLA I Ur MASONRY ANCHORS INTO CONCRETE..711A96 PSF DP REQUIRED GSEMFNTANCMRS: A) FROM TABLE 12, ANCHORS C s 0 ALLOW A OF OF.TOI-W. B) FOR THE JAMB, FROM TABLE 3, ANCHOR TYPE C HAS THE ANCHOR AND SUBSTRATE DESIRED AND DOES NOT REQUIRE THE ANCHOR PLATE IF USING THE CRETEFLEX ANCHOR. CI FROM TABLE 2, 6 ANCHORS ARE REQURED IN EACH JAMB. D) SIMILARLY.2 ANCHORS ARE REWIRED IN TI IE IIF_A3 S SILL E) DISTRIBUTE ANCHORS FOLLOWING GUIDHIIES FROM ELEVATION ON SHEET 1. F) PER RULES ON SHEETS 2 B 3. INSTALL 1 ADDITIONAL. ANCHOR ON ME FRAME ASSEMBLY TUBE SDE OF THE AMING(HEAD S 61L). FIXED CASEMENT ANCHORS' AI FROM TABLE 11, A 34- X 6V FIXED CASEMENT WINDOW HAS A DESIGN PRESSURE OF .701-9O USING ANCHORS C OR D. D) FOR THE JAMB. FROM TABLE 3. ANCHOR TYPE 0HAS THE ANCHOR AND SUBSTRATE DESIRED AND DOES NOT REQUIRE ME ANCHOR PLATE IF USING THE CRE MFLEX ANCHOR. CI FROM TABLE ZA, S ANCHORS ARE REQUIRED IN EACH JARS. 01 SIMILARLY, 3 ANCHORS ARE REWIRED IN THE HEAD a SILL. E) DISTRIBUTE ANCHORS FOLLOWING WIPELINES FROM ELEVATION ON SI ICCT 1. F) PER RULES ON SHEET 2, INSTALL 1 ADORIONAL ANCHOR ON THE FRAME ASSEMBLY TUBE SIOE OF THE FIXED CASEMENT (HEAD A SILL), MmMI Min FY Min F. SM.Ia. d _ 416B.. 0Ed 10M Ek. Uw.ua ISBk.i 177 MI 41038EWCnMF1..a 127.4 MI 1FSTMI INSISTS AIunlnun 1B k., IIM Asia" WkW as W. n51.I S11tl Aktl X\ z'. X 0 %- D 'X; X; 1A NOT ALLOWED WIT" — FRAME ASSENTS Y T L� TV 10 1- I / 4• 4' 48. 13'�► 13'.� 'P ICT P,EVIBED m:�ptYinB w{d Id PtrNW O ra A U 0 0 000 o p 0 000 00 00 0 0 0 00 00 0 0 0 0 0 0 0 0 0 0 0 0 0 o 000 0 0 0 a a 0 0 0 a 0 0 Design Prassura (PsW SingIvWIndows. AtchrchmGmups o O O 0 0 O• O p O O O O O under23- 25.15/16- 27-Y 4w 33.1$' 3 under 23- +701.90 +701.90 +7C/•9D ♦ + + 0701jw 25.15MV +7W480 +701.90 +7 -9D +701.90 +701.00 +701.00 +7a•90 383/8• +701.90 +7014a0 +7W43D +7W-90 +701-90 +701.00 +701-90 48• +70180 +701.00 +7a-90 s.►JW M p +70F,80 p+P-00 a 0 &7a 50.518' +701.00 +701-90 +701-90 +* +78/-40 0►70R90 0 +701.0.2 W ♦701.90 +7W.90 +701-91) +7W-8P.5 p+7tU Q - +70/74. 63- +7a•9D +701-80 +7a80 + 18�3 a+7(1:769 O70R13. i0 +7a70.1 77 +701.90 +701-87.2 +7a 77.7 +601-71.5 +801- 4 +601- W. +1- 76- +70/-90 +7a-M.6 +70.75.7 +/$7.3 41- 58.9 +l- 57.2 +/-55.8 w *701.90 +7a-W.4 +7a 71.3 +60/48Z.1 +1- 54.2 FOR GLASS TYPES: O 1) 5/16" LAMI (1/8 AN - .090" PVB -1/8 AN) O 4) 7/8" LAMI. IG: 0/8" AN - 7/16" AIR -1/8" AN - .090" PVB -1/8' AN) O O o -PVB•- TROSIFOLOPVB BY KURARAY AMERWA, INC. 0 0 -- -- WINDOW HEIGHT WINDOW WIDTH SEE SHEETS 1 & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. Da ign Pressure (pso for windows Attached to a Vertical Frame Assembly Tuba m wkwbN wlalh under 23" 25-16118" 27-31a" Sr 331/T 3s 37" Anchor Group Anchor Group Anchor (gaup Anchor Group Anchor Group Anchor Group Anchor Group A B C D A B C&D A B C&D A B C&D A 8 C&D A B.C&D A 8,C&D udder 2T +70(-90 +7W-90 +701-W +7W-90 +7W-90 +7W80 +7W-90 +701-90 +70/-00 +7W-90 +701-W 47&-W +70/•9D +7W-90 +7W-W +7N-90 +7W-90 +70140 +7W-W +701-90 26.16118" 38318" +70/-W +70/80 +7W9D +701.7a4 +70/80 +70/4O_ +7W-90 +7(Y-90 +7W 80 +7W84.5 +701-M +7W80 +7N-9D +701-9D +70h90 +7W.79 +7W90 +70%9D +7W-90 +70f-90 +701-W +701-73 +79-90 +701.9D +7W-9D +701-90 +7W-W +701-81.8 +70/-9D +70/-90 +70/-W +701-90 +7W-W +70f78.3 +70f-00 +701-90 +70f-90 +7D1.74 +?W-W +71)1-9D 4W +701-76.2 +/•81.1 +701-73.1 +701-90 +/'87.5 +701.00 +7W-90 +143&1 +70f80 +701-90 +/-W.4 +70f-90 +701-90 +141&4 +701.83.9 +70I.90 +/412.8 1 +70/80 +/-W.2 +70f-80 50.518" +701-72-3 +1.67.9 +1.69.3 +70t-90 +1.84 +701-80 +7W-90 +1-69.9 +70190 +70f-90 +/-65.4 +701-88.7 +70/-90 +/-82 +701.79.6 +701-90 +/-69.3 +701-90 +/.W.1 +70/-N.2 90" +1-61 +1.48.9 +/-68.6 +70f-90 +/-54 +701-88.8 ' +7W-90 +1460.5 +7W81 +70/.90 +/48.7 +70/74.9 +70468.6 +/82.3 +/-87.1 +70180.3 +180.1 +7W7.7 -7 +1.47.4 +7W74.3 +l-W.7 +70r-68.7 M•b1.5 +7W-M6 +7W-90 +148.1 +7W-77.1 +701-00 +/44.5 +70171.3 +70184.3 +149.8 +141&9 +70/-78.6 +147.7 +701-73.7 +186.1 +7W70.1 Design Pressure (psQ for WMxbm Attwhod too Hodig (g( Fran -a Assembly lkrbe Window 1lhrRh under 73. 25.15116' 273/4 30' 33-11Z' 35' 37' Anchor (IMP Anchor Grow Anchor 0-* Anchor G-P I Anchor Gawp Anchor Group Anchor Crow Al AN AI AN A B C&D A 8 C&O A 1 B C&D tardy23• 25-15/16• TOW 970140 +7a410 +7a•90 TRW +7a40k+70i-71.61 +7340 ME +7a40 +73Fd7.6 *Ta40 +73M +7a40 +5410 +7a40 *WaT6 +TW-W +7340 +7a•90 * 410 *7a417.6 + 79.2 +7a410 +7a410 •7a40 384W +701= *7a•90 +7a-00 *701-00 *70140 *7a-90 +70140 +70140 +70r.90 *7W.M.8 +7a410 +7W.W aa- +7a-00 +ro40 +7a-90 +Ta-90 •7a410 +Ta40 +7W-W +7a40 +7&-W +701-W +7a.W *7a4M So a/s- +Ta4o +7a4o aa4o .7a40 +7a•90 +Taco .7a410 +7a410 +Ta oo .Ta 69.z +Ta419.z *Ta419z 50• +7a-00 +7a40 +7a410 +7a•60.6 +7a.80.6 +7a.M.e +7W77.7 +7a-77.7 +7a77.7 +701-74.3 +7a 74.3 +7a74.3 63• *701-00 +70140 +7a-90 *701-70.6 +7a-78.5 *700-7E.5 +7a-73.7 +7a 73.7 +7a•73.7 +701-70.1 +7a 70.1 +7017G.1 TY +701410 +7W.W.2 +70/77.7+60/•62.4 +t0142.4 •6a•62.4 +6a4Q9 +Oa•60A +50140.9 *I-K3 4149.3 1 +bW3 Ttr 1 +7W4o +701-04.8 *70175.7 +W.3 1 +I-M9 *1410.9 +1410.9 *F67.2 1 #1417.2 H 57 2 .1a5 6 +166 a +/a6 9 w I +7&-W +7014XL4 +7a-71.3 +60i412.1 •l•54.2 1 N44.2 +1642 NQMS. 1) SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS. 2) SEE SHEET 4 FOR SNUBBER REOVIREMENTS. ----- WIN FRAME HEIGHT -ASSEMBLY i I TUBE 10" MAX ADDITIONAL ANCHOR (4). IF REO. '-� WINDOW WIDTH SHEETS 1 a, 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. FRAME 10-MAX. --� i AiS.4EMBLY TUBE WINDOW HEIGHT �IWWDOW I wroTH Imo- ADDITIONAL ANCHOR (4). IF REQ SEE 61-IEM 1 & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. Piwim _T REVISED na copiptying with d" ftwi Lt: 3aildirs"a /,- Accch:tvtcc Tao 1 T ?:xrimgon Date sw� �U LU rn o W w Z & i v- Jr U. D L9 a .p LU a o � c N LLI i o Ix p nz _ 0Z o � o � O $ O N Z a-Z Lli z 2 w 52 o 6x (� QID n N C7 At 1 pi � fa•� T G U LYNAt4f i * N0.58706 * C TArJt�r ORIOP.• 'GX //ZONAL E�.�`• A.Y*4W NLLW P.E. P.E.0 58704,, VW'eo.. i [Ell pJHp��t ()sue' 4 4 . • . • • . + g Oj yy I UPI E 8 g lit ♦ P 111 gj 1 m m" � 101 get 1.1 MEMO, !mk * 4 -1�wrtLf a�op��f m�qm qgA�� vvap pa m CC N m m� N t mp �m �pwrp� A QQ In ny r mega �O HU y>2 to N N Nm x t i i VlRrldo.v G n Q VR N V > 6 1 ri..w v > .+ 9 IIII > N V + + ♦ 4 4 + Via►$$$$$ � . + + « + • � 01 a N y� g H 2 �11, IPA � I vv+.+iv+ 1+ .9 1410 ♦+ ♦,, m a a a 04 I� >I + + + ♦ 4% v + ♦ amm 3rr a . 1#++.++ 11 � p is p O O g v 0 Oia7 �1919199 tot OR. 0 00 �Q • 7Q 10 • � +♦tea + w �W/ ? •.+♦ 8 1; O O p � y N C 0• �� yyG O as m Q m i e = ep m G) c fj 0 0 vOa• g�A �z T P `Tr �����j�p ,•,?'F ,qy �.,� �. J ROSOWSKI 05/25/17 UPDATED TABLES. �� . •.�5, �yDrawn Br Late J ROSOWSKI 08/08/12 t e D : D $ 2 : _J OescriDlion: r :o o� .z DESIGN PRESSURES PER GLAZING TYPE PE .� Z ,070 TECHNOLOGY DR'VE in • 'yam N. VENICE. =L 34275 TWO: m �'G\'• . •:C (94,) 48J-15GO CASEMENT WINDOW DETAILS - LM & SM •,mil; ----.......-�� ��. GOPYRfQMpbt� 11 * \,\\\�� �itx n t!!G Ser;es/tfodet Scale: Sheet: 0rorn; No. Fhw CE✓?T. OF AU'r. 42929E CA-740 NTS 6 OF 111 MD-CA740-LM C 1 i i eooee O 0 0 00000 0 0 4 o 0 0 eeee O p p000 O O O e 0 O 0 00009 0 eooeo 0 WtWwN,,. g 9Hi rt��'�gN� LI_I #�ffi9599699r�dq a8888sss88 �d- 8$8888888 -ad a' e E+ a86882 C ¢ sss88 4 2 f E> y $ 'a �'��>I a8a 8182 8�288 8p I g 9 > a8 888 88g 8 � r i g 1999g> 88888888� 9' as8888s$s�v 0 S a NM.v N.w 32 all RR 2 s JjN888 d @o ��.'amy$gffimg� Q QRRQa�o �88888yF8 ��88888 s" �8�8�88p • n y688888 � q � 88ffi8 d� { � �yd4e'eenb �gssa88 S � � s eeee¢e�o 8888pL888 13 > u;,88888 a§a d, � "ogigI „888 dx o $ $gep 888888 8iee MUNI— $�> �^ dy Q gygglllyy BbEb�p� 88 {E UNN- — Pav$a4�e'ei� axx x'xix'xxq 8ffi9'n"xts si t�v p i i xxxxx`mxgx9 . xxx'e'4rxo _.L� 9811 Z4 88 N •S..S 8�m m� 1N i aaa f3 m � V C 99a(D i Z ' � � m z D P N N pD� A u w S�rn =a±m 41 2 N O ' O� to G7 N S � — J ROSOWSKI 05/25/17 I UPDATED TABLES. bcvn By: pate: J ROSOWSKI 08/08/12 DESIGN PRESSURES PER GLAZING TYPE 107C 7E NOLM ]RfJE "t" N. V CE. FL 34275 1941) 4 -'SW CASEMENT WINDOW DETAILS - LM & SM mRMRIQR IDv W1 M.1i11®,K. Sr. ina/NCOBt S[Ob: SMet' p•OxiDnp tia. CA-740 NTS 7 OF 11 M-CA740-LM C- . 0- 4U-F. a23296 m mR zz� mrt� _ A A 00 ;a m � CS g • �m ED $ 012:11 M 8$8$8 Mg ♦ ♦ ♦ ♦ ♦ ♦ + ♦ ♦ i + + + + + IJ A S O W IV diroQ�p A A p 0 o�p!mm��;mn2 0 0 0 O umoo$$$$n�i Q 8 ° �122Qv♦+♦ev.♦eA W dt O C �Atarppy !n c: ;Q m d�z� �gyy '0Z 'A 0 �10c � S 0D yM m m 0 Z!m,Om w C3 C) . mppDX. In Z 0 X. O �Z oa 009; � � A mza 'n ; e. O y y RRm110 M {I*Y* wHdglt 9 B�! c ♦qq + +QI Q +14 + V + > ♦ + ` i ♦ ♦ + u m m 's � a IOOOSSSj p� LWO + V V V V yt+ .y4 pN + ♦ +v a + > � VV 6 vv 6 r + + ► m ` + S + v Q + v > a o o 0 Lo v v QQQe v v v e g A $ a V V V AOA gOg V V O Opp V V O_ Q A !!• g > OI V A A y -+i Q. -+i .+i + ♦ + W S. O -4 y1 TJ�im$$88$ m �O v.+ivv.ii ♦ mN�ua.gg> ♦ + ! V Q + O v a b $0 .+i .+i + + jf+ t = V + + i $ --a12 + Q 2 2 2 > V*mbw Hdgm i pp A - N 4f 94 Q�Ly Q QcLp g Q�p Q � Q Q C Q 11N�� tQayy O O p i f� 3 O W v++ Q�p. y+ 0 0 0 0 H O O O O ss O O O 6 + Q4 + + 4Q 00 O co O 0 o �v g�9 10 Of O 01 zm �o� vo o mZ zD A O�T I m W4rix0 Ey: Dator Revi2ion: Did * J ROSOWSKI 05/25/17 UPDATED TABLES. �•�� . ry :o- J ROSOWSKI 08108/12 it Z .O DESIGN PRESSURES PER GLAZING TYPE In70 TFCHN(-4OrY DRNE rt/e • •. `,_ N. VEN ICE FL 34275 m =� '� c9a,� �a�-ieco CASEMENT WINDOW DETAILS - LM 8{ SM �i F �� �T � So�+as/►eode+: Seote: Sfwt: Dro>r nq NoRc} *{{�``""'�°"'s CERT. OF ACA-740 NTS 8 OF 11 MD-CA740.-LM C LI'H. li29286 00ovo 0 0 0 00000 O O O O O O 0 O O 00 O O O 000 000vo O O O 0 0 0 0 0 0 00900 0 VWWOWHelp 11gig cr f r2 tail Q E 81ma l 1 m 4 O II II� oil I y o ♦ ♦ ♦ ♦ + ♦ ♦ + �ti�oa0 C. u • -1Mwrtn M R: WO m070�S2r��r 0Rzu� ��T f1f 0" fi 0 m go > p N m m M3 � g m m K �pa �m�Om mpyyz�0= OKZW- >! H 910f,A m�DD2DDCQ A m 2SNP ''B�y� (Am=z m�y 0 � A (T o 7 ,370 TECHNOLOGY DRIVE 9 2 .• m /�1�' ' , ;� Z ::�� Pi. VEtiICE. -L 34275 (941) 483-1600 i ''�f11f1111���` f.FR- OF AUTH d?4??f, '"' W* "etf>< ! I { in. ` V W V N ♦ ♦ ♦ 4 V 4 + OI 0 m A a � � a 0 •T + a . + oVV ` + Q V A W •++♦♦++ -400$$� 21 2 A + 4 $+� + ♦ ♦ + 9 $$ o + + ♦ + 4 o b iv .y a + O g� + ♦ + + + ♦ + 1 A4 O J� ♦ + > IV JJ..,, m i W W ciao � Icy A 0 0. ♦ ♦ ♦ ♦ ♦ ♦ + Vuhdow HeW t 0 0 0 0 0 0 0 0 0 0 p .+,y+Q 0 ♦ Y ♦ ♦ +5♦p�. yr' Qt�+p S3 •1 � 4 a7 'v w 100* .. ♦ . + + .. ♦ +0 !ao �0 ep 0 Q Y ♦ 0 0 ♦ • • • 10, T J ROSOWSKI 105/25/17 1 UPDATED TABLES. J ROSOWSKI 1 08/08/12 Denar+pt;on: DESIGN PRESSURES PER GLAZING TYPE sere• CASEMENT WINDOW DETAILS - LM & SM Series/Model: I Score: I Sheet: I Orow;nq Na. Re, CA-740 I NTS 19 OF 11 1 MD-CA740-LM I C 0 O 00 ® a a 0000 o 030) -4 :Z1 ra 00 Ci p W W � J 99 �z O p " A D cl) V! W CD � s � ? Z cf) d � ^�^ O V• 1 Vj � W 9 f � Z Z v 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 O O 0 0 0000 00000 O 0 0 00000 0 00000 0 O O goo O • O coo 00 00 O O O 00 00 e O O e O e 0 0 O O 0 O O • 0 0 0 O 0 0 O O O O O o O O TABLE 20: Item DwO. A Description Material 1 7002 Main Frame Head, Sill & lamb 0 0 6063-TSOJum. 2 7071 Anchor Plate o o lure 3 7003 Sash Top, Bottom & Side Roll • ° ° 6083-T81�11um 4 7008 Frame Cornet Key o 094 w o 5 7009 Sash Corner Key Steel 6 7078 Frame Gasket Vinyl Foam 7 7072 Sash Corner Gasket tnyl Foam 8 7070 Bulb Weatherstri .187" x .275" ° c 21ax VV070 10 7024 Maxim Multi -Point Lode 11 1 7026 Lodc Support Plate ° a o Stdelo 0 12 7014 Multi•L_ock Keeper Sleal 13 7013 Tie Bar Guide Nylon 14 7015 Tie BarAssembly Steel or SS 15 702S Maxim DyadOperator, WWa24' Steel 16 7027 Maxim Dual Arm Operator. WW>24" Steel 17 1 7030 Operator Gasket Vinyl Foam 18 7031 Operator Boding Plate Steel 19 7051 Opt paceralock Nylon 20 7032 Stud Bracket Steel 21 7033 Operator Track & Slider Dual Arm Steel 22 7023 Egress Hinge He , Manuf. b Truth Steel 23 1 7050 Egress Hln e/Washable HD Manuf. by Truth Stool 24 Snubber Anti -blowout Clip Steel 32 1713 Setting Block 5 32" x 3/16" x 1- 4" EPDM 33 1714 Setting Blocs ` x 7 16" x 1- 4' EPDM 35 7036 Laml Bead B IlLaml W83-76 Alum 36 7042 Laml Bead C W03•76 Alum. 37 7059 Bead D W83-76 Alum. 38 1224 Vinyl Bulb Ws Thick Flex PVC 70 39 1225 Vinyl Bulb Wst Thin Flax PVC 70 50 I Dow 899Silicon Badkbeddin 6D 7006 Screen Frame 3105•1-114 Alum. 61 7040 Screen Comer Key Potyp"Volene 62 Screen Cloth Fbbexylass 63 1635 Screen Sollne EM. PVC 64 320 Screen Spring Stainless Steel 70 134 Add -on Flange 6D83-T5 Alum. 71 7004 Frame Assy Tube WWTS Alum. 80 #8.32 x 1 2" Ph. Pn. Mach. ScrTYPE B Stainless Stool 81 1157 #8 x 2" Ph. Pn. SMS Stalnlots Steel 82 #8 x S 8" FI. Ph. SMS Stainless Steel 83 #8 x 7 FI. Ph. SNIS Stainless Sled 84 #8x 1" FI. Ph. TEK Stainless Sled 85 #8 x P Quad Pn SMS Stainless Steel 86 #8 X I-11r Quad Pn SMS Stainless Steel 87 #10x i 2" Ph. Pn. TEK Stainless Sted 89 #30.24 x 9 16" Ph. Pn. TYPE F Stainless Sted 90 #12 x 1" Ph. Pn. TEK Stainless St! o e 00 0 0 0 0 0 0 0 to 0 00 e o 0 0 0°0 00 1 000 oe 0 0 0 0 00 0 1 • o e o e 0 000 00 ASSEMBLY DETAILS Al AS T 1 I V"SIVIV CORNERS PRUP.UCT REVISFA? n:k ccmply ing vvAb Um Fikrida 88 ULPiding Code Acccp"140/-Olold44- ti,tttttt,, Ex Dad ...... N•`�� ���'�. 1. • SF r_ Revised By. JR Dutc. 05/25/17 Revision: NO CHANGES THIS SHEET. M" edc .p Igo. 58705 _ Revised By Dote: Revision: * -O I�-: �= ® - Description: VIEW BOM AND CORNER VI Prawn y J ROSOWSKI Off'•. ST p (V�: t�s''•:�ORIOP,.• ' ���� 1070 TECHNOLOGY DRIVE N. VENICE, FL 342.75 (941) 480-1600 Title: CASEMENT WINDOW DETAILS - LM & SM 108/08/12 (e %°NAB 101 t�N ``` k�cr�IGH10 . we. Series/IAoorf: -Scale: Sheet: Drao Rev: A LYMl MILLER. P.E ALLk"� O CA-740 NTS 10 OF 11 jM'D'-8A'740-LM C P,E.C59705 CERT. OF AJT11. 129296 0 0 000 0 0 0 000 00 00 0 0 0 00 00 0 D o e 0 0 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 O O O O �� - 1 --+-I 1.124" � -- .osr __I_ 0 0 0 0 o e NOM. •434' 125• J 0 0 0 0 00 0 00 0 0 2918. 0 0 0 0 0 0 0 0 0 0 o u{ 0 0 0 0 0 0 0 o s o 0�• 2 701' 0 0 o II.IPONE o e o SAUCTLOAL o e o HOT -MELT BUM 439" - NOM. STRUCTURAL 1/4' NOM. SILICA E_ 3r18" NOM. ____ _ ...._..._.-.. 1.159' 08r r + POLYISOBUTYLFNF WITH 2.784• 2.139' WrTH DESICCANT 0 0 0 0 0 0 o gESJ �Wo q93• 0: 0 0 q, 0 �q ,� FRAME HEAD, �� BASH TOP, �,� FRAME EXT. GLASS Nf ) 0 0 0 0 GLo S45 00 SILL & JAMB "J BOTTOM & SIDE ASSEMBLY TUBE o p o 0 0 0 0 0 #7002. 6063-TO #7003, 6063-TB #7004, 6063 T6 i INT. GLASS -"V INT. GLASS 1.350" i_ 1—oa- 00 ,o, Zz KODISPACE SUPER 1 •04(r 1 - ...__. 1 � .oat" 4SG TPS SPACER NXT { .42.r r—i �- FIXED C2 ANCHOR PLATE SCREEN FRAME ADDON FLANGE ALUMINUM 2 #7071, 6063-T6 60 #7006, 3105-1-114 70 #134, 6063-T6 5/18" BLIiYL & DESICCANT FOAM EXT. GLASS ---\ `-INT. GLASS DURASEALO ,02) SPACER I POLYISf""\-INT. ANT FILL AREA BUTYLE— 6116' NOM. SEILICONESEAL ROLL•FORMESTAINLESS STEEEXT.GLASS GLASS ,03XL EDGET" SPACER Part # Description Material 100 Kommerling 4SG TPS Spacer System See this Sheet Ibr Materials 101 Quanex Super Spacer nXr with Hat Melt Butyl 102 Quanex Duraseal Spacer 103 1 Cardinal )L Edge Spacer 706" .050' l' r .885" t6 I, 3 BEAD B #7036, 6063•T$ .ttr 870'- .050" 37 BEAD D #7059, 6063-T6 t�,1,111rr ` * : No. 58705 • �. :" 1070 TECHNOLOGY DRNE N%. VENICE, FL 34275 bk �C�•'•,• '• �/� '•. ORIOP,.,N`• ' ANAL �� coarRlcliloaot7 III All ROOM RAVED A. LYNN MILLER. P.E. PE.05B705 CERT. OF AU F. J29296 .05W (� -j j( 665" U. 36 BEAD C #7042. 6063-T6 vised By Ante: Nerrs;en: J R 05/25/17 NO CHANGES THIS SHEET. vised By: Octet I Revision - PRODUCT RCVISBD m; ron,pipap with die i• Wdo T�etsldet:g C 4t-odro Lm- -b 1�• excN pDQt mndsMla20'LS ,'cy_rlplian: urasn ay: EXTRUSIONS & SPACERS J ROSOWSKI Title: W to CASEMENT WINDOW DETAILS - LM & SM 08/08/12 SorinslUneml: Scole: Shod: Orowinp No. Rev: CA-740 NTS 11 OF 11 MD-CA740-1-M I C �M IAM I-E"E MIAMI-DARE COUNTY ig•.•n W PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION T (7W 315-2590 F(786)315.2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy PGT Industries, Inc. 1070 Technology Drive North Venice, FL 34275 .... SCOPE: •••••• This NOA is being issued under the applicable rules and regulations governipg, jlig use pI %(c structjgq:: • materials. The documentation submitted has been reviewed and accepted by Miark Dade County RER - . ... Product Control Section to be used in Miami Dade County and other areas where,a}lowed by the•Authoci. Having Jurisdiction (AHJ). .... . ..... This NOA shall not be valid after the expiration date stated below. The Mi'Mi IIade Co�7Aty ProdttCt••� . .... .. Control Section (In Miami —Dade County) and/or the AHJ (in areas other than am�TD.ade CounTy) reserve.... �. the right to have this product or material tested for quality assurance purposes;If thus product Qr mate�mj•:, fails to perform in the accepted manner, the manufacturer will incur the expense of such testibAINd the AHJ , may immediately revoke, modify, or suspend the use of such product or matenal•within thenjurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami Dade County PrCd=t 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 "CA-740F Fixed Casement" Aluminum Fixed Window - L.M.I. APPROVAL DOCUMENT: Drawing No. MD-CA740E-LM, titled "Fixed Casement Window Details - LM", sheets 1 through 11 of 11, dated 08/08/12, with revision C dated 05/25/17, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami —Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant 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 and renews NOA# 16-0629.22 and consists of this page 1 and evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No. 17-0614.15 MIAMMADE COUNTY Expiration Date: April 11, 2023 � �I Approval Date: October 12, 2017 Pagel PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA No. 12-1218.11) 2. Drawing No. MD-CA740E-LM, titled "Fixed Casement Window Details0000 M", 000900 sheets 1 through 11 of 11, dated 08/08/12, with revision C did°01/25/107. signed and o ° sealed by Anthony Lynn Miller, P.E. 0 0° 0 0 00 0 0° 0 0 0 0 0 0 000000 0 0 0 o°0000 ° 0 0 O ° 0 O 0 B. TESTS °°°°°° 000o v o0000 1. Test reports on: 1) Uniform Static Air Pressure Test, Loading per°FBC, TASo202-94° o ° ° ° 2) Large Missile Impact Test per FBC, TAS 020 N94 ° ° ° ° 0 3) Cyclic Wind Pressure Loading per FBC, TA'S M3-94 - ° ° ° ° ° 0 o ° along with marked -up drawings and installation diagram of A PVC slidgng°gluss door; ° a PVC fixed window and an aluminum sliding glass door, iA g: kodispao�4SG TPF ° spacer system, Duraseal spacer system, Super Space?D NXTTM spacer sys°tii and XL EdgeTM spacer system at insulated glass, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. FTL-8717, FTL-8968 and FTL-8970, dated 11116115, 06/07/16 and 06/02/16 respectively, all signed and sealed by Idalmis Ortega, P.E. (Submitted under previous NOA No.16-0629.22) 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) 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 a series CA740F aluminum fixed casement window, prepared by Fenestration Testing Laboratory, Inc. Test Report No. FTL-7063, dated 09/17/12, signed and sealed by Marlin D. Brinson, P.E. (Submitted under NOA No. 12-1218. 11) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC 5' Edition (2014), and with FBC 6th Edition (2017), dated 06/09/17, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. 2. Glazing complies with ASTM E1300-04 D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER). Man , P.E. Product Con rol Ex iner NOA 614.15 Expiration Date: April 11, 2023 Approval Date: October 12, 2017 E-1 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 16-1117.01 issued to Kuraray America, Inc. for their "Trosifol® Ultraclear, Clear and Color PVB Glass Interlayers" dated 01/19/17, °°° expiring on 07 08 19. ° ° ° ° ° ° ° ° ° ° ° ° ° ° 2. Notice of Acceptance No. 14-0916.11 issued to Kuraray A�vrtc,I, Inc, for their ° ° "Kuraray SentryGlas® (Clear and White) Glass Interlayers 0 dated 06725115, ° ° ° ° o ° expiring on 07/04/18. ° ° ° ° ° ° ° °°°° . ° ° ° °°°°° F. STATEMENTS ° ° 1. Statement letter of conformance, complying with FBC Ste °Edition (20 ) and witibo ° FBC 6tn Edition (2017), dated August 29, 2017, issued by ai lffacturer, *signed anc? ° ° ° ° ° 000000 sealed by Anthony Lynn Miller, P.E. ° 0 o ° ° ° ° ° ° 2. Statement letter of no financial interest, dated June 9, 201:,01e0sued by-0 manufact&U, ° signed and sealed by Anthony Lynn Miller, P.E. 0000 3. Proposal No.16-0125 issued by the Product Control Section, dated March 09, 2016, signed by Ishaq Chanda, P.E. (Submitted under previous NOA No. 16 0629.22) G. OTHERS 1. Notice of Acceptance No. 16-0629.22, issued to PGT Industries, Inc. for their Series "CA-740F Fixed Casement" Aluminum Fixed Window - L.M.I. approved on 08/11/16 and expiring on 04/11/18. Manuel P feA P.E. Product Control Vxaffilner NOA No. 114614.15 Expiration Date: April 11, 2023 Approval Date: October 12, 2017 E-2 o e 0 00 0 0 o0 6 0 0 0 0 O P 0 0 O O0 eO O O O O O O O 0 O a O O 0 O H O O O e 0 • 0 O O O 0 0 GENERAL NOTES: SERIES 7A a IMPACT -RESISTANT FIXED CASEMHNTa1 INboW o e a o 1) THIS PRODUCT HAS BEEN DESIGNED &TES T COY WITH O 0 0 0 O 0 0 THE REQUIREMENTS OF THE FLORIDA BUILDING CEDE, t DING o s o 0 0 9-0-0 @ 00' WIDTH --- THE HIGH VELOCITY HURRICANE ZONE (HVHZ). .�-- Sr VISIBLE LIGHT WIDTH (DI 2) SHUTTERS ARE NOT REQUIRED WHEN USED IN WIND-BORNE 4" MAX �+— r-.• B. SEE SHEET 2 DEBRIS REGIONS. FOR INSULATED GLASS INSTALLATI ABOVE 0 0 o e 30• IN THE HVHZ, THE OUTBOARD LITE (CAP) MU., 0. 0 0 0 �_ -- --'— --.- I 3) FOR MASONRY APPLICATIONS IN MIAMI-DADE COUNT)t USE o e 0 e o o a 0 0 1 ONLY MIAMI-DADS COUNTY APPROVED MASONRY ANCHORS# • o 0 o e a MATERIALS USED FOR ANCHOR EVALUATIONS MERL9SOUTHlRNO o 0 a 0 0 I PINE, ASTM ego CONCRETE MASONRY UNITS AND CONCRETE WITH MIN. KSI PER ANCHOR TYPE, SEE TABLE 3• SHEET 4. 4) ALL WOOD BUCKS LESS THAN 1-1i2" THICK ARE TO BE A j CONSIDERED `IX INSTALLATIONS. 1X WOOD BUCKS ARE OPTIONAL 69" IF UNIT IS INSTALLED DIRECTLY TO SUBSTRATE. WOOD BUCKS VISIBLE I / DEPICTED AS 2X ARE 1-1/2" THICK OR GREATER. IX AND 2X BUCKS LIGHT / (WHEN USED) SHALL BE DESIGNED TO PROPERLY TRANSFER HEIGHT LOADS TO THE STRUCTURE. WOOD SUCK DESIGN AND (DLO) INSTALLATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD. j 5) ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND I WALL DRESSING OR STUCCO. USE ANCHORS OF SUFFICIENT EMBEDMENT AS SPECIFIED ON TABLE 3, SHEET 4. NARROW JOINT SEALANT IS USED ON ALL FOUR CORNERS OF THE FRAME. -- INSTALLATION ANCHORS SHOULD BE SEALED. OVERALL SEALING/FLASHING STRATEGY FOR WATER RESISTANCE OF 23'O.C. MAX IF - I I LAB INSTALLATION SHALL BE DONE BY OTHERS AND IS BEYOND THE i— SCOPE OF THESE INSTRUCTIONS. HEAD OR SILL IS 60.OR LESS. DESIGN PRESSURE RATING IMPACT RATING W621ES, a SEE SHEETS I]L10o RATED FOR LARGE & SMALL MISSILE IA4PACT RESISTANCE 19"O.C. MAX. IF HE •-� HEAD OR SILL IS OVER 60". 6) SHIMS ARE REQUIRED AT EACH ANCHOR LOCATION WHERE THE PRODUCT IS NOT FLUSH TO THE SUBSTRATE. USE SHIMS CAPABLE TYP. ELEVATION OF FIXED CASEMENT WINDOW OF TRANSFERRING APPLIED LOADS. WOOD BUCKS, BY OTHERS, MUST BE SUFFICIENTLY ANCHORED TO RESIST LOADS IMPOSED ON THEM BY THE WINDOW. real r 1• 7) DESIGN PRESSURES: A. NEGATIVE DESIGN LOADS RASED ON STRUCTURAL TEST PRESSURE. FRAME ANALYSIS AND GLASS PER ASTM El300, B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE, STRUCTURAL T EST PRESSURE. FRAME ANALYSIS AND GLASS PER ASTM E1300. C. DESIGN LOADS ARE BASED ON ALLOWABLE STRESS DESIGN. ASO. 6) THE ANCHORAGE METHODS SHOWN HAVE BEEN DESIGNED TO RESIST THE WINDLOADS CORRESPONDING TO THE REQUIRED DESIGN PRESSURE. THE 33.1/3%STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. THE 1.6 LOAD DURATION FACTOR WAS USED FOR THE EVALUATION OF ANCHORS INTO WOOD. ANCHORS THAT COME INRO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALI- MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE FOR CORROSION RESISTANCE. 9) REFERENCES: TEST REPORTS FTL-7053, 3579, 3580, 3724; ELCO ULTRACON NON ELCO CRETEFLEX NOA; ANStfAF&PA NOS FOR 00 W0CONSTRUCTION AND ADM ALUMINUM DESIGN MANUAL. CODES / STANDARDS USED. •2017 FLORIDA BUILDING CODE (FBC), 6TH EDITION •2014 FLORIDA BUILDING CODE (FBC)• 5TH EDITION •ASTM E13OD-04 •ANSI/AF&PA NDS-2015 FOR WOOD CONSTRUCTION •ALUMINUM DESIGN MANUAL. ADM-2015 -AISI SlOD-12 •AISC 360-10 HT Glass Types Shoat # 1 5/16' Lem( (118 An - .090" PVB -118 An) 6 2 7116" Lemi (3116 An - .090" SG - 3116 An) 8 3 7118' Lemi (3116 HS - .090" SG - 3116 HS) 9 4 718' Lam!. IG (1/8' An - 711W Air -11W An - .09D' PVB -1/8" An 10 5 718" Lami. IG (1/8" T - 7/16" Air -1/8" An - .09D' PVB -1/8" An 7 6 7J8" Lemi. IG (3116' An -1/4' Air - 3116* An - .090' SG - 3/10' An 8 7 7/8' Lemi. IG 3116" An - 114" Air - 3118" HS - .09D" SG - 3116" HS 9 8 7/8' Lami. IG 3/16" T -1/4' Air - 3M S' An - .D90" SG - 3/16' An 171W 8 9 Lem!. IG (3116" T -1/4" Air - 3116' HS - .090' 80 - 3116" H5 1 9 -1'Vt! = IKVJIf VL rVO IIVICKLATCK OT AURHRRI Pwr-M% , NYV- 'SG"a SENTRYGI]e INTERLAYER BY KURARAY AME81VIN INC1 N GENERAL NOTES .................... ........ 1 ��O� EN4 - ELEVATION......... .............. ....... ...... I GLALNo. 58705NG DETAILS ................ ........ 1 _ * : * _ INSTALLATION ......................... .... -. 2 _ ASSEMBLY TUBE DETAILS ............. 3 ANCHOR SPECIFICATIONS............ 4 i'$ •. ANCHOR QUANTITIES ..................... 4-5 i Q SfV �: DESIGN PRESSURES ...................... 6.10 e��� '•.-Al P. ORSO.•' G��� ASSEMBLY DETAILSIBOM............. 11 i� SS+ ''' ••' "J", 10NAI O E �.. A. 1-YNN MILLER. RE P.E-0 58705 6116' LAMINATED r GLASS STACK a,xr moswo&o - BY KURARAY AMeniCA. INC. --_tre•ANNEALED GLASS 1111/LASS 7110' LAMINATED GLA55 STABS .0ti0. 0I1Y KURARAY 3no- ANt WALED OR -ANEft CA. tNG HEATSTRENGTHEKED 3116• ANNE&ED OR HEATSTR£NGTHEWD 6XTtFtIoR 38 GLASS �+- I ( 1 T,lS6'f3LASS GLASS TYPE 1 GLASS TYPES 2 & 3 T13' Nora 71r HOAL GLASS STACK _ wi rLANIW1TFn GLASS STACK 711tCLMINATED GLASS STACK — GLASS STACK IV ANNEALED 311C ANNE'ALE3 OR �� " HEAT -STRENGTHENED GLASS 7116' AIRSPACI�` .=• iROS1FOl� 1/4' AI1iGPACE .090' SOOBY KURARAY Ire•ANNEALtOOR PVB BY KURARAY u10'AHNL°ILLEo ti -AMERICA.INC. TEMPERED GLASS AMERICA.INC. GLASS 3116' ANNEALED OR GLAO 1SSAh41EALE0 sa HEAT-6TFM OTMGMED GLA83 EX?ER{f1$ , 4 11/15-GLASS a (I 1,M6'GLASS GLASS TYPES 4 & 5 GLASS TYPES 6 & 7 7f8' NON. aWB STACK 7fLAM GLASS STACIS STACK 114• AIRSPACE \ 3116•TEMPERED GLASS \ W10' ANN5AU:D OR - HEAT STRENGTHENED GLASS 090" DUPONT SG%Y KURARAY AMERICA, INC. O 3110• ANNEALED OR — HEAT -STRENGTHENED GLASS EXTERIOR G J 11/1 GLASS 1070 TECHNOLOGY DRIVE N. VENICE, FL 34276 (941) 460.1600 rm*W 0 x01 r PGT MX13TRIE& M ALL RIGHTS RUERVED CERT. OF AUTH. #29296 PRODUCT REVi3W ;11� 60 m `as c tb Lhte FfWdit GLASS TYPES 8& 9 L o 93 vexed By: Dote: Revision 8: JR 0.5/25/17 UPDATED ANCHORAGE PER FBC 2017. Yised BY I Dote., Revision A- Descrigfior: GENERAL NOTES & ELEVATION J ROSOWSKI Tiffs: FIXED CASEMENT WINDOW DETAILS - LM 08'ote:/08/12 series/Moee). Srnk-- Shoot: Drowinp Vo. Rev: CA-740 I NTS 1 1 OF 11 1 MD-CA740E-LM C INSTALLATION CDGE OPTION 1 DIsTANCE INSTALLATION ANCHORS INTO 2X WOOD. AS REQUIRED PER TABLE 3. SHEET 4 WINDOW HEIGHT EXTERIOR ,L] C35-37 VISIBLE LIGHT HEIGHT (DLO) TYP. ANCHOR TYPE. EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, " SEE TABLE 3, SHEET 4. INSTALLATION OPTION 3 INSTALI ATION ANCHORS THROUGH I BUCKSTRIP INTO MASONRY. 0 0 goo 0 0 0 000 00 00 6 o 0 00 09 0 O O O 0 0 0 O O P 0 0 0 e o•0 0 0 0 • 0 • 0 0 0 a 0 INSTALLATION -a-.-{---•--oEDG�DISTANCE _ 0 �pTION 2 o o INST+RLLATtON CONCRETEICMU 0 0 0 0 e 0 0 ft PER ANCHOR of�IRECTLY REQUIREMENT 0 y HMSEDMEWT o 1N1b31ASONRY. -a Go* 0 Goo 00 TYP. ANCHOR • • . TYPE, EMBEDMENT AND o 1,0, 0 0 e qqCC� DIS�CE &%U TRATE, • 1 0 0 -oq o o 0 6EE TAAE&E 3, 0 `e�to) • o SHEET40 o 0 o e o 0 0 0 • 0 0 e 000 00 - 3 ' EDGE . • DISTANCE EMBEDMENT OPTIONAL. ADDON FLANGE ® HEAD. SILL 3 JAMBS SEE DETAIL Al. B NOTES: 1) USE ONLY SUBSTRATE -APPROPRIATE ANCHORS LISTED ON TABLE 3. SHEET 4. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. ANY INSTALLATION BUCK OPTION SHOWN MAY BE USED ON ANY HEIGHT SIDE OF THE WINDOW. 2) ALL WOOD BUCKS LESS THAN 1-1/Y THICK ARE TO BE CONSIDERED 1X 1/4' MAX SHIM ELOW 1 i INSTAL.LATIONS.IXWOOD SUCKS ARC l("MAX. — I h� OPTIONAL. UNIT MAYBE INSTALLED DIRECTLY TO SUBSTRATE. WOOD BUCKS DEPICTED AS 2X ARE 1.1/2" THICK OR i GREATER. 1X AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED TO PROPERLY TRANSFER LOADS TO THE STRUCTURE IP WOOD BUCK DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD. MAXIMUM SHIM THICKNESS TO BE 1W. L--._—- ILI "41 91 1X WOOD BUCKSTRIP. SEE NOTE 2, THIS SHEET. `~- 1/4' MAX SHIM •� EMBEDMENT CONCRETE 1-�, PER ANCHOR s • REQUIREMENT - •--�-.-._._ yy EDGE DISTANCE VERTICAL SECTION B-B DETAIL Al Illllllllfill Of wtv ...F Mil * No.58705 110 lop- ' ......• NV• ` S�OIN 11111% ccm A I YNN ARC LFR. P F- P.Es 58705 BUCKVADTH AS REQUIRED PER TABLE 3, SHEET 4 VISIBLE LIGHT WIDTH (DLO) ----� WINDOW WIDTH — - HORIZONTAL SECTION A -A 10' MAX. II 1 I I I � I L•-•ON- SEE DETAIL A2, BELOW NOTES: 1) WHEN INSTALLING COMBINATION UNITS. ADDITIONAL INSTALLATION ANCHORS MAY NEED TO BE INSTALLED THROUGH THE WINDOW FRAMES AT 10" MAX. FROM EACH SIDE OF THE FRAME ASSEMBLY TUBE CENTERLINE. SEE TABLE BELOW: Addltbnal AMtXn ROWMd on anh 6kk of tho Fresno Assam Tube •A N LL Wlndow Wldth AncivrTifile A B. C 8 D 1i-25.9' 1 0 2r+ i 1 ►- Ili 111tndow HOVI'd AnchorType A I B, C & D 1r -25.9' 1 0 2tr+ I 1 1 INSTALLATION OPTION 4 INSTALLATION ANCHORS DIRECTLY INTO METAL. STEEL SELr.DRILLING SAS, SEE TABLE 3, SHEET4. __ _ EDGE DISTANCE i- Z7=._.. DADE APPROVED MULLION, ALUMINUM, STEEL FRAMING OR EXTERIOR STEEL STUD. ID VISIBLE LIGHT FORMULAS WIDTH: WINDOW WIDTH • 7 HEIGHT: WINDOW HEIGHT - 7 PRODUCTREVi98D as cam;Ilyfr4i with dw Fbxtft c eaL{ Cade Ao Aauytmvoo No ore. Revision B. BY JR 1 05/25/17 NO CHANGES THIS SHEET. MI e Revised By: oats: Revision A: ® Dosaiplio,r. Drown GENERAL NOTES & ELEVATION J ROSOWSKI 1070 TECHNOLOGY DRIVE Dole. N. VENICE, FL 34276 Tillc: (941)480-1600 FIXED CASEMENT WINDOW DETAILS - LM 108/08/12 TRICHT0201T PGTlgUSTR1ES.WC SerieGlUodtl Grrt+�: Sntet: Orowinp Ro. Rev. ALL ROM RESERVIM CA-740 NTS 2 OF 11 MD-CA740E-LM C CERT. OF AUTH. t129286 FIXED CASEMENT (0) WINDOW HEIGHT WINDOW WIDTH l` f 740 SERIES FIXED — EXTERIOR CASEMENT rl WINDOW V FOR SINGLE UNITS: 1) DETERMINE YOUR WINDOW SIZE AND GLASS. 2) KNOWING YOUR ANCHOR TYPE AND SUBSTRATE, DETERMINE YOUR ANCHOR GROUP FROM TABLE 3. SHEET 4. 31 FROM SHEETS 0-10. FIND THE SHEET FOR YOUR GLASS TYPE. FIND THE PRODUCTS DESIGN PRESSURE FROM THE TABLE LABELED IDESIGN PRESSURE (PSF) FOR SINGLE WINDOWS, ALL ANCHOR GROUPS". 4) DIMENSIONS SHOWN ARE TIP -TO -TIP. FOR SIZES NOT SHOWN. ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION SHOWN ON THE TABLES. 0 0 000 0 0 0 000 00 00 0 0 0 00 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 FIXF-D CAASEMENT /,PASEMET(OXC AWNING / CASEMENT/ FIXED CASEMENT MO) D o 0 e o 0 0 0 0 0 0 e o -- 0 o FIGURE 1: o 000 o 00 FIGURE 2. 740 SERIES s �\ 0 0 0 —L o o AWNING / o e o 00 �b o00 00 AN .� 'NINDOW C C D FRAME + o o o 0 0 0 o ASSEMBLY 0 0 0 �d o TUBE FRAME ASSEMBLY TUBE NOTES: 0 0 0 0 0 0 0/ 0 o 10. SEE NOTE 7. D 0 0 0 0 0 o/ 0 0 THIS SHEET 1) DIMENSIONS SHOWN ARE e o 0 0 q 0 0 0 740 SERIES TIP-TO-T1P DIMENSIONS FOR EACH 00 0 0 0 0 0 0 0/ CASEMENT ` INDIVIDUAL WINDOW. FOR SIZES NOT I /� WINDOW /� SHOWN. ROUND UP TO THE NEXT AVAILABLE MDTH OR HEIGHT 740 740 / DIMENSION SHOWN ON THE TABLES. SERIES FRAME -�' E - SERIES FRAME 2 ANY 740-SERIES PRODUCT FIXED ASSEMBLY CASEMENT ) CASEMENT TUBE WINDOW ASSEMBLY _ (CASEMENT. AWNING OR FIXED WINDOW E TUBE CASEMENT) MAY BE ATTACHED TO 740SERIESTHE L WINNDDOWS,S, USE THE TUBE.FOR ! 1 FIXED / 1 CASEMENT � NOA FOR ANCHORAGE, SIZE AND WINDOW '�� DESIGN PRESSURE LIMITATIONS. \ 'SEE PRODUCT u NOA FOR 3) ALL WINDOWS IN THE INSTALLATION SPECS COMBINATION UNIT MUST BE ABLE TO INDIVIDUALLY COMPLY WITH THE REQUIREMENTS RESPECTIVE NOF THEIR A / 4) FRAME ASSEMBLY TUBE TO BE 740 SERIES 740 SERIES FASTENED TO WINDOW. AS SHOW IN AWNING CASEMENT DETAILS, WITH MIN. 012 X V SHEET WINDOW WINDOW METAL SCREWS. USE THE SAME MIN. 012 X 1' SMS THROUGH SPACING AND QUANTITY AS THE INSTALLATION HOLES FRAME OPPOSITE FRAME MEMBER, FRAME ASSEMBLY 5) THE FRAME ASSEMBLY TUBE MAY -ASSEMBLY TUBE NOT EXCEED 62' IN LENGTH (AS USED TUBE IN AA 63- FLANGED WINDOW) OR BE MIN. N 12 X MIN. # 12 X USED IN TEE OR CROSS 1THROUGH " SMS CONFIGURATIONS. THROUGH 740 SERIES --- T INSTALLATION INSTALLATION CASEMENT HOLES 6) THE FRAME ASSEMBLY TUBE IS HOLES WINDOW' NOT REQUIRED TO BE CLIPPED TO T40 SERIES 740 SERIES THE SUBSTRATE. ALL EXTERIOR FIXED EXTERIOR FRAME CASEMENT JOINTS TO BE SEALED BY INSTALLER. `—ASSEMBLY CASEMENT J't .�Be WINDOW 140 SERIES WINDOW V EXTERIOR EXTERIOR ` FIXED 7) FOR ALL COMBINATION UNITS, HORIZONTAL SECTION CSC �I CASEMENT ADDITIONAL INSTALLATION ANCHORS �r ' WINDOW MAY NEED TO BE INSTALLED THROUGH THE WINDOW FRAMES AT 10' MAX. FROM EACH SIDE OF THE FOR EACH WINDOW IN A COMBINED ASSEMBLY: VERTICAL SECTION D•D VERTICAL SECTICN E-E FRAME ASSEMBLY TUBE CENTERLINE. SEE TABLE BELOW: 1) DETERMINE EACH INDIVIDUAL WINDOW TYPE. SIZE AND GLASS MAKEUP. SEE FIGURES 1 S 2. THIS SHEET. DETERMINE YOUR ANCHOR GROUP FROM TABLE 3. SHEET 4. AtklUOiri Anchors Rayut7ed on each 2) FROM SHEETS 6.10. FIND THE SHEET FOR YOUR GLASS TYPE. 51 USING THE TABLES LABELED 'W/NDOWANCHORS REOUIRED" 3) FIND THE DESIGN PRESSURE FROM THE TABLES LABELED "DESIGN PRESSURE (PSF) FOR WNDOWS ATTACHED TO FRAME ASSEMBLY TUBE' . THIS MUST BE DONE FOI (TABLES 2A & 28. SHEETS 4 & 5). EACH WINDOW IN THE ASSEMBLY, AND THE LOWEST DESIGN PRESSURE APPLIES TO THE ENTIRE ASSEMBLY. DIMENSIONS SHOWN ARE TIP -TO -TIP. FOR SIZES NOT SHOWN; DETERMINE THE NUMBER OF ROUND UP TO THE NEXT AVAILABLE MOTH OR HEIGHT DIMENSION SHOWN ON THE TABLES. ANCHORS NEEOEU IN THE HEAD, SILL AND JAMBS OF YOUR 4) USING THE TABLE LABELED 'WINDOW ANCHORS REQUIRED" (TABLES 2A 6 28, SHEETS 4 6 5), DETERMINE THE NUMBER OF ANCHORS NEEDED IN THE HEAD. SILL AND WINDOW, JAMBS OF YOUR WINDOW. 6) INSTALL AS PER THE 5) INSTALL AS PER THE INSTRUCTIONS ON SHEETS 2-3 NOTE THAT ADDITIONAL ANCHORS THROUGH THE WINDOW FRAME INTO THE SUBSTRATE MAY BE REQUIRED (SEE INS7AUCTK)NS ON SHEET 2. SHEET 2), AND THAT MIN. 012 X 1' ANCHORS ARE TO BE USED THROUGH THE FRAME INTO THE FRAME: ASSEMBLY TUBE (SEE DETAILS ON THIS SHEET). Sklo of ih0 Franz Asseaft Ttbs A 0- I Wkrdow 1Mifth AnchorTypo A 8, C d D 1r-2&W 1 0 2r+ 1 1 1- LL Wkwoaw HeaK _Anchorlyre A 18, Ir-25Ar 1 0 2r+ 1 I PRoD4)CT iLEVY w 03 cmutAyurg with aw Fkwb Ruddbg Cbae AftcyMMONt " F Data , M "am r v V 4 W lf. J co Q g J �Q W n� J O 4Q H a 93 .. O O Z �M �o O COZz (W/) W W fY O O Q w U a� i o i 4 LT. u- iR %`` OT�IY * : W. 5870$ s ONA� tENG`. A. LYNN MILLER. PE P.Ep'55705 0 0 000 0 0 0 000 00 00 0 0 0 00 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 TASL G Mildew Anckors Required (37" and Leese on Short Side Dirnens on) Anchor Type 00 o eSllod side G unclor 44 -1 33- 34„ 37" A B 1 C 1 D A 1 B 1 dr IoD p A I B I C 4 D A B C A F8 I C 0 A I B I C D A I B I C D A 1 B 1 C D under 23' te 2 2 2 2 0 00 Goo 0 000 00 de 2 2 2 2 25-1Sl1GLaing de 3 2 7 2 3 2 2 2 ide 2 2 2 2 3 2 2 2 35"de 4 3 3 3 5 3 3 9 5 30 3 3� 3 4 3 5b 3 3 3 5 3 3 3 5 3 3 3 ide 2 2 2 2 3 2 2 3 2 4 2 2 4 3 3 3 5 3 3 3 5 3 3 3 de jh2 5 3 3 3 5 3 3 3 5 3 3 3 3 3 5 4 3 3 5 4 3 3 6 4 3 3 3r ide 2 2 2 2 3 2 2 2 3 20 2► @ v4 2 2 2 3 3 3 5 3 3 3 5 3 3 3 5 4 3 3 8 4 3 3 6 4 3 8 4 4 3 07 4 Q 3907 4 4 3 7 5 4 3 7 5 4 3 7 5 4 3 �"de ide 2 2 2 2 3 2 2 2 3 2 2 2 4 2 2 2 4 3 3 3 5 3 3 3 5 3 3 3 5 4 3 3 8 4 3 3 8 4 4 3 7 4 4 3 7 4 4 3 7 4 4 3 7 S 4 3 7 5 4 3 7 5 4 3 4a-1/4,cb IB 2 2 2 2 3 2 2 2 3 2 2 2 4 2 2 2 4 3 3 3 5 3 3 3 5 3 3 3 5 4 3 3 Side 7 5 4 3 8 5 4 S 8 5 5 3 8 5 5 3 9 8 6 3 9 6 5 3 9 11 5 3 10 6 5 3 1�, Short Side 2 2 2 2 3 2 2 2 3 2 2 2 4 2 2 2 4 3 3 3 5 3 3 3 5 3 3 3 6 4 3 3 aide 8 5 4 4 9 8 5 4 9 8 5 4 10 6 6 4 10 6 5 4 10 7 6 4 10 7 6 4 11 7 6 4 �. Short Side 2 2 2 2 3 2 2 2 3 2 2 2 4 2 2 2 4 3 3 3 5 3 3 3 5 3 3 3 5 4 3 3 LemSids 9 6 5 4 10 8 5 4 10 7 6 4 11 7 6 4 11 7 6 4 12 7 6 4 12 7 8 4 12 8 7 4 or Short aide 2 2 2 2 3 2 2 2 3 2 2 2 4 2 2 2 4 3 3 3 5 3 3 J 5 3 3 3 6 4 3 9 86.13/18" Sk10 Sind Sfde 10 2 8 2 5 2 5 2 10 3 7 2 6 2 S 2 11 3 7 2 6 2 5 2 11 4 7 2 6 2 5 2 12 4 8 3 0 3 5 3 12 5 8 3 T 3 5 3 13 5 8 3 7 3 3 13 S 8 4 7 3 5 3 Side 10 8 5 5 11 7 5 S 11 7 6 5 11 7 5 5 12 8 7 5 /3 8 7 5 13 0 7 5 13 9 7 5 67-1/2' Start Side 2 2 2 2 3 2 2 2 3 2 2 2 4 2 2 2 4 3 3 3 5 3 3 3 5 3 3 3 5 4 3 3 Sido 10 8 5 5 11 7 6 5 11 7 8 5 12 7 8 6 12 8 7 5 13 6 7 5 13 8 7 5 14 9 7 S Be. Short Swe 2 2 2 2 3 2 2 2 3 2 2 2 4 2 2 2 4 3 3 3 5 3 3 3 5 3 3 3 5 4 3 3 Skle 10 8 B 5 11 7 6 5 12 7 8 5 12 8 0 5 13 8 7 5 13 8 7 5 13 9 7 5 14 9 8 S 70' Short Side 2 2 2 2 3 2 2 2 3 2 2 2 4 2 2 2 4 3 3 3 5 3 3 3 5 3 3 3 5 4 3 3 Long Side Short Side 10 2 7 2 6 2 5 2 11 3 7 2 6 2 5 2 12 3 8 2 7 2 3 2 12 4 8 2 7 2 5 2 13 4 8 3 7 3 5 3 14 5 9 3 7 3 5 3 14 5 8 8 7 3 5 3 15 5 9 4 8 3 5 3 Skle 11 7 8 5 12 8 6 6 12 8 7 5 13 8 7 5 14 9 7 5 14 9 8 5 14 9 8 5 15 10 8 5 74, Strom Side 2 2 2 2 3 2 2 2 3 2 2 2 4 2 2 2 4 3 3P35 5' J 3 3 5 3 3 3 5 4 3 J Side 11 7 6 5 12 6 7 S 13 8 7 5 13 8 7 5 14 9 8 15 9 8 5 15 9 8 5 16 10 8 5 �„ Short Side 2 2 2 2 3 2 2 2 3 2 2 2 4 2 2 2 4 3 3 5 3 3 3 5 3 3 5 4 3 3 LongSkis 12 8 7 5 14 9 7 5 14 9 a 5 15 9 8 5 18 10 8 17 11 9 8 17 11 9 6 18 11 10 8ShodSklo $4" 2 2 2 2 3 2 2 2 3 2 2 2 4 2 2 2 4 3 3 5 3 3 3 5 3 3 3 5 4 33 17 11 9 7 19 12 10 T 20 13 11 7 21 19 11 7 23 14 12 24 1S 13 6 24 15 13 8 28 18 14 9 114.Side Shod Skis 2 2 2 2 3 2 2 2 3 2 2 2 4 2 2 2 4 3 3 3 5 3 3 3 5 3 3 3 5 4 3 3 134" StdO 21 13 11 8 23 14 /2 8 24 15 13 8 25 18 13 9 27 17 14 9 29 16 15 10 29 18 15 10 S 3 3 9 5 3 3 3 Short Skis 2 2 2 2 3 2 2 2 3 2 2 2 4 2 2 2 4 3 3 3 145- Long Side 22 14 12 9 25 13 9 26 17 14 9 28 17 15 9 2(1 19 16 10 Shod Side 2 2 2 2 3 _18_ 2 2 2 3 2 2 4 2 2 2 4 3 3 3 Grote Ardor Sebstroto Min. Edge Distance Min. O.C. Distance Mkx Embsdntsrt Anchor Pilate Rtgttttsd9 1i12, stool SMS (G5) W03-15 Atwn- 3M• 516' Aar No Ago Steel 3W sw .050• No A653 Stud, Gr. 33 34t• SW .045„. 20 Gs. No A 1114, steal SMS (G3) or1N4.410SSSMS S. Pia Sr 1' 1-3W No 6053•T5 Akan 3l8" s/a" Aar No A36Stool 3Ar 5/6' .050' No Stud. Or. 33 3i6' S16- Ot5-. 20 fie. to a 114, stool Ultrocon 7-&% Canarsto 2.1/2• 4' 1 3!6• No I Hollow Block I 1" 8' 1-114, Pis Holbw Block I 2.112" 1 5' 1 1-114" 1No 114' stool U11mcon Hollow Bbck Yes C 1 ' 4 SS Caet*Fla 3.35k Cahcrato 1" S' 1-3/4• No I HolbwSbak 1 2-1l2• I w 1-1/4• Nlo Group - -- - Anctar Substrate Min. Edge Distance Min. O.C. Datsrtos ESN Anchor Plato Rsq=W 012. steel SMS (03) or *12. 410 SS SMS ss OD68-T5 Akm 316• 5w AT13' Yes Ago Stool sw sw .05(• Yes A053 Stud Gr. 33 3V SW .045" 18 Go. Yes 014. steel SMS (435) orR14, 410 SS SMS S. Pine 516" 1' 1-3/8" Yes 1 as A35 Steel 3!6• 5w .05w Yes Ae63 Stud fir. 33 3Ar 31re' AW 18 Go. Yes D 1/4• stoolUttrecon 2.85k Concrete 1" 4• 1.314• Yes Z85k Concrete 2-1W 4' 1-w Yea WIbw Block Filled Block •1 2-1/r 4- 1- 1.9/4" Yes Yes 1/4' 410 SS CarteFlox Milk C—We 1" B' 1-3l4• Yes 3.35k Concrete 2-112" it 1" Yes Ibw Block 2.112• 8' 1-ur Yes 5118' steel Urmcon Concrete 1-114- S 1.314• No Block 3.14r 5- 1-1/4• No FNIed Block 2.1/7 5' 1.314' No 1) USE THIS TABLE FOR ALL WINDOWS PER THE ELEVATIONS ON SHEET 1. DIMENSIONS SHOWN ARE TIP -TO -TIP. 2) FOR SIZES NOT SHOWN, ROUND IMP TO THE NEXT AVAILABLE SHORT OR LONG SIDE DIMENSION SHOWN ON THE TABLE. 3) TABLE DIMENSIONS MAY T BE ORIENTED VERTICALLY OR HORIZONTALLY SHORT SIDE SIDE AS SHOWN: BIDE SHORT I _ SIDE SAMPLE CONFIGURATIONS: X x x x [101 x _. x () o X O x O x x x 1) OPERABLE (X) WINDOWS MAY BE CASEMENT WINDOWS OR AWNING WINDOWS OF THE SERIES 1) WHERE SUBSTRATE CONDITIONS REQUIRE ANCHORAGE FROM MORE THAN ONE OF THE ANCHOR GROUPS ABOVE, CHOOSE THE ANCHOR GROUP OF THE LOWEST LETTER FOR ALL SUBSEQUENT TABLES IN THIS APPROVAL. 2) ANCHOR MUST EXTEND A MIN. OF 3 THREADS BEYOND ANY METAL SUBSTRATE. 3) ANCHORS MAY BE HEXHEAD, PANHEAD OR FLATHEAD. Msterw Mkt. F, M m F, St86Screw 92 ks 120 ksl 410 Samw 9D kel 110 ksl Eke UltmCont 135 kit 177 ksl 410 SS Eft* CMQFks® 127A ksl 109.7 ksl 6083.'M ItVnurn WNW— 22 kw A36 Steel 1 36 kill 1 05 ksl Or. 33 Steel Stud 1 33 ksl 1 45 ksl PRODUCPREVrEW . wM$)irw with aw F/aft RvrlGiaBrodebe �irali0e 1)ve . By Miusr ado wduct U LL 00 J z° Q O -�•i T O wLL a iO g _0 z ,�4z Y d W U 0N '/0�/ QU WO( rrU eL n O 11 1 of No. Gem i 1111�)�t��{�1l1 A. LYNN f tLllOi P.E. P.E.4 587C5 0 00 0 0 000 0 0 0 0 0 000 00 00 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 Window Anchors Required (Over 37" on Short Side Dimension) Anchor Type �1 Side o o 0 11 " 0 0 A I B C I D A 1 001 01 D A 1 B 1 0 I De !4j 8 I Col n A 8 I C I D A 1 B 1 C ID A 1 B 1 C 1 O A 1 B 1 C I D A 1 8 1 C I0 under 23' 25-16/18' Long Shots 'e Long Side Short Side 0 0 00 o 0 o 0 0 0 0 0 0 o se 0 0 0 0 0 s o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o o e o 0 0 o 0 o e 0 0 0 soo 0 o e e 0 e 0 e ooe eo 0 35" longSl Short Side 37" Lon SidO Short Side 44- Lang Side 7 5 4 3 7 5 Short Side 8 4 3 3 7 5 1 4 1 3 44.114" Long Side 7 5 4 3 7 5 4 1 3 Ott Side 1 6 4 3 3 4 1 3 53.1fir Lon tSlde 10 0 5 4 10 7 8 10 1 0 4 11 7 8 4 Short Side 8 3 3 7 5 4 3 9 8 5 3 11 6 4 5r Lon SW a 11 7 8 4 12 8 6 4 12 8 7 4 1 8 7 4 12 8 7 4 13 6 7 4 Short Side 8 4 3 3 7 5 4 3 9 6 5 3 11 7 8 4 11 7 8 4 13 8 7 Lon Side 13 8 7 5 13 9 7 5 14 9 7 14 9 8 5 14 9 8 15 9 B 5 1 9 9 �" Shoo Side 4 3 3 T 6 4 8 3 8 T 4 1 9 —1 15 9 8 5 On Side 4 5 1b 9 8 5 15 to 8 10 10 8 5 1a 10 8 5 10 1D 8 5 10 0 8 10 10 8 b 15 10 S 88 13/SB" Shoo Side 4 3 S T 5 4 3 9 8 5 1 7 6 4 11 7 6 4 12 8 7 4 —1-3-8 14 9 6 18 10 8 Loa Side 14 0 8 b 16 9 8 5 15 10 8 5 18 ID 8 6 18 10 8 8 16 ID B 8 18 10 8 6 16 10 8 18 10 8 87-1/2• Shad Side 8 4 3 3 7 5 4 3 0 5 3 10 7 8 4 11 7 6 4 12 8 7 4 13 8 7 5 14 9 7 5 t6 10 8 8 Lon Side u 9 8 5 15 10 8 5 16 10 8 5 18 10 9 6 18 10 9 6 16 ID 9 6 16 10 9 6 16 10 9 8 �- Shots Side 8 4 3 3 7 5 4 3 9 8 5 3 10 6 4 11 7 8 4 12 8 8 14 Lon Side 15 9 8 5 18 10 8 5 1 10 1) 1 10 9 10 9 8 10 tU 9 8 I0 10 9 8 t8 10 9 0 7d Oo Side 8 4 3 3 1 5 4 3 0 5 3 10 6 4 10 7 0 4 2 7 0 4 12 0 7 4 13 9 7 5 Swe IS 10 8 5 10 10 9 0 1 11 9 8 17 11 9 0 fl 11 9 8 17 1/ 9 B 17 11 9 8 17 11 9 8 M Short Side 6 4 3 3 7 4 3 9 8 5 3 10 8 5 4 t0 7 6 4 12 7 8 4 12 8 7 4 13 8 7 5 T4" Side 18 t0 g 6 17 7 17 20 7 11 5 11 12 5 9 4 9 4 10 4 8 3 8 7 17 9 18 20 0 11 8 11 12 5 9 5 9 10 4 8 17 3 10 6 18 0 7 ZO 3 9 11 6 11 8 12 6 9 5 9 5 10 5 6 4 6 4 7 3 17 10 18 10 10 11 7 11 6 12 6 9 8 9 5 10 5 8 4 8 7 3 17 11 18 11 11 7 11 1 9 6 9 8 8 8 4 17 12 18 12 11 8 11 8 9 6 9 8 8 4 8 4 Short Side B 4 3 3 76" Lon Side 18 10 9 8 $Iron Side 6 4 84" Lon9� 1 12 10 0 Shot Side 0 4 3 3 114' 17 14 9 ShaA Side 8 4 3 3 EXAN_LE 1: FOR WINDOW COMBINATION SHOWN BELOW; 7/18" HEAT -STRENGTHENED LAMINATED GLASS. 1/4" MASONRY ANCHORS INTO CONCRETE, +70/-W PSF DP REQUIRED CASEMENT ANI IH S (SEE SEPERATE NOA ): A) FROM TABLE 12, ANCHORS C 8 D ALLOW A OP OF +70490. 8) FOR THE JAMB, FROM TABLE 3, ANCHOR TYPE C HAS THE ANCHOR AND SUBSTRATE DESIRED AND DOES NOT REQUIRE THE ANCHOR PLATE IF USING THE CRETEFLEX ANCHOR. 10.6' C) FROM TABLE 2, 0 ANCHORS ARE REQUIRED IN EACH JAMB. D) SIMILARLY, 2 ANCHORS ARE REQUIRED IN THE HEAD 8 SILL. 61" E) DISTRIBUTE ANCHORS FOLLOWING GUIDELINES FROM ELEVATION ON SHEET 1. F) PER RULES ON SHEETS 2 & 3. INSTALL 1 ADDITIONAL ANCHOR ON THE FRAME ASSEMBLY TUBE SIDE OF THE AWNING (HEAD 6 SILL). y 4• 10" I L� r'I4" 4" 4-I 13" 13" 1) USE THIS TABLE FOR ALL WINDOWS PER THE ELEVATIONS ON SHEET 1. DIMENSIONS SHOWN ARE TIP -TO -TIP. 2) FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE SHORT OR LONG SIDE DIMENSION SHOWN ON THE TABLE. 3) TABLE DIMENSIONS MAY BE ORIENTED VERTICALLY Y OR HORIZONTALLY AS SHOWN: J___. T SHORT LOW SIDE SIDE i SIDE _ I SHORT I �f SIDE w FIXED CASEMENT ANCHORS. A) FROM TABLE 11. A 34- X 61" FIXED CASEMENT WINDOW HAS A DESIGN PRESSURE OF - +70/--90 USING ANCHORS C OR 0. B) FOR THE JAMB. FROM TABLE 3, ANCHOR TYPE C HAS THE ANCHOR AND SUBSTRATE 10.8' DESIRED AND DOES NOT REQUIRE THE ANCHOR PLATE IF USING THE CRETEFLEX ANCHOR. C) FROM TABLE 2A, 6 ANCHORS ARE REQUIRED IN EACH JAMB. D) SIMILARLY, 3 ANCHORS ARE REQUIRED IN THE HEAD 8 SILL. - yy E) DISTRIBUTE ANCHORS FOLLOWING GUIDELINES FROM ELEVATION ON SHEET 1. _ 1 F) PER RULES ON SHEET 2. INSTALL 1 ADDITIONAL ANCHOR ON THE FRAME ASSEMBLY 4" TUBE SIDE OF THE FIXED CASEMENT (HEAD 6 SILL). f- t'RODvcT Rt %Mw as camoy tsB with do 9uf14ia8Ca8t . Accetstanre W0 � a son Y EB�yKp Kiwi 10 ._ U to W J U. O �t r„ J J d O Z «LL to lv_ W W O U) O O W Pr �co O �O 19U .Z U i U O 3 o Ui %d ��; • �IGENSF ���� � No, 68705 '•"ZORIDP, `1/1'10NI'ALVt;G '� A. IUU11. P.E. P.E.0 GOO 0 0 0e00 o 0 o 0 eo 0 0000 00 0o 00 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 FOR GLASS TYPES: o ® 0 0 0 0 1) 5/16" LAMI (1/8 AN - .090" PVB - 1/8 AN) 0 0 0 0 0o a o0 0 0 0 0 0 0 0 0 0 0 0 0 0 'PVB'- TROSIFOL VB INTERLAYER BY KURARAY AMERICA. INC. 0 0 0 o Ooo a 00 O O O O q O O O 000 0 O Dettgn Prmsum (WforShoo Wkxbva. A8AndwGrow$ Shm Sim mder2Y 25.15ft(' 2Mr 33.11r 3T 44 48-1f4' 53.1Ir un4w 27 +70M 0 0 0 0 0 0 25.15H5• +7" +7wa 3P ♦70f4i0 +7" ♦70f 90 ♦lOf 80 +701 4r *MOD *TOM +70f-90 470MO l?w-w O 0 mtw o 0 o 0 48.1W +7D�-Oo +7W40 *7&.W •70ILW +7aast t s+701 3 o 0 0 531AT' *70f-90 +7pf410 +70/-M +70M N01.51.1 +601-70 .Bd 70 +50F87.5 5r +m-90 47040 +7a-00 +70M.2 +701.77 +aW-67.5 4Wa3.2 W QW-90 OV-90 +7w/ w +701.7&5 +70670.1 +W41.3 7r 4T0f-90 *T0f•84.0 +TOf•75.7 Wag +/•55.5 er +?" I +T0ra0.4 +70r.T1a .1512 HOUKE I VK VtKIMAL PKPJftA44MM 3LT I FRAME MAX.. ASSEMBLY TUBE WINDOW DIMENSION - �WINDOW ADDITIONAL D[MENSION�— ANCHOR (4), IF REQ ISEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS IE SEE SHEETS 1, 4 A 5 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. LONG �7 SIDE SIDE 0 Y LONG ­4 `J SKORT I _ o I AIDE ��1 SIDE 1) SEE SHEETS 1, 4 & 5 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. 2) TABLE DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLYAS SHOWN. FIGURE FOR HORIZONTAL FRAME ASSI FRAME WINDOW ASSEMBLY OgdENSIDN is Max T WINDOW `-ANCHOR DIMENSION I+— (4L IF RED. A' TUBE SEE SHEETS 1.4 6 5 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. pltomarREVISM 0 caatplyif* with Fbo Flarkkr Ruitili" C4& AcoeptonceAto I .fl •, Facpirctbn Urtce ' ,� � 8 Miami ads C6 Lu a _ LL Q Z JO W a Q Q a n Li- W °- 0 p z g0 N tp N O w� _ Ixz S 8 W W � Coll U) O 0:OOCW O Z C) X I; , iU 3 l �Y LYNN�y b10ENSF •• ��� 05 0��N��AL` A. LYNNLER`P.E. P.E.A53705 0 O 000 O o 0 000 00 00 0 • 0 00 00 0 0 0 0 0 e 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 00 0 0 0 0 0 0 0 0 0! 0010 Pmsae too too SIVO Wrdows. 09 AndV f jTu 000 8hott SMe uder2r 2&15r10• 21-WC 33-IIY 3r 44• 41-Ile under 2r +701-00 25.15I1e• +70•w +ra•90 go 0 9 0 3r 4C +7a-eo +7W.90 +7a-M +ro40 ♦70E-W +7w.e0 +701ao +701-W +7a +7a-0o + o- 4&IW +7W.W +7a-W +Moo +7a•90 +T01-00 0 +TQW yj011-e3 53 1/e• +7W410 +7w w +1W.00 +7" +70MO O 4 0 5r +7a-90 ♦7w-0 +70/-90 +70M +7a-87.e er +ra.90 +%90 +70M ♦1&47.2 +7a-79.9 7C +%90 +ra-90 +700e0.3 W +7W-90 +rw-w +7041.3 FOR GLASS TYPES: 5) 7/8" LAMI. IG:(1 /8" T - 7/16" AIR -1/8" AN - .090" PVB -1 /8" 0 0 0 o • o 00 -M-= TROSIFOL VB INTERLAYER BY KURARAY AMERICA. INC. 0 0 0 0 0 0 000 a 00 OL 000 00 SHORT LONG SIDE o SIDib00 00 0 0 0 o e LONd SHORT 0 o SID(b SIDE 1) SEE SHEETS 1, 4 & 5 FOR WINDOW ANCHOR LOCATIONS AND QUANTTTES, 2) TABLE DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. Dadpn Preseus! (pis Ior Wbdaes Athchad to a I =* Assan* Tube V* d=Dkcmmim A- under 23. 25.1&10' 27.SM. -- -3$172Y� -- IW e Anchor G-p Anchor G-P Anchor Gap Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group All AD AlgA B CAD A B CAD A B C D A B C A B C D A 9 D A -Par. B C D . + + . ♦ + 471 + • + . . . . + . . + + + 2b13116• +ra-00 + -0o +70t-W +7a-00 +7a%60 + -07.a .7ai0 +7ad0 +7a-77.7 +7a60 +7a90 +7a•00 N47.1 .7W-W +7a•60 +ro-00 H81.1 +7W.W .7a-0a +7aS0 . -Sa9 •7a-WA + + .W .rd1.6 +70AW5 +7aAD3r +7a-00 +7a-00 +7OM . +7w-00 +ra•76 a +ro-0o . +J44A +?W +7fK90 +ro-0o +r Se.e +%90 +ro 90 +70r-00 +/�3 9 +%as 9 +%90 +ro�o +l t9 •7a•78 5 +70r47 6 +7d 87A Na51 ♦%72 3 +1OF749 . 9 4,r +ro4o +ra 90 +7a-00 +7a40 +70m +raa0 +70•W +7d W +7a-78 +7a47 +ro-0o +7a40+r493 +70r•799 +701470 +jar 00 + + ♦ + 00 ♦ *IW.90 +7W-00 +/493 + 4i0 +7w-00 +7W-00 +1431 +Tor-00.7 +70h00.5 + 40fi3118' +row +ra fro .7w•90 -0o .7w +ra-00 +7d90Se' +raao +ra 90 +ro-0o +7190 .70r e +ro�7 c +7w4<7.e 67 +7W90 + 40 +7a-00 +7a4 .2 +7a.87d +7a-0 t +7 . + - Trf WOO +ram +70r4Q3 el' +ra-00 +701-0D +70141.3 FIGURE FOR VERTICAL FRAME ASSEMBLY TUBE 10' FRAME 3 ASSEMBLY H _ _..._.._._ I BE LI WINDOW Q DIMENSION 3 •q• A _. __- FI WINDOW DIMENSION •e• ADDITIONAL q ANCHOR (4), IF REQ. SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS EE SHEETS 1, 4 Q 5 FOR 9NDOW ANCHOR )CATIONS AND UANTITIES. SEE SHEET FOR ANY ADDITIONAL NCHORS REQUIRED DR THE FRAME SSEMBLY TUBE. FIGURE FOR HORIZONTAL FRAFAL A55tMULY FRAME WINDOW ASSEMBLY DIMENSION TUBE .6. 10" MAX. ADDITIONAL ANCHOR (4). IF REQ. TUBE SEE SHEETS 1, 4 & 5 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL_ ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. YR<WUCT REVISM as .Yt U lying with an nxi& Duild�mg � { t � i. lk.I�Me 2� BY Miam Darin u «V V? LL Uj CD Q a CO) w zon to � � o s O .. O ti N a o .- z C' uN� y cn o o N W W g a Q o z U ti O O a 5 W U LL N O o .toll" 'I/,. !L NN,� OCEN&O •!!(�': * NO. 58705 p0.c� ! T TE F'I ORION �44 i,; S ' ; 0NALt IN•�``• A. LYNN MILLER. P E. P.E.ri 53705 0 00 0 0 000 0 0 0 0 00 0 000 00 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 FOR GLASS TYPES: 0 0 0 0 0 0 2) 7/16" LAMI. (3/16- AN - .090" SG - 3/16" AN 0 o e e o 0 0 o 0 0 0 6) 7/8" LAMI. IG: (3/16" AN - Ibf AIR - 3/16" AN - .090" SG - 3/16" AN) o : 0 0 0 0 0 0 o e o e o : 8) 7/8" LAMI. IG: (3116" T -1/4" AIR - 3/16" AN - .090" SG - 3/16" AN) TABLE 8: o e 0 0 0oo 00 0 0 00 0 00 0 "SG~, SENTRYGLAS�NTERLAYER BY KURARAYAMERICA. INC. 00 0 Design Prasure (P:7) for Sb& WI dows, AN Anchor Gm pt ShoR Bids url0sr23' 1 25.181t8' 29' 31.1ir inch 23' +901.130 0 25.15118' +901.130 +90r-130 o 0 0 0 0 go 0 0 or +90r-130 +90/-130 +wi-12i.1 +90f-118.8 +w .7 00. 1- +f 1 N-89t/ 87-11r • -130 +90/-130 +901.120.7 +9W.113.9 + 1os + 7A •7- m72• ♦901-130 +W.129.2 +9a-118.7 +901.111A +90maa tows-1 •1-81.3 1L75.1 •1-73.8 79' 40/-130 +90b+27.8 .9a-117.1 +901-110.2 4901.104.1 WN43.2 +1.78 1 N-M-B 84' +901-130 •901-125.9 +8a-114.5 49a-107,5 1 ►907.101.3 41.89.9 W-70.7 114, +901.130 •9a-119.8 ♦0•108.8 ►901.101.4 +90/•95 4• 73 134' +=.130 +0.117.3 40-100.3 +9a-99 +w1.82.8 �� 4 14V +901.129.8 +900-110.4 •901.108.3 +9W4;5 SHORT LONG DE SIDE SID 7 _I __ 1� LONG SHORT SIDE SIDE 1) SEE SHEETS 1.4 & 5 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES, 2) TABLE DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN. Daslip Pressure (lost) car Wird Atlachedto a Frame Assar"If Tube mWindow Ottntrislon 'A' udder 23' 25.15i18" 29 31-112' Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group Anchor Group All All AN All A R C& D A B C D A 8 C 0 A B C D A 1 8 C D under 23' + + 90 + • + 01-90 ♦ + . + + . , + ♦ . M +I ♦ +1 1 + + . ♦ +! .1 +l +l +70/0-71 to 2Sl-&IIF +7W-90 +7aA0 +701.90 + .90 +701-90 +7a•90 +70E-90 +7NA0 +7a•9D +1&-90 +701-90 +701•791 +701.90 +701.90 +701.9D +1$7.5 +701•8-0 +70/•90 +701-90 +/ .3 *7a482.5 +7a-90 +?W-90 +10l-90 +7a SO +701A0 +7W 90 4701- + + - + + - +70/ + +1 + • .2 +70t.83 + -1 +1-61.2 + + +7a-88.1 +1 +l 4 +7a- 1.1 + i 01-1/2' + -90 +70f-90 +TQr•90 *M.90 +70-w +701-90 +7a-90 +70J•85.8 +701-9D +701.90 +70/-9D +1-83.4 +701-73.9 *701.77.4 •7a84.9 H57.1 N 5 +1$9t7 +70-80.5 7719V +1 4 +1$84 +701• .3 7Z" •7N-90 +70-rW •7O!•90 I •701.90 •701-90 +701A0 +70f-90 +7&-W.8 +'&-90 +701.90 +7W-9D *,44.9 +I-8A.3 +701-728 +70F$1.3 +14%4 +l$2.4 +l 3 +7a-781 71.51 +1Z9.4 +1-a2 +701• 9 13 Ar +701.9D +70fA0 +7a.90 • .90 +701-90 +7a-90 +7a-90 +70183 +701-90 +70/•90 +701.9D N$1.5 +7N-73.9 +701.78 +70/•T8 +156.3 +J 59.1 +1$1.9 +7a-72 5 84" +7a-90 I +7a-90 +701.90 1 + -90 +70i-90 1 +70&1•90 +70E-90 +7Qi•81.3 +701.89.9 '+701- 3 +70F$9.9 +701$9.9 +1.80.3 +1$d9 +70470.7 +70f.70.7 114' +701.90 1 +la•90 +701.90 + +701-90 +701-90 +7 90 +70/•73 +7W73 t70/-73 1 +70!• + + .90 +7W- +701-90 I +7a-90 +A a•90 145• +7Dr-90 +7a 90 +t01•90 1 +701.90 1*197UKC rUK VCR 11%.AL rrVwc t%Q;ocMOLT 1 v 10' FRAME 1 MAX. ASSEMBLY BE WIN DIMENSION �WINDOW ADDITIONAL DIMENSION�+- ANCHOR (4), IF REQ. SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS 3E SEE SHEETS 1.4 & 5 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. PIUUKt rUK r7UKl&Ulr I AL rKPAM AQ-0tAinLT J� FRAME WINDOW ASSEMBLY DIMENSION 'B' TUBE Ei 10' MAX. -� ADDITIONAL ANCHOR (4). IF REQ. WINDOW DIMENSKRt-- 'A' SEE SHEETS 1.4 & 5 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. PIt0ty4 r xFvMw as cezroYing wkb dw Fl wk% r4uedrry i'adlr 1 -O ev. Miami al odwl a V J ^WLL 00 Q J O i• a& W z Q � W o. LL a $ ., GO �-- cv co O o0 N W LLJ co � °- Z L) v O lco) w O �2! 0, LYIVA/ 1f111 �� � .• ' LiCEN ' % 1k . NO.58705 p •' - a� XZORIO VAL 1 N `� A. LYNN MILLER. P.E. P.E.r 55705 . ... ... . .. DesMn pry.u.O.Obasp. W.em. Ag ArWVBd.s ❑ b. .MMa alvllr a n.Irr M• x m-Irr .wzr .paam . . • . . . . . M.tvlB .m'-Im m' 11p N ZE .w'4 w *1 .t . - er4R' -w-tm .ga-Im 4m . .m'-Im warm .YY-1 m -Im .RYAm n .W,. .1100430 H .IW 130 .W'-IM .W-,a .=.IN NV-ta NO'-IW M'-13p It, .Iw.tm .YY.,m .q tm .W.Im .va-Im IN . NCnm rq-t]0 M' rNl-1m .pa.l]p .N'-1m .CaAm •W.Im lw .a-,m rpy.lm WY.Im . .IW WY-Im Naam . .Ia.lm tW IN Nd-,m . N .YB'-tm 420 ,u• .pa-,m W.lm .pa.lm 430 .w-,m wm-,m lw FOR GLASS TYPES: 3) 7/16" LAMI (3116 HS - .090" SG - 3116 HS) 7) 7/8" LAMI IG: 3/16" AN -1/4" AIR - 3/16" HS - .090" SG - 3116"HS) 9) 7/8" LAMI IG: (3116" T - 1/4" AIR -3116" HS - .090" SG - 3116" HS) %G•.SEN YMAANTERLAYERSYMRARAYA MCA.INC. GIBE B� L BIBE —�I I) SEE SHEETS 1.4 & 5 FOR WINDOW ANCHOR LOCATIONS AND OUANRTIES. 2) TAGLC DIMENSIONS WY DE ORIEWCO VERTICALLY OR HORIZONTALLY AS SHOWN. Design PIn.m b.g b Wingpo. Aftm W to. FRim. A..W" Tb mWMWwpmembn •A' r� u 2}tYIC i8 31-i/T Arcttoror Coup A I Glow A.- G.w ARAM Goo, Arobr(iap Andy Gmlp Anclwr Goly AncMQpq Arch GoN All All All All A B COD A B C G A B C D A D A 0 C 0 In0•r 2l' m . ♦.mm - •.mm •.mm .e85 . , .Iq .5 b 261a16• .>agg .m-m .raW +rdm .mm .mm •mm .mm .7alI .mm .iam .lam ./M.5 mm .ram .mm .m-90 .ram .mw .mm .mm .mm .mm .mm .mm .ram .iam .ra-03.4 m .m-i0.s .ra-0C.e .mw.iam .ra-W .r01m .mm .mm .mm .iam .iaBB .m .mm .mm .T040 .re/d3 olm .rad4 . dri .mm .mm :mgG :mm . I .ram. .mm . m . m .1aar.BBwB W7.�.701� .max4.Taacl . m.ram •mm .mm •m4W . m . m .mm .iam ♦iam •mm ♦mm .mm M' ai0m •mm .mm .mm .TaJ10 Nam .mm .iam +mm .mm .mm . m .ram tt4• wdi0 ♦ram .ram .mm .10Im .iam .mm +mm rmm wait .iam ,34• wam .mm .mm .mm wam .iam m 14a- .iam .mm .mm .mm FIGURE FOR VERTICAL FRAME ASSEMBLY TUBE ,a FRAMEASSB OIMIBEMBLY 3 T WINDOWAOD IigNAL A I �DWENRO)(� ANCHOR •B• 141.IF nl:n SEE SHEET 4 FOR ADDITIONAL BAMRE CUN11,50HAIIONB EE SHEETS t,4&SPOIL WINGOW -ASSEMBLY SEE SHEETS I, 4 & 5 tNDOW ANCHOR DIMENSION TOSE FOR WINDOW ANCHOR LOCATIONS AND )CATIONS AND UANTITES. SEE SHEET T ITMA, DUANTTIEG, 3CE SHECT FORANYADDDIONAL i - 3 FOR ANY ADDITIONAL ANCHORS REOIAREO VCHORS REQUIRED 113 FOR THE FRMIE )R THE FRAME -_ ASSEMBLY TUBE. SSEMBLY TUBE. YIWDOgI GY2NSION AN, l0. IF RE0. •A Ili L .y_ 06 DO T n F W Z J a o UU UU (L O Q LL 0 S 7 n N N M Z W 2wW z W y o W a °O 0 �O yin zit w�Iy1 ag v.0 w `."II OtV LYNN Tr.. " •CYV..' L)CENSF M�((Y(� i i No. 58ip5 M �V ((/�� • • • • • • • • • • • 'RVB'•TROSIFOL iM • • • • • • • • • • • TABLE 12: r� U�6� CaIP Reawe q•049YWn WI�n. HlrrTi0v61N•••• MM•2S zslvle• z]sx sslrr sr K ww se1K er .m.ro wn,-n .enm rooao .anm /f • .ma0 .m-m •ma0 •BV-m -lp w •BD'-To .m40 .m- • K m m F' 51w 118• W.I..M .m-m MW-To .TO - •mm ♦mIo •m-089 1. _♦m.TD oo. BT •m-]o .m-w ♦M-m bW.m . .m@D R •m-]O W.I.. N -m •'.. . el .l,w eY •BW.zO •m.To •mm •/. Bb.e ll r —1 �� LaxO � � BHORT • • 510E 510E 1) SEE SHEETS 1.4 6 8 FOH WINDOW ANCHOR LOCATIONSAND WANTITIES. 2) TABI F OIMFNSIONS MAY BE ORIENTED VF.RTICAI.I Y OR HORIZONTALLY AS SHOWN. V • 4� ov'r RF.1rim - .090" PVB -118" AN) •^pm�ne «� oM9166� wWiugCade FxOintwn Da.� Fll+mi llE'N�T�MI .. Bsob Wi08Nsc AOecwlo• FImle Mswrvv TW m nD..GewP1 WD..W maW Z5- Z 1W1C Zr3'C OF a]• MNa AncOw An:Oo Gwp OV MrAW C+NIO AACM GrWIp AnAW G1Ww ArICM Omup AMIN1 OaIp Atl1W Q'd0 AWIW GINp N All NI AS I N NI NI A B C8D A a C&D A S C D A B C 0 A 1 B C 0 61 1Y18' '.i0 ♦ .00-70 ♦.l • -m .OW-m •8N.]0 .BW.-]0-_+ .-80'.,. TBW-iD .80-]0 . -Bt t ♦., . ♦ •80.]0 • • - -]0 .131.5 •BO.TO •BW-/U .W-ID C i]• .m ♦W.M .w/ ]o .m.ro .BW.M .BWa+.e .=-M .W-ro -- 8 ♦=. ♦BW.m 5s0 -M-M ♦w-m .00-]0 .J. .m.m .aa-]o .Da.]o .I.D.1 .eD.]8 wW.>0 .W-m M' ♦WN • -70 •m.m �w.m . . .m •W-m .4599 -m .60, ✓5J1 .WI TO .m-m .m-]0 •1-6.4 . 48 ♦MM6♦WBD6 •13].9 . M 8.BWR2.9.8W819 $$ wl .; •6b-]0 .m-m .M.m +M.m ♦159A •BN.ro ♦BD'-m .1 1 .=.m .0.70 .i-a98 .80'.Sss .070 ♦w7o OAS +MM92 ♦BW8l ♦ 9 E p 5i90• 56- •W/-m •BW-m ♦eW-m .O.m .SW.m ♦SW.B&I .M,.M .9WE96 .60'- .t5T5 ♦80ffi0 .80'.m .,52J .I.%9 ♦WMV91 .eW_09S .W.]0 .W.m .eW-fi .BN.m +W'EBS ♦BWffi.9 �W'a.e .W88-1 . .W.m -W10 ♦sW-JO .811.m •W-m ♦8Wa_77WD 9.WI 9 Md IS .M ID .eW- .OW-]0 rev W 5 .1.5] &• .W/.m •gW-m •m-]0 -1-5551 1 1 __i__ FIGURE FOR VERTICAL FRAME ASSEMBLY TUBE 1W JJ `` FAME SI ASSEMBLY W TUBE LN WINDOW ' Q pIMFNNnN R A• A FlWINDOWWDOW ADDF]IDNAL Aw �DN1EN6gx4•ARDR Tf (A), IF RED. SEE SWU I FM ADDITpNAL9M8lECONRGUMTI :E SHEETS 1, i S 5 FOR N" ANCHOR ICATIONSAND JANTITIES. SEE SHEET :OR ANY ADDITIONAL iCHORS REWIRED Bt THE FRAME 9 EMBLYTUSE. WIW DIMENSION s I -�WINDOW nNFNxron IW MA)L SEE SHEETS 1, 486 FOR WINDOW ANCHOR LOCATIONSAND QUANTIFIES. SEE SHEET 8 FOR ANYADOTMONA ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. y m W LL S Z a. a e Q d nt` d LLI 2rj O' Z "- U. U. N r O S O K N It W ED 9 O O ga' Ew z SW U e,X 8� O ex Y * ND.58T05 eo 0 0 0ov0 a 00 eo s oO 00e 00 e o 0 0 0 0 0 0 0 a 0 a 0 0 0 ooe 0 0 0 • O a O O O a e SILICONE STRUCTURAL iUCTURAL SILICONE !<UMENE — 1/4' NOM. FOAM 'ESICCANT WITH ` r. DESICCANT GLASS —YfV_(NT.GLASS EXT. GLA HOT -MELT BUM — 311(" NOW BUTYL 8 DESICCANT FOAM / EXT. GLASS —\ INT. GLASS KODISPACE 70 SUPER 4SG TPS SPACERV NXT1" AS REQUIRED PER TABLE 3. SHEET 4 Item Dwg.0 Description Mat, 1 7005 Main Frame Head, SUI 3 Jambs 6063-TB Alum. 2 7071 Anchor Plate 6083-T6 Alum. 3 7007 Installation Hob Cover 6063.T6 Alum. 4 7010 Frame Caner Key Steel 6 1 7078 Frame Gasket Vinyl Foam 10 7055 Fixed Frame Hole Plug ISettirg PVC 32 1713 SettkV Block 5132" x 3116' x 14/4' EPDM 33 1714 Block 5/32' x 1-7116' x 1-114' EPDM 35 7036 Bead B W63.T6 Alum. 36 7042 Bead C 6063.TS Alum. 37 7059 18ead D 6063-T6 Alum. 38 1224 Vinyl Bub Wetp (Thick) Rex PVC 70 39 1225 Vinyl Bub Wstp (Thin) Flex PVC 70 50 IDow 899 Silicon Beckbedding 70 134 Add -on Flange 6063•TS Alan. 71 7004 lCavement Frame Assy Tube 6061T8 Alum. 86 1#0 X 1-1/2" Quad Pn SMS Stainless Steel Stainless Steel 90 1012 x 1" Ph. Pa. TEK Stainless Steel Part # Description Material 75 Kommeding 4SG TIPS Spacer System See this Sheet for Materials 78 Quanex Super Spacer nXT with Hot Melt Butyl 77 Quanex Duraseal Spacer 78 Cardinal Xt. Edge Spacer a —ALUMINUM REINFORCEMENT POLyiSO- BUTYLENE 5116" NOM. -,- SEAL lKROLL-r-ORMED _ STAINLESS STEEL ill EXT. GLASS DESICCANT FILL AREA —,- 6116" NOM. SILICONE SEAL \—INT. GLASS �%v (NIT.GLASS ,� DURASEALO le XL EDGE' SPACER SPACER 1.124' r- 3.545' .125' — .062' � 9w 1.35e' I1 .- NOM. 1 � .040" 2.701' A � .441' 1.16T -- 2 784' 289' 095. .093" FRAME HEAP, /� INST. HOLE COVER /� ANCHOR PLATE � ADDON FLANGE 71 FRAME SILL 8 JAMB #7007, 6063-T8 #7071, 6083-T6 �� #134, 6063-T6 ASSEMBLY TUBE #7005, 6063-T6 #7004.6063-T6 706' .050' -865 CBEAD B 35 � #7036, 6063-T6 .523' .050• 1 8w 36 BEAD C #7042, 6063-T6 ANY LTryN .I" Revised • 'f� % Rev;scd * N0.58705 �•�'— .tit' .870"� .589" n37 BEAD D #7050 6063-T6 PRODUCT REVISW as cornIiyiils witi► 60 pbsrW Arardias cow Ca6jx100f FSyii�bn o>ru Ante: Revigipt 0: I)v 05/25/17 NO CHANGES THIS SHEET. Ntiat i Dade 1 .antrar I J Ln1er Revisicn A. -O — ® Oescrip; on: Oruwn Vy. BOM AND EXTRUSIONS J ROSOWSKI �;'Q�� • RIDP • '�� 1070TECHNOLOGY DRIVE Ttto [Mtc: �0k# �N�''�� H M41)480-1� � FIXED CASEMENT WINDOW DETAILS - LM 08/08/12 f I r 111 111 IGHT02o17 PGTOiUliSiRMW_ Syries/00def. Stale: oM' OrawiruJ No. Rov: ALL ROOM RESERVED A LYR M1Ll.ER RE ��. OF AUTH. rf29zee CA-740 NTS 11 OF 11 MD-CA740E-LM C P.E.tt'38700 M IAM I•DADE MIANII-DADS COUNTY Wo PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.¢ov/economy 1070 Technology Drive North Venice, FL 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governih& 4 4 use of construction.' materials. The documentation submitted has been reviewed and accepted by Miami-Dade:C6%nt y REW..:. Product Control Section to be used in Miami Dade County and other areas where itihAved by the Authot4X..: Having Jurisdiction (AHJ). ......:... :. 0 ' This NOA shall not be valid after the expiration date stated below. The Miami-Dale'Ceounty Product ConVol" ..... .... ..... Section (In Miami -Dade County) and/or the AHJ (in areas other than Miami -Dad%; +:Irty) rEsq(ve the rigktj,:. to have this product or material tested for quality assurance purposes. If this caduat or matwial fails to.' perform in the accepted manner, the manufacturer will incur the expense of sudh testing and th&AHJ neap-:- .... immediately revoke, modify, or suspend the use of such product or material wit$in (jte�ir jurisdictio..n. „: reserves the right to revoke this acceptance, if it is determined by Miami—Dad€'County ?;ro 'cA Control ' Section that this product or material fails to meet the requirements of the applicable building ciWo 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 "SGD-770" Aluminum Sliding Glass Door w / 90° & 135° corners — L.M.I. APPROVAL DOCUMENT: Drawing No. PGT0130, titled "Series 770 Alum. SGD - LM Impact', sheets 1 through 22 of 22, dated 10/10/14, with revision C dated 04/05/17, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E., bearing the Miami -bade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA# 16-0629.06 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 Jorge M. Plasencia, P.E. NOA No. 17-0420.12 Expiration Date: February 17, 2020 Approval Date: September 28, 2017 Page I PGT Industries, Inc. NJ NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA No. 14- 0123. 10) 2. Drawing No. PGT0130, titled "Series 770 Alum. SGD — LM Impact', sheets 1 through 22 of 22, dated 10/10/14, with revision C dated 04/05/17, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. 0000 0 0 0 0 0 0 0 0 0000 00 o 0 B. TESTS 00 0 00 0 00 1. Reference Test report on 1) Uniform Static Air Pressure Test; pet FBC, VS 02-94 0 0 o a 0 2} Large Missile Impact Test per F13La TAS 201-94 0 0 0 0 0 0 3) Cyclic Wind Pressure Loading pdr. FBC, TAf 2&94 0 0 0 0 0 Along with marked -up drawings and installation diagram of Arum Sliding Glass e 0 0 0 Doors (w/ PS, Super, Cardinal & Duraseal Spacers), prepared b�°Fenestt°a fin TestiagO 0 0 0 Laboratory,Test Reports Nos FTL-8717 FTL-8970 ' pd -8968 °dated 00 Inc., p { } , 0 0 000000 02/15/162 06/17/16 and 06/20/16, all signed & sealed by Idalmis Qrtega,T.�' 0 0 0 0 (,Submitted tinder NOA No.16-0629.06) 0 0 0 0 � 0 0 0 0 0 0 0 0 o 0 0 0 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 0:0 0 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 sliding glass door, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-7554, dated 11/01/13, signed and sealed by Marlin D. Brinson, P.E. (Submitted under NOA No. 14-0123. 10) 3. Test reports on: 1) Air Infiltration Test, per TAS 202-94 2) Uniform Static Air Pressure Test, Loading per TAS 202-94 3) Water Resistance Test, per TAS 202-94. 4) Forced Entry Test per FBC 2411.3.2.1 and TAS202-94. 5) Large Missile Impact Test, per TAS 201-94 6) Cyclic wind Pressure Loading, per TAS 203-94 along with marked -up drawings and installation diagram of aluminum Sliding Glass Doors, prepared by Fenestration Testing Laboratory, Inc., Test Report No FTL-5980, FTL-5993, FTL-6036, FTL-6001, FTL-6014, FTL-6015, FTL-6017, FTL-6023, FTL-6024, FTL-6025, FTL-6028, FTL-6031, FTL-6033 and YII.,-6036 dated 08/10/09, all signed and sealed by Julio Gonzales, P.E. Note: The test reports No. FTL 5980, FTL 6001 and FTL 6015 have been revised and reissued on 12/29/09, signed and sealed by Julio Gonzales,,P_. (Submitted under NOA No. 09-0826.10) Jorge M. PIasencia, P.E. P duct Control Unit Supervisor NOA No.17-0420.12 Expiration Date: February 17, 2020 Approval Date: September 28, 2017 E-1 4 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (CONTINUED) 5. Additional Reference Fixed Window Test Report No. FTL-7897 (Cardinal spacer), per TAS 201, 202 & 203-94, issued by Fenestration Testing Laboratory, Inc. (Submitted under NOA No. 1 S O430.08) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with V'R-05th 000000 Edition (2014) and FBC-6th Edition (2017), dated 04/18/17 and°r4visedoon 08/10/17, ° o prepared by manufacturer, signed and sealed by Anthony LyV 1 filer, P°E. ° ° ° ° ° ° ° ° 2. Glazing complies with ASTM E1300-09 ° ° ° ° ° ° ° ° ° ° ° ° °°°° ° ° ° ° ° ° ° ° ° ° ° ° ° 0000 ° 00000 °° D. UALITY ASSURANCE °°°°°°°° ° ° ° °°°° °° ° 1. Miami -Dade Department of Regulatory and Economic Resources MR}° ° ° o ° ° ° ° ° ° ° ° ° O ° ° ° ° E. MATERIAL CERTIFICATIONS ° ° ° ° ° ° ° ° ° 1. Notice of Acceptance No.16-1117.01 issued to Kuraray AmErics, Incbfqrtteir ° ° "Trosifolg Ultraclear, Clear and Color PVB Glass Interlayers" dated*01719/17, expiring on 07/08/19. 2. Notice of Acceptance No.14-0916.11 issued to Kuraray America, Inc. for their "SentryGlas® (Clear and White) Glass Interlayers" dated 06/25/15, expiring on 07/04/18. F. STATEMENTS 1. Statement letter of conformance with FBC-5'h Edition (2014) and FBC-6'b Edition (2017), dated 08/10/17, issued by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. 2. Statement letter of no financial interest, dated 04/18/17, issued by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. 3. Test proposal No.16-0152 dated 03/09/16 approved by RER. 4. Lab compliance as part of the above referenced Test Report No(s) FTL-8717, FTL- 8970 and FTL-8968. G. OTHERS 1. Notice of Acceptance No.16-0629.06, issued to PGT Industries, Inc. for their Series "SGD-770" Aluminum Sliding Glass Doors w/90° &135° corners - L.M.I. approved on 08/04/16 and expiring on 02/17/20. E-2 Jorge M. Plasencia, P.E. P duct Control Unit Supervisor NOA No. 17-0420.12 Expiration Date: February 17, 2020 Approval Date: September 28, 2017 0 o coo 0 0 0 000 00 00 0 0 0 00 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 0 0 000 o 0 0 o aas SERIES 770, IMPACTAREaISTANT SLIDING GLASS DOOR INCLUDIN61`30tKETS & 90a/ol 345°�OIjN£RS -0-rr ° o°e ° 0e GENERAL NOTES ° o° 0 00 000 ° ° ° 1) GLAZING TYPE OPTIONS: SEE TABLE B. THIS SHEET & GLAZING DETAU OR SHEETS 4 & 5. 2) DESIGN PRESSURES: A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E1300. B. POSITIVE DESIGN LOADS BASED Old WA-5ERoTEST°PRE§,SUREMQGLAP TABLES ASTM E1300. C. DESIGN LOADS ARE BASED ON APLOWABLE96TRESG DESIORASa ° ANCHORAGE: . MATERIALS. INCLUDING BUT NO11114ITEU) T TS 4 SCREWS, TE DESIGN OF HIS itT COME INTO PRODUCT. CONTACT WITH OTHER DISSIMILAR MATERWILS SHALP MEN TOIE 919OUIREMENTS OF THE CURRENT FLORIDA BUILDING CODE. FOR ANCHORAGE DETAILS SEE SHEETS 6-14. 4) SHUTTERS ARE NOT REQUIRED PER FBC REQUIREMENTS, AS APPLICABLE. 5) INSTALLATION SCREWS, FRAME SPLICES, FRAME AND PANEL CORNERS TO BE SEALED WITH NARROW JOINT SEALANT. 6) REFERENCES: ELCO ULTRACON, CRETEFLEX AND AGGREGATOR NON$, ANSI/AF&PA NDS FOR WOOD CONSTRUCTION AND ADM, ALUMINUM DESIGN MANUAL. 7) THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE CURRENT FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 8) DOOR SIZES MUST BE VERIFIED FOR COMPLIANCE WITH EGRESS REQUIREMENTS PER CURRENT FLORIDA BUILDING CODE, AS APPLICABLE. 9) TEST REPORTS: FTL-5980. FTL-S993, FTL-6001, FTL-6014, FTL-6015, FTL-6017, FTL-6022, FTL-6023, FTL-6024, FTL-6025, FTL-6028, FTL-6031, FTL-6033, FTL-6036 AND FTL-75M TART t= a CGF 11PTAII c nM S14FFTS d R 5 01aas Type - --- DewAption (LW&d firm Extsriar to IntedO 03 71IT Lemknaled: (2) Liles of 3/18" HS Glass Wth .090' PVB kft&yer 63A BMW Lafnknsted: (2) Lites of 1/4- HS Glass Wth .09V PV9 Inodayer G4 7I18' LmnInsted: (2) Lites of 311W HS (Hasa atlh -09W 301nWdgcr 04A 9N8' Laadrrstod: (2) Lites of 1/C H8 aces W2h .090' 80 W012yof 00 jr Lemlmtcd LG.: 3E18' T Exterior Ca + 31S' Air Spr-0 4 7/18' Lambated; (2) LRm of 3115' HS Glass with .090• PVS Intedayer WA 1" Lambnated LG.: 1/4' T Extedor Cep + 5/16' Air Spsee 4 7116' Laminated: (2) Lites; of 3118' HS Glass with .OMr PVS ktte or GO 1' Lstn*uled LG.: YIT T Extedof Cap + &8" Air Spree + 7116' Laminated; (2) LRes of 3/11F HS Glass with .OBO" SG ktte_dsyar GOA r Laminaed LO.: 11C T Extcdor + d118' Air Spaao4 7/16- Lartin*lod; (2) Utes of 3116' HS Glass wfth .OW SO Intodayer 07 7/18- Loot*od: (2) Lites cf 3H8' ANN Glass with .090" SG Madayaf OTA 911ti Lemkntod (2) Lites of 1141 ANN Gies NRh .OBV SG Isar GS r LzWmted LO.: FF T Extc:lor Cap + FIB' Atr HpeC0 + 7116' Laminated; (2) LRes of 311@' ANN Glass wRh A9 SG kmnsyor GSA I r Lan*mtod LG.:114" T Extodof Cop • 5/18' Air Hpaao + 7118" Lominamd; (2) Was of Y1E' ANN etas* wph .090' SG Inleslayar •ANIT = ANNEALED 'HS' - HEAT STRENGTHENED "T' * TFMPEREO WW ..OW TROSiFOL® PVB BY KURARAY AMERICA. INC. -SG' = .090" SENTRYGt.AS08Y KURARAY AMERICA. INC. DESIGN PREGBURE RATING IMPACT RATING SEE TABLES 1.2 & 3 ON RATED FOR LARGE & SMALL SHEETS 6.1 & 8 MISSILE IMPACT RESISTANCE CODES /STANDARDS USED: s2017 FLORIDA BUILDING CODE FOC), BTH EDITION e2014 FLORIDA BUILDING CODE (FBCL STH EDITION OAS71W E-1300-09 eANSVAF&PA NDS-2015 FOR WOOD CONSTRUCTION •ALUMINUM DESIGN MANUAL. ADM-2015 eAISI SIOO-12 *AISC 300-10 GENERAL NOTES.............1 EXAMPLE CONFIGS.......... 2-3 GLAZING DETAILS ............ 4.5 ANCHORAGE .....................6-14 DESIGN PRESSURES ....... 0-8 INSTALL DETAILS..............12-14 ELEVATIONS .....................15.16 PANEL I SILL TYPES ......... 17 CROSS SECTIONS ............ 18,19 PARTS LIST ....................... 20 EXTRUSIONS .................... 21.22 - /R 104iUS✓1 % I -- C I upDA rLv ro F8C tot 7, REVtBP)TABLES f. Z 3 & A M 14:MCS 1a SW6 (901) 460-I&V CERT. OFAUTA 92=0 cwrraeraoxna EorNOrarn*:; sre Au. rsrarratvso+sra TACT C A. Anchor Group - Anchor Type Frame Member Min. Edge Distance Distance Min. O.C. Distance Min. Embedment or metal Thickness A #12 "SMS, (Fyu60 kal. Fv= 95 ksi) 812 410 88 SMS, (Fy- 90 kal, Fu- 110 kol) All Sa thom Pine (SG ■ 0.55) WIT 71W 1-3/8- 6053-T5 Aluminum 3/8' WIT` MOW A35 Stool 3/6" 9110- 0.060' Or. 33 Steel Stud 3/0" 9/16" 0.048" (18 Oo) 114- Elea Aggro -Cato* Fy=57 kal, Fsx98 kal U Conomto min. 2.22 ka 1.1/2• 3- 1-3f8• P4wok L=mb Filled Black IM C90 2' 3' 2" P-hook HOODW Block 87M COO) 2' 3'0 Southem Pine ge - 0.5m 1" 1- 1-3/8' 8 #12 Steel SMS (Sr. 6) "h of 3 thmods beyond metal substrate) All Sodhem Pine ' 0.551 71-W -31 5003-75 Aluminum YE W18" 0.080" A38 Giant 318" 911G 0.050- G7. 33 Steel Stud 3W WIT 0.045 48 GO) C 114" Elea Ulbs� Fy-166 kal, Fu0177 ksi An Concrete Qmlm 2116 ksq I. 4" 1-918- Jamb I P-hook Hollow Block (ASTM C90) 1- W 1-1/4" 114" Elea U IbaOm9 Fy=155 ksl. Fi=177 ksl I Conan a n. 2 sl 2• -yr 'fib l P-twok Filled Bkrdc TM G90 2.1/2" 4- 1.3J4" b / k Ho[bw Black TM CBM 2• 1 e' 1-1/4' D Or 410 SS Elea CreteFlex® F,=127.4 kal. F„-189.7 kai Head / Sill Conciata mla. 3.35 kEQ 1- 4' 1 1-314' Jamb / P-hock Concrete 0*. 3.35 Its 1' e" 1-0/4• Jamb / P-Mck Hollow 1.1 k ABTM Coo 2.11V All Southern Pine SG 0. 1' 1" 1.318' 1) WHERE SUBSTRATE CONDITIONS REQUIRE ANCHORAGE FROM MORE THAN ONE OF THE ANCHOR GROUPS ABOVE, CHOOSE THE ANCHOR GROUP OF THE LOWEST LETTER FOR ALL TABLES IN THIS APPROVAL. 2) ALL ANCI IOR HEAD TYPES ARE APPLICABLE. 3) FOR STEEL STUDS, MIN. FU = 46 KSI. MIN FY - 33 KSI. 4) FILLED BLOCK VALUES MAY ALSO BE USED IN HOLLOW BLOCK APPLICATIONS. 6) ANCHORS MUST BE OF SUFFICIEN I LCNU 1 H SO t iAT A MINIMUM OF 3 THREADS EXTEND BEYOND METAL SUBSTRATE. ANCHOR NOTES 1) FOR CONCRETE/CMU SUBSTRATE APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED ANCHORS. SEE TABLE A ON THIS SHEET FOR EMBEDMENT. EDGE DISTANCE AND SUBSTRATE REQUIREMENTS. 2) FOR OTHER SUBSTRATE APPLICATIONS SEE TABLE A, THIS SHEET. PRODUCT REVISED 3) WOOD BUCKS DEPICTED AS I ARE LESS THAN 1-1/2' THICK. as cam tytn with tho Florida PROPERLY SECURED, 1X WOOD BUCKS ARE OPTIONAL IF UNIT IS Building C0 a INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS NQA-No. 17-0420.12 DEPICTED AS 2X ARE 1-117 THICK OR GREATER. IX AND 2X BUCKS P-rtpiraHon Ogjo02/17/2020 (WHEN USED) SHALL BE DESIGNED TO PROPERLY TRANSFER By LOADS TO THE STRUCTURE. BUCK DESIGN AND INSTALLATION IS Inlafe 0f Product on ro THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD & TO BE REVIEWED BY THE BUILDING OFFICIAL. 4) METAL SUBSTRATE TO MEET MIN. STRENGTH AND THICKNESS REQUIREMENTS PER CURRENT FLORIDA BUILDING CODE AND TO BE REVIEWED BY THE AUTHORITY HAVING JURISDICTION. 5) IF SILL IS TIGHT TO SUBSTRATE, GROUT OR OTHER MATERIAL IS NOT REQUIRED. IF USED, NON -SHRINK, NON-METALLIC GROUT, MAX. 1/4" THICK & 3400 PSI MIN., (DONE BY OTHERS) MUST FULLY SUPPORT THE ENTIRE LENGTH OF THE SILL THAT IS NOT TIGHT TO THE SUBSTRATE, AND TRANSFER SHEAR LOAD TO SUBSTRATE. IF SUBSTRATE IS WOOD. 30# FELT PAPER OR MASTIC IS REQUIRED BETWEEN THE GROUT AND WOOD SUBSTRATE, OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION. GENERAL NOTES AND MAP wit SERIES 770 ALUM. SGD - LAB 660-T70 1 NTS I I - 22 I PGTD130 �% W1 tltl,/, �Nv LLYNIV �7 No. N. TE F •: �,,! fNAL 1 t�1�•� A LYNN MLER P.E. 0 0 000 0 0 0 000 00 oo 0 0 0 00 eo 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 w wow EXAMPLE CONFIGURATIONS e 0 0 0 0 00 0 0 0 0 0 0 0 0 o es o o— MAX. UNIT WIDTH o 0 o e o 0 0 0. 0 0 ° o ° NOM. PANEL WIDTH 0 NOM. SPAf4EL4MD0TH PER TABLES 1-3 PER TABLES 1-3 00 010 0 00 00o 0o 0 0 1040 0 0 0 0 0 0 0 0 00 0 MAX. UNIT h o f A .0.0 0 0 o MAX. UNIT HEIGHT o a o D o e qAB� PER TABLES 1-3 1P9R LES 1-3 POCKt3T i c'� 1-PANEL L—��1 CONFIGURATIONS NOM. PANEL WIDTH PER TABLES 1-3 MAX. UNIT HEIGHT PER TABLES 1.3 NOM. F PEI MAX HE] PER TA CONFIGURATIONS NOTES:. 1) ALL CONFIGURATIONS SHOWN ARE ALSO AVAILABLE AS POCKET CONFIGURATIONS AT EITHER OR BOTH JAMB MAX. UNIT WIDTH LOCATIONS USING DETAIL "JW. "Jc", "Kw" OR'W INSTALLATION. EXAMPLE: 4-PANEL XXXX IN POCKET (p) CONFIGURATION CAN BE p o=p, pxX OR XXXXp. OXXX tN POCKET CONFIGURATION CAN BE OXXXp. 2) 80° & 135. CORNER CONFIGURATIONS CAN BE A COMBINATION 1 a OF ANY 2 STRAIGHT CONFIGURATIONS. / / / 3) FOR NOM. PANEL WIDTH, SEE TABLES 1-3. "X" = OPERABLE PANEL, 0" a INOPERABLE PANEL, $ POCKET j "p• = POCKET DETAIL LETTER �Iw" = WOOD OR METAL INSTALLATION 2-PANEL "c"=CONCRETE INSTALLATION CONFIGURATIONS L--SHEET NUMBER MAX. UNIT WIDTH DLO WIDTH = NOM. PANEL WIDTH - 7" DLO HEIGHT = DOOR UNIT HEIGHT-10.125" NOM. PANEL WIDTH w PANEL HEIGHT = DOOR UNIT HEIGHT-1.866' PER TABLES 1-3 I o AX. UNI MT HEIGHT 1 � TAB S 1-3 POCKET I 3-PANEL CONFIGURATIONS MAX. UNIT WIDTH 5-PANEL CONFIGURATIONS oeroyr� - c - I NO CHANGES THIS Strut t toro TECF0 ocooraRM M VE XF, fl. Sara (941)400-iatta CERT. CWAM MW 00-yox9noamr mrmunrasM W- Ali 'fL+Y �IL•'l � LYl 4-PANEL CONFIGURATION MAX. UNIT WIDTH NOM. PANEL WIDTH PER TABLES 1-3 MAX. UNIT HEIGHT PER TABLES 1-3 I q 1-pff Icy / I CORNER, TYP.' ---- (OUTSIDE CORNER SHOWN, INSIDE CORNER SIMILAR) y,,wPLE CONFIGURATIONS ERIES 770 ALUM. SGD - LM IMPACT Mawr ,,,' saws r w• SGD•770 NTS —2 _ -_� Po71ai3o PRODUCT REVISED no conspfyylag with tho Florida Building Codo NOA-No. 17-0420.12 expiration onto 02/17/2020 t • t,{CEN,SP •. f�1= * . No. 68705 14",1,�AIALI N��``• A. LYNN MIU N P.E. P.E.# 55705 0 O 009 0 0 O 0 0 0 00 00 0 0 0 0o 0o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 090 0 0 0 0 0 0 0 o 0 0 0 w EXAMPLE CONFIGURATIONS - 0 0 0 v 0 a jtAX.:ESTED uUq WIDA ✓q e NOM. P PEF MAX HEI 86" O NOM. PANEL WIDTH _ NLHTABLES 1-3 MAX. UNIT HEIGHT PER TABLES 1-Z I I NOM. PANEL WIDTH PER TABLES 1-3 MAX. UNIT HEIGHT qgAj PER TABLES 1-3 " JR 04/03J17 . JR' 101 wl NO CHANQCS THIS SH€G T. 6-PANEL CONFIGURATIONS 7-PANEL CONFIGURATIONS 61 A V 1 1611T 1A11r%-r 1 B-PANEL CONFIGURATIONS TC707wHNmwv5f m AS VEMM f .34,MERr.OFAUTH.90M CONFIGURATIONS NOTES: 1) ALL CONFIGURATIONS SHOWN ARE ALSO AVAILABLE AS POCKET CONFIGURATIONS AT EITHER OR BOTH JAMB LOCATIONS USING DETAIL "JvW.'Je.'Kv,- OR'Ke INSTALLATION. EXAMPLE: 4-PANEL XXXX IN POCKET (p) CONFIGURATION CAN BE pXXXXp, pXXXX OR XXXXp. OXXX IN POCKET CONFIGURATION CAN BE OXXXp. I —1V 4 \IvwI Q 2) 90- & 135' CORNER CONFIGURATIONS CAN BE A COMBINATION OF ANY 2 STRAIGHT CONFIGURATIONS. I y 3) FOR NOM. PANEL WIDTH, SEE TABLES 1-3. I "X' = OPERABLE PANEL. POCKET I "O" = INOPERABLE PANEL, "p' = POCKET DETAIL LETTER = WOOD OR METAL INSTALLATION NW "e = CONCRETE INS I ALLATION SHEET NUMBER j DLO WIDTH = NOM. PANEL WIDTH - T I DLO HEIGHT = DOOR UNIT HEIGHT-10.125" �2 PANEL HEIGHT = DOOR UNIT HEIGHT-1.866" Za POCKET EXAMPLE CONFIGURATIONS wx SERIES 770 ALUM. SGD - LM IMPACT w11aft"w Ibft n." 6y..4y Ai sOn 77o NTS 3 • 22 _..._ PG711130 PRODUCT REVISED as complytng with the FloridaBuftefing Coel'o NOA-No. 17-0420.12 Elxptratton Dato_02/1712020 AY.LYIyN No.68705 ' �o • TE �""',;0I /UAL EN NG'' A. LYNN MILLER P.E. PAS 58705 r y 0 0 Goo 0 0 o 000 0o 0o 0 0 0 00 e0 0 O O O O O O O O O 0 O O 0 000 O 0 O O O O O O e O O GLAZING DETAILS (G3, G3A, G4 G44A, G5 & G5A 0 0 0 0 o s 0 0 0 0 00 0 00 0 0 a o 0 0 0 0 0 0 0 0 0 0 0 0 7/16" NOM. 0 0 0 90e o 7/16" Um. 1" NOM. 004 000 0 000 oe 3116" I•IS GLASS 3/16' HS GLASS 3118" HS GLASS .090" PVB .090" SG -- .090 PVB 0 0 0 o s o 74 3118 HS GLASS " 7a DRY' H§ 6L'ASs 3/16 IHS GLASS o o e s 3/8 AIR SPACE 74 0 0 0 0 0 0 0 09 0 3/16' I GLASS 0 0 0 0 00 0 62 o o+ 0 0 0 o e G o 0 0 0 0 0 0 o 00(—==` 83 a 3EXTERIOR R 39/4"NOIA E9 O GLASS GLASS 12a•127 GLASS BITE BITE BITE EXTERIOR su �-- g0 a 79 54 55 7/16" LAMINATED GLASS, TYPE G3 7/16" LAMINATED GLASS, TYPE GPI 1" LAMINATED I.G. GLASS, TYPE G5 9/16" NOM. 9/16' NOM. 1' NOW 3116" HIS GLASS 1/4" HS GLASS 1/4' HS GLASS .p90" PVg &GLA .090" SG 3I16' HS GLASS 1/4" H1/4" HS GLASS-- 74 5116" AIR SPACE 74 I 1/4' T CLASS PRODUCT gREVISED 8282 83 + an Btstldtng CoRdowitfi tho Ftortdw EXTERq 3/4' NOM. NOA-No. 77-0420.1Z EMRIOR GLASS 124-127 3GLASs'Expiration Date 02/17/2020 BITE BITEEXTERIOR MID 144 uct Cop8181 `r 7 Fi4 fA 53 9/16" LAMINATED GLASS, TYPE G3A 9/16" LAMINATED GLASS, TYPE G4A 1" LAMINATED I.G. GLASS, TYPE G5A GLAZJNG NOTES: No. S87aF 'ANN' = ANNEALED 'HS" =HEAT S'fRENGTHENEO '•T" =TEMPERED SEE SHEET 15 FOR SPACER DETAILS. ornprr 7# _ — s� 0 .� A I` •' "PVB"=.090" TROSIFOt PVB BYKLIRARAYAM[RICA, INC. 'SG` SENTRYGLASPBY Kl1RARAY AMERICA, INC. tam7r attl'tuuvE ni ao GLAZING DETAILS _ ' '� '.,�`�,'••!`YoaioP,,••''���. = .090' :;v SERIES 770 ALUM. SGD - LM IMPACT mb:�''%s;,D!!�I�� L` iR 0�r05H7 C NO CHAWFS THIS SKbW CEff OFAM r2M covr�ortoyv�r o,r,.y rr a.... 0.t ow"o►r A'• uE-NG A LYW t11I P.E. oh.w JR a iWta'14 Z owc iorrmuarnm9a �tr°°'rra�r?fmto_ GGD•770 NTS 4 a 22 PGTO130 C REA58705 o e 000 0 0 o 000 so 00 o O a so 00 0 0 0 0 0 0 0 o a o 0 a o e 000 0 0 0 0 • s 0 0 0 o e o s O 000 O O GD O 0 0 0 GLAZING DETAILS --- (G6, G6A, G7, G7A, G8 & G8A O O O O O O O O O 0 0 0 a O O O 0 O O 0 O O O 0 O O O O o e o 0 000 0 0 0 e " a 0000 o o180 1" NOA.o o -+- 1" NOM. -� OC�M • 0 0 ono s 3/18" ANN GLASS 3/18" HS GLASS 3/18" ANN GLASS .090' S .090' SG .090" SO 3/18" ANN GLAS 3/18" HS GLASS o o a o a o 0 3/'j5°R�IN*C MSS—^ 74 3/8" AR SPACE- 7� 3/8" AIR SPACE- 0 o 0 0 0 00 0 3/16" T GLASS 3/18" T GLASS _ ;' ! o es a 82 83 A O I O O O 0 0,$$ 0 O O 600 O 3/4" NOM. » 3/4' NOM. EXTERIOR NOM GLASS 124-127 3GLASS 124-127 GLASS BITE BITE BITE EXTERIOR CxT�EPJ A_ eo 1" LAMINATED I.G. GLASS, TYPE G6 7/16" LAMINATED GLASS, TYPE G7 1" LAMINATED I.G. GLASS, TYPE G8 1" NOM. -y- 9/16" NOM. V NOM. 3/18" INS GLASS 1/4" ANN GLASS 3/16" ANN GLASS- .0 0* SG — . .090" S 3/10" HS GLASS .090" SG 3/18" ANN GLASS - GLASS AIR SPACE— 74 1/4" ANN GLASS 74 6/18" AIR SPACE 74 1/4" T GLASS 114" T GLASS PRODUCT REVISED 82 as Dom 1yyl!esg with Eho, Florida 83 _ _ . 83 Building Codo r3W�NOM-17.0420.1Z 3/4"NOM. EXTEMR 124427 S/4"NOM. expiration Dato02M7/2020 124-127 GLASS Gj GLASS BITE BITE Ry XTEOR ERIllRlam a ro uc on a 81 EXTERIOR 78 <3 78 55 64 55 1" LAMINATED I.G. GLASS, TYPE G6A 9/16" LAMINATED GLASS, TYPE G7A 1" LAMINATED I.G. GLASS, TYPE G8A ``1111tlrrrr��� GLAZING NOTES: "ANN"= ANNEALED OHS' = HEAT STRENGTHENED 'T" = TEMPERED "PVB" = fROSIFOL' PVB BY KURARAY AMERICA, INC. so7otE rw .090" "SG" = .090' SENTRYGLA&' BY KURARAY AMERICA, INC. N. VEatUCf~ FL S<276 NIC1 FLEW M41)4ao-taco pawftr a.. —_ - CERr. OFAUM I28Yaa9 rR 0aoW17 C NO CJ1�1N(3ES 7NlS SNEEI oovnamnomn . � ioraarrnsrta � Jlt 1fViGYf4 Hcwm+nrtesertvrn _. �., L10EN� • :����� # ; No. 5870S SEE SHEET 15 FOR SPACER DETAILS. AO,t%.'•, g a/ r �� ::3 GLAZING_ DETAILS _ '�.;�'S���AL LNG` �•� SERIES 770 ALUM. SGD - LM IMPACT A. LYNN MILER, P.E. sc:c-;7o _ I NTS 5 - 22PG7'0130J C P FA SR70.5 t } 0 0 000 0 0 0 Goo 00 00 0 0 o so 00 s 0 0 0 u o e o 0 0 0 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 O O 000 0 0 0 0 000 Design Pressure 4Dp4 attd Ancj4 Qu ittes Reg4red,o ° 0 (far all applov'd cojAgubt(o 6 on5Tt5etY2 & S) 0 o For comer astregd enzhorage at 90' or 131' corner U%%. see sh 11 ° ° Maximum DP for all sizes; +80 / -60 psf (May be [in -dad by Table 1A) Table opplles to Glass Types 3, 3A, 5, 5A, 7, 7A, 8 & 8A and the Stile/Astragal Types shown below. 0 0 #DBbr t1h1i Height 80" 84' ti0 88" 69-71W DLO - 73.7I8" DLO 78.71W OLO W18" DLO r�►p G0 e A ®r0u ° o Anchor Group Anchor (croup A B e o Ep 0 Af 0 e0a C C D A 1 8 C D A B C D 24- DLO HeadfBi1 +1 +1 1 G 1 + +1 G+ ► C4+1 C4+ Ct+ + + Jamb 8 9 80 tit ea s o 8 8 8 a 8 8 8 8 8 P-hook 6+7 6+7 6+7 8+7 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 is 3o, [)LO HaadlSEI 04+1 C4+1 C4+1 C4+1 CI+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 Jamb A 8 8 8 6 8 8 8 8 8 8 8 8 8 8 8 P-hook 6+7 e+T 6+7 6+7 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+t3 7+8 7+8 7+8 b a. 36' �. OLO Head/S111 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 04+1 C4+1 C4+1 Jamb 8 8 8 8 8 8 8 8 S I 8 8 8 e 8 8 8 P-hook 6+7 6+7 6+7 6+7 7+8 7+8 7+8 7+8 7+a r+a 7+8 T+8 7+8 7+8 7+8 1 7+8 T 42• 3r' DLO Hea T11 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 04+1 C4+1 04+1 C4+1 C4+1 04+1 C4+1 04+1 04+1 C4+1 Jamb 8 e 8 8 8 I 8 8 I 8 8 8 e 8 8 8 8 8 P-hook 6+7 6+7 6+7 8f7 7+8 7+8 1+8 1 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+8 48, „ QLO He"Sill C4+2 I C4+2 C4+2 7+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 Jamb 8 8 8 a 8 8 8 8 8 8 8 8 10 8 8 8 P-hook 8+7 6+7 6+7 6+7 7+8 7+8 1+8 7+6 7+8 T+8 7+8 7+8 7+8 7+8 7+8 7+8 FOR EXAMPLE ON USING TABLE, SEE SlieE r S. NOTES: 1) POSITIVE PRESSURES IN TABLE 1 ARE BASED ON THE USE OF THE 3-1/4' SILL. 2) WHEN USING THE 2-1/2" SILL, POSITIVE WATER DP IS 46.67 PSF MAX. WHEN USING THE 3-1/4" SILL, POSfIVE WATER DP IS 60.0 PSF MAX. WHEN USING THE 4" SILL, POSITIVE WATER DP IS 60.0 PSF MAX (NEGATIVE PRESSURES UNCHANGED). SEE TABLE IA. 3) 4', 3-1/4' AND 2-1/2" SILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS THE 1-1/2- SILL IS NOT AND MUST ONLY BE USED WHERE WATER RESISTANCE IS NOT REQUIRED. MAX. POSITIVE DESIGN PRESSURES SHOWN IN TABLE 1 MAY BE USED WHEN THE DOOR IS PROTECTED BY AN OVERHANG COMPLYING WITH THE CURRENT FLORIDA BUILDING CODE (SEE ADJACENT DIAGRAM); THIS CONDITION IS NOT RATED FOR WATER INFILTRATION. 4) SEE SHEETS 10-14 FOR ANCHORAGE SPACING, EDGE DISTANCE AND EMBEDMENT INFORMATION. 5) DOOR SIZE TO COMPLY WITH CURRENT FBC EGRESS REQUIREMENTS WHEN REQUIRED. 6) JAMB ANCHORS ARE SPECIFIED AS THE TOTAL QUANTITY, DIVIDE BY 2 FOR PAIRS TO BE INSTALLED. Sill Height to Max. (+) DP (Water Intt[tratkm Rating) Sill Riser Height (+) Doslgn (Flat or Box, see Pressure, psf Sheet 17) Flush-1.1/2' see note 3 ` Lew - 2-112" + 46.07 Medlum - 3-114" 1 + 00.0 High -,r 1 + 00.0 5EE Nuit5 1-S DLO WIDTH a NOM. PANEL WIDTH /" DLO HEIGHT= DOOR UNIT HEIGHT-10.125" PANEL HEIGHT:: DOOR UNIT HEIGHT-1.866" OH LENGTH F• C�r7 = OI OH RATIO Z 1 O d OH RATIO = OH LENGTH OH HEIGHT Straight Astragal Lcukstile @ 9W Astragal I.ocksti e @ 135' Astragal LockstE e @ interlock P-hook Lockstile @ Jamb Assembly Straight Astragal Assembly 90' Astragal Assembly 135' Astragal Standard Stiles Standard Stile Standard Stile Standard Stile Standard Stile Heavy-duty Stile Heavy-duty Stile Heavy-duty Stile Heavy-duty Stile Standard Astragal Outside Comer Outside Corner inside Come - �_ T1 -�1�r�� �--`� inside Corner Chin L Inside Comet' 1 1 Carrier Part #60 (x2) Part #60 Part 060 Part #60 (Stile) Part 067 (Astragal) Part 460 part t161(Stile) Part 0118 (Corner I Part #119 (Out) Part 0120 (tm) Part #61 (Stile) Parts #31 & #32 part 061 Receiver) (Corn. & Fxd Mount) ara rFCHNimcayartm A VENICE, FL 3dV5 CErtr. CFAUTM OMW I .rr; I WWI? I C I REVISED IMLE 1. I 6 r DP AN_D_A_NCHORAGE SERIES 770 ALUM. SGD - LM IMPACT woom a aws ar.r owyxs sco "o NTS 6 • 22 PGTO130 PRODUCT REVISED scomptyt+r8 with the Florida Bultdirtg code NOA-No. 17-0420.12 expiration Dsto02/17/2020 f SOCEN 88705 4-:z 40 Lr�C��`� ` A. LYNN M tUlU , P E. P.E.O 55705 0 0 000 0 0 0 000 eo 00 0 0 0 00 00 0 a 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 0 o 0 0 TABLE 2: DesigrbPress%re (DP) and Anchor Quantities Required, (torah approvod configurations on Sheets 2 & 3) Maximum DP for all sizes: +601.60 0 0 0 0 IrP efft 001algal anchdtn an 90" er 136' comer units, see shoat 11 (May be li IW by Table 2A) 0 0 0 o Door Unit Height Table apples to G1nsa Typas 4, 4A, S. $A. 7. 7A, 8 & 8A and the 0O 0 02" 108 4 12 1 o TW 3 7/ o DLO —Ancrarr DLO nCIW�OLO DLO109• a OL 89le/Astragal Types ohm bebw. Anchor Group no r Group tar Group Group An Group Anchor Group Armhor Grou A B C D A B I C 1 0 C D A B C D A B C D A '� C D A g C D A B C 0 + ♦R17 + + C4+ + C4+1 C4+ + + +1 1 C4+t +1 CA+1 + + +1 C4+ + + + + + + + + + 11 irO .lamb 8 8 8 e E 8 8 8 a 8 8 8 8 10 10 t0 t0 10 10 10 10 10 10 10 10 10 10 10 10 24• 8+4 9+10 9+10 9+10 9+10 9*10 8+10 9+10 9N0 a+7 gy7 0+7+ 7+a 7 V+B 7+B 7+5 7+8 7+8 7+8 7+8 8+9 8►9 gag 8+0 8+9 8+9 8+9 P-twok HoadtSill C4+1 C4+0 C4+ 1 +t C4+1 C4+1 04+1 C4+1 C4+1 C4+1 C4+1 04+1 CA+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+ 04+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C441 30 Flo � Jamb g g 8fie 8 8 8 8 8 8 B 8 8 E 10 10 10 10 10 10 i0 10 to t0 SO 10 t0 10 10 P hook 8+7 7 R8 7+8 T+8 d+a 7+0 T+8rC4-1 7+0 748 7+8 8+9 8+0 M 8+9 0+9 8+9 849 8+9 9+10 D+10 9+10 9+10 9+10 9+10 9+10 9+10 Headr8ln C4+1 C4+1 04+1 +1 0#0 C4+1 0441 C4+1 C4+1 C4+1 C4+1 C4+1 CA+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+i C4+1 C4+1 C4+1 C4+1RC12 C4+1 04+1 04+1 3V Jamb 8 e e 8a 8 8 8 B 8 a 8 8 8 10 t0 10 10 10 10 10 10 10 10 SO 10 10 t0 t0 oL0 P•hook 8+7 7+8 7+8 7+8 7+8 7*8 7+8 7+8 7+8 7+8 7+8 7-5 8+9 8+9 8+9 8+9 8+9 g+9 8+0 8+9 9+10 9+10 9+10 9+10 9+10 0410 9+10 F1aadJSill 1 C4+1 CN1 C4+1 CA+1 C4+1 C4+1 C4+1 C4+1 C4+1 GN C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 04+1 CAN CA+1 CA+1 Gt+1 C4+1 C4+1 G4+1 -To- C5+1 C4+1 C4+1 4r 8 8 8 8 8 8 8 a 8 8 8 8 10 10 10 10 10 10 10 10 10 t0 10 10j+2 10P-tsaok Jamb PC.4 8+7 *C4+2C4+21 y+a 7+8 7*67+8 7+g 7+0 7+0 7+9 7+0 7+6 7►8 7+8 8+0 8+0 8+0 8+9 649 5+9 8+9 g+9 9+t0 9410 9+f0 9N0 9+10 2+10 Head/341 2 C4+2 C4+2 C4+2 C4+2 04+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 C4+2 CA+2 C5+2 C6+2 C4+2 C4+2 C5+2 C6+2 C5+2 C5+2 C5+2 C6+2 C6+248" pip Jamb 8 8 8 8 8 a 8 a 8 10 8 8 a 10 SO 10 10 10 10 10 10 12 10 10 10 12 10 10P 8+7 8+7 6+7 8+7 7+8 7+8 7+8 7+8 7+8 7+B 7+8 7+B 7+8 7+8 7*8 7+8 6+9 8+9 8+8 8+9 6+9 8+9 9+10 9+ 0 9+10 9+ 0 9+10 9+10 9+t0 6+9 6a9 Hoadlsill C4+2 C4+2 C4+2 C4+2 C4+2 04+2 C4+2 04+2 C4+2 C442 C4+2 C4+2 04+2 C4+2 C4+2 C4+2 64" 4r 6 S 8 8 8 8 8 8 10 8 B I 8 10 8 8 a Jamb Not 8V8118ti18 111 these SIZ@3 P 6+7 8+7 6+7 6+7 7+8 7•0 7+ 7+e 7+8 7+8 7+8 7+a T+a 7*a 7+8 7+8 Fba4'SGI C4+2 G4+2 C4+2 C4*2 04+2 C4+2 G+2 C4►2 C4+2 G+2 C4+2 G+2 C4+2 GI+2 C4+2 C4+2 00"O Jamb 8 8 e 8 8 a 8 8 10 8 8 8 10 8 8 8 r1a r1 WfnT41 r P4=k 6+7 0+7 6+7 8+7 7+8 7+8 7+g 7+8 7+8 7+8 7+8 7+8 7+8 7+8 7+9 7+8 NOTES: NOM. PANEL WIDTH - 7- i) POSITIVE PRESSURES IN TABLE 2 ARE BASED ON THE USE OF THE 3-114" SILL. 6 6 PSF MAX WHEN USING THE 3-1/4" SILL TABLE 2A: DLO HEIGHT = 2) WHEN USING THE 2-1/2 SILL, POSii FIVE WATER DP iS 4 . 7 POSITIVE WATER DP IS 60.0 PSF MAX. WHEN USING THE 4- SILL, POSITIVE WATER OP IS 60.0 PSF MAX (NEGATIVE PRES. UNCHANGED). SEE TABLE 2A. 3) 4-.3-1/4- AND 2-1/2- SILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WI (EREAS THE 1-1/2" SILL IS NOT AND MUST ONLY BE USED WHERE WATER RESISTANCE IS NOT REQUIRED. MAX. POSITIVE DESIGN PRESSURES SHOWN IN TABLE 2 MAY BE USED WHEN THE DOOR IS PROTECTED BY AN OVERHANG COMPLYING WITH THE CURRENT FBC (SEE ADJACENT DIAGRAMY THIS CONDITION IS NOT RATED FOR WATER INFILTRATION. 4) SEE SHEETS 10-14 FOR ANCHORAGE SPACING, EDGE DISTANCE AND EMBEDMENT INFORMATION. 5) DOOR SITE TO COMPLY WITH CURRENT FBC EGRESS REQUIREMENTS WHEN REQUIRED. C F ED AS THE TOTAL QUANTITY DIVIDE BY 2 FOR PAIRS TO BE Sill Helghtto Max. (+) DP (Water Infiltration Rating) Sid Riser Height (+) Design (Flat or Box. sea Pressure, psf Shoat 17) Flush-1-1/2" see note 3 LOW - 2-112" + 46.57 Medium-34W +60.0 High - 4" + 60.0 I-� DOOR UNIT HEIGHT- 10.125r OH LENGTH PANEL HEIGHT = OH RATIO Z 1 8 DOOR UNIT HEIGHT-1,886" PRODUCT REVISED X C1 as corn Iylnp with thv Florida ng Colo - NOA••Mo. 17-0420.12 NOA Expiration Data 02/17/2020 OH LENGTH 6) JAMB ANCHORS ARE SPE E 1 SEE NOTES 1.3 a INSTALLED. OH RATIO = OH HEIGHT Miami a rouc on ro A.t- cuae•r0 4a 2- 4A CAO AQQrRA111 V nr-TAII C I Ht: t•ULLUW IN" 7 1 RC 0 n01 rwvirL- 1 r rcv ow_ ww"w I wl. I -- - t Straight Astragal - -.- .....-..-... _. - Lockstile @ __ ........... _..-•-- 90' Astragal --• _ - . - -- - - --- Lockstile @ - - 135- Astragal Lockstile @ Interlock P-hook Lockstile @lamb Absetnbly Straight Astragal Assembly 90' Astragal Assembly 135- Astragal Heavy-duty Stiles Heavy-duty Stile Heavy-duty Stile Heavy-dutySUle Heavy-duty Stile Heavy-duty Stile Heavy-duty Stile Heavy-duty Stile Heavy-duty Stile Standard Astragal Outside Comer Outside Corner Ins e Comer insides Corner OuWde InsideCorder' I I COI'rter Part #61 (4)Part #61 u Pan #61 Part 961(Stile} part #67 {Astragal) Part i161 Part #61 (Stile) Pert 4118 (Comer Part #119 (Out) prof 11120 (!n.) Part 961(Stile) Parts i131 & #32 Part #61 _ - Receiver (Corn. & Pxd Mount) r,,,, JR 10/7Q/14 D AND ANCHORAGE /wr/�aaraorr ,,,, TABLE z � FEYAW— — ter. CFAU x a:as SERIES 770 ALUM. SGD - LM IMPACT REMWa scowmM0�ac sco•770 NTS 147 a 22 a••� PGIi7130 11lrrr �....... LY �.. � �i ' vcENSF ••!C�'� No.50705 �-0:(F.Zi' sfq E �j % IAS ! ` e �O�'•. • (v . , 0AIA1L�� LEN \% A. t YAV1L16R, RE. P.E.0 58706 e o 000 0 0 0 000 00 0o 0 0 0 00. 00 0 0 0 o e o 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 0 0 o e a - - - - - - TABLE 3: — _..__ Design Pressure (DP) wit! Anchor Quantities Required, (foraU appaoved configurations on sheets 2 & 3) FMaximum DP shown below o F co%er str sl "Ofegaon 9v or 13ii•Qameronit8, see shoot I (May be Ilmiled by Tbble 3A) 0 0 0 0 Door Unit Height Table applies to Glaes Types 4, 4A, 0" o 0 84" 0 90" 96" 102" low 7 / e o 00 - O 8 1 O 87-7 8 DLO 6, 8A, 7, 7A, 6& 8A and the Stile/Astmgal types shaven below. Anchor Gro Anchor Group Anchor 0 Anchor Grou Anchor Gtuup Anchor tiro A C A B C O B C D A B I C 1 D A B 1 C ID A B C 1T Desip Pnwure Head$SW C4+0 C4+1 64+8 + +11 04+1 C4+1 C4+1 C4+1 CA+1 C4+1 C4+1 04+1 +l'8 C4+1 C4+1 C4+1 04+1 C4+1 s C4+1 C4+1 24' DID Jamb 8 s 8 0 8 8 o Is W7+87+8 8 8 8 8 8 8 8 10 10 10 10 10 10 10 10 P-Mok 6+T 7 6+ 7 7+i9 7+8 7+8 7+8 7+8 7+8 7+5 7+8 7+6 8+9 349 8+9 1 8+9 8t9 8+9 8+9 8+9 Das plum 00 e o 0 + 9Q� f tf-826 f +/-76 0 1 23" C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1r1 C4+1 C4+t C4+1 fiM1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 C4+1 04+1 Hed"Ill �„ DLO Jamb 8 8 8 8 8 8 8 8 10 8 8 10 8 8 8 10 10 10 10 10 10 10 10 P-teak 6+7 6+7 6+7 6+7 7+8 7+8 7+8 7+8 1 7+0 1 7+8 1 7+0 1 7+8 1 7+8 7+8 1 7+8 1 7+6 8+8 1 8+9 8+91 8+9 8+9 8+9 1 8+9 1 8+9 Des n Pressure +A90.0 f +1.82.6 pof +/-7&0 psf _ 29" Head/Sltl C4+1 04+1 C4+1 C4+1 C4+1 C4+1 C4+1 04+1 C4+1 C4+1 C4+1 C4+1 C5+1 C6+1 C4+1 C4+1 C6+1 C8+1 C4+1 C4+1 C5+1 C5+1 C4+1 C4+1 " DLO Jamb 10 8 8 8 10 8 8 8 10 8 8 8 12 10 6 8 12 10 10 10 10 10 10 10 P-hook 6+7 6+7 6+7 647 7+8 7+8 7+8 7+8 7+8 T+8 7+8 7+8 8+9 8+9 8+9 W. 8+9 8+9 1 8+8 1 8+8 8+9 M 1 8+9 1 8+9 Daslgn Pressure +Ag0.0 psi +M.6 psf C5+2 C6+2 •14--76.0 psf C6+2 C6+2 05+2 C6+2 36" Head/SM C442 C4+2 C4+2 04+2 C4+2 C4+2 C4+2 C4+2 Cti+2 CS+2 C6+2 C6+2 05+2 W+2 C5+2 C5+2 CS+2 C6+2 42 DLO Jamb 10 1 8 1 8 8 1 10 1 8 B 8 12 1 10 8 8 12 1 10 1 8 1 8 12 1 10 1 10 1 10 12 1 10 10 1 10 7+8 7+8 7+8 74e 7+8 7+1 7+8 7+8 8+9 5+9 8+9 5+9 8+9 6+9 8+9 8+9 P4ttook 8+9 8+9 8+9 8+9 8+8 8+8 8+9 8+9 Design Pressure +/ 9010 psi See Nate A +1-825 psf +1.7&0 psi 41' Head/Sill C6+2 C5+2 C4+2 C4+2 C5+2 C5+2 Cb+2 C5+2 CS+2 C5+2 C6+2 CS+2 C6+2 C6+2 C8+2 C6+2 C6+2 C6+2 C5+2 C5+2 480 DLO Jamb 10 8 8 8 12 10 8 0 12 10 8 8 �28 14 12 10 10 1A i0 10 10 P-hoolt 7+8 7+8 7+8 749 8+9 8+9 8+8 6+8 8+8 8+9 8+9 8+9 9+10 9+10 644 -0 8+10 9+10 9+10 8+10 9+10 r4V •EXAMPLE ON SHEET 9.. NOTES: 1) POSITIVE PRESSURES IN TABLE 3 ARE BASED ON TFIE USE OF THE 4" SILL. DLO WIDTH a 2) WHEN USING THE 2-1/2" SILL, POSITIVE WATER DP IS 46.67 PSF MAX. WHEN USING THE 3-114" SILL. POSITIVE WATER NOM. PANEL WIDTH - 7" DP IS 60.0 PSF MAX. WHEN USING THE 4" SILL, POSITIVE WATER DP IS 90.0 PSF MAX (NEGATIVE PRESSURES UNCHANGED). SEE TABLE 3A. 3) 4-.3-1/4' AND 2-Ire SILL HEIGHTS ARE TESTED FOR WATER INFILTRATION WHEREAS THE 1-1/2" SILL IS NOT AND DLO HEIGHT = DOUR UNIT HEIGHT-10.125" MUST ONLY BE USED WHERE WATER RESISTANCE IS NOT REQUIRED. MAX. POSITIVE DESIGN PRESSURES SHOWN IN TABLE 3 MAY BE USED WHEN THE DOOR is PROTECTED BY AN OVERHANG COMPLYING WITH THE CURRENT FI.ORIDA PANE- HEIGHT n BUILDING CODE (SEE ADJACENT DIAGRAM); THIS CONDITION IS NOT RATED FOR WATER INFILTRATION. DOOR UNIT HEIGHT -1.866' 4) SEE SHEETS 10.14 FOR ANCHORAGE SPACING, EDGE DISTANCE AND EMBEDMENT INFORMATION. 6) DOOR SIZE TO COMPLY WITH CURRENTFBC EGRESS REQUIREMENTS WHEN REQUIRED. 6) JAMB ANCHORS ARE SPECIFIED AS THE TOTAL QUANTITY, DIVIDE BY 2 FOR PAIRS TO BE INSTALLED. - r. r.•ruc rnue ALM BIJCCTQ 40 t 4a CAO ACC=IUw v n9TAiI A Straight Astragal Lockstile 9 90' Astragal Lockstile 135' Astragal Lockstile Fe lnterlock P-hook Lockstile &► lamb Assembly Straight Astragal Assembly 90' Astragal Assembly 135' Astragal Heavy-duty Stiles Heavy-duty Stile Heavy-duty Stile Heavy-duty Stile tloavy-duty Stile Heavy-duty Stile Heavy-duty Stile Heavy-duty Stile Heavy-duty Stile Astragal tner Outsidanal Outside insideHeavy-duty Corner r ;i5-L Corner Inside Corner ide Outside as 0.i�•� me _ t Inside r; Part #61(x2) Part #61 Part 461 Part #61(Stile) Part 068 (Astragal) Part 1161 ' Part 961(Stile) Part #318 (Corner part 0119 (Out.) I part 0120 (In.) Part #61(Stile) Parts 431. & 032 Part 061 Receiver) (Cam. & Fxd Mount) It VENIC_, Fl.34M DPANDANCNORAGE (841)48D4600 MW ,n OFAUIR SERIES 770 ALUM. SGD - LM IMPACT wnit✓r7 C ItEv7SE0 T/18LE 3, ADDED EXAMPLE-. anrrrrra ffamrr ,;, cr 7 as,r n m o stl0-rra NTS B 22 e"•w P ITO130 ra/10114 _ — TABLE 3A: 5111 Height to Max. (+) DP (Water Intiltratkxl Rating) Sill Riser Height (+)Design (Flat or Box, see pressure, psf Sheet 17) Flush-1-1/2' Soo note 3 l-aw - 2-1/2' + 48.67 Medium - 3-114' + 00.0 High - 4" 1 + 90.0 Stt NV Ito 1-0 OH LENGTH I-+— q _I OH RATIO 21 3 l_ OH RATIO = OH LENGTH OH HEIGHT PRODUCT REVISED as comp%ln with the Florida Building Coda NOA-Mo. 17-0420.12 Expiration Date 02/17/2020 sy ,t11111rrr� Via: ;�• ,ONALI•�NG��. ^0 A. t.YNN MILLER P.E. C _.. P. O 511ro6 t SEE SPLICE NOTE, THIS 24" MAX. O.0 24" W O.C. rR 1 0"07 U,mw. JR 10/10/14 0 0 000 0 0 0 000 00 00 o 0 0 00 00 0 0 0 0 0 0 0 0 o 0 0 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 NO FRAME "9+10" P-HOOK ANCHORAGE CONSISTS OF: - SEE "C5" CLUSTER JAMB o o (9) PcHO0jj ANCHORS,, 0 SEE'C5" CLUSTER MAX. UNIT WIDTH "' DETAILS, SHEET 10 REQUIRED ° RPENi)XULAR TO GLASSa SEE C5 CLUSTER DETAILS, FOR ASTRAGAL EXTE*R,� P6ANEf SEE JABLg j,�HEET 7DETAILS, SiTERHLEOCKO FOR REQUIRES "C6" SHEET 10 FOR INTERLOCK POCKEdTSo o CLUSTER, SEE 24' MAX. U.C. p° AND 0 48" NOM. SEE POCK ° (�O) I� HOOK° ° PANEL WfOTH DETAILS, SHEET 11 x x JAMB �-_. _�x x x x x x r MAX. MOUNTING '_ x x x x �x x x x �----1 x x x INSTALLATION, ADAPTER 1 x x k k x x % x % x k % THIS SHEFaT ANGWORS:MID14/4Y l o o o'0' 3"MAX.& SHEf o14 ��7 EEN P-HGOI* �° Iol 4 PAIRS OF Ht�RSa& / °�Y0 io° I x = FRAME *x ANCHORS o FROM TOP & i 14" MAX. O.C. I0, �O ANCHORS Ise" (TOTALS 21' MAX. 00 0 0 oBOT40N1 I": l0l o UNIT ANCHORS} . " MAX. TO OPENING i o I ®I i O ®= P-HOOK HEIGHT O'C PER JAMB EDGE OF POCKET SEE & i I 4,' 0 ANCHORS x x�j (SEE JAMB INSTALLATION i a ® ' 14 MAX' O.C. r DETAILS'JC'&'KC'. ;� 'a' I Z BELOW) � 0 = END PANEL SHEET 14 & PART � � I ' ' 0' MOUNTING -ANCHORAGE DETAILS 'J' & 1C. i Lk�� I�I ®�MAx. ADAPTER x (2 ANCHORS) SHEET 19 FOR I ANCHORS P-HOOK '- - _ _ _ 6 ;MAX. ` _ - x % ANCHORS x x x x x x • x END PANEL ANCHORAGE END PANEL k' x x x k x x x % x x % %' 8' MAX. ANCHORAGE (SEE ANCHORAGE ✓ k ' x x x % % '.+2" SKETCH BELOW) (SEE SKETCH BELOW) �•+2" �•+2" "+2• ANCHORAGE ANCHORAGE CENTERLINE 8" MAX.. TY - ANCHORAGE ANCHORAGE ANCHORAGE ANCHORAGE OF PANEL 1 _ _ _ _ 2.04" EXAMPLE: 6 PANEL, 2 TRACK. i OUTSIDE CORNER - pXXlXXQ`F,CT. MOUNT POCKET ANCHORAGE PLAN: 48' x 96" NOM. PANELS, ANCHOR GROUP C IN CONCRETE SUBSTRATE (SEE TABLE 3, SHEET 8) 6" SPLICE NOTE: ANCHORAGE EXAMPLE NOTES: NON- STRUCTURAL ANCHORS MAY BE ADDED 1) APPROVED ANCHORS: SEE TABLE A, SHEET 1 2) ANCHOR LOCATION SPACING FOR ANCHOR CENTERLINE OF QUANTITIES SPECIFIED IN TABLES 1-3. SHEETS 6-8: INTERLOCK HEAD & SILL: S" MAX. FROM FRAME CORNERS. USE SPECIFIED CLUSTER FROM APPROPRIATE SEE'C5" CLUSTER TABLES, SHEETS 6-8 AT EACH INTERLOCK AND -DETAILS, SHEET 10 STRAIGHT AND CORNER ASTRAGAL LOCATION, FOR INTERLOCK PLUS SPECIFIED QUANTITY OF ADDITIONAL "+2" ANCHORAGE INTERMEDIATE ANCHORS PER PANEL. ADDITIONAL ANCHORS 24" O.C. MAXIMUM. AS NEEDED TO ALIGN THE T HEAD OR SILL IF A SPLICE 21' E57 OCCURS AT THE P-HOOK. MAX. PRODUCT REVISED O.C. as oompiyEng with the Florida Building Coda HOA-No. 17-0420.12 5.64" Expiration Dat 2/17/2020 6" MAX. By CENTERLINE JAMBS & P-HOOKS: 6" MAX. FROM BOTTOM, 21" MAX. ANCHOR PAIR O.C. (JAMBS), 14' MAX. ANCHOR '� mlam a uct Contro ' OF PANEL 2 O.C. (P-HOOK) UTILIZING ANCHOR QUANTITIES FROM APPROPRIATE TABLES, SHEETS 6-8. SEE 2-TRACK P-HOOK ANCHOR DETAILS ON SHEET 14. FRAME JAMB "+2" ANCHORAGE ANCHOR PAIR REQUIRES SFF "f 5" CLUSTER 4�ND PANEL EIiLJNI CENTERLINE -\ "CS" CLI.ISTER, SFE CGENTEDETAILS, SHEET 10 OF ANCHORAGE FOR ASTRAGALA� (2 ANCHORS) 1 g" DETAILS, SHEET 1INTERLOCK ASTRAGAL A mr%v —� 1 1 ­0-4 1 I -• 3.5" 1 MAX CENTERLINE •+2" ANCHORAGE--/ CENTERLINE OF PANEL 3 [_ OF PANEL 4 SHEET 11 FOR OTHER INTERMEDIATE ANCHORS CORRFCTFD FXAIUPIF TO UPDATED ANCHOR VALUES +2" ANCHORAGE--f CENTERLINE OF PANEL 5 it �FI-eN ANCHORAGE SPACING & EXAMPLE Pb CFRr. OFAUTH, e2MO SERIES 770 ALUM. SGD - LM IMPACT col"Roffomy ]i ft"t ""Ift "'D"'? 0 9co no rzffS 1 9 w 22 1 PGTO130 ANY LY4 NO. sm 0..ING % •`�; Ws S ii REA 58705 t O O 000 O O O goo 00 a* O O O *a 00 O O O O O O O O O O O O O 0 O O O O O O O 0 O O O O 0 O e .. - _ - _ ASTRAGAL OR SPLICE O YION o ASTRAGAL 0% I (FQR SPLICE ASTRAGAL OR SPLICE LOCATION �+ o 0 0 o INTERLOCK-�IF NEEDED INTERLOCK-4—IF NIaEDfrD o o O INTERLO(Rltv'-I (30N91TION, USE CENTERLINE CENTERLINE I o ° o ° o1TERtLINEa '"'oCLUSTER DETAIL) 1.76` 0 0 0 o.o Doe o 3"0 0 0 3.5' "DIAG.____ G. o� 2.04" 2.04' o e o 7" 3�- 1:77- 40DIAa 0 07' o� gX TERIOR EXTERIOR '7• o ° v o EJ�ERfAR ,o �'1, 0 0 000 00 2-TRACK FRAME HEAD/SILL v 2-TRACK FRAME HEAD/SILL 2-TRACK FRAME INTERLOCK ILL ASTRAGAL OR INTERLOCK a�ASTRAGAL OR INTERLOCK ASTRAGAL OR INNTERLOCK (USE WHERE 4 CLUSTER (USE WHERE 5 CLUSTER (USE WHERE 8 CLUSTER ANCHORS ARE REQUIRED, "C4") ANCHORS ARE REQUIRED, 'C5") ANCHORS ARE REQUIRED, "C6') ASTRAGAL OR SPLICE LOCATION ASTRAGAL OR (FOR SPLICE INTERLOCK4IF NEEDED INTERLOCK' CONDITION, USE CENTERLINE I CENTERLINE "C6" CLUSTER DETAIL) 3.5" ° 2.04" 4.06" 4.06" EXT 0R 7 EXTERIOR7' 4" DIAG. EXTERIO v 3 Tv RACK FRAME HEAD/SILL 3-TRACK FRAME HEADISILL ASTRAGAL OR INTERLOCK 0 ASTRAGAL OR INTERLOCK (USE WHERE 4 CLUSTER (USE WHERE 5 CLUSTER ANCHORS ARE REQU RED.'C5") ANCHORS ARE REQUIRED,'�ca") ASTRAGAL OR SPLICE LOCATION � INTERLOCK -IF NEEDED CENTERLINE ! 1.75' 3.5" 2.04" 2.04 4" DI G. EXTERIOR \n/ 4-TRACK FRAMC HEAD/SILL ((4 ASTRAGAL OR INTERLOCK (USE WHERE 4 CLUSTER ANCHORS ARE REQI TIRED. "C4") I ' JR OskxS�f7 JR IWIW14 NO MANGES THIS SHEET. ASTRAGAL OR I (FOR SPLICE INTERLOCK CONDITION, USE CENTERLINE I •C6" CLUSTER DETAIL) __+ 3.5" f-»--- EXT�RIO$ 4-TRACK FRAME HEAD/SILL. r ASTRAGAL OR INTERLOCK (USE WHERE 5 CLUSTER ANCHORS ARE REQUIRED, "C5") M VEMCin F1. U275 CE RE OFAUTMs2A= ASTRAGAL ORSPLICE LOCATION INTERLOCK-1IF NEEDED CENTERLINE 2.04" I 3.5-3.5" I-+— 3-TRACK FRAME HEADISILL 0 ASTRAGAL OR INTERLOCK (USE WHERE 0 CLUSTER ANCHORS ARE REQUIRED, "C61 ASTRAGAL OR (FOR SPLICE INTERLOCK- CONDITION, DO NOT nrLIrcol INIH USE THIS DETAIL) .J. 2.04' EXTERIOR r17 4' W4" -- 6" DIAE 2.04' EMEgOR 21" MAX. O.C. 21' 5.84• MAX. O.C. 6' MAX. 2-TRACK FRAME ,IAMB ANCHOR PAIR 6" MAX. 6" DIAG. 6" MAX. 4-TRACK 6' DIAG. FRAME JAMB EXTERIOR ANCHOR PAIR ANCHORS MAY BE INSTALLED EITHER IN THE EXT. OR INT. TRACK (INT. SHOWN) I 3-TRACK FRAME JAMB ANCHOR PAIR FOR SPLICED CONDITIONS ONLY: SPLICE LOCATION !F NEEDED _ ,7--:1 3.5' r-- '--•-I 3.5' 1--•— - 4-TRACK FRAME HEAD/SILL Q ASTRAGAL OR INTERLOCK (USE WHERE 6 CLUSTER ANCHORS ARE REQUIRED, "C6") WITH & WITHOUT SPLICE CONDITION NOTES: 1. ALL DIMENSIONS SHOWN ARE BASED ON MIN, ALLOWED. 2. FOR HEAD OR SILL SPLICE LOCATIONS/ANCHORAGE AT P-HOOK SEE SHEET 9. PRODUCT REVISED as compsring with the Florida Building Code NOA-No. 17.0420.12 Expiration DatcL02/17/2020 Rw t�ttt111fII ....-err-- `� a� • 4yCENs�' f���: No.68705 SERIES 770 ALUM. SGD - LM IMPACT ;�NA1. TEN w,,,wm" TT nte sever a..eoN. s A. LYM MILLER P.E. Ssa»o NTS 10 •" 22 PG7nl30 C PF a 6eTos _ i � t • 0 000 0 0 0 coo •o 00 0 0 0 00 00 0 00 0 0 0 0 0 0 0 0 • 0 0 000 0 0 0 0 0 0 0 0 0 0 0 A - - - - - _ 2.04" ` •o 2.04* INTERIOR 0 �o 6.12•$�"DjkG° o•6.12P 0 r °D j4G. 0 o 0 a7' I'tuTc 0 3, •o EXTERIOR EXTERIOR 00 o a.o. o • qo 3.5" 4' 0 0 0 0• 3.1 0 2.04' EXTERIOR o 2.04" • 0 ° ° so 0 0 0 T 1 00 00 0 80' CORNER 90' CORNER 2-TRACK FRAME HEAD/SILL 2-TRACK FRAME MEAD/SELL (USE WHERE 4 CLUSTER (USE WHERE 6 OR 6 CLUSTER ANCHORS ARE REQUIRED, '24ANCHORS ARE REQUIRED, "C6"} 4.08" INTERIOi90 EX�TERipR • 4• 1ngr� 3,5" INTERIOR r I I 4.08" "" '"�•"" 5.31, G. 3.5' 4" EXTERIOR T" $0' CORNER 3-TRACK FRAME HEAD/SILL ('C6' ANCHOR CLUSTER REQUIRED AT ALL 3-TRACK CORNERS) INTERIOR 6.12" - 4.08" 135' CORNER 2-TRACK FRAME HEAMILL (USE WHERE 4 CLUSTER ANCHORS ARF. RFQUIRED,'Cd) INTERIOR INTERIOR 2.04* INTERIOR '•//�� / 5,I.! EXTEwoR 8.94" 136• CORNER 2-TRACK FRAME HEAD/SILL (USE WHERE 5 OR 6 CLUSTER ANCHORS ARE REQUIRED,'9T) "+1" ANCHOR I _ CENTERLINE j OF PANEL "+2" ANCHOR 2.04"4• DlAG. 3.5" CENTERUNE OF PANEL 4.08• "+1" ANCHOR "+3" ANCHOR 7.41' tOR 7" —. I q" AT ALL 3-TRACK CORNERS) INTERIOR -*— 2.04" I� 4. EXTERIOR INTE o 7itOR 0 - 4" 3.5" r 6A2" 6.12" 2.04" - j —+1 3.S" 4' 3.6" 4" _ 7• 4 DIAG. —" EXTERIOR 90' CORNER 135' CORNER 4-TRACK FRAME HEADIMLL 4-TRACK FRAME HEAD/SILL ('28" ANCHOR CLUSTER REQUIRED ("C8" ANCHOR CLUSTER REQUIR AT ALL 4-TRACK CORNERS) AT ALL 4-TRACK CORNERS) NOTES: 1. ALL DIMENSIONS SHOWN ARE BASED ON MINIMUM ALLOWED. 107o7tcclo mos;IroRM 2. DETAILS DEPICT ANCHOR QUANTITY AND SPACING, AND WOULD BE A vow Ft 34M IDENTICAL FOR EXTERIOR OR INTERIOR CORNER CONFIGURATIONS. p't/46Q WO .IR 0+4Vb/i7 C NOCHANOES THJS SHEET. CERK OFAURL af29M - -- ca"nawnemn 2.04" 4• DIAG. EXTERIOR 7" 7' CENTERLINE CENTERLINE �— OF PANEL OF PANEL 2-TRACK FRAME HEADISILL I ON "+2"ANCHOR INTERMEDIATE ANCHOR LAYOUT EXTERIOR ALL VIEWS D 4" D PRODUCT REVISED as vomplyIng with tho Florida Oulidin 2.04" NOA-Nog 17-0420.12 1 " 3 5' ~ CENTERLINE Explratlon Date 02117/2020 OF PANEL By . c 'y-- 11'pam ad odaot Contra "+3"ANCHQR ./1 A" 4.08" 7" PLMRIOR 11111f! 3.5' I CENTERLINE LYN_F' 2.04-7 OF PANEL a S•.<< 4-TRACK FRAME HEAD/SILL _ * : No. 58705 INTERMEDIATE ANCHOR LAYOUT (3-TRACK SIMILAR) 0e p0�'. STA ANCHORAGE, EXAM_ PLE CLUSTERS ":,t�`S;'••:�<orzlDA..••' ����' SERIES 770 ALUM. SOD - LM IMPACT '��'S��NA� 1NC?�`` srr"Moes sect a"..e ow•N. ^M LER, P E. SGO rm NTS 11 r 22 POTp180 C P.E.# 58705 0 0 eoo 0 0 0 000 00 0o 0 0 0 00 00 0 o• e 0 0 0 0 0 0 0 0 0 0 •eo 0 0 0 0 0 o e o e e e INSTALLATION DETAILS EMBEDMENT. SEE TABLE A. SHEET 1 EMBEDMENT: SEE TABLE A, SHEET 1 -- _ EeDISTARCE: 0 0 EDGE DISTANCE: EDGE DISTANCE: S TADLE•A, JHE�ET 10 • e e e OSoEE TABLE A, SHEET 1 SEE TABLE A, SHEET 1 2-1016"' a o o 0 0 0 0 0 2-1/16"' 1/4" 2-1/16»' T • 1/4" e 0 4 MAi(.o c e •_s-Q � - � � MAX. c- SHIM �X--TES _ -1 SHIM EXTERIOR !MBEDMENT: ;EE TABLE A. 00 ° o e• e• o e e SHEET 1 0 • e 2X WOOD WOOD A%ICf IIDRoa14. o 0 0 0 e o 0�C V'/000 WOOD ANCHOR TYP., METAL TYP., SMS ANCHOR TYP., Z. NOTES SEE ANCHOR NIPTEC o e 3Y1'e, SEE ANCHOR SEE ANCHOR NOTES SEE ANCHOR SEE ANCHOR TYP., SEE ANGHOR & TAT A, SNE60T 1 ° 0 ON0f G. S IET 1 & TABLE A, SHEET 1 NOTE 4, SHEET 1 & TABLE A. SHEET 1 NOTE 3, SHEET 1 FRAME ®w FRAME METAL FRAME TIOND WOODCK NSTALLATIHON NSTALLAT OOND WOOD INSTALLATIONK /--•MIN. OF 3 THREADS BEYOND THE METAL SUBSTRATE NOTES: 1/4' 1. ALL DIMENSIONS MAX. SHOWN ARE BASED SHIM ON MIN. ALLOWED. 2. METAL OR WOOD SUBSTRATES MAY BE USED FOR ALL FRAME TYPES PER TABLE A, SHEET 1. WOOD ANCHOR TYP., 2X WOOD WOOD ANCHOR TYP., 2X WOOD SMS ANCHOR TYP., METAL TYP., SEE ANCHOR NOTES TYP., SEE ANCHOR SEE ANCHOR NOTES TYP., SEE ANCHOR SEE ANCHOR NOTES SEE ANCHOR R TABI .E A, SHEET 1 NOTE 3, SHEET 1 SEE & TABLE A, SHEET 1 NOTE 3, SHEET 1 SEE & TABLE A, SHEET 17 NOTE 4, SHEET 1 SEE ANCHOR ANCHOR ANCHOR NOTE S, SHEET NOTE 6, NOTE 5, 1 (1/4' MAX.) SHEET 1 ( SHEET 1 < ° (1/4" MAX.) ».. _ r: 1 (1/4" MAX.) EXTERIOR - EXTERIOR EMMORr 2-1/W. 2-1/10" ` — -�{ I I �2-1/16"' EDGE DISTANCE: SEE TABLE A, SHEET 1 EMBEDMENT: SEE TABLE A, SHEET 1 E]_ 2-TRACK FRAME SILL ow WOOD INSTALLATION EMBEDMENT: SEE TABLE A. SHEET 1 2X WOOD EDGE DISTANCE: TYR, SEE ANCHOR -- -- SEE TABLE A, SHEET 1 NOTE 3, SHEET 1 2-1/16" WOOD ANCHOR TYR, SEE ANCHOR NOTES & TABLE A, SHEET 1 EXTERIOR V 1/4" MAX. SHIM F►- 2-TRACK FRAME JAMB ow WOOD INSTALLATION R�nr` OINWY7 C NO CHMOES THIS VWFT. 1 Yto/14 EDGE DISTANCE: SEE TABLE A. SHEET 1 EMBEDMENT: SEE TABLE A, SHEET 1 3-TRACK FRAME SILL Ew WOOD INSTALLATION EMBEDMENT: SEE TABLE A, SHEE 2X WOOD TYP., SEE ANCHOR NOTE 3, SHEET 1 WOOD ANCHOR TYP., SEE ANCHOR NOTES & TABLE A, SHEET 1 EXTERIOR -- 1/4" MAX. SHIM 3-TRACK FRAME JAMB Hw WOOD INSTALLATION v J _ N. E.Fsw imi, CERr. CFAUM AMM STANCE: BLE A. ET 1 4 TRACK FRAME SILL Pw METAL INSTALLATION EMBEDMENT: SEE r TABLE A. SHEET 1 �1 METAL TYP., SEE ANCHOR NOTE 4, SHEET 1 SMS ANCHOR TYP., SEE ANCHOR NOTES & TABLE A. SHEET 1 I EDGE DISTANCE: SEE TABLE A. SHEET 1 2-1/10" �-- MIN. OF 3 THREADS EXTFRIq BEYOND THE METAL SUBSTRATE 114' MAX. SHIM �— da 4 TRACK FRAME JAMB \jw,1 METAL INSTALLATION ANCHORAGE DETAILS Im SERIES 770 ALUM. SGD - LM IMPACT k**VAW o av tn..e *-ftm. a.. sonaro NTS 1? « 22 PG710130 C • DIAGONAL O.C. IS MIN 4" (HEAD & SILL) OR 0" (JAMB) SEE DETAILS, SHEETS 10 & 11. MIN. OF 3 THREADS BEYOND THE METAL SUBSTRATE EMBEDMENT: SEE TABLE A, SHEET 1 EDGE DISTANCE: SEE TABLE A, SHEET 1 PRODUCT REVISED as comp)yy��ngg with the Rlorldo Building Godo HOA-No. 17-0420.12 Expiration Date 02/1712020 -00' NY LYNN• ,,/, , os D,n '• 3TA -0 W�(/ ;0VAL E ���-N�.�• A. LYNN 4. P.C. P.E.a saw 0 0 000 0 0 0 000 00 00 0 • 0 00 00 0 0 0 0 a 0 0 o 0 0 0 0 0 0 000 e e 0 0 0 0 0 0 0 0 0 o e 000 0 0 0 0 oae INSTALLATION DETAILS EMBEDMENT: SEE TABLE A, SHEET 1 Ellffe-- go EDGE DISTANCE: CONCRETE TABL ck CIT: gNCFIETE 00 0 §EE TABLE A, SHEET 1 WNCRETE PER TABLE TABLEoA, H T b if18" ` *R TIT o u 2-1118" " PER TABLE A, SHEET 1 o - O A, SHEET&I _. A, SHEET 1 EXTERIOR ' EMBEDMENT: O 0 10 /4' EXTFF40 oAVO 0 o p T A�AX F�(1 FRIOR SEE TABLE A, 0 oM o os o SHIM SHEET 1 0 e o oS o 0 0 go 0 PROPERLY SECURED 1X CONCRE-:E N IOR TgPa, PIaOPE LY ,9 BUCR TYP ESD IX EE SEE CREC OR NOTES & TE ANCHOR P WOOD BUCK TYP., SEE MS ANQHO N & � ANCHOR NOTE 3, SHEET 1 TABLE A, SHEET 1 0 oASCHOR A(IfE 3, SHEET 1 TABLE A, SHEET 1 2-TRACK FRAME HEAD 3-TRACK FRAME HEAD CONCRETE INSTALLATION ec CONCRETE INSTALLATION CONCRETE ANCHOR TYP., PROPERLY SECURED 1X CONCRETE ANCHOR TYP., SEE ANCHOR NOTES & WOOD RUCK TYP., SEE SEE Aj7LE CHOR NOTES & -- TABLE A, SHEET 1 ANCHOR NOTE 3, SHEET 1 A, SHEET 1 SEE ANCI IOR SEE ANCHOR NOTE 6. SHEET- NOTE 5, 1 (1/4" MAX.) SHEET 1 ... (1/4* MAX) r ;,..r,•: . EXTERIOR EXTERIOR 4 2 /16"' 2-1/16"' EMBEDMENT: SEE TABLE A, SHEET 1 EDGE DISTANCE: SEE TABLE A, SHEET 1 NOTES: 1. ALL DIMENSIONS SHOWN ARE BASED ON MIN. ALLOWED. - DIAGONAL U.C. IS MAX MIN 4- (HEAD & SILL) SHIM OR 6- (JAMB) SEE j DETAILS, SHEETS i 10 & 11. PROPERLY SECURED 1X L CONCRETE ANCHOR TYP., WOOD BUCK TYP., SEE SEE ANCHOR NOTES & ANCHOR NOTE 3, SHEET 1 TABLE A, SHEET 1 4-TRACK FRAME HEAD Cc CONCRETE INSTALLATION PROPERLY SECURED 1X WOOD BUCK TYP., SEE ANCHOR NOTE 3, SHEET 1 SEE ANCHOR NOTE 5, SHEET 1� (1/4" MAX.) — I;mFtIOR a EDGE DISTANCE: - CONCRETE EDGE DISTANCE: SEE TABLE A. SHEET 1 PER TABLE SEE TABLE A. SHEET 1 PER TABLE EMBEDMENT: SEE TABLE A, SHEET 1 A, SHEET 1 EMBEDMENT: SEE '1 ABLE A, SHEET i A, SHEET 1 2-TRACK FRAME SILL ifa 3-TRACK FRAME SILL CONCRETE INSTALLATION W CONCRETE INSTALLATION EMBEDMENT: SEE TABLE A, SHEET 1 EDGE DISTANCE: PROPERLY SECURED ' SEE TABLE A, 1X WOOD BUCK TYP., SHEET 1 SEE ANCHOR NOTE 3, SHEET 1 -- CONC./CMU ANCHOR , t 2-1/16" TYP., SEE ANCHOR NOTES & TABLE A, - SHEET 1 '-� CONCRETE EXTERIOR ; �_ R CMU I-+-- PER TABLE 1/4' MAX. SHIM A, SHEET 1 2-TRACK FRAME JAMB Gc CONCRETE/CMU INSTALLATION 041V"7 1 C No m4NaES 7103 S,sEM ,s„ EMBEDMENT: SEE TABLE A. SHEET DIST ANCE: CONCJCMU ANCHOR LE A, TYR, SEE ANCHOR 1 NOTES & TABLE A, SHEET 1 PROPERLY SECURED 1X WOOD BUCK TYP., SEE ANCHOR NOTE 3, SHEET 1 1 EDGE SEE TAB 2-1/1 • SHEET c CONCRETE • OR CMU _gMRIOR PER TABLE n A. SHEET 1 V 1/4' MAX. SHIM -•-••I I -• - 3-TRACK FRAME JAMB CONCRETEICMU INSTALLATION_ 1070 TECNNOLOGYDR". N WMIC&1)44 FL 3t?78 4 �tl4ao•raav I CERT.OFRUTR MM CONCRETE ANCHOR TYP., PROPERLY SECURED I SEE ANCHOR NOTES & WOCD BUCK TYP., SEE TABLE A. SHEET 17 ANCHOR NOTE 3, SHEET 1 EDGE DISTANCE: SEE TABLE A. SHEET 1 EMBEDMENT: SEE TABLE A, SHEET i joh 4-TRACK FRAME SILL \Zc,J CONCRETE INSTALLATION CONCRETE PER TABLE A. SHEET 1 EMBEDMENT. SEE PRODUCT REVISED TABLE A, SHEET 1 1 as comp )yIn with the Florida • Bu1{ding Code ROA-No. 17-0420.12 EDGE DISTANCE: Expiration Data 02/17/2020 PROPERLY SECURED SEE TABLE A. r - I WOAD BUCK TYP., SHEET 1 Dy=yam` --- ---. Miam�-b uct Control SEE ANCHOR NOTE 3, SHEET 1 CONCJCMU ANCHOR 2-1/16"' TYP., SEE ANCHOR NOTES & TABLE A, SHEET 1 CONCRETE OR CMU FxLOR �': PER TABLE A. SHEET 1 114" MAX. SHIM - 1 -• 4-TRACK FRAME JAMB Ic CONCRETEICMU INSTALLATION awxrw� SERIES 770 ALUM. SOD - LM IMPACT _ � a r�o NTS 13 22 PGT0130 C ��.� fir. � .,�N ••,� ��►�� L{CEN�yF , i _ NO.58705 = _�O• s to- TE ��i���sS • 040RIDP •'G���� AL A. LYNN Iilll.l.M P.E. P.E-0 U705 PROPERLY SECURED 1X WOOD BUCK TYP., SEE ANCHOR NOTE 3, SHEET 1 1 EDGE SEE TAB 2-1/1 • SHEET c CONCRETE • OR CMU _gMRIOR PER TABLE n A. SHEET 1 V 1/4' MAX. SHIM -•-••I I -• - 3-TRACK FRAME JAMB CONCRETEICMU INSTALLATION_ 1070 TECNNOLOGYDR". N WMIC&1)44 FL 3t?78 4 �tl4ao•raav I CERT.OFRUTR MM CONCRETE ANCHOR TYP., PROPERLY SECURED I SEE ANCHOR NOTES & WOCD BUCK TYP., SEE TABLE A. SHEET 17 ANCHOR NOTE 3, SHEET 1 EDGE DISTANCE: SEE TABLE A. SHEET 1 EMBEDMENT: SEE TABLE A, SHEET i joh 4-TRACK FRAME SILL \Zc,J CONCRETE INSTALLATION CONCRETE PER TABLE A. SHEET 1 EMBEDMENT. SEE PRODUCT REVISED TABLE A, SHEET 1 1 as comp )yIn with the Florida • Bu1{ding Code ROA-No. 17-0420.12 EDGE DISTANCE: Expiration Data 02/17/2020 PROPERLY SECURED SEE TABLE A. r - I WOAD BUCK TYP., SHEET 1 Dy=yam` --- ---. Miam�-b uct Control SEE ANCHOR NOTE 3, SHEET 1 CONCJCMU ANCHOR 2-1/16"' TYP., SEE ANCHOR NOTES & TABLE A, SHEET 1 CONCRETE OR CMU FxLOR �': PER TABLE A. SHEET 1 114" MAX. SHIM - 1 -• 4-TRACK FRAME JAMB Ic CONCRETEICMU INSTALLATION awxrw� SERIES 770 ALUM. SOD - LM IMPACT _ � a r�o NTS 13 22 PGT0130 C ��.� fir. � .,�N ••,� ��►�� L{CEN�yF , i _ NO.58705 = _�O• s to- TE ��i���sS • 040RIDP •'G���� AL A. LYNN Iilll.l.M P.E. P.E-0 U705 eO O 0000 0 0 O O O 0 0O 0 0 O O O O O O O O O O O O O O O 0 0 O O O O O 0 0 0 O O O O 0 O 0 0 O O O INSTALLATION DETAILS 0 0 0 0 0 0 0 ee 0 0 0 0 0 o e o 0 0 0 0 0 EMBEDMENT: S[E 0 0 0 0 0 WOOD FRAMING ---\ TABLE A, SHEET 1 -1-1 EMBEDMENT: SEE TABLE A, SHEET 1 0 0 o s FRAMEJAMB 0 0 0 0 0 0 o REQUIRED AT ALL ; 2.69W MIN. 0 0 0 0 0: INSIDE POCKETS EDGE o coo 00 TO PREVENT,DISTANCE N-HOOK MOUNTING ADAPTER WATER _ WOOD ANCHOR TYP., INFILTRATION CONCJCMU - OTEL� S E_ ANCHOR TYP., SEE o &'EA86E A, BIB 28 ANCHOR NOTES & o JALSO SEE WP. .. TABLE A. SHEET 1 ' • "� : �` -•* '.';.' '' ' ` ;. :`•" u S.L$STRATIOg SHEET 9) 1-114" MIN. EDGE DISTANCE 0IS*TA*NCE: :SEE D BLE A, SHEET I EMBEDMENT: ., `• - , • . EciERtoR ••`:'; ' SEE TABLE A, ; '' ' P-HOOK MOUNTING RIQR SHEET 1 . ..t ' • , • •` ADAPTER CONC./CMU PHOOK WOOD ANCHOR TYP., / P HOOK �... ` ': • ANCHOR TYP., SEE SEE ANCHOR NOTES J • ' ''•" ''"' ANCHOR NOTES &TABLE & TABLE A, SHEET 1 CONCRETE LE EMBEDMENT.: SEE A, SHEET 1 (ALSO SEE TYP. 2.693" MIN. CMU PER TABLE TABLE A, SHEET 1 (ALSO SEE TYP. ILLUSTRATION, SHEETS) EDGE DISTANCE A, SHEET 1 ILLUSTRATION SHEET 91 P-HOOK FOR USE WITH FLAT SILL RISERS PARTS #18, #20, #22 OR #24, WOOD INSTALLATION EXTERIOR MOUNT SHOWN. (SEE TABLES 1A, 2A & 3A MAY ALSO BE INSTALLED IN FOR WATER RATINGS) IN rERIOR CONDITION METAL TYP., SEE ANCHOR EMBEDMENT: SEE. PHHOOK MOUNTING CONCRETE OR NO I E 4, SHEET 1; TABLE A. SHEET 1 �`- ADAPTER SMS CMU PER TABLE-. MIN. OF 3 THREADS _ I ANCHOR TYP., SEE A, SHEET 1 BEYOND THE METAL — — - ANCHOR NOTES SUBSTRATE 28 & TABLE A, SHEET 1 EMBEDMENT: (ALSO SEE TYR SEE TABLE A. ILLUSTRATION, SWEET 1 EMBEDMENT: SHEET9) SEE TABLE A, DISTANCE: SEE SHEET 1 11 a _ BLE A. SHEET I P-HOOK SMS ANCHOR TYP., / LXTERIOR SEE ANCHOR NOTES J & TABLE A. SHEET 1 (ALSO SEE TYP. 2.693" MIN. ILLUSTRATION, SHEET 9) EDGE DISTANCE PHHOOK FOR USE WITH BOX SILL RISERS Kw PARTS #19, #21, #23 OR #26, METAL INSTALLATION EXTERIOR (SEE TABLES 1A. 2A & 3A MOUNT FOR WATER RATINGS) ONLY 0810 OW07 ' c N0 0 M1GEs MIS W--F r. K VExrcx FL 3M6 041l440a600 CERL OFAUM. azure jah P-HOOK FOR USE WITH ANY SILL RISER , PARTS #18. #20, #22 OR 924, CONCRETE/CMU INSTALLATION INTERIOR MOUNT SHOWN, (SEE TABLES 1A, 2A & 3A MAY ALSO BE INSTALLED IN FOR WATER RATINGS) EXTERIOR CONDITION P-HOOK MOUNTING EMBEDMENT: SEE ADAPTER CONCICMU TABLE A, SHEET 1 ANCHOR TYP., SEE ;.. i ,- •— <• .;:. r. .. ANCHOR NOTES & TABLE -A,SHEET I ALSO SEE TYP NOTES: 1. ALL DIMENSIONS SHOWN ARE BASED ON MIN. ALLOWED. 2. FIGURES ON THIS SHEET ARE FOR ILLUSTRATIVE PURPOSES ONLY. SEE TABLE A, SHEET 1 FOR ALL APPROVED SUBSTRATES. 3. SEE TABES 1-3, SHEETS 6-8 FOR REQUIRED P-HOOK AND P-HOOK MOUNTING ADAPTER ANCHOR QUANTITIES. ALSO SEE EXAMPLE ON SHEET 9. '* ( PRODUCT REVISED ILLUSTRATION, SHEET 9) f •- .}'.. ,.•. z as complying with the Florida y A Building Code :�.-•`'."'' NOA-Plo. 17.0420.12 ': Y "• Expiration Date 2M 12020 1-114" MIN. EDGE DISTANCE Dy P-HOOK CONCJCMU EXTERIOJ2 ANCHOR TYP., SEE V ANCHOR NOTES & TABLE PED51 A. SHEET 1 2.693" MIN. (ALSO SEE TYP. EDGE DISTANCE ILLUSTRATION, SHEET 9) tttttlrrrr�r P-HOOK FOR USE WITH BOX SILL RISERS Ko .� .010Y ........ !V ' '� �/� '��i PARTS #19. 021, 923 OR #25, CONCRETE INSTALLATION EXTERIOR ti� t,1GEAF • Q R ''• (SEE TABLES 1A 2A & 3A MONLYr Z * ' NO. 58708 - FOR WATER RATINGS) - ANCHORAGE DETAILS �'�sS ' p�otttoP . • G���; SERIES 770 ALUM. SGD - LM IMPACT 1" iigli t��`��`` W.M.,ie o,r. s,.." 0"rerw. n... A LYPN MILLER, RE sco-m NTS 1 14 of 22 POT0130 C - — -- RE a ram 0 o eeo 0 0 0 000 00 00 0 0 0 0o eo 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 o e o 0 CONFIG. EXAMPLES 0 o a o ______,.,,MAX. UNIT 0 0 0 o a 0—a oWIDTH MAX. UNIT WIDTH HEADER DETAIL IN, o 0 0 o a o 0 0 0 0 0 MAX. NOM. PANEL WIDTH SHEET 18; INSTALLATION o o o° a o e 0 0 0 o DLO TYP. PER TABLES 1-3 DETAILS'Ave &'ACV. 0 0 0 0 0 00 0 0 0 0 0 o WIDTH INTERIOR SHEETS 12 & 13 NOTES: EXTERIOR 1) SEE SHEET 17 FOR INDIVIDUAL PANEL CONFIGURATIONS AS o 10 00. 0 4 0 00 APPLICABLE. SEE DP/ANCHOR o 0 APPLICABLE.PANEL 0 o 0 o FrANEL eOf PANEL PANEL CORNER DETAIL'N2'. TABLES, SHEETS 6-8 FOR MAX. o ° 0 o ° a .��, o ° TYPE SHEET 19 & CORNER PANEL HEIGHT AND WIDTH. SEE 00 o o Ao 0 0 000 'K' ANCHORAGE SHEET 11 ' SHEETS 18 & 19 FOR SECTION NOM MAX. UNIT DETAILS AND SHEETS 12-14 FOR INSTALLATION DETAILS. MAX. PANEL PANEL /h MAX. HEIGHT DLO PER INTERLOCK DETAIL 'M', SHEET 19 2) (1) LOCK (ITEMS 75 & 107-110) AT HEIGHTPER TH TYP y TABLES EXTERIOR INTERIOR EACH l_OCKSTILE, LOCKING INTO LES 1-3 1.9 KEEPER (ITEM 103) AT FRAME JAMB OR ASTRAGAL. UE'E a jjHT JAMB DETAIL'GY, SHEET PLEASE SEE APPLICABLE � 18. INSTALLATION DETAILS 3) ASTRAGAL & INTERLOCI( X 'GW &'Ge, SHEETS 12 & 13 COMBINATIONS PER DP/ANCHOR TABLES. DLO WIDTH = NOM. PANEL WIDTH - 7" DLO HEIGHT = DOOR UNIT HEIGHT-10.125' SILL UETAIL'D', SHEET 18; PANEL HEIGHT =DOOR UNIT HEIGHT - 1.866" INSTALLATION DETAILS EXAMPLE: 90° INSIDE CORNER, 4 PANELS - XX/XX 'DA(A Tk', SHEETS 12 & 13 SILICONE --HOT-MELT BUTYL 910 X 1-112" PH SMS PANEL CORNER DETAIL STRUCTURAL SILICONE STRUCTURAL -' 1/4° NOM. SILICONE FOAM 311w NOM. BY OTHERS POLYISOBUTYLENE ml WITH DESICCANT oESIcc;.lwT . E:XT. GLASS ;0 EX1. GLASS 98 X 1' PH SMS PRODUCT REVISED as comp! fng vNth the FlorWa Buildingodo GLASS INT. GLASS NOA-n8 NOA-No. 't 7.0420.12 ,z4 KODISPACE 4SG TPS ,zs SUPER SPACERONXTT"' pin`e�� 7/202Q FRAME CORNER DETAIL Part Description Material 124 Kommerling 4SG TPS Spacer System See this Shoat for Materials 126 Quanox Super Spacer nXT with Hot Melt Butyl 126 Quanex Dumseal Spacer 127 Cardinal )a- Edge Spacer rimer%: nL4c Pro I r`crvm a. r-, 6- 1 i I..ac.,., a .,�... IR o4royr7 � NO C11ANOES TFAS ZWEET. apr. QNw aw !b rhb- I 6/16" BUTYL a DESICCANT FOAM EXT. GLASS -N n.cmcir POLYI£ BUTYLE ;P. SE ROLL -FORME STAINLESS $TEE -4 tfdtc3w,16-m X-INT. GLASS ,zs DURASEALO SPACER ,AREA OM. SEAL -INT. GLASS ,zr XL EDGET"SPACER 1070TECHNOLo mAww.. M VEVC& FL 3076 /wtltaoasaa Y1mp—, ANCHORAGE DETAILS / EXAMPLE ELEVA - Uft SERIES 770 ALUM. SGD - LM IMPACT cwr.CFmmrmw i►riUA+1iC soa7fo sx+a NTS !6 • 22 POT0130 capntaff o orr ,ft , -- �� ��'•4iCENSF�/�� �. .: No. S8705 �O srAlgr� A. LYNN MILLER, P.E. P.E.# 58705 e 00 0 o 000 0 0 0 0 0 000 so 00 00 0 e o 0 0 0 0 0 0 0 0 0 0 • oeo 0 0 0 0 0 0 0 0 0 0 0 CONFIG. EXAMPLES INTERLOCK DETAIL FOR ALL DETAILS ON THIS SHEET, SEE NOTES ON SHEET 15 /'M', SHEET 19 OPERABLE JAMB DETAIL'G3', SHEET 18; (N, e ° o o ° 'r�—INSj4LATjCiN°DETAILS 'Gw` &'Gc', SHEETS 12 & 13 IZID JAMB DETAIL'G2', TASIRPLAL o AADi� D44IC'A'°SHEET ° ° HEADER DETAIL'A, SHEET 18; MAXGGG SHEET18; INSTALLATION E4AIL�'Lq�f '& 18; INALLATI(8N DETAII<S o o -INSTALLATION DETAILS'Aw' &'Ac', WIDLOTI DETAILS'GV &'Ge. L2, SRIEET°19 ° 'Aw'` A'%', SHEP_TS 128,9�7 ° SHEETS 12 & 13 SHEETS 12 & 13 TYP PANEL TYPE PANEL TYPE AR o PANNED 0 0 0 'R' 'L' 'D' 0 0 0 o 0 0 0 a omA / NOM. PANEL/ 00 / o e / DUN HEIG WIDTH TYP. PE MAX SEE TABI DLO TABLEES 1-3 NOTE 2, 1-: HEIGHT SHEET 15 a O X X MAX. UNIT WIDTH 00 o PAJ'A _ PANEL - PANEL PANEL ° T TYPE TYPE TYPE ° ° .wc, .0v K. 00 / SILL DETAIL NOM. `D', SHEET MAX.WIDTH PANELtg� DLOPER TYP.SEE NOTE 2; INSTALL DETAILSHEIGHTABLES 1-3 SHEET 15 `Dv/ & `DC', <�, SHEETS 12 a (� X MAX. UNIT HEIGHT PER TABLES 1.3 &13, X X PSE FRAME & SILL DETAIL'D'. SHEET 18; �`-""- MAX. UNIT WIDTH PANEL CORNER EXAMPLE: OXXX INSTALLATION DETAILS CONSTRUCTION '0W &'De. SHEETS 12 & 13 EXAMPLE: 900 OUTSIDE CORNER - XX/XX (2-TRACK) DETAILS SHEET 15 L2-TRACK} JAMB DETAIL'11', SHEET 18; ASTRAGAL DETAILS'Li' & INTERLOCK DETAIL We. SHEET 19 INSTALLATION DETALS'IW & 12. SHEET 1A� ,Z� INTERLOCK DETAIL W e SHEET 19 'Ic', SHEETS 12 & 13 r- - HEADER DETAIL `C', SHEET +HEADER DETAIL 18; INSTALLATION DETAILS -- JAMB DETAIL 'HT, SHEET P-HOOK DETAIL 'J' & W. SHEET 'B', SHEET 18; .� 'CW &'Cc', SHEETS 12 & 13 INSTALLATION JAMB DETAIL'12', SHEET 18; INSTALLATION 'H INSTALLATION DETAILS 19; INSTALLATION DETAILET 14 DETAILS 'By/& See � DETAILS 'Iw' &'Ic', SHEETS 12 & 13 PRODUCT REVISED 'livl' &'HC', SHEETS 12 & 13 'Jc','Kw' &'KC', SHEET 14 SHEETS 12 & 13 as com tying with tho Florida Bmilding odic NDA-No. 17-0420.12 Expiration Data 02/17/2020 MA) HE F TA MAA.UNII WIuI" PANEL PANEL PANEL PANEL TYPE TYPE 'TYPE TYPE 'R' V 'M' 'F UNIT NOM. GHT ER A / PANEL WIDTH TYP - 3LES MAX. SEE PER -3 DLO NOTE 2, TABLES 1-3 HEIGHT SHEET15 X O X X A SVf M7 Oro+a Ads --- dR 1W10114 w i i EXAMPLE: OXXXp SILL DETAIL'E', SHEET 18; (3-TRACK, RIGHT POCKET) INSTALLATION DETAILS Eyt & Ec , SHEETS 12 & 13 1070TECHNOLOGYMM It VEWW a 34V6 �e41� 4sarcoo c no CWNGES TWS SxEEr r r R MAA. UNI I wIU III PANEL PANEL PANEL PANEL TYPE TYPE TYPE TYPE ,M, ,F. ,F. ,P, MA NOM. LIN b // PANEL HEIG WIDTH TYP / PE SFF MAX. PER TABI OTE 2, DLO TABLES 1-3 1; SHEETjr, HEIGHT ..cr�� �� � X J I O T HT t ES EXAMPLE: XXXO SILL DETAIL'F, SHEET 18; (4-TRACK, BY-PASS) INSTALLATION DETAILS 'FW &'Fc', SHEETS 12 & 13 EXAMPLE ELEVATIONS �- flu SERIES 770 ALUM. SOD - LM IMPACT SOD-7M HITS 16 of 22 1 PIGM110 JAMB DETAIL'GT, SHEET �18; INSTALLATION DETAILS �Gv! &'Ge. SHEETS 12 & 13 Im INTERLOCK DETAIL f 'M', SHEET 19 90' OUTSIDE CORNER DETAIL'N1', SHEET 19 & CORNER ANCHORAGE SHtE'1' 11 tNTER10R NOM. PANEL WIDTH TYP. �� PER TABLES 1-3 UNIT WIDTH ..�i+Illrrtr,+7 LYIyN y� NO. W705 • � ' =gyp' S �,0NAL IN A. LYNN MILLER P.E. P.F..0 59705 _-- V 0 0 0o0 0 0 0 000 00 00 0 0 0 00 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 v v v o w v v v PANEL'S RIGHT STILE TYPE PANEL SINGLE o oSWSLE a e&Fo LocKSTAE 0A8TR9LOA@ ASTRAGAL ASTRAGAL ASTRAGAL 1NT CORNER EXT CORNER EXT CORNER INT CORNER EXT CORNER EXT CORNER INT CORNER tNTERLOCFD UOTERLOt]Ot o STII� ► CKSTI E GASToM)BLJT o ASTRAGAL IN BOX OLrT BOX IN 90 LOCKSTILE 90 LMKS71LE 90 RECEIVER 90 RECEIVER 90 RECEIVER 135 RECEIVER 38 RECHtVER TYPES OUT o o IN o 0 0 0 o o sBOX W1 HANDLE W1 HANDLE W/ HANDLE W/ HANDLE Wf HANDLE W/ HANDLE W/ HANDLE W1 HANDLE e o 0 0 o e o,`.`-pro #1,8 0N0„s ' 93, ' 0 u d1 i!t- OK ic i118 001 ti0,'" I81 C01� SINGLE�- r e Fo 0 r'�' o Ko o L TR TQ TC TA TV TW OUTINTERLOCK i o 0 0 SINGLE B ' o ;,o �,a� ` ° a / C C IC SQ SC SA SV SW 0 o e o 0 INTERLOCK IN o 0 0 0. o.....a.a 0_0_ - _ _ FIXED �- RR R S S / i i'� FD FC FV FW LOCKSTtLE D %J W/HANDLE /�/j� oASMBOXUT - LR W�' i PANEL NOTES: / HANDLE (=Ctm 1. SEE DP TABLES 1-3, SHEETS 6-8 FOR PANEL ASTRAGAL SIZES 8 DESIGN PRESSURE. LLl Box IN I tl LEFTQ INTE RIGHT 2. PANEL TYPES NOT SHOWN OR CROSSED OFF J W1 IANDLE M PANEL PANEL ARE NOT REQUIRED FOR ANY CONFIGURATIONS F.. ASTRAGAL T U STILE EXTERIOR / STILE AND ARE NOT AVAILABLE. � . enx cxn 3. 90' ASTRAGALS TO USE HEAVY-DUTY STILES imam Wx° (961). CORNER RECEIVER (#118) AND EITHER ASTRAGAL I I PANEL 'E' SHOWN. SEE TABLE FOR OTHER PANEL TYPES AND EXTERIOR (#119) OR INTERIOR (0120) CORNER LLI BOX IN T V APPLICABLE STILE/ASTRAGAL REQUIREMENTS. ASTRAGALS. J ampo 4. 135° ASTRAGALS TO USE HEAVY-DUTY STILES INT CO RT CI Y) 9O LOCK9T1Lt3 (961) AND CORNER ADDON (#31). J W1 HANDLE p120 / -� 232• f-+- .232" z QT QS - SILL RISERS OPTIONS � . EXT CORNER 90LOCKSME Q WIHANDLE pt1B 2a2• z3r EXTERIoq "�'— 062• PRODUCT REVISED n- - l XTEFtIOR as aotnpl in With tho Florida EXT CORNER wT w /� �� j 062' 4.066" Building odo eU Rk;EIVER fV' S 08r _ 3.305" NOA-No, 17,0420*112 W1ItANDLE ltta 2•�'" INTCORNER A T A S DF Expiration Doto 02H 7/2020 ,�, 1.ssr 90 Rl:CENE t �� TT-- .062" ��"� -� -' ... By _ - - W1 HMIOLE / lulu a Pro ue`t oZ.`'piiaf ExTCORNCR ftlt6 18, SILL RISER.�FLAT' OSILL RISER FLAT SILL 2zED�ME3,1/4' T SILL 24 HIGH 4'EN �T 90 RECEIVER i CF i FLUSH. 1-1/2 LOW, 2 1/2' .7W 760' EXT CORNER VT �� /C /� "TES 082' 135 RECENER �/ r '`-'`'''j� W/ FWNDLE qgi EXTERIOR EXTERia. Z. 750' EXTERIQR 062' INT CORNER 1 -«-j -.- - Mir 4.066 35 RECEIVER a V L/ / WS WF �i I I a 082" 3.305" /� {{{11111r1j1 W/ HANDLE tt81 (w• 2.6s5' L-� 1.687"=i;U��---U-� ' _ L ���`` �`• 1.LGEN3F��� �''. ,9• SILL RISER ROXI' O SILLRISER. BOX 23 SILL MEDIUM, BOX OSILL H HIGH, RISER, BOX _ * t No. 68f� FLUSH, 1-1/2 LOW, 2-1/2 = _ NOT VALID FOR WATER INFILTRATION RESISTANCE REQUIREMENTS, SEE SHEETS 6-8 0BRE01F3-- fonTECHWILOGY12mw 0-$*U 11*00 * •:°�ORIDA. It v PANEL TYPES - �'';rS/ANAL ENd �—No CERT.OFAUM 929M SERIES 770 ALUM. SOD - LM IMPACT 1111111t11{JRPLIIb�17 C 1AN0C'371fJ^SHEt 1. covrioQKloMo ao„Maa�a,t mr anwe nww�w lair A.LYNNIRILLNIi NE. -- JR a !jK14 `r' o"� son no NTS 17 22 FGT0130 C P.E s se7os 9 0 o 00 00 0 00 0 0 o 0 0 0 0 eso 00 0 e 0 0 0 0 0• o 0 o e 0 0 o eoo 0 0 0 0 0 0 0 0 0 0 0 ASSEMBLY DETAILS (SEE SHEETS 12-14 FOR FOR INSTAUcAT10N RETAILS) o 0 0 0 o eo 0 0 0 0o 0 GTW o 0 0 0 0 0 0 0 0 s o 0 0 14 14o 0 o 0 0 tp e o 0 60 OR 810 kGg7 80 OR 81 2-TRACK JAMB 2-TRACK JAMS _ .... (SHOWN C 1 0 0 PL 0 00Vq WITH RETA�NEIa 4/t08 0 (S o00___ 0 o o OPERABLE PANEL) FIXED P/bN TO o g�0 R 103 ro L5 KPAI 75 107. T1<IH INTERIOR) 0 0 113 �EXTERI R 14 112 123 FULL LENGTH �q3/ 40 �."''� #10 X 3!4• OF JAMB 2-TRACK JAMB SMS, X 3 2-TRACK JAMB CLIP 080 OR #105 51 52 W/ SCREEN 6" LONG W/ RETAINER #123 _ ® so (SHOWN WITH MIDSPAN FIXED PANEL TO �j OR a) THEEXCTERIOR)53 "�� 121 SEE DETAIL ON SHEET 16 .EXTERIOR 121 SEE DETAIL ON SHEET 15 EXTERIOR a f;" EXTERIOR GJ W—" SHOWN WITH .— �. — 2-TRACK W/SCREEN 3-TRACK OPT. SCREEN WFRAME HEAD 0 FRAME HEAD TRACK S3 88 52 51 EXTERIOR 72 OR 73 < 13 48 11 v�� 113 11 48 4/ a 8 EXTERIOR 112 6 113 a 6 2-TRACK W/SCREEN 3-TRACK D FRAME SILL KV FRAME SILL ` REM 61 SHOWN, ITEM 60 ALSO APPLICABLE, SEE TABLES 1-3, SHEETS 6-8 FOR DP (PSF) ASSOCIATED WITH STILE 1R 044W17 C NO CHANOPS TMS SHFFT � 1}1lw0 Pr. Oib: CAuA9d Qdv:..—_ ^..._..- JR 07J2fY14 • t� PAN JAMB LENGTH p� p�T I&, 75 & i0•i117 60 OR 61 16 5 — 6 SEE DETAIL G1 FOR FIXED 80 PANEL CLIP rr, SEE DETAIL G2 103 FOR FIXEDOR PANEL CLIP s 17 60 OR 61 NEXTERIOR .EXTERIOR �/ 3-TRACK JAMB 3-TRACK JAMB 4-TRACK JAMB 4-TRACK JAMB Hi (SHOWN WITH H2 TSHOWN WITH 11 (SHOWN WITH I? jSVIOWN WITH OPERABLE PANEL) FIXED PANEL TO FIXED PANEL TO OPERABLE PANEL) THE EXTERIOR) THE INTERIOR) 121 SEE DETAIL ON SHEET 15 • 1 �- t 4-TRACK MAX. UNIT C FRAME HEAD HEIGHT PER TABLES 1-3 4-TRACK F FRAME SILL 1070 TEC1 f/1m0GYORfVld N. Y&ME, FL SM PWNF" VERTICAL SECTION DETAILS _ (841)480.16W Ift CERr. OFAUTIL somas SERIES 770 ALUM. SGD-WINDOW - LMI CiD T70 w1 NTS 18 N 22 POTi0128 9 canwNrolov rornmunum aG RL9 RWI;N RESEW,= .� PRODUCT REVISED ae wmplYYingg with tho Florida Buitdiag Codo NOA-No. 17-0420.12 Expiration Dnto 02/17/2020 By i"Ll- `l'1111111111jr' tar : NO- 58706 -_ is, . c�OfZIOA .• ' ���: ZONAL 1Ec;G`�� A. LYNN MILLER, P.E. ^ P.F.O F4705 o ee s eoo 0 0 eo e 0 oeo 0o o 0 0 0o 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 0 0 0 0 ASSEMBLY DETAILS (SEE SHEETS 12-14 FOR FOR INSTALLATION IDETAILS) o 0 0 0 0 00 0 0 0 e 00 0 0 s o o o e o e 29 o 0 0 00020 0 0 00 0 0 0 0 0 39 0 / 83 0 27 28 oeo o 27 gg o eo 1 60 OR 61 60 OR 61 ._ so 0 0 o 0 14 29 eo o s e 0 o 85 e o e o 0 o e 65 o o E-TERfOR 111 s e 1lxrftGR a 1{1 o 0 o e 62 62 EXTERIOR P-HOOK FOR FLAT SILLS er P-HOOK FOR 8 X SILLS IFXT. OR, INT._ MOUN EXT. MOUNT ONLY 4 INTERIOR ,J�1, G IVR V 87 `J !t � 87cTERIOR L:� v 68 113 J 103 119 IOR STANDARD ASTRAGAL #67 11 WITH STANDARD STILES 900 m"E'n' HEAVY-DUTY ASTRAGAL fS KWWITH HEAVY-DUTY STI Ej6a� 61 CORNER N1 2-TRACK SHOW�1 EXTERIOR BOX ASTRAGAL SHOWN EXTERIOR BOX ASTRAGAL SHOWN (BOX -OUT) MAY ALSO BE INSTALLED TOWARDS INTERIOR (BOX -IN) (BOX -OUT) MAY ALSO BE INSTALLED TOWARDS INTERIOR (BOX -IN) aN'M 000© 135' OUTSIDE CORNER 01 2-TRACK SHOWN 04M7 I C I NO QWMFS Tf f0; 57IFET. W: lei 10/10/14 ej aar INTERIOR IG EXTERIOR 135° INSIDE CORNER O2 2-TRACK SHOWN EXTERIOR I �N EZ RM 6 14 60 OR 61 INTERLOCK 5 11 ' ITEM #61 (HEAVY-DUTY STILE) SHOWN, ITEM #60 (STANDARD STILE) ALSO 90' INSIDE CORNER APPLICABLE, SEE TABLES N2 2-TRACK SHOWN 1-3, SHEETS "FOR OP (PSF) ASSOCIATED WITH STILES. PRODUCT REVISED 3t O pgRT 75 d 107-1 as complyyingg with the Florida Building C0 0 NOA-No. 17-0420.12 4 INTERIOR Expiration Date;_'0211712020 mw 1#m 7Fchwa0Gr vFwe vs-w" N. VENICQ FL 342M HORIZONTAL SECTION DETAILS, COR1 041)49&1= MK GMT. OFAi/Tfi,12S2D19 SERIES 770 ALUM. SOD - LM IMPACT csrneKx *wff rrmur ft wdA awr St?D-T70 NTS er.& '19 - a 22 o—"N^ 'PGT0130 Yg. µ `1111111ill,// ��� , • LICt:Ns� ' • ���� i No.68705 /I/lflll111 A. LYNN MILLER P E. P, E 0 S8705 e 0 00o 0 s o eo o 00 00 so 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0�0 0 0 0 0 0 0 0 0 0 o s Item p G # PGT# o Descripton 17308 017306 2-7RACWHEAD 0 0 00 0 2 17303 -617303 21RACI HE rW 3 11309 8173C19 0 7312 3-TtACmim o 0 0 4 5 17312 - 17314 a -TRACK 817314 FRAME SCREW COVER 8 17311 817317 FRAME HEAD/JAMB ADD ON 7 17301 817304 2-TRAGIC Slit. 0 0 0 8 17301 817301 2--TRACK SL! WITH StiREkN RAIL o 0 o e 9 1T30► 81130I 3-TRACK 581 10 11310 811310 4-TRACK S0.1 0 0 0 0 0 0 0 0 i t 1T313 617313 FRAME SLL CK e 0 00, 12 17315 817315 FRAME SILL SCREEN AODC3N (SEE NOTE 3) 13 17310 617310 rRAME SILL SCREEN ENDADD-ON (SEE NOTE 3) 14 17305 617305 2-TRACK JAMB 15 1T302 817302 2--TRACK .IAMB WITH SCREEN PAL 18 11308 017308 3-TRACK JAMB 17 17311 817311 4-TRACK JAMB 18 V322 817322 SILL PEER -FLAT, FLUSH, 1-U2" 19 17319 W7319 S91 RISER -BOX FLUSH,14)r 20 IT321 617321 SILL RISER -FLAT. LOW, 2-1/2' 2 17316 617316 SILL RISER; BOX LOW, 2-llr 17355 817356 SILL RISER -FLAT, IAEDIUM, 3.1/4" 17354 817354 SILL RSER -BOX MEDI IM, 3-1/4' _ 17323 BIT323 SILL RISER -FLAT, HIGH, 4- SILL RISER -BOX HIGH, 4" 17320 617320 17333 617333 POCKET P-HOOK _ 7070 07070 NEOPRENE BULB WSTP FOR P•HOOK 17334 617M4 POCKET P•H00K MOUNT 17335 W7335 P-HOOK COVER 17348 817348 POCKET P-HOOK FOR BOX RISER 11378 017378 135 CORNER 1T370 1 817370 1135 FWD MOUNT -- ITEMS 40-63 ARE SCREEN PARTS. 40 4319 012250 SCREEN SLOE RAIL - LOCKSTLE 4t --- 7LOCKWOSK SCREEN LOCKSET 42 41818 SCREEN KEEPER SPACER SET 43 8152 03152 SCREEN XMRLOCK ADAPTER 44 4428 84428 SCREEN DOUBLE INTERLOCK 45 4317 61?258 SCREEN TOP RAG. -- 48 1 4318 612257 SCREEN BOTTOM RAIL 47 888 7SRAZ STANDARD ROLLER 48 868 7SRAX STANDARD ROLLER- ST. STL 49 4344 84344 SCREEN ASTRAGAL 50 1TU9 _ 817349 OXD SCREEN ASTRAGAL ADAPTER 51 1692 61692 SCREEN SPLINE - .166' SCREEN SPLICE - .15W - - - 52 1694 61694 53 --54T 1725 81OO= _. -- SCREEN CLOTH 1/2' X4" X1/18' SET. BLOCK, NEOPRENE 85 */b 55 1 1728 1 1" X4' X 1/18' SET. BLOCK, NEOPRENE 85 +/-6 04,Wn7 I C I NO 09NGES THIS SHEET. ft 0 0 0 0 0 0 Item DPG # _ PGT# Description 68 01T325 017325 PANEL STILE 8 1T= _ 617328 PANEL STILE (HEAVY DUTY) 82 01 327 817327 INTERLOCK ADAPTOR 0 1"5 OM48 VINYL BULB WSTP. -THIN ONSIDE INTERLOCK) 64 1729 71729 SILL END WFJUHERSIHIF PAD 65 17328 017328 NTERLOGKSUREWCOVER 0 1T329 617329 ASTRAGAL 08 1TM 617339 HEAVY DUTY ASTRAGAL 9 1T324 017324 TOP 8 BOTTOM RAIL 7 1T350 41?= WEATHERSTRIP EXTENSION (INJECTION MOLDED) 071 Ins 71695 1-1/2" X 1" X314' HIGH FIN SEAL DUST PLUGS 72 S153 78163X TANDEM ST. STL. ROLLER ASSY. 73 8163 78163H TANDEM NYLON ROLLER ASSY. 74 SILICONE DOW-899. DOW-995 OR GE-7700 75 8185 78186X RFMINI MnRMF 3-PLY DUAL LOCK W/LONG TRIM PLATE 76 71034X1FPFX SIG32 X 1' FI_ SS SCREW W/ TYPE 'F" TtP 77 7103239 1032 STEEL ZINC U-NUT 79 17351 617357 1.10 BEAD - - 60 17359 617359 T/18" BEAD / FLED PANEL CLIP 81 17360 617360 9/16" BEAD 82 1224 tITP247K VINYL BULB WEATHERSTRIP _ 83 61745 1745 48052 .... LOWE NCn Vr X1/16' SGL SIDE ADH. TAPE, POLYETH. ROLLER Alit HOLE PLUG - 100 WS?. 101 72087 3AMB BUMPER 102 1690 71690 DUST PLUG 103 8180 78180X 1" KEEPER 104 053 TSOKEEP SCREEN LOCK KEEPER 105 17344 011344 ' FV D PANEL CLIP - W LONG RE- 17S34__ 617362 _ FDeD PANEL RETAINER -ONO' 107 1739 71739 HANDLE KIT- INTERIOR RAISED WITH THUMB 11IM lea 1740 ?1?40 HANDLE KIT- RAISED EXTERIOR HANDLE 109 1131 781828N 114NOLE KIT -RECESSED NTERIORVVRH THUMB TURN 110 1732 78178 HANDLE KtT - RECESSED DOERIOR PULL-_�.�_.___. J III 7 f W04PPSOAX 110 X 3/4" PH: PN. TEK - S.S. 112 1235 - 87S18 WSTP,.270X.170- FIN SEAL 113 1712 84088 .187" X.230" FNSEAL 114 71OX115PPX $10 X 1412" its 710XPPT A10X1' lie 720X1X 414-20 X V S.S. 117 720X112X 114-20 X 1412' S.S. 118 17330 017336 90 DEGREE CORNER RECEIVER 119 17337 81T33T 20DEGREE OUTSIDE CORNER ASTRAGAIL 120 17338 6117MB 90 DEGREE WIDE CORNER ASTRAGAL 123 17352 817352 FDED PANEL RETAINER 7/8' NOTES: 1) ALL ALUMINUM = 606346 2) ITEMS # 33-39, 56-59, 06, 78, 84.99, 121 & 122 ARE NOT USED AND ARE NOT PART OF THIS APPROVAL. 3) USE OF #12 OR #13 REOUIRES MIN. #10 SMS OR 3/16" MASONRY ANCHORS @ 24" MAX. O.C. PRODUCT REVISED as comps�tFngg with Clio Florida Building Codo NOA-No. 17-0420.12 Expiration DatoO2/17/2020 A`71111111f11/ �p * No.5870.5100 RW A VEPOCE FL � PARTS LIST CERT. oFA1Ril 4tT9Z9Bine SERIES 770 ALUM. SGD - LM IMPACT _ //11,111111�� aewr a 8GO-77o °ram nn's zo « zz °Y" vN& Fomiao _ ""' c cvp" wlroaaf A. LYN14MILLER. P.E. P.6JR 68706