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REV-06-21-1607, 970 NE 100th St (2)JCD ARCHITECT, INC A.A. #26001 56D _ rt 1385 CORAL WAY SU # 407 TEL. # (305)285-4343 MIAMI, FL 33 145 FAX # (305)255-4330 '::::' STRUCTURAL CALCULATIONS..•': :�' . .. *0000: ...... .... . .. • • 0,00 ...... . . ..... . . ...... .... . ...... • 000000 • BORIS ARANGO . . .. . ...... ' ' ' 970 NE 100TH STREET. • •' 0 • 0""0 MIAMI SHORES, FLORIDA 33138 ' FULL ARCHITECTURAL SERVICES W RESIDENTIAL CS COMMERCIAL W CUSTOM DESIGN CZ LEED CERTIFICATION JUANCDAVIDQJCDARCHITECT.COM STRUCTURAL CALCULATIONS PROJECT: INTERIOR ALTERATION FOR BORIS ARANGO ADDRESS: 970 NE 100TH ST, MIAMI SHORES, FL, 33138 • • • •. , . . .... ...... . . ...... .. . ...... ...... . .... .. . - APPLICABLE CODES • .... . .. ..... FBC 2020 - ASCE 7-16 - ACI 318-14 • . . .. . ...... - AISC 14TH EDITION -NDS2015 ' These Calculations contain manual and computer generated structural calculations. Computations were performed to the best of my knowledge according to sound and generally accepted engineering principals and Code requirements. The sign and seal provided herein is meant to cover all computation sheets pages 1 through 17. 1 PROJECT: INTERIOR ALTERATION FOR BORIS ARANGO ADDRESS: 970 NE 100T" ST, MIAMI SHORES, FL, 33138 TABLE OF CONTENTS .... . . .... ...... 1. DESIGN CRITERIA...................................................................................................".....'...........'.'.:'.....3 '. 000*00 2. LOADS. ...................................................................................................................'.......4 .................. ...... 3. NEW STEEL BEAM 6 ..... .............................................................................................................. ...... . . ..... 4. NEW STEEL COLUMN, BASE PLATES AND ANCHORS ...... FOUNDATIONS 5. NEW ...........................................................................................:.......:...................15 ....:. Computer Programs Used: © Mecawind o Enercalc Software v5.8.0 2 Design Parameters ® Florida Building Code, 2020 Edition ® Wind Parameters: ® ASCE 7-16 ® Wind Velocity= 175 MPH (ULT) Risk Category= II Exposure= C Mean Roof Height=13'-4" ® Kd= 0.85 GCpi= ±0.18 (Enclosed Structures) Materials Used o Concrete Strength at 28 days — f c=3,000psi ® Reinforcing fy=60,000psi o Wood SYP No. 2 ® Steel Plates ASTM A36 — fy=36,000psi ® Steel W Shapes ASTM A500 GrB, fy=50,000psi Design Loads • Refer to Section 2. Foundation Parameters ® Presumptive Soil Bearing Capacity of 2000psf. Y Poo* 000000 w • • • •Y • •••• • ....• . .. ..... ...... . . ..... .. .. . ...... . . •• . •.••.. • • • 01 EXISTIIl9G ROOF GRAVITY LOADS Live= 30psf Dead Load= 20psf System Load= 5psf TL= 55psf WIND LOADS ON EXISTING RAFTERS (See report below) WZone1= 44.7psf (ASD) WZone2r= 68.1psf (ASD) WZonel,2r= 56.4psf (ASD) (Average) Wind toads for Enclosed MecaWind v2340 Software Developer: :•.eca Enterprises Inc., www.meca.biz, Basic Wind Parameters Wind Load Standard = ASCE 7-16 Exposure Category wind Design Speed = 175.0 mph Risk Category Structure Type = Building Building Type General Wind Settings Incl_LF = Include ASD Load Factor of 0.6 in Pressures DynType = Dynamic Type of Structure NF = Natural Frequency of Structure (Mode 1) Zg = Altitude (Ground Elevation) above Sea Level Bdist = Base Elevation of Structure SDB = Simple Diaphragm Building Reacs = Show the Base Reactions in the output MWFRSType = MWFRS Method Selected Topographic Factor per Fig 26.8-1 Topo = Topographic Feature Kzt = Topographic Factor Building Inputs Copyright 21^18 �••••+ C = II Enclosed = True = Rigid = 1.000 Hz = 0.000 ft = 0.000 ft = False = False = No Analysis = None = 1.000 RoofType: Building Roof Type = Hipped W Width Perp to Ridge = 53.000 ft L Length Along Ridge = 76.000 ft EHt Eave Height = 10.000 ft Hip Ridge Hipped Length = 42.000 ft RE Roof Entry Method = Slope Slope Slope of Roof = 3.0 :12 Theta Roof Slope = 14.04 Deg Par Is there a Parapet = False Exposure Constants per Table 26.11-1: Alpha: Const from Table 26.11-1= 9.500 Zg: Const from Table 26.11-1= 900.000 ft At: Const from Table 26.11-1= 0.105 Bt: Const from Table 26.11-1= 1.000 Am: Const from Table 26.11-1= 0.154 Bm: Const from Table 26.11-1= 0.650 C: Const from Table 26.11-1= 0.200 Eps: Const from Table 26.11-1= 0.200 Overhang Inputs: Std = Overhangs on all sides are the same = True OHType = Type of Roof Wall Intersections = None Components and Cladding (C&C) Calculations per Ch 30 Part 1: h/W = Ratio of mean roof height to building width = 0.251 h/L = Ratio fo mean roof height to building length = 0.175 h = Mean Roof Height above grade = 13.313 ft Kh = Z < 15 ft (4.572 mj--> (2.01 * (15/zg)^(2/Alpha) {Table 26.10-11= 0.849 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 4 Kd = Wind Directionality Factor per Table 26.6-1 GCPi = Ref Table 26.13-1 for Enclosed Building LF = Load Factor based upon ASD Design qh = (0.00256 * Kh * Kzt * Kd * Ke * V^2) * LF LHD = Least Horizontal Dimension: Min(B, L) al = Min(0.1 * LHD, 0.4 * h a = Max(al, 0.04 * LHD, 3 ft (0.9 m)) h/B = Ratio of mean roof height to least hor dim: h / B Wind Pressures for CSC Ch 30 Pt 1 All wind pressures include a load factor of 0.6 0.85 +/-0.18 0.60 33.94 psf 53.000 ft 5.300 ft = 5.300 ft 0.251 Description Width Span Area 1/3 Ref GCp GCp p p ft Zone ft ft sq ft Rule Fig Max Min Max Min psf • psf • Exist. Rafter 1 2.000 12.000 48.00 Yes 30.3-2E 0.426-1.137 20.6'•-4.!.E•9 •.•_• Exist. Rafter 2r 2.000 12.000 48.001 Yes 30.3-2E 0.428-1.824 20.62-68.02 • •.•.•.•.•_ •••••• Area = Span Length x Effective Width 1/3 Rule = Effective width need not be less than 1/3 of the span length ••••• • GCp = External Pressure Coefficients taken from Figures 30.3-1 through 301t*4 p = Wind Pressure: qh*(GCp - GCpi) (Eqn 30.3-1)* •••••• * Per Para 30.2.2 the Minimum Pressure for C&C is 9.60 psf [0.460 kPa] {Inclvi.;O.•T-I!} •••• •••• •••••• • •••• • • • • •••••• • • • • •• ••••• • • ••••• •••••• • • • • •• • • •••••• 5 r Beam Span= 18'-8" Tributary Width = 13'-0" Loads LL = 30*13=390p1f • . . .... ...... DL= 25*13=325p1f •• .... .' ...... .. . ...... UPL= 56.4*13=734PIf •••••• .... . .. ..... From calculations below considering (D+L) and (0.6D-Upl) combinations, u96,WV OX3a;...;. ••••• .. .. . ...... (Reactions • • ...... RD+L= 6.72kips (ASD) . . . .. :....: • RO.6D-Upl = 5.Okips (ASD) RULT= 5.0*1.67=8.35kips (ULT) 0 Multi -Span Steel Beam Description Steel Beam (Gravity) General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy - Yield Stress 50.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports Span Information Description Span ft 18.67 Steel Section WIOX30 End Fixity Pin -Pin see* Unbraced Length ft 18.67 • • • • 0000 Loads •• •••• Live Load Used This Span ? Yes "' • • " • Dead Load k/ft 0.330 960660 • Live Load k/ft 0.390 0000 • • • Results 00000 .. Mmax @ Cntr k-ft 31.37 •-4�.:•• • • . @ X = ft 9.33 •• •• • • • • • • • Max @ Left End k-ft 0.00 000000 • Max @Right End k-ft 0.00 • • •• • • • fb : Actual psi 11,592.E • • • • Fb : Allowable psi 98.55 I 0 000 0 Bed • : fv : Actual psi 1 2,139.8 000000 ' Fv : Allowable psi 1 20,000.0 Shear OR Reactions & Deflections Shear @ Left k 6.72 Shear @ Right k 6.72 Reactions... DL @ Left k 3.08 LL @ Left k 3.64 Total @ Left k 6.72 DL @ Right k 3.08 LL @ Right k 3.64 Total @ Right k 6.72 Max. Deflection in -0.399 @ X = ft 9.33 Span/Deflection Ratio 561.2 7 Multi -Span Steel Beam Description General information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy - Yield Stress 50.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports Span information Description Span ft 18.67 Steel Section WIOx30 • • • • End Fixity PirFPin • • • • Unbraced Length ft 18.67 • • • • • • • Loads • Live Load Used This Span ? Yes • • • • . • • • Dead Load k/ft 0.200 Live Load k/ft -0.734 • + • • • • : • • • • Results r_•.-•_•.• •� Mmax @ Cntr k-ft -23.27 • • • w • @ X = ft 9.33 .••••• Max @ Left End k-ft 0.00 • • + Max @Right End k-ft 0.00 • • •• • • • • fb :Actual psi 8,597.8 • • • • • • •• Fb : Allowable psi, 15,158.5 • • • • • i Bending OK • • • • • • fv : Actual psi 1 1,587.0 • Fv : Allowable psi 20,000.0 sirrar ON Reactions & Deflections Shear @ Left k 4.98 Shear @ Right k 4.98 Reactions... DL @ Left k 1.87 LL @ Left k -6.65 Total @ Left k -4.98 DL @ Right k 1.87 LL @ Right k -6.85 Total @ Right k -4.98 Max. Deflection in 0.296 @ X = ft 9.33 Span/Deflection Ratio 756.7 8 H= Design loads R D+L= 10'-4" 6.72kips (ASD) RO.6D-Upl = 5.Okips (ASD) RULT= 5.0*1.67=8.35kips (ULT) .•.• . . •.•• ...... From attached calculations using HSS 3'/:"x3%a"x %" with'/:"x10"x10" w/(4) 3%4" HILTI -?U* (:Z '• Screw anchors (5" emb.). • • • • • • 9 Rw I-BODWSQeei Column Description New Steel Column General information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS3-1!2X3-112X1t4 Fy 46.00 ksi X-X Sidesway : Restrained Duration Factor 1.000 Y-Y Sidesway : Restrained Column Height 10.330 It Elastic Modulus 29.000.00 ksi End Fixity Pin -Pin X-X Unbraced 10.330 ft Kxx 1.000 Live & Short Term Loads Combined Y-Y Unbraced 10.330 ft Kyy 1.000 Loads Axial Load... • • • • Dead Load 3.10 k £cc. for X-X Axis Moments 0.000;n • ' Live Load 3.70 k Etc. for Y-Y Axis Moments . * 9 4' • 0.000 4'. • Short Term Load k . 0 0 * 0 • • • 0 • •••••• •• • • •••••• $UMmy�� SecWri : HSS3-112X3-112Xit4, Height = 10-33fi Axial Loads: DL = 3.10, LL = 3.70. ST CW a IMODesien ON = 0 00k. Ec6-OC.L'J.On : • 01. • • • Unbraced Lengths: X-X = 10.3311, Y-Y = 10.33ft 0000 • • • • • • • • Combined Stress Ratios Dead Live DL + LL DL + ST • ! ! 4i 44>:osen) • a! • • : • • AISC Formula H1-1 0.1506 ij"Ci'O� :0*0�' AISC Formula H1 - 2 0.0847 :.:,:f: • • • J • 0 AISC Formula Hi - 3 0.0687 0.0820 • • • • • • J. • • • • . • XX Axis: Fa cale'd Per Eq. E2-1. K*L1r < Cc " • :...:. • YY Axis : Fa cale'd ner Ea. F2-1. K`L1r < Cc Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa :.Allowable 15.51 ksi 1`_51 ksi 15.51 ksi 15.51 ksi fa : Actual 1.07 ksi 1-27 ksi 2.34 ksi 2.34 ksi Fb:xx :.Al►ow [F3.1 j 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0,00 ksi Fb:yy : Allow [F3.1 j 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fl> : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi F'ex : DL+LL 16.832 psi Cm.x DL+LL 0.60 Cb:x DL+LL 100 Fey: DL+LL 16,832 psi Cm:y DL+LL 0.60 Cb:y DL+LL L00 Fex : DL+LL+ST 16,832 psi Cm:x DL+LL+ST 0.60 Cb.x DL+LL+ST 1,00 F'ey : DL+LL+ST 16,832 psi Cm:y DL+LL+ST 0,60 Cby DL+LL+ST 1.00 Max X-X Axis Deflection 0.000 in at 0.000 it Max Y-Y Axis Deflection 0.000 in at 0,000 ft 10 iml I ..-.. w---- Steel Column Base Plate II Description Base General Information Code Ref: AISC 9th Ed ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Loads Steel Section HSS3-1/2x3-1/2x1/4 Section Length 3.500 in Axial Load 7.00 k Section Width 3.500 in X-X Axis Moment 1.90 k-ft Flange Thickness 0.233 in Web Thickness 3.500 in Plate Dimensions Plate Length 10.000 in Allowable Stresses Plate Width 10.000 in Concrete fc 3,000.0 psi Plate Thickness 0.500 in Base Plate Fy 36.00 ksi • • • • Load Duration Factor 1.000 • • Support Pier Size Anchor Bolt Data • ' • • • • • • • • Pier Length 36.000 in Dist. from Plate Edge (• 90o � � Pier Width 36.000 in Bolt Count per Side � o Tension Capacity • � � 5.500 I Bolt Area C•44G*,ri2. �' • ' Summary Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 242.3 psi Allow per AC1318-95, A3.1 = 0.3 ' f'c ' Sgrt(A2/A1) ' LDF 1,800.0 psi Allow per AISC J9 2,100.0 psi Plate Bending Stress Thickness OK Actual fb 25,256.0 psi Max Allow Plate Fb 27,000.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.195 k Allowable 5.500 k BaseolStttlN • • 000000 •••••• •••••• • Partial Bearing : Bolts in Tension ;' • ' • • • • •• 12 ciao www.hilti.us Profis Anchor 2.9.2 Company: Page: 1 Specifier: Project: Boris Address: Sub -Project I Pos. No.: Anchors Phone I Fax: Date: 6/8/2021 E-Mail: Specifier's comments: 9 Input data r, _ Anchor type and diameter: KWIK HUS-EZ (KH-EZ) 314 (6 1/4) t J 1r , ' • Effective embedment depth: her = 4.840 in., h. , = 6.250 in. • • • � • � � �' Material: Carbon Steel • • • • • • • • • • • • • • • • • • • Evaluation Service Report: ESR-3027 000000 • • • Issued I Valid: 7I1/2020 1 12/1/2021 000000 �00 • • _ Proof: Design method ACI 3181 AC193 •••• • ••• ••••• Stand-off installation: ea = 0.000 in. (no stand-off); t = 0.500 in. •• ••.� � • • • � � � � • ••i••• Anchor plate: I, x ly. x t = 10.000 in. x 10.000 in. x 0.500 in.; (Recommended plate thickness: not calculated • • • 0' Profile: Square HSS (AISC), HSS3-1/2X3-1/2X.250; (L x W x T) = 3.500 in. x 3.500 iro x OJKGin. • • • • •• • •••••• Base material: cracked concrete, 3000, fc = 3,000 psi; h = 24.000 in. • • • Reinforcement: tension: condition B, shear. condition B; no supplemental splitting reinforcem4o.f gr.OseRt • • 0 • • • • 0 edge reinforcement: >= No. 4 bar ;' •"' Seismic loads (cat. C, D, E, or F) no R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.) & Loading [lb, in.ib) :Z s=Q CPO 6 X y.. k4xd data and results mustbe checked for agreemem with the existing conditkm and for ptmmitA l PRORS Andior (c) 2003-2009 Hilo AG, FL-9494 Schmn Hilti is a roostered Trademark of Hilti AG, Schoan 13 www.hilti.us Profis Anchor 2.9.2 Company: Page: 2 Specifier: Project: Boris Address: Sub -Project I Pos. No.: Anchors Phone I Fax: Date: 6/8/2021 E-Mail: 2 Proof I Utilization (Governing Cases) Design values jib] Utilization Loading Proof Load Capacity ON / P, N Status Tension Concrete Breakout Strength 8,803 9.084 97 / - OK ... • Shear / • • • • • • Loading 9N Pv 4 Utilization �, yQ, 4t• • Statu:• • • Combined tension and shear loads - - • • • • • • • 3 Warnings ... •.. • Please consider all details and hintstwarnings given in the detailed report! • • • • • Fastening meets the design criteria! .. 4 Remarks; Your Cooperation Duties • •• • • • ...• • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, for•�ulas.a•nd security regulations in accordance with Hilli's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hild will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. 14 Footing A) Loads UPL ULT= 0.9D= Net Uplift= For 24" footing, Min. Footing Area= Use F-7242 PGravity= SB= Min. Footing Area= Then F-7242 OK 8.35kips (ULT) 0.9*(10*125ft2+60*2*9)/1000=2.1kips 8.35-2.1=6.25kips 6250/(2 * 150)=20.83ft2 6.72kips 2ksf 6.72/2=3.36ft2 .... . .. ..... ...... . . ..... . . .. . ...... .. ..... . 15 Rev: 580000 General Footing Analysis & Design Description Footing (Eccentric) General information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Allowable Soil Bearing 2,000.0 psf Dimensions... Short Term Increase 1.000 Width along X-X Axis 3.500 ft Seismic Zone 0 Length along Y-Y Axis 6.000 ft Footing Thickness 18.00 in Live & Short Term Combined Col Dim. Along X-X Axis 10.00 in fc 3,000.0 psi Col Dim. Along Y-Y Axis 10.00 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 150.00 pcf • • • o Min Steel /0 0.0014 • • Overburden Weight 0.00 psf Rebar Center To Edge Distance • 150 in • •' • We Loads • Applied Vertical Load... • • • • • • • Dead Load 3.100 k ...ecc along X-X Axis 19.000 in Live Load 3.700 k ...ecc along Y-Y Axis 0.0:0 in • • • : • • „ Short Term Load k ease • • • Creates Rotation about Y-Y Axis Applied Moments... (pressures @ left & right) Dead Load k-ft Live Load k-ft Short Term k-ft Creates Rotation about Y-Y Axis Applied Shears... (pressures @ left & right) Dead Load k Live Load k Short Term k Creates Rotation about Xere1em;• a • • (pressures @ top & h•i� • • • • • • • • k-ft k-ft •+•••• • • • • k-ft • • • • • Creates Rotation about X X Axii • +•• • • (pressures @ top & L•jt)• • • k • 000000 k • k Summary I Caution: X(static)ecc>1Nid 3.50ft x 6.00ft Footing, 18.Oin Thick, w/ Column Support 10.00 x 10.00in x O.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1,569.7 1,569.7 psf Max Mu 1.689 k-ft per It Allowable 2,000.0 2,000.0 psf Required Steel Area 0.389 in2 per ft "X' Ecc, of Resultant 11.210 in 11.210 in Shear Stresses.... Vu Vn ' Phi "Y' Ecc, of Resultant 0.000 in 0.000 in 1-Way 4.253 93.113 psi X-X Min. Stability Ratio No Overturning 1.500 :1 2-Way 6.913 186.226 psi Y-Y Min. Stability Ratio No Overturning Footing Design -- ---- - -- �j Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn' Phi Two -Way Shear 6.91 psi 5.18 psi 1.86 psi 186.23 psi One -Way Shears... Vu @ Left 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Right -1.78 psi -1.34 psi -1.45 psi 93.11 psi Vu @ Top 4.25 psi 3.19 psi 1.15 psi 93.11 psi Vu @ Bottom 4.25 psi 3.19 psi 1.15 psi 93.11 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru / Phi As Read Mu @ Left -0.31 k-ft -0.23 k-ft -0A4 k-ft 2.3 psi -0.39 in2 per ft Mu @ Right 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.0 psi 0.03 in2 per ft Mu @ Top 1.69 k-ft 1.27 k-ft 0.44 k-ft 8.9 psi 0.39 in2 per ft Mu @ Bottom 1.69 k-ft 1.27 k-ft 0.44 k-ft 8.9 psi 0.39 in2 per It 16 n Rai: ��oo General Footing Analysis & Design Description Footing (Eccentric) soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 0.00 1,569.69 548.81 548.81 psf DL + LL + ST 0.00 1,569.69 548.81 548.81 psf Factored Load Soil Pressures ACI Eq. C-1 0.00 2,348.75 821.19 821.19 psf ACI Eq. C-2 0.00 1,761.57 615.89 615.89 psf ACI Eq. C-3 0.00 959.18 335.36 335.36 psf [ACI Factors (per ACI 318-02, applied internally to entered loads) • • •� ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add'] 1.4" Facts• for•Seiimic •1!4•Jue • • • •: • ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add'] "0.9" Factoi!2r Se! mic l:.g<•J! • ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 • • • • • • • • • • • • • • i • ....seismic = ST ' : 1.100 Used in ACI C-2 & C-3 • •••• • •• ••••• •••••• • • • ••••• •• •• • •••••• • • • •• • •••••• • • • •• • • •••••• 17 6/18/2021 Florida Building Code Online <� �• � u-� m°� ��t BCIS Home I Log In I User Registration j Hot Topics j Submit Surcharge I Stats & Facts I Publications Contact Us BCIS Site Map Links Search U'r uctApproval O / USER: Public User Product ARWMVal Menu > Product or Aoolication Search > 8Rglication List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence FL15125-R4 Affirmation 2020 • • • • •••• •••••• Approved • • • • •••••• •• • •••••• • •••••• • • • • • •••• • •• ••••• ETD Doors •••••• • • ••.••• 1340 East Sixth Street • • • • • • 000000 • •••••• Los Angeles, CA 90021 • 213 622-2003 000000 • • fbc@buildingdrops.com • • • • • • • • • • • • • • •• • • Tal Hassid • • • • • • • fbc@buildingdrops.com : • • • • • Exterior Doors Swinging Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Hermes F. Norero, P.E. PE-73778 National Accreditation and Management Institute 12/31/2021 Locke Bowden P.E. Validation Checklist - Hardcopy Received • •_ :19 �. Referenced Standard and Year (of Standard) Standard Year TAS 201 1994 TAS 202 1994 TAS 203 1994 Equivalence of Product Standards Certified By Sections from the Code I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. https://floridabuilding.org/pr/pr_app_dU.aspx?param=wGEVXQwtDgsidcHd6ieP8OijbhO4caBQ68s7DDG%2bWLygxlVOa8BLGg%3da/o3d 1/3 6/18/2021 Florida Building Code Online rn 1s:i°e °A•II (it. BCIS Home ! Log In User Registration Hot Topic Submit Surcharge Stats & Facts Publications I contact Us BCIS Site Map Unks I Search Florida r O • � r'� Product Approval � USER: Public User Product Approval Menu > Product or Applkation Search > Aonikation List > Application Detail FL # FL15501-R3 Application Type Revision Code Version 2020 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Premium Estates Ricardo Palma # 843 Lima, NON -US 00000 (511)610-9110 premium.estates@hotmaii.com Hugo Pow Sang premium.estates@hotmai1.com Windows Fixed Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the PEDRO DE FIGUEIREDO Evaluation Report Florida License PE-52609 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2020 Validated By Jesus Gonzalez, P.E. Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1211110F7-1I- 11i Standard Year TAS 201 1994 TAS 202 1994 TAS 203 1994 hftps://floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvKmQdIOUtQtmB3ZNXNiIONH 1 LSt6p/*2bPm9vknJ7wiKtDZQp/o3d%3d 1 /2 6/18/2021 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 07/27/2020 Date Validated 08/02/2020 Date Pending FBC Approval 08/04/2020 Date Approved 10/13/2020 Summary of Products FL # Model, Number or Name Description 15501.1 Series F4000 Mahogany Fixed Impact Mahogany Fixed Impact Windows Windows Limits of Use Installation Instructions Approved for use in HVH2: Yes FL15501 R3 II 20-099 DWG.pd Approved for use outside HVHZ: Yes Verified By: Pedro De Figueiredo 52609 6000 Impact Resistant: Yes Created by Independent Third: arty:•Y's • • • • • • Design Pressure: +75/-83 Evaluation Reports Other: Products to be manufactured, designed, and installed FL15501 R3 AE 20-099 PER.=' • • • • • • • per drawing per 20-099 Created by Independent Third•P6Kryes • • Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-182� • • • • • • a • ! • •••a•• • The State of Florida is an AA/EEO employer. �y�ht 2007-2013 State of Florida.:: Privacy Statement :: Accessibi�ty Staterru:nt :: Refund Statement • • • • Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, dp nc6 sendWiectronic • • • • • • mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.087.13950 'Pursuant Iv Secwpo 455.275(1) Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with ar'emailtadd•ess if they have one. The email • • • • provided may be used for official communication with the licensee. However email addresses are public record. If you do not Righ to s9pply a personal address, please• • provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, I" pida e•lick here . Product Approval Accepts: • Credit Card safe https://floridabuilding.org/pr/pr_app_dd.aspx?param=wGEVXQwtDgvKmQdIOUtQtmB3ZNXNilONH 1 LSt6%2bPmgvknJ7wlKtDZQ%3d%3d 2/2 398 E Dania Beach Blvd. HOWLDING DROPS Suite 338 Dania Beach, FL 33004 A Perfect Solution in Every Drop! 954.399.8478 PH Certificate of Authorization: 29578 954.744.4738 FX contact@buildingdrops.com . . .... ...... Of ...... .. . ...... ETO Doors .. .... . .. ..... Wood Opaque Outswing ...... ..:..' Bmpact Rated Doors ...... . . .. . ...... for .. ...... Florida Product Approval LD l Reps r� No. 62 o l Current Florida Building Code Method: Category: Sub — Category: Product: Material: Product Dimensions: I — D (Engineering Evaluation) Exterior Doors Swinging Exterior Door Assemblies Wood Opaque Outswing Impact Raged Doors Mahogany (Min. S.G.=0.44) 98.50" x 97.25" Prepared for: H7L DooBPS LUz Q' 3 M ", Prepared by: C7Me5 �. 'jv0o ra ro, Florida Professional Engineer # 73778 Date:06/18/2019 Contents: Evaluation Report Pages 1-4 Digitally signed by Hermes F Norero Reason: I am approving this document Date: 2019.06.19 18:30:59-04'00' %%%% tiaoto�eoao®oo 0 00 ° �,\ E o N 7 7 0 0 0 S A OF �o 0� e O 000®ASS` ,, �G� �4000 Hermes O bum 6 Florida No. 73778 //O,\\\ BUILDING A Perfect Solution in Every Drop! Certificate of Authorization: 29578 FL*:FL1S125 Date: 06/18/2019 Report No: 6287 Manufacturer: ETO Doors ••.• Product Category: Exterior Doors : • .' Product Sub -Category: Swinging Exterior Door Assemblies • • •; • Compliance Method: State Product Approval Method (1)(d) • • • • • • Product name: Wood Opaque Outswing Impact Rated Doors 98.50" x 97.25" ' (Impact) ' Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL # 73778) for ETO Doors based on Method 1d of the State of Florida Product Approval, Florida Department of Business and Professional Regulation - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the Florida Building Code. See Installation Instructions ETO003, signed and sealed by Hermes F. Norero, P.E. (FL # 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the Florida Building Code, including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product complies with Chapter 16 of the Florida Building Code and does not require an impact resistant covering. 4. Site conditions that deviate from the details of drawing ET0003 require further engineering analysis by a licensed engineer or registered architect. 5. See Installation Instructions ET0003 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 4 BUILDING DROPS FL#: FL15125 Date: 06/18/2019 A Perfect Solution in Every Drop! Report No: 6287 Certificate of Authorization: 29578 Quality Assurance: The manufacturer has demonstrated compliance of products in accordance with the Florida Building Code for manufacturing under a quality assurance program audited 0000 by an approved quality assurance entity through National Accrpditatior, &•�• `••••• Management Institute, Inc. (FBC Organization #QUA1789)0• •' ...... Performance Standards: The product described herein has been tested per: • .... . .. ..... ...... . . ..... �..... o TAS 201-94 ...... o TAS 202-94 "; • • • • © TAS 203-94 .. � � . • • .. . ...... Referenced Data: • • • • • • 1. Product Testing performed by Certified Testing Laboratories (FBC Organization # TST1577 ) Report #: CTLA 2022W, Report Date: 12/15/2011 2. Quality Assurance National Accreditation and Management Institute (FBC Organization #: QUA 1789) Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 BUILDING DROPS A Perfect Solution in Every Drop! Certificate of Authorization: 29578 Installation: 1. Approved anchor types and substrates areas follows: FL#: FL15125 Date: 06/ 18/2019 Report No: 6287 •••• Through Frame Installation: A. For two by (2X) wood buck substrate, use #10 Wood Screw type• �st:llation,�.n; hors of90 sufficient length to achieve a minimum embedment of 1.50" ir`tb t i!�•wood go:•5st:ate. .•..:. ...... B. For concrete or masonry substrate where one by (1X), non-str%.t;0r��, woo: racK;ng is .• ..... employed, use 3/16" diameter ITW Tapcon type concrete screw.?;;.hors o; sufficient length to achieve minimum embedment of 1.25" into concreteo)r.-:.asonry.' "" •••f•• . C. For concrete or masonry substrate where wood bucking is NO; employed,'ousf ��,116 • diameter ITW Tapcon type concrete screw anchors of sufficieiit:4nt th to ;chie.e �•••• minimum embedment of 1.25" into concrete or masonry. • D. For steel stud substrate, use #10-16 ITW Tek Screw type installation anchors of sufficient length to achieve a minimum three threads penetration beyond steel structure. Refer to Installation Instructions (ETO003) for anchor spacing and more details of the installation requirements. Design Pressure: Design Pressure Positive 60 PSF Negative 60 PSF Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 INSTALLATION NOTES: 1. ONE (1) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN. 2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED IS THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF ±1/4 INCH OF THE DEPICTED LOCATION IN THE ANCHOR LAYOUT DETAIL (I.E., WITHOUT CONSIDERATION OF TOLERANCES). TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. 4. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM(S). MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4 INCH. SHIM WHERE SPACE OF 1/16 INCH OR GREATER OCCURS. SHIM(S) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. 5. FOR INSTALLATION INTO WOOD FRAMING USE #10 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1 1/4 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. 6. FOR INSTALLATION THROUGH 1X BUCK TO CONCRETE/MASONRY, OR DIRECTLY INTO CONCRETE/MASONRY, USE 3/161NCH DIAMETER ITW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 1 1/4 INCH MINIMUM EMBEDMENT WITH 2 1/2" MIN. EDGE DISTANCE. 7. FOR INSTALLATION INTO STEEL STUD FRAME USE #10-16 TEK SCREWS OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM 3 THREADS PENETRATION BEYOND STEEL STRUCTURE. 8. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING. 9. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING. 10.FOR HOLLOW BLOCK AND GROUT FILLED BLOCK, DO NOT INSTALL INSTALLATION ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE IS MEASURED FROM FREE EDGE OF BLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL OF BLOCK. 11.INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BY THE ANCHOR MANUFACTURER. 14.INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A. WOOD - MINIMUM SPECIFIC GRAVITY OF 0.55. B. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. C. GROUT -FILLED CMU- UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 1924 PSI AND GROUT CONFORMS TO ASTM C 476, MINIMUM GROUT COMPRESSIVE STRENGTH OF 2000 PSI. D. HOLLOW BLOCK CMU - UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 1924 PSI. E. STEEL- MINIMUM YIELD STRENGTH OF 36 KSI. MINIMUM WALL THICKNESS OF 48 MIL (0.048" or 18 GAUGE). MIN. 1/2" EDGE DISTANCE. 4 ✓ / J1and. iIN GENERAL NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH THE CURRENT EDITION OF THE FLORIDA BUILDING CODE (FBC), INCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: • TAS 201-94 • TAS 202-94 • TAS 203-94 2. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE/MASONRY AND 2X FRAMING AS A MAIN WIND FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 3. 1X AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO THE STRUCTURE. BUCK DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON-HVHZ AND TO BE REVIEWED BY BUILDING OFFICIAL FOR HVHZ. DEVIATION FROM NOA REQUIRES ONE TIME APPROVAL BY MIAMI-DADE COUNTY RER. 5. APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. DOOR FRAME MATERIAL: SOLID MAHOGANY 7. DOOR FRAME MATERIAL: MAHOGANY (MIN. S.G.=0.44). ALL WOOD COMPONENTS TO BE EQUAL OR STRONGER. 8. IN ACCORDANCE WITH THE FBC, WOOD COMPONENTS SHALL HAVE BEEN PRESERVATIVE TREATED OR SHALL BE OF A DURABLE. 9, IN ACCORDANCE WITH THE FBC, DISSIMILAR METALS INCLUDING FASTENERS THAT MAY COME INTO CONTACT WITH ALUMINUM UNIT FRAMING SHALL BE PROTECTED. TABLE OF CONTENTS SHEET REVISION SHEET DESCRIPTION 1 B INSTALLATION & GENERAL NOTES 2 B ELEVATIONS & ANCHOR LAYOUTS 3 B ELEVATION, ANCHOR LAYOUT, & PANEL DETAIL 4 B VERTICAL & HORIZONTAL SECTIONS 5 B HORIZONTAL SECTIONS 6 B COMPONENTS & BILL OF MATERIALS 7 B QUALIFIED CONFIGURATIONS DESIGN PRESSURE RATING DESIGN PRESSURE -ALL SIZES MISSILE IMPACT RATING +60/- 60 PSF RATED FOR WATER INFILTRATION LARGE AND SMALL MISSILE IMPACT RATED Digitally signed by Hermes F Norero Reason: I am approving this document Date: 2019.06.19 18:53:00-04'00' F •• • •••• ETO DC.7RS • • �.,I ' • • • • •10-40 E. 6TH !O'A_Er • • • • • • • .`n.ANGELES, CA 9Q0021 • PH: (213) 622-2003 • • • • • • • OMW.ETODIK•:S.CO•. • • • �i• • n •••••• • • Vim •••• v) • • •••,%•i O O •'• •• •.• F �e W�) • f10 • V. �jmve o A's • C7 o I— Z Q•U •qQ . . z . 4 • co—* -V er 0 Z Q W •••�••a=x� • L Z Z V 25 W O m Q Q 021 3 3� m CO Co 0 w LU o: LUJ � a REMARKS BY DATE 5TH ED. FBC CODE UPDATES BB 05.20.15 6TH ED. FBC CODE UPDATES LL 06.18.19 THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC SITE IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE LATH THIS DOCUMENT oe�e.p4Iifi1l,, ° 0 0°� 7 po o � � o q 0 0 o GP o c V A ��p OF o , e:9 ° O IDP`° ° ®B� F NOR\ Dp0® 398 E' fI1I IIN9 FD�(No IN e DANIA 8E�CM; F13004 FBPE CERT. OF AUTHORIZATION No. 29578 FL#: FL15125 DATE: 12.08.11 DWG. BY: CHK. BY: JL,4 I HFN SCALE: NTS DWG. #: ET0003 SHEET: OF 7 L n HE 9' WIDTH 98.50" PANEL MAX. D.L.O. MAX. WIDTH 49.00" WIDTH 37.16" B C SEE DETAIL A 4 4 NIT 1AX. IGHT I I 1.25" PANEL rH MAX. HEIGHT FINACTIVE 95.50" 5 ACTIVE 5 D. L.O. MAX. HEIGHT 80.53" \ I ® 17 / I I 6.00" MAX. FROM CORNER TYP 21.00" MAX. O.C. (TYP.) OVERALL UNIT MAX. WIDTH 98.50" PANEL MAX. D.L.O. MAX. ®® • WIDTH49.00" WIDTH37.16" •E•I U •• L)OORS •••••• �: • • • B C • • • 13,0 * WH STREET • SEE DETAIL A 4 4 • I LOS•ANr,& ES•CA • •••..•• • ..•..• II • PH:1213)622.2003 000009 WWW.EOJDOORS.CONO • i••• • •• U •.•••• i••••E yyu•N ••i•(/1 •�i • •'•UNIT rrl 17 UJ O F- do�MAX. I I • • • •�• • V) O • 0 m LL oi•c HEIGHT 13 \ f a lin �� Q• o .Q.Q 97.25" FH \ G •aj� i Q • • �7 :j• : •-: •• )i •O • Z•�_v=LL• PANEL 5 I I 5 5 0W`u•:• oWo' 3 G MAX.INACTIVE I I ACTIVE a Q w 5 HEIGHT - - - - - D - - �s m m " 95.50 0 D.L.O. 17 4 7u; a a J MAX. \\ I ® SPRINGLINE Lu a HEIGHT \ I I MAX. 80.5311 E HEIGHT REMARKS BY DATE 4 48.88" 5TH ED. FBC CODE UPDATES BB 05.20.15 I I 6TH ED. FBC CODE UPDATES LL 06.18.19 4 SEE DETAIL A SEE DETAIL B ELEVATION 6" 6" 18" MAX. 3" 3" O.C.(TYP.) 511Y e l� 1 y �, INSTALLATION _ ANCHOR, TYP. / \ M TAH R _ 6.00" MAX. FROM CORNER TYP 1" BOLT ENGAGEMENT ,,,-WOOD CAP i 21.00" MAX. O.C. (TYP.) 3/8" THREADED ROD J W/ NUT THROUGH STILES & TOP/ BOTTOM RAIL, TYP. A —mil 4 � SEE DETAIL A SEE DETAIL B ELEVATION 6" 6" 3" 3" 18" MAX. I I O.C. (TYP.) ANCHOR LAYOUT 0 OAX. a I ;TYP.) o o 0 0 INSTALLATION ANCHOR, TYP. 6.00" MAX. FROM CORNER TYP 6.00" MAX. FROM CORNER TYP ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE OATH THIS DOCUMENT 0oeoos.e9sIloll/, Ap® 0 O pdoe s '°�'•�°E°°S° �1o�o 00 o 0 sA e �o 0 F O IpP,> �ci�t✓Qoo \ o s ° O E�E�.E_ S'�✓/ q �1g�A P.E, eOP 3778 INC 398 E�tlAMA� BEACH BLVD. # 338 DANIA BEACH, FL 33004 FBPE CERT. OF AUTHORIZATION No. 29578 FL#: FL15125 DATE: 12 ° 08.11 DWG. BY: CHK. BY: JLA HFN SCALE: NTS DWG. #: FT0003 SHEET: OF 7 UNIT MAX. HEIGHT 97.25" PANEL MAX. F HEIGHT 95.50" S D. L.O. MAX. HEIGHT 80.53" 21.00" MAX. O.C. (TYP.) f OVERALL UNIT MAX. WIDTH 49.25" PANEL MAX. _ WIDTH 48.00" D.L.O. MAX. WIDTH B C 4 4 14 ACTIVE U SPRINGLIKE MAX. HEIGHT 73.04" 1 ELEVATION" SEE DETAIL B _ 18" MAX. P. ) INSTALLATION ANCHOR, TYP. )0" MAX. FROM CORNERTYP 18" MAX. —4 I 6.00" MAX. FROM O.C. (TYP.) f CORNER TYP ANCHOR LAYOUT WOOD CAP / 3/8" THREADED ROD \ \ / W/ NUT THROUGH STILES & TOP/ ETAM A BOTTOM RAIL, TYP. 1.25" O.A. PANEL DEPTH 0.50" PLYWOOD PANEL CORE ;LINTERIOR 0.48" PANEL / BITE MAHOGANY PANEL EXTERIOR VENEER �118X1"WOOD TREMCO TREMSILL SCREW @ 6" O.C. 600 SILICONE �FULL PERIMETERPANELE�A�� � . .... ...... • • ETD DOORS • • • 13ACEM'i!1'TREET • • • • • • • LOS AP�:�LES, *A 90021• • • • • • PH:(2131622-2003 • • • • WWW.ETCT,)OORS.COM • F- m • • •��• •G•7 0 •••••• w o > • vi t•:••••„ pJm�^o o aW =Q• • • Q UU ^� `�iw d-:- NQ0 U �• •• vai •� Z w �i••vi-•- • •� C• Q Z• • * a = •' Q•••••• Z Z d LL 3 �� O ff•a O3 a F m m m m W w a F- 11J 1- a REMARKS BY DATE 5TH ED. FBC CODE UPDATES BB 05.20.15 6TH ED. FBC CODE UPDATES LL 106.18.19 THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN. A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE MATH THIS DOCUMENT ®0000er,aaaaafill o 0 0 7 °0 0 a � o 4 o S o q o, OF 0 o 0 o oO,�� JLID �ROP37377 398 E. DANIA BEARRCOOHPP BLVD. Q 338 DANIA BEACH. FL 33004 FBPE CERT. OF AUTHORIZATION No. 29578 FL#: FL15125 DATE: 12°08° 11 z DWG. BY: CHK. BY: JLA HFN SCALE: NTS DWG. #: ET0003 SHEET: OF 7 CONCRETE/ MASONRY 3/4" MIN. BY OTHERS EDGE DISTANCE a MIN #10 WOOD SCREW 3/4" MIN.IIIIIIIIIIJIIIIIII CAULK BETWEEN INSTALLATION ANCHOR EDGE DISTANCE CONCRETE/ MASONRY & 2X #10-16 ITW TEK °.' - °� ..,.� ' IIIIIIIIIIN 1 1/2" MIN. INSTALLATION ANCHOR WOOD BUCK BY OTHERS EMBEDMENT N 2X WOOD BUCK : . ° ' MIN. 18 GA. STEEL BEYOND METAL STRUCTURE • • • • •' MIN 3 THREADS PENETRATION ..;' 1/4" MAX. 1/4" MAX. • • • • • ETu nn�T ° e BY OTHERS � �' STUD BY OTHERS _ • • 1340 E. 6TN STREET • • • • : • SHIM SPACE EXTERIOR FINISH EXTERIOR FINISH ':' ••••••LosANGLLlF.2*20:3 z1 • SHIM SPACE PH:(2���•?�20�3 •••••• BY OTHERS BY OTHERS . . www.ET0000Rs.conn ••.••• PERIMETER CAULK • •• z m ••••• BY OTHERS •: o :...::� o..... PERIMETER CAULK 1 BY OTHERS 1 "00-i' z w o• �� F O ��war• • ••• • • v m " of `r c 10 12 :ALL: .;N o VUT1'=. 10 .t .. u Q.�.,... 3 (4) #8 FHS PER a Q p •Z m m m ?� 00c••t z . .. . ?}}. Z Z.T. LL •.. 3 (4) #8 FHS PER p u :...;.� w w • BASE PLATE (#12) p Q cc3 O.A. O.A. s m BASE PLATE(#12) om " m UNIT 8 11 UNIT g 11 Lu HEIGHT HEIGHT EXTERIOR INTERIOR EXTERIOR INTERIOR w REMARKS BY DATE (2) #8 FHS & (2) #10 FHS PER (2) #8 FHS & 5TH ED. FBC CODE UPDATES BB 05.20.15 SEE PANEL SURFACE BOLT SEE PANEL (2) #10 FHS PER DETAIL 1 ASSEMBLY (#11) DETAIL 1 SURFACE BOLT � 6TH ED. FBC CODE UPDATES a 06.18.19 ASSEMBLY (#11) 4 0 VERTICAL _ON A HEADWOOD BUCK SEE PANEL DETAIL 1� / EXTERIOR O.A. UNIT HEIGHT — PERIMETER CAULK BY OTHERS CONCRETE/MASONRY BY OTHERS 3/16" ITW TAPCON INSTALLATION ANCHOR (2) #8 FHS & (2) #10 FHS PER SURFACE BOLT ASSEMBLY (#11) rr. �rri,ri,� a M d a 2 1/2" MIN. EDGE DISTANCE VERTICAL SECTION SILL - CONCRETE/MASONRY (4) #8 FHS PER BASE PLATE (#12) 1 1/4" MIN. EMBEDMENT SEE PANEL DETAIL 1 EXTERIOR SEE PANEL DETAIL 1 INTERIOR INTERIOR J J EXTERIOR SEE PANEL SEE PANEL DETAIL 1 DETAIL 1 rE`HOMZONTALSECTION- Ill'-V MI®STILE- OPAQUE ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC SITE IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE P4TH THIS DOCUMENT oo��e.yalllliPf®B� p 0 o 7 O o 6 7 ^ d 4 lHJ ' O Q � o O oOFn. o a o o O IDp,oa o00 G\ D°o 0s �t Qa4� E. �/I/ FLOto l�1 �APE.AIi3 Ce 398 E. DANIA BEDARCOHP BLVD. 0 338 DANIA BEACH, FL 33004 FBPE CERT. OF AUTHORIZATION No. 2957E FL#: FL15125 DATE: 12.08.11 ' DWG. BY: CHK. BY: JLA HFN SCALE: NTS DWG. #: ET0003 OF 7 11/2 " MIN. 1 1/4" MIN. EMBEDMENT 1/4" MAX. 1/4" MAX. EMBEDMENT ,.;. :.::• :. SHIM SPACE SHIM SPACE 3/4" MIN. 2 1/2" MIN. EDGE DISTANCE °' � EDGE DISTANCE INTERIOR INTERIOR l d J 10 1 #10 WOOD SCREW____------.--, INSTALLATION ANCHOR CONCRETE/ MASONRY ' BY OTHERS —�� CAULK BETWEEN CONCRETE/ MASONRY & 2X WOOD BUCK BY OTHERS 2X WOOD BUCK BY OTHERS EXTERIOR FINISH ' BY OTHERS PERIMETER CAULK BY OTHERS SEE PANEL DETAIL 1 (2) #8 FHS & (2) #10 FHS PER SURFACE BOLT ASSEMBLY (#11) EXTERIOR O.A. UNIT WIDTH EHORIZONTAL SECTION HINGE JAMB - 2X WOOD BUCK INTERIOR \#10 X 2-1/2" FHSMS EXTERIOR 3" FROM END & 12" O.C. VERTICALLY 110,1111, lift JOIN vASTRAGAL D SEE PANEL DETAIL 1 r SEE PANEL DETAIL 1 SEE PANEL DETAIL 1� EXTERIOR O.A. UNIT WIDTH HORIZONTAL SECTION HINGE JAMB - CONCRETE/MASONRY 1/4" MAX. SHIM SPACE INTERIOR SEE PANEL DETAIL 1� EXTERIOR O.A. UNIT WIDTH I HORIZONTAL S C7I I LOCK JAMB - STEEL STUD 3/16" ITW TAPCON INSTALLATION ANCHOR CONCRETE/ MASONRY °— BY OTHERS .:. CAULK BETWEEN CONCRETE/ MASONRY & 1XWOOD BUCK BY OTHERS 1X WOOD BUCK BY OTHERS EXTERIOR FINISH BY OTHERS PERIMETER CAULK BY OTHERS MIN. THREE THREADS PENETRATION BEYOND STEEL STRUCTURE 2 1/2" MIN. o EDGE DISTANCE 0 0 #10-16 TEK SCREW INSTALLATION ANCHOR MIN. 18 GA. STEEL STUD BY OTHERS EXTERIOR FINISH BY OTHERS PERIMETER CAULK BY OTHERS 1. • • • 1340 E. 6TH STREET • • • SOSANGIj*S? jk*1n*021 • • •••••• PH:(213o5i2-20C.; ••••••.. • • • o • . W W W.ETODOO S.COM •••••. ...• .. •V•I•• • ••z m ••••.• tip; . 0(•,.., as • ... N .,. WU• +J • a o g , •;• wo • o F- .. ro O3 ao• j .•X ri W r� • S M n Mo orF a e•'• U •� � m m•' •• 8 so �. .. Z z z ,:•LL Is . oo m O� N •.•••s] Oa • J 3 � m co o co _ 0 w J W W ol� � a REMARKS BY IDATE 5TH ED. FBC CODE UPDATES BB ILL 05.20.15 6TH ED. FBC CODE UPDATES 06.18.19 ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDIRONS FOR A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE VATH THIS DOCUMENT 0o040e�pIll. IIfill BO p oe 0 E °S e '� o 7 $ 0 0 S A OF OF],pR Fcrlog6R���.E. a�LfltiV�� 'NOP�S, 3NC8 398 E. DANIA BEACH BLVD. Q 338 DANIA BEACH, FL 33004 FBPE CERT. OF AUTHORIZATION No. 29578 F#L:FL15125 DATE: 12.08.11 DWG. BY: JLA CHK. BY: HFN SCALE: NTS DWG. #: ET0003 SHEET: OF 7 BILL OF MATERIALS ITEM NO. DESCRIPTION MATERIAL MANUFACTURER/NOTES 1 DOOR FRAME MAHOGANY ETO DOORS 2 OUTSWING THRESHOLD ALUMINUM ENDURA 3 TOP RAIL MAHOGANY ETO DOORS 4 BOTTOM RAIL MAHOGANY ETO DOORS 5 MIDRAIL MAHOGANY ETO DOORS 6 STILE MAHOGANY ETO DOORS 7 ASTRAGAL MAHOGANY ETO DOORS 8 GLASS STOP MAHOGANY ETO DOORS 9 RAISED PANEL MAHOGANY W/ PLY WOOD CORE ETO DOORS 10 WEATHERSTRIP Q-LON SCHLEGEL 11 SURFACE BOLTS STAINLESS STEEL ROCKWOOD 12 STRIKE PLATE STAINLESS STEEL -- 13 3 POINT LOCK SYSTEM STEEL W&F 3000-1-4070 14 2 POINT LOCK SYSTEM STEEL W&F 3027-12-6033 15 HINGE STEEL HAGAR 16 DOOR SWEEP VINYL -- 17 DEADBOLT LOCK STEEL HUTTIG/C&C nTOP RAIL (� l BOTTOM RAIL MAHOGANY \\� JJ MAHOGANY O �01 5.00" 9.00" 1.75" 1.75" ASTRAGAL MAHOGANY I WEATHERSTRIP Q-LON 0.688" LA 0.550" 0.122" PANEL STOP 9 RAISED PANEL MAHOGANY MAHOGANY W/ PLYWOOD CORE 0.89" 0.99" —I �7— (: �� SURFACE BOLT STAINLESS STEEL 8.00" 0.250" O O O OO NnTFS- 1. MAHOGANY MIN. S.G.=0.44 2. IN ACCORDANCE WITH THE FBC, ALL WOOD COMPONENTS SHALL HAVE BEEN PRESERVATIVE TREATED OR SHALL BE OF A DURABLE SPECIES. 1 DOOR FRAME MAHOGANY STRIKE PLATE 2 1/8"STAINLESS STEEL —1 2.40" 5 MIDRAIL MAHOGANY 2 OUTSWING THRESHOLD ALUMINUM 6063-T5 W/ OAK FILLER i r—VEW 1.81" 5.81" (�)STILE MAHOGANY 5.00" �— 5.00" 1.75" 1.75" 13 3 POINT LOCK SYSTEM (�) 2 POINT LOCK SYSTEM STEEL STEEL 10.00" C� 0 1.25" • • ETO ��•.1t6 •••••• •••0 1340E.6.TH'T•REET �• LOS ANGiLES, •'1021 • �••••• PH:(213!Lt2-20l3 •••••• • • • . • • W W W.ETODO CIRS.COM ...•. •N • n • •• z m ••••• — O1 • E • •7 G•• Q W VI • d m•�t�•�•• O J m if ^ • i�i•0?w • a-c •?ui Ga :•. •p Qa%.N • • Q •' 2 • • • l> m m—.t 99 CC.4L • sa•i•..:.. a• .0 oG 0 f r ._ Zz•LLL 3 • ......� oo m 0Q um • Jw 3 06 Y m m ', 0 w W � Q J n. W a � a REMARKS BY DATE 5TH ED. FBC CODE UPDATES BB 05.20.15 106.18.19 6TH ED. FBC CODE UPDATES LL ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC SITE IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE MATH THIS DOCUMENT ®oo�daoesato�io s ®®o 0 , e000 0 of ' °V E o 7 0 o O � P 4 d 0 0 OF e o a o ° °e ° e000 � o asp/ S p Los P.-a" § 730i78 .E. 6ROPS, INC 398 E. DANIA BEACH BLVD. 0 338 DANIA BEACH, FL 33004 FBPE CERT. OF AUTHORIZATION No. 29578 FL#: FL15125 DATE: 12.08° 11 DWG. BY: CHK. BY: JLA HFN SCALE: NTS DWG. #: ET0003 SHEET: OF 7 48.00" MAX. WIDTH ALL ELEVATIONS SHOWN ALSO QUALIFY 84" AND 80" HEIGHTS AND ANY OTHER CUSTOM SIZES SMALLER THAN TESTED. NOTE: DOOR PANELS MAY BE RECTANGULAR, ARCH, OR ROUND TOP. ROUND RECT. ROUND TOP TOP • o • • ET8 LGLIRS •••••• • • • • 1340 F•F•T�STREET so LOSAI•iELEiC*90021 • •••••• PH: (A622-?J03 ••soo• • ••••o• WWW.ETOCqRORS.COM • s •_• • •v •••• • •• U m•oo•• N z m • E• Lu^ Z • 0-0••• O oK a^•o • O • •CL`•�� • O • ••: 1 • •• (j mw,m°_ • a o.�:•••'i •.•• _•) • • Z j. d LL Iso G� z ...•• o 0 o m O a 0 J 3 m " DO m _ 0 ui c Q 1 FLu - F- a REMARKS BY I DATE STH ED. FBC CODE UPDATES BB 05.20.15 6TH ED. FBC CODE UPDATES LL 106.18.191 ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HERON, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE STE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT Q000eoaaisote�a� A d® 0 0 7 p o 0 7 a q o 0 0 a SA o OF �' o 0 0 11) 4�000 �p�Rg o BSA'S Q i ID lt)I •diia�Ps,73i P.E.is 398 E DANIA BEACH BLVD. 9 338 DANIA BEACH, FL 33004 FBPE CERT. OF AUTHORIZATION No. 29578 FL#: FL15125 DATE: 12°08° 11 DWG. BY: CHK. BY: JLA HFN SCALE: NTS DWG. #: FT 0003 SHEET: 07 OF 7 10/15/2020 Florida Building Code Online BCIS Home Log In User Registration Hot Topics Submit Surcharge I Stats & Facts i Publications Contact Us BaS Site Map Links Search OJ� Approval USER: PubllcUser �I Product Approval Menu > Produd or Application Search > AaWlg tion List > Application Detail . I FL # FL20359-113 Application 'type Revision Code Version 2020 Application Status Approved Comments Archived Product Manufacturer Mr -Glass Doors & Windows Manufacturing, LLC Address/Phone/Email 8051 NW 79th Place Medley, FL 33166 (305)470-8284 ullses@mrglasswindows.com Authorized Signature Ulises Senaris ulises@mrglasswindows.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Horizontal Slider Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Jalal Farooq Evaluation Report Florida License PE-81223 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 08/27/2025 Validated By JAVAD AHMAD PE, INC. Validation Checklist - Hardcopy Received Certificate of Independence FL20359 R3 COI SS - Series MG-300 Alum HR ( MI- MI) -CI 2020.pjJ—f Referenced Standard and Year (of Standard) Standard TAS 201 TAS 202 TAS 203 Equivalence of Product Standards Certified By Sections from the Code YARE 1994 1994 1994 https://floridabuilding.org/pr/pr_app_dtl.asp)Oparam=wGEVXQwtDqua%2flMZ8n5CNatyGogDkVRBrIOZz2ETOJYmBrHl61 MFhQ%3d%3d 112 10/15/2020 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products 08/05/2020 08/05/2020 08/11/2020 10/13/2020 FL Model, Number or Name Description 20359.1 Series MG-300 Aluminum Horizontal Large missile impact resistant aluminum horizontal sliding Sliding Window window. Limits of Use Installation Instructions FL20359 R3 II SS Series MG-300 Alum HR (LMI_) DWG Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes W16-26 2020.pd-f Impact Resistant: Yes Verified By: Jalal Farooq PE # 81223 Design Pressure: +90/-140 Created by Independent Third Parry: Yes Other: See attached drawing W16-26 for span vs. load Evaluation Reports FL20359 R3 AE SS - Series MG-300 Alum _HR (LMI) - PAE combination and installation details. 2020. p-Of Created by Independent Third Parry: Yes 20359.2 Series MG-300 Aluminum Horizontal Small missile impact resistant aluminum horizontal sliding Sliding Window window. Limits of Use Installation Instructions FL20359 R3 II SS - Series MG-300 Alum _HR (SM) DWG Approved for use in HVHZ: Yes Approved for use outside HVHZ, Yes W16-28 2020.pdff Impact Resistant: Yes Verified By: Jalal Farooq PE # 81223 Design Pressure: +90/-140 Created by Independent Third Party: Yes Other: See attached drawing W16-28 for span vs. load Evaluation Reports F1.20359 R3 AE SS Series MG-300 Alum HR (SMI) - PAE combination and installation details. 2020.8.d[ Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road Tallahasece FL 22399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. =ugh nrn-2o13 S1ra of Florida :: Privacy Stateme :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails ses are al address, please provide the may Departmentowith anofficial ema l address whmunication ich canith the be made available However to the publics o determine ilic f record. are a� licensee under Chapter 455, F Su do not wish to supply a r, please dick here . Product Approval Accepts: Credit Card safe t=tag'�Eto oQ,oa, helps:lJfloridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDqua%2flMZ8n5CNatyGogDkVRBrIOZz2ETOJYmBrH161 MFhQ%3d%3d 2/2 AL-FAROOCI ATM :' . CONSULTING ENGINEERS & PRODUCT DEVELOPMENT i4. August 5, 2020 Product Approval Administrator Building Codes & Standards Section Department of Business & Professional Regulations 1940 North Monroe Street, Suite 90 Tallahassee, FL 32399-2100 Ref: Mr -Glass Doors & Windows Manufacturing LLC. Series MG-300 Aluminum Horizontal Sliding Window (L.M.I. and S.M.I.) Certificate of Independence To whom it may concern, As the design engineer retained by Mr -Glass Doors & Windows Manufacturing LLC. on the product referenced above, I do hereby declare that I do not have and will not have any financial interest in any company manufacturing or distributing the above referenced product, nor do I have or will have any financial interest with any other entity involved in the approval process of the product. Sincerely, \0%t t111111j,//! FARO O �P. ' �tGEYS�c •.Q NoN�O STk/�� NAL Sealed: 8/5/2020 Jalal Farooq, P.E. CFO 9360 Sunset Drive, Suite 2201 Miami, FL 33174 1 T: 305.264.8100 1 F: 305.262.6978 1 www.afcens.com I alfarooq@afceng.com `I i AL CONSULTING ENGINEERS & PRODUCT DEVELOPMENT PRODUCT APPROVAL EVALUATION RULE CHAPTER #61G20-3 o METHOD i OPTION D FL 20359 Date:08/04/2020 Detailed Product Description: Manufacturer: MR -GLASS DOORS & WINDOWS MANUFACTURING, LLC. Manufacturer Address: 8051 NW 791h PLACE, MEDLEY, FL 33166 Model Name: SERIES MG-300 ALUMINUM HORIZONTAL SLIDING WINDOW Maximum Load: +90 PSF, -140 PSF (Large Missile Impact) Installation Drawings # W16-26 This product complies with the High Velocity Hurricane Zone (HVHZ) testing requirements. For maximum sizes, combination of span vs loads and anchor type refer to installation drawings. Comparative analysis used X Yes No Mandatory Tests (Tested in accordance with AAMA 101/I.S.2/NAFS/TAS-202) TEST DESCRIPTION TEST LOCATION TEST REPORT TEST Test DATE REPORT Sealed by ASTM E283 Air Infiltration Fenestration Testing 03/29/2016 FTL-8856 Idalmis Ortega, P.E. Leakage Laboratory, Inc. ASTM E331 Water Fenestration Testing 03/29/2016 FTL-8856 Idalmis Ortega, P.E. OR ASTM 547 & Penetration Laboratory, Inc. TAS 202 ASTM E330 Uniform Static Air Fenestration Testing 03/29/2016 FTL-8856 Idalmis Ortega, P.E. & TAS 202 Press. Laboratory, Inc. ASTM F 588 Forced Entry Fenestration Testing 03/29/2016 FTL-8856 Idalmis Ortega, P.E. Laboratory, Inc. Supplemental Tests (Tested in accordance with TAS-201 and TAS-203) TEST DESCRIPTION TEST LOCATION TEST REPORT TEST Test DATE REPORT # Sealed by FBC 1626.2 Large Missile Fenestration 03/29/2016 FTL-8856 Idalmis Ortega, P.E. (TAS 201 & 203) Impact & Cyclic Testing Laboratory, Under the limitations of the attached installation drawings, to the best of my knowledge and ability, the above product conforms to the requirements of the 2020 Florida Building Code. Evaluation Report Engineer: I I I I I f,,, \1010. FAROp :,cFYs�'' O �P. - No. B1 .� ~. ST Jalal Farooq PE # 81223 r 0� �`s '-FLORID?.-G\�; S�ONA1 lc: ,� AI-Faroo Corporation EB # 3538 G P `�! � � � � � � � �`- Sealed: 8/5/2020 9360 Sunset Drive, Ste 220 1 Miami, FL 33173 1 T: 305.264.8100 1 F: 305.262.6978 1 www.afceng.com I alfarooq@afceng.com 74" (2) ADDL, ANCHORS SEE CHART WINDOW WIDTH 96" ON SHEET 4 (4) ANCHORS TYP. --- - -- WINDOW WIDTH AT MIG. STILE ENDS I 6" MAX AT 4 0. C. I c' LSE MUNTINS (2) ADDL. ANCHORS -A HEAD /SiLL SEE CHART (SURFACE APPLIED) (4) ANCHORS CORNERS MAY BE USED ON SHEET 4 6" MAX. AT MTf,. STILE ENDS I— J _1_4- AT 4" O.C. HEAD/SILL A FALSE MUNTINS 1 CORNERS i f (SURFACE APPLIED) 67 I MAY BE USED D j =7j 1 If 6 X; )X if <, jj v a: C) iolca < 0 0 Z I I Z kn,w ------ > 0 0 ,z In In Lj tx) ea z > J (D LI _j :I if 1: 7- I I 11 if I 1 7— F (A X D� -4 32 3/8" 1 32 3/8" Lj i Z < 43 3/8" 43 3/8" < Ld D.L. CPG, D. L. OPG. W v D.L. OPG. D. L. OPG. of U 37 3/16" TYPICAL ELEVATION 48 3116" 1 VENT WIDTH TESTED UNITS . WIDTH-, 89 3/4" ")ERIES NIG-300 AI I - Af I 7V I i N f ff f-I P V/(I \-l' A I 5j AV IN' r) () It: THESE WINDOWS ARE RATED FOR LARGE & SMALL MISSILE IM�PACT. SHUT7ERS ARE NOT REQUIRED. WINDOW WIDTH (4) ANCHORS DESIGN LOAD RATINGS FOR THESE WINDOWS TO BE AS PER AT MTG. STILE ENDS CHARTS SHOWN ON SHEETS 4 & S. AT 4" O-C.HEAD/SILL i APPROVAL APPLIES TO SINGLE UNITS OR SIDE BY SIDE CORNERS 16_/ COMBINATIONS OF H.R,/H,R. OR HORIZ_ ROLLING WITH OTHER WINDOW TYPES IN MODULES OF TWO OR MORE WINDOWS USING T­ F.B.C. APPROVED MULLIONS IN BETWEEN. LOWER DESIGN PRESSURE FROM WINDOWS OR MULLION APPROVAL WILL APPLY TO ENTIRE SYSTEM. — — — — — — — — - THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE N / C D I /_E \7 REQUIREMENTS OF THE 2017 (6TH EDITION)/2020 (7TH EDITION) FLORIDA __/ BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ). If !BY OR 2BY WOOD BUCKS & BUCK FASTENERS BY OTHERS, MUST BE -71; DESIGNED AND INSTALLED ADEQUATELY TO TRANSFER APPLIED PRODUCT LOADS U/ If If I I TO THE BUILDING STRUCTURE. If ANCHORS SHALL BE CORROSION RESISTANT, SPACED AS SHOWN ON DETAILS uj r — — — — — — — — < AND INSTALLED PER MANUF*S INSTRUCTIONS. SPECIFIED EMBEDMENT TO BASE 0 if M z LO MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO - LID z > (D A LOAD DURATION INCREASE IS USED N DESIGN OF ANCHORS INTO WOOD ONLY. n It _fT ALL SHIMS TO BE HIGH IMPACT, NON—METALLIC AND NON —COMPRESSIBLE. f II it 11 11 MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/ME`TAL SCREWS, THAT 1 it It COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE If REQUIREMENTS OF THE 2017/2020 FLORIDA BLDG, CODE & ADOPTED STANDARDS. I It THIS PRODUCT APPROVAL IS GENERIC AND DOES N07 PROVIDE INFORMATION FOR A SITE SPECIFIC PROJECT, i.e. LIFE SAFETY OF THIS PRODUCT, ADEQUACY --4; OF STRUCTURE RECEIVING THIS PRODUCT AND SEALING AROUND OPENING FOR WATER INFILTRATION RESISTANCE ETC. CONDITIONS NOT SHOWN IN THIS DRAWING ARE TO BE ANALYZED SEPARATELY, x co DESIGN V) AND TO BE REVIEWED BY BUILDING OFFICIAL. < x w DESIGN LOADS SHOWN ARE BASED ON 'ALLOWABLE STRESS DESIGN (ASD)' 32 3/8 48 1/8" 2 z —J < 0� FOR EQUIVALENT LOADS IN 'LOAD AND RESISTANCE FACTOR DESIGN (LRFD)' . 0 OP& D. L. OPG, U MULTIPLY 'ASD' LOADS BY 1.67 (ASO LOAD X 1.67 = LRFD LOAD). 37 3/16 MANUFACTURER'S LABEL SHALL BE LOCATED ON A READILY VISIBLE LOCATION IN ACCORDANCE WITH SECTION 1709.9,3 OF FLORIDA BUILDING CODE. VENT WIDTH LABELING TO COMPLY WITH SECTION 1709.9.2. z < w I 2': , 00 1,� 100! cul 00 cv S N 0Q 43 Eli mi T4 vo > U, 0 N M R i3 W w 0 2 M 00 ck: L< ZD z: of C) n co Fr cti v) CT) of r, CD CD < U" L VOLD 0,111irs t� 81 5 Y F N .2 A_"U; "y ;V,:' �DI,A_ 4; CN&NFP 0; APC, EWC­ N-,- .0 ME _;5F OF —E ENCINI-­R CF N,-, AS id- i') Tf a C SHA,t 10 '­.: !.AI7�'R 1 > Cl 1c TI.-­ PAR, ANZ' rr > 1 0 T F1_ #203,59 J—) Nc� 8:1223 Sealed: 8/5/2020 ­5� .1: i 5 drawing no. 7, W 1 6-26 I'- \ sheet i 1 1 7/8" WiNb W WIDTH 6(4) ANCHORS " MAX_ i — AT MTG 'STILE ENDS HEAD/SILLS l AT 4" O.C. i FALSE MUNTINS .CORNERS i 7B -- -- ;�r-(SURFACE APPLIED? MAY 8E USED --- Lr. t j0 LL , zu'1 3 z co V) w > ,n i'l (Z 6" MAX HEAD/SILL�� CORNERS '{il I /� 11 I I If ! f It 4 yI If � I om: - _ �6 J} I I it I I{ 'I Q'qW 32 3/8" 32 3/8" 32 3/8" I `� z D.L. OPG. rV D.L. OPG. �' D.L. OPG. j �a 37 3/16" 37 3/16" VENT WIDTH VENT WIDTH 127 5/8" WINDOW WIDTH (4) ANCHORS AT MTG. STILE ENDS ,!! AT 4" O.C- t c ( I I 11 r-- U' ' 7 ( I j l it If if 1{ I � I i if f li it i i 1 I if it 1 11 11 I i I I i � ft 11 I If 11 FALSE MUNTINS l - (SURFACE APPLIED) ✓ MAY BE USED �' _ _♦ r 1J ._.. 32 3/8" 48 1/8" 32 3/8" D.L. OPG. D.L. OPO, 37 3/16" 37 3/16" DENT WIDTH T �� VENT WIDTH XI/ < q n ;Q 'co ; 0� �4 I r- Iz 1 WN i��tllPm„ ! is r� � no: I ca i j�0 cv pp�n + J _J ,n Ql cp R< Cj N � O O � a 0 ¢ z � � x cn � CD es v z a IL LO T C) o N z u' -� -:� 6 o 0 1 p ob 10 •, ,C5"0'e `�`� I `ti i r t. - O s Sealed: 8/5/2020 drewing no. ti TYPICAL ELEVATIONS IW16-26 TESTED 'UNITS Ft- #.-CCU+. 59 ✓' c°,y+ 1F$t t.m ' �ti�/ _ sheet 2 ofi i C 1 /8" HEAT STREN'D, CLASS HEAT STREN'D. GLASS HEAT STREN'D, GLASS Ra- .090" Interloyer 090" Interlayer .090" Interloyer Tios;fol PVB Trosifol PVB SentryClas By 'Kuroroy America, Inc.' By 'Kuroroy America, Inc.' By 'Kuroroy Arnenco, Irc.' Ci -j 6 1/8" HEAT STREN'D. -GLASS 3/ 16" HEAT STREN'D. GLASS 3/16" HEAT SFREN'C). GLASS Z < i 51 1 rti SILICONE l SILICONE SILICONE 0 0,- 0, L) DOWSIL 795 L�s DOWSIL 795 t M DOWSIL 795 t= z z W T, ul (A \11 It '22 cc !0 in u-) kn i I 74 i > M + 0 ,I OA' Lj Lj IJU 0 1 1 0 0 LIj K f7 ,t- � T7, 7- x AT 1/4 POINTS ON LITES N 14T 1/4 POINTS ON LITES X. Lj uj AT 1/4 POINTS ON UTES Lj 29 29,, WIDER THAN .36" ONLY WIDER THAN 36" ONLY WIDER THAN 36" ONLY ;_p M W 129 0 G 1, A.,-),S '111 PE 'A' GLASS TYPE '13' GIASS J'YPE 'C' 5/16" OVERALL LAM. GLASS 7/16" OVERALL LAM. GLASS 7/16" OVERALL LAM. GLASS (10 Mi cj N co 0 r, —1/8" TEMP, CLASS 1/8" TEMP. GLASS 1/8" TEMP. GLASS 1/4" AIR SPACE 1/4" AIR SPACE C� 1/4­ AiR SPACE z :M -j Ln HEAT STREN'D. GLASS u-3/16" HEAT STREN'D. GLASS --- 3/16' _j 1/8" HEAT STREN'D. GLASS 0 �: a) Cr C) .090 Interloyer 090" Interloyer .090" Interloyer LL 3t y Trositof PVB Trosifol PVB SentryGlos (n By 'Kuroroy Americo, Inc.' By 'Kuroroy Americo, Inc.' By 'Kuroroy Americo, Inc.' = a3 Z -D. GLASS -3/16" HEAT STREN'D. GLASS 1/8" HEAT STREN'D. 3/16" HEAT STREN'D, GLASS :D C) C> < CD Ln z Lu SILICONE Q !Lj SILICONE >- Lj SILICONE CD M DOWSIL 795 cc DOWSIL 795 co DOWSIL 795 0 o V) z pf —TTi 0:: ip � !s 22 �:5 I \ U il \ 60 co ob >- CIO U-) if X1 -7 r7iL cr ce C n 2 LUAJ C1 w LLI AT 1 !/4 POINTS AT 1/4 POINTS AT I x A /4 POINTS X A[ X uj Lu ALL SIZES ALL SIZES q-1 ALL SIZES W GI ASS TYPE 'At' CLASS 'rYPE '13 C GLASS 'i"I"PE > 11/16 OVERALL INSUL. LAM. GLASS 7/8" OVERALL INSUL, LAM. GLASS 7/8" OVERALL INSUL. LAM, GLASS W GLAZING orrio.,\'is IN 1/4" AIP SPACE ('QNSISTING OF: z No, 81223 'OURASEAL' EDGE SEAL SYSTEM BY 'QUANEX' Sealed: 8/5/2020 Ss _r r drawing no, W16 -26 4-1 2 0 3117) 9 sheet 3 of 1C DESIGN LOAD CAPACITY - PSF (NO OR ON SIZES) FRAME DIMS. GLASS TY1'ES A' &- 'AI' GLASS TYEN' H' & 'BI, GLASS TYPES 'c' &. 'CA' WIDTH HEIGHT EXT.(+): INT,(-) EXT.(+); INT.(-) EXT.(+)? INT,(--) 26-1/2- 37" 53-1/8" 63" 74" 84" 96" 26" 80.0 80,0 80,0 80.0 gao 140,0 80.0 80,0 80.0 80.0 90.0 i 140.0 80.0 80.0 80.0 80.0 90-0 140.0 80.0 80.0 80.0 80,0 90.0 140.0 80.0 80.0 80.0 80,0 90.0 j 140.0 80,0 80,0 80,0 80,0 90.0 140.0 - - 80.0 80,0 90.0 I '40.0 26- 112" 37" 53-1/8` 63" 74" 84" 96" 338- 3/8" 80.0 80.0 80.0 80.0 90.0 I 140.0 80,0 80,0 80.0 1 80.0 SIC 140.0 mo 80,0 80.0 mo 90.0 i 140.0 80.0 80.0 80.0 j 80.0 90.0 i 140.0 mo 80.0 80.0 80.0 90.0 140.0 80.0 80.0 80.0 80.0 90.0 140.0 - mo 80.0 90.0 140.0 26-1 j2" 37" 53- 1 /8" 63" 74" 84" 96" 50-5/8" 80.0 80.0 80,0 80.0 90,0 140.0 80.0 80.0 80,0 80.0 90.0 140.0 80,0 80,0 80.0 80.0 90.0 140,0 80,0 Mo 80.0 80.0 90.0 140.0 80.0 80.0 80.0 80.0 90.0 140.0 80.0 80,0 80,0 80.0 90.0 138.7 - - 80,0 80.0 90.0 1 121.4 26-1 /2" 37" 53- 1 /e- 63" 74" 84" 96" 80.0 90.0 1 140.0 B&O 80.0 80.0 i 80.0 90.0 1 140.0 80.0 I 80,0 80A 8,0,0 90.0 i 140.0 80.0 80,0 80,0 80.0 90.0 i 140.0 80.0 80.0 d 80.0 80.0 90.0 126.5 80.0 80.0 80.0 80.0 90.0 111.5 - - - - 90.0 1 97.5 26-1/2" 37" 53-1/8" 63" 74" 74 - 80.0 80-0 - 80,0 80.0 80.0 80.0 80.0 80.0 - 80.0 80.0 - 84" 96" - 90,0 140.0 0 X L) Cn - 90.0 140.0 74" 84" 96" 63" - 90.0 140.0 z J - 90.0 132.7 90.0 125.0 DESIGN' LOAD CAPACITY - PSF (NO OR ON SIZES) FRAME DIMS, GLASS TYPES A' & 'At' GLASS TYPES B, & 'BI, GLASS 'rY['f.S & 'cl, WIDTH HEIGHT EXT.(+) INT.(-) EXT,(+) INT.(-) EXTA'+)! 24 36" 48" 60" 72" 84" 961, 24 80.0 80.0 80,0 80,0 9&0 1 140.0 80.0 80,0 Bm 80.0 90.0 1 140.0 80.0 80.0 80.0 so.o 90.O 1 140.0 q 80.0 80,0 80.0 80.0 90.0 f 140.0 80.0 80.0 80.0 80.0 90.0 140.0 80.0 i 80,0 80.0 30.0 90.0 1140.0 - - 80,0 30.0 90.0 140,0 24" 36" 48" 60" 72" 84" 96., 36" 80.0 80.0 80.0 80.0 90.0 140.0 80.0 80,0 80.0 30,0 90.0 i 140,0 80.0 80.0 80.0 80.0 90.0 1 140.0 80.0 80.0 80.0 80.0 90.0 140,0 80,0 80.0 80.0 80.0 90.0 140.0 80,0 80.0 80.0 $0.0 90.0 140.0 - 80.0 80.0 90.0 140.0 24" 36` 48" 60" 72** 84" 96" 48" 80.0 i 80.0 80.0 j 80.0 90.0 f 140.0 II 80,0 j 80.0 80.0 80.0 90,0 1 140.0 80.0 j 80,0 80.0 80.0 90.0 i 140.0 80,0 80.0 80.0 80.0 90.0 140.0 80.0 80,0 80,() 80.0 90.0 140,() 80.0 80-0 80.0 80.0 90.0 140.0 80-0 1-80.-0- 90.0 128,0 24" 36" 48" 60" 72" 84" 96" 60" 80-0 60.0 80.0 80.0 90,0 140.0 iii lit 30.0 1 80.0 80.0 j 50.0 90.0 140.0 80.0 1 80.0 80.0 50.0 90,0 140,0 80,0 80.0 80.0 90.0 90.0 140.0 80.0 80.0 80,0 80.0 90.0 136.5 80.0 80.0 80.0 Bo.o 90,0 117,0 - - - - 90.0 102.4 24" 36" 48" 60" 72" 84 72" - - P,0,o 80, C) - - - 80.0 80.0 - - - 80.0 80,0 - - 80.0 80,0 - - 80.0 I80.0 - - - - 96' 48" - - - j - 90.0 j 140.0 72' 84" 96" 60" - - 90,0 140,0 6 - - 90.0 140.0 )0 - 90,0 1 128- 01 OPERATING VENTS TO BE 1/2 OF THE WINDOW WIDTH 'XO OR OX' DESIGN LOAD CAPACII'Y (NO OR ON SIZES) - PSF FRAME DIMS. GLASS TYPES 'Fit' GLASS TYPES WIDTH EX T.(+)i INT.(-) EXT.(+) INT.(-) 55-1/2" 79-1 1/16" 83-1/4 94-1/4- _HEIGHT 26" 80.0 80.0 90.0 140,0 80.0 80.0 90.0 140.0 ---- - so,o 80.0 90.0 140.0 80,0 80.0 90.0 140.0 55- 1/2" 9-111/16" 83-1/4 94-1/4" 80.0 80.0 90.0 140.0 80.0 80.0 90,0 140.0 80.0 80.0 90.0 140.0 80.0 80.0 90.0 140.0 55-1/2- 79-11/16" 83-1/4' 94-1/4" '0-5/E" 80.0 80,0 90,0 140,0 80.0 80.0 90.0 140.0 80,0 80.0 90,0 140,0 80.0 80.0 90.0 121,4 55- 1/2" 79-11/16" 83-1/4- 63" 80.0 80.0 90.0 140.0 80.0 80.0 90,0 111.5 80.0 80.0 90,0 97,5 55-1 2" 79- 11/16', 74" 80,0 - 80-0 70.9 98.5 80.0 j 80,0 52,2 i 86.4 DESIGN LOAD CAPAcin, - PSF (NO OF' OX SIZES) FRAINIE DIMS. GLASS TYPES *11' &. 'm' GLASS 'I YPES 'c& 'cl, WIDTH HEIGHT ---- T EY`T.(I)' INT.(-) EXT,(+)" INT.(-) 54 63" 72" 81" 90" 24" 80,0 80.0 90.0 140.0 80'080.0 90.0 140.0 80.0 80.0 90.0 140.0 150.0 80.0 90,0 140.0 80.0 mo 90.0 140.0 54' 63" 72" 8 i 90" 36" 80.0 80.0 90.0 140,0 80.0 80,0 90.0 140.0 80.0 80.0 90.0 140.0 80.0 80.0 90.0 140.0 80-0 80,0 90.0 140-0 54" 63" 72" 90" 48"' 80.0 80.0 90.0 140,0 80.0 80.0 90.0 140.0 80,0 80.0 90,0 140.0 80,0 80,0 90.0 140.0 1 80.0 80.0 90.0 140.0 54" 63" 72" go" 60" 80.0 80.0 90.0 j 140.0 80.0 80,0 90,0 1 140-0 80,0 80'0 90.0 140.0 80.0 80.0 90.0 i 117.0 90.0 102.4 54" 63' 72" 81 72 80.0 80.0 90.0 140.0 80.0 80.0 80.6 1 111.9 80.0 80.0 69.4 1 96.4 61,9 55,9 OPERATING VENTS TO BE 1/4 TO 1/3 OF THE WINDOW WIDTH 'XO OR OX' C NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300-09 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05-DEC-219 0 T > r No. 81223 Sealed: 8/5/2020',,7,-d0,, 4od (018 ./f r drawing no, W1 6-26 Of 10 Fl. #20359 DESIGN LOAD CAPACITY (\()X SIZES) - PSF FRAME' DIMS. GLkSS 'I*YFES '13' &, Lfl* (AASS TYPES I C & c 1, WIDTH HEIGHT EX-T.(+-) INT.(-) EX-T,(+) INT.(-) 74" 106-1/4" 1 1 1 " 126" 26" 80.0 80.0 90.0 140.0 80.0 80.0 90.0 140.0 80,0 80,0 90.0 140,0 80,0 80.0 90,0 140.0 74" 106 - 1/4 I " 1" 126" 80.0 80,0 90.0 140.0 80.0 80.0 90.0 140.0 80.0 80.0 90,0 140.0 80.0 30.0 90.0 140.0 74" 126" 50-5/8- 80.0 80,0 90.0 140.0 80.0 80.0 90.0 140.0 80.0 80.0 90.0 - 140.0 80.0 80.0 90.0 138.7 74' 106-1/4" 126" 63" 80.0 80.0 90.0 140.0 80.0 80.0 90.0 129.0 80.0 80.0 90.0 125.7 80.0 80,0 - - 74" 106-1/4" III" 126" 74" 80.0 80.0 - - 80.0 80.0 - 80.0 80.0 - 80.0 80.0 - DESIGN LOAD CAPACITY (X()X SIZF'S I - PSF FRAME DIMS, GLASS TYPES H, C (;L4,SS 'I'YPES 1 c, & WIDTH HEIGHT EXT, (+) INT.(-) EXT.(+); INT.(-) 72" 84" 96" 108" 120" 24­ 80.0 80.0 90.0 140.0 80.0 80.0 90.0 140.0 80.0 80.0 90.0 140,0 80.0 80.0-- 90.0 140.0 80,0 80.0 90.0 140.0 72" 54" 96** 108" 120" 36" 80.0 80,0 90.0 140.0 80,0 7� 8-0.0 90.0 140,0 30,0 80.0 90.0 140,0 80.0 80.0 90.0 140.0 80.0 80.0 90.0 140.0 72" 84 96" 108' 120" 48" 80,0 80.0 90,0 140.0 80.0 80.0 90.0 140,0 80.0 80.0 90.0 140.0 80.0 80.0 90.0 140,0 80,0 80.0 90.0 140.0 72" 84" 96" 10a" 120" 60" 80.0 80.0 90.0 140.0 80.0 80.0 90.0 140.0 80.0 80.0 90.0 140,0 80.0 80.0 904 136.5 1 80.0 80.0 - 72" 84" 96" 108" I 120" 72" 1 80,0 80.0 - 80.0 80,0 - 80.0 80.0 - 80,0 80.0 - 1 80.0 1 80,0 - (I /3W) (11/3W) (1/3W) OPERATING VENTS TO BE 1/3 OF THE WINDOW WIDTH ,xOX, DESIGN LOAD CAPACITY (XOX SIZES) - PSF FRAME DIMS. CLASS TYPES B, k 'HI, GLASS c, & TYPES cl, WIDTH HEIGHT EXT.(+) INT.(-) EXT,(+) INT,(-) 74" 106- I /4" 126" 26" 80.0 j 80,0 90.0 140-0 80.0 i 80,0 90.0 140.0 0 80LL4- 80,0 80-0 1 80.0 90.0 90.0 140,0 140.0 74" 106-1/4" 126" 38-3/8" 80.0 80.0 90,0 140.0 80.0 80.0 90,0 140,0 80.0 j 80.0 90.0 140.0 80.0 800 - - 74" 106-1/4" 1 126" 50 - 5/8" 80,0 f 80.0 90.0 140.0 80.0 80.0 .. 80.0 80.0 80.0 74" 106- 1/4" 111" 63" 80,0 i 80.0 90.0 140.0 80.0 80.0 - - 80.0 80.0 - - 74" 106-11/4"' 74" 80,0 80.0 - - 80.0 80.0 - - NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300-09 (3 SEC. OUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05-DEC-219 r)ESI(.',N LOAD CAPACITY - PSF (XOX SIZES) FRAME; DIMS. G 1,tiS S 'TYPES I B, & '13 1' GLASS TYPES 1 C & cl, WIDTH HEIGHT EXT. (-+ I INT.(-) EXT.(+) INT.(-) 72" 84" 96" 108" 120" 24 80.0 f30.0 gm 140.0 80,0 80,0 90,0 80.0 80.0 90.0 j 140.0 80,0 80.0 90,0 140.0 80.0 I 80.0 90.0140,0 72" 84­ 96" 108' 120" 36' 80.0 j 80.0 90.0 140.0 80.0 1 80,0 90.0 140.0 80.0 80.0 90.0 140,0 80.0 80.0 90.0 140.0 80,0 i 80.0 90.0 140.0 72" 84.. 96" 108" 120" 48" 80.0 1 80.0 90,0 140.0 80.0 80.0 90,0 140,0 80.0 80.0 - 80.0 S&O - 80.0 j 80.0 - 72" 84" 96" 108" 120" 60" 80.0 j 80.0 80.0 80,0 - 80.0 80,0 - 80.0 80.0 - 80,0 I 80.0 - 72" 84" 96" 108" 72" 80.0 80,0 - 80.0 80.0 - 80.0 60.0 - 80.0 80.0 OPERATING VENTS TO BE 1/4 TO 1/3 OF THE WINDOW WIDTH , xOX, �Njll ljq- No, 81223 Sealed: 8/5/2020,:: FL #20359 0, z I < V j3, 0 00 0 u @ @ m 0 0 j W 102 0 j 0 drawing no. W1 6-26 sheet 5 of 10 TYPICAL ANCHORS a w`� f EDGE cc � m \ I� < { - .. z > O � II Il II It I1 z,j 3; i j r ! tt j1 if II I Il (I If t t If ii it II 1 I! 14 it ti 1 11 11 it II i II k It it li 4 1! P I1 11 tt Il � I4 II t 1 If I II 11 ( I 1 I (141151 6 I S g { 3 1 W 1 ! /t L _-EDGE^ DIST. — xI M_ 1 w2 a. TYPICAL ANCHORS \— SEE ELEV. FOR SPACING TYPICAL ANCHORS SEE ELEV, FOR SPACING METAL !` STRUCTURE J EDGE DIST. i F x IF 2 TYPICAL. ANCIipRS SEE ELEV. FOR SPACING WEEPPOLES: `r"J1 = 1 " X 1 /4" WEEPHOLES AT 2- 1 /4" FROM EACH END W2 = 1-3/4" X 3/8" WEEPHOLES AT 5-1/2" FROM EACH END WITH PLASTIC BAFFLE ALL FRAME CORNERS, FIXED MEETING RAIL TRACK INSERT AT EACH END AND INSTALLATION SCREWS IN SILL SEALED WITH ALUMINUM COLORED SEALANT. i �i i 1 I ~; EDGE DIST. �..,_.----- - _,may 2 in v . 1 BY a WOOD BUCK TYPICAL ANCHORS SEE ELEV. FOR SPACING rr ---—_-------- ----- I F,B.C. APPROVED ! 1 1 MULLION & MULLION ANCHORS + I SEE SEPARATE APPROVAL 1 EDGE DIST. J TYPICAL ANCHORS SEE ELEV. FOR SPACING HOOD BUCKS AND METAL STRUCTURE NOT BY MR -GLASS RUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM aND TRANSFER THEM TO THE BUILDING STRUCTURE, I' PIC_AL. -. ANCHORS: SEE ELEV, FOR SPACING 1/4" DIA. ULTRACON+ BY 'DEWALT' (Fu=164 KSI, Fy=148 kSI) INTO 2BY WOOD BUCKS OR WOOD STRUCTURES 1 -1 /2" MIN. PENETRATION INTO WOOD HEAD/SILL/JAMBS THRU 1 BY BUCKS INTO CONC. OR BLOCKS 1-1/4" MIN, EMBED INTO CONCRETE (HEAD/SILL/JAMBS) 1-1 /4" MIN. EMBED IN -TO BLOCKS (JAMBS) DIRECTLY INTO CONCRETE OR BLOCKS 1-1/2" MIN. EMBED INTO CONCRETE (HEAD/SILL/JAMBS) 1-1/4" MIN, EMBED INTO BLOCKS (JAMBS) 14 SMS OR SELF -DRILLING SCREWS (GRADE 2 CRS) INTO F.B.G. APPROVED MULLIONS OR INTO METAL STRUCTURES (HEAD/SILL/JAMBS) (3) 'THREADS MIN. TO EXTEND BEYOND MPAL THICKNESS ALUMINUM: 1 /B" T HK. MIN. (6063-1-5 MIN.) STEEL: 1 /8" THK. MIN. (Fy = 36 KSI MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) CRITICAL EDGE DISTANCE INTO CONCRETE AND BLOCKS = 2-1/2" MIN. INTO WOOD STRUCTURE = I" MIN. INTO METAL STRUCTURE = 3/4" MIN. WOOD AT HEAD, SILL OR JAMBS SG = 0,55 MIN. CONCRETE AT HEAD, SILL OR JAMBS f'c = 3000 PSI MIN. C-90 HOLLOW/FILLED BLOCK AT JAMBS Cm = 2000 PSI MIN. r , ` No. E223 a ~V Sealed: 8/5/2020 I = - T �yzj` { drawing no. tf,� ,ter W 16-26 FI, #20359 Sheet 6 of 10� 1 / '4" MAX, SHIM I / 1/2" 0 ul 0 0 0 TYPICAL ANCHORS SEE ELEV. FOR SPACING 1/4" MAX. SHIM METAL STRUCTURE 4 TYPICAL ANCHORS SEE ELEV. FOR SPACING VENT WIDTH C', 2 5A) ��, 5 D. L, 0. 4) OPTIONAL TO 27 VENT WIDTH 1/4" MAX. 17 SHIMS 4 TYPICAL ANCHORS SEE ELEV. FOR SPACING 1/4" D-L OPG_ EXTERIOR 1 BY WOOD BUCKS WINDOW WIDTH XO LAYOUT OX OPPOSITE D.-L. OP.G. WINDOW WIDTH X0X­ LA_l.`M`l' TYPICAL ANCHORS 3EE ELEV. -OR SPACING I— cO jLO co z < c� U) 0 0 O ti > M go ix 00 cu wo 0 0 Z M u') M CD z :2 >i cn 0 C:> 0 _c C) < CD c) z o I CD 0 L 0 CL 00 >_ ®1 C >11 No. 817-23 Sealed: 8/5/2020 5 _' drawing no. �oXv_ W16-26] 9 FL #20359 (sheet 7 oT10 EDGE DIST METAL F.S.C. APPROVED >aG DL ST. STRUCTURE MULLION do MULLION ANCHORS _ SEE. SEPARATE APPROVAL EDGE D's, X v-, 4t LA ALT. L3 TYPICAL ANCHORS TYPICAL ANCHORS TYPICAL ANCHORS SEE ELEV. SEE ELEV. IF SEE ELEV, FOR SPACING FOR SPACING FOR SPACING TYPICAL ANCHORS _ _ _IyUL _ _ _j I 1/4" MAX. TYPICAL ANCH SEE E FOR SPAT 0 ENSTALLATION DETAILS WITH FLUSH FRAME ADAPTER 01 u ; cm 0 0 'J 100 0 cv "44 m > M lox rx Ir z w W 2! L4 Im 00 00 I 0 cn a LL 0 L) 0 C) (? L 00 ii v�fo 6 7 -2 E 7 Sealed: 8/5/2020 i drowing no. W 1 6 —26 sheet 8 of 10 F L 2 0' 35 Z�u 3.949 3.07� i i I - 2.848 - t 1.189 - 1.439 FRAME HEAD 2.910 i -- -- 2.848 - - FRAME SILL I I 2.538 -• i i 89 I 621 J.062t .496 .062 - TYP. i VENT TOP/BOTTOM RAIL - -- 2.406 1 -.062 TYP. j 2.076 t.189 11 L- 1.531 �8 JAMB STILE - --- 2.406 -- ----, 1. t 89 1.403 7. 1.531 - `7 j VENT INTERLOCK r.062 ----- 2.844 - .062 r.-- ---- - _i -_i .66, .500 528 .250 - -r .188 1,345 1.409 .0621.189 I nP_ 13 ADD -ON SILL RISER SILL TRACK 094 i w _ .. 1.969 - 1,961 2.848 I 1.000 .876 0_1� FRAME ..IAMB 0 FIXED MTG. RAIL s r 1.122 i 2.974 - I .078 -. 1.421 ' 985 1.029 �} 25, SPRING LOADED LATCH ITEM PAI21' # QUAN'1'11')' t OESCRIf"IION MATERIAL 1tAtiF'./Si:PFLIER/REviARKS 1 MG203 1 ;FRAME HEAD 6063-T6 - 2 MG301 I i FRAME SILL 6063-T6 � - 3 MG302 1 SILL TRACK INSERT I 6063-T6 4 MG303 AS REQD. - FRAME JAMB 6063--T6 - 5 MC212 AS REQD. FLUSH FRAME ADAPTER 6063-•16 - 6 MG204 i/ VENT FIXED MTG, RAIL I 6063-T6 - 7 MG205 1/ VENT VENT INTERLOCK 6063-T6 - 8 MG304 ! i/ VENT JAMB STILE 6063-T6 - 9 MG207 2/ VENT TOP AND BOTTOM RAIL I 6063-T6 - 10 MG208 AS REQD. GLAZING BEAD (5/16" GLASS) 6063-T6 - IDA MG209 AS REQD. GLAZING BEAD (7/16" CLASS) 6063-T6 - 10B MG210 f AS REQD. GLAZING BEAD (INSUL. LAM-. CLASS) 6063-T6 - 13 MG305 AS RTEOD. ADD -ON SILL RISER 6063-T6 - 14 MG321 I 4/ VENT ROLLER HOUSING & GUIDE CELCON - 15 MG322 2/ VENT ROLLER I BRASS - 16 MG323 2/ VENT ROLLER PIN ST. STEEL - 17 #10 X 1" I AS REQD. FRAME/VENT ASSEMBLY SCREWS CRS PH SMS 18 #10 X 3-1/2"1 2/ VENT FIX, RAIL SILL SCREWS (SILL END) I CRS PH SMS 19 W222322 I AS REQD. FIN SEAL W•STRIPPING - ULTRAFAB 22 E202 I AS REQD. GLAZING BEAD BULB NEOPRENE ULTRAFAB 24 SL203P 2/ VENT SWEEP LATCH, AT 10-1/4" FROM EACH END ZAMAK iSULLIVAN & ASSOC. 24A #8 X 5/8" 12/ LATCH LATCH INST. SCREW � ST. STEEL FH SMS 25 MG211 I 2/ VENT SPRING LOADED LATCH 6063-T6 ALTERNATE TO SWEEP LATCH 25A - I/ LATCH LATCH SPRING ST. STEEL - 26 - i 2/ WDW. ! HI -FLOW WEEPER - PREFERRED ENGINEERING PRODUCTS 27 - 1/ VENT 5/16" BOX SCREEN - OPTIONAL 28 - I AS REOD. SILL INSERT, 2" LONG 6063-T6 AT MTG. STILE LOCATION 29 AS REQD. (SETTING BLOCK AT 1/4 POINTS ! EPDM DUROMETER 80±5 SHORE A --- 2.786 1 500 Q _ .672 - `u .062 u FLUSH FRAME ADAPTER 781 - ,050 .865 I 1.096 --- �10 1,000 28 SILL INSERT .458 -ice-- - i T I .781 __f-L.050 .865 I 1.096 �^ �J GLAZING BEADS -.134 T 781 .050 .865 ---1.096 V Ell I J (Q1= biz 00 olu D N 1�(FEm 8' Qo tl 0 F4 0 IV) o I�u �0 w U J (; N z � J� tK o o � Q z m J Sn oV z � CY cp 00 `:?3 _c co ck� r" M d QCD J O o3LL� o In z CDa �5 � M 0 `' `n '0 - g 00 ii j' a I I' X-6-1 ��\ �.s sy�v�L�RiIT,p�••O•rifl"/.\` OJ Sealed: 8/5/2020 io, `•• $7,, yr ,� droWing no. W16-26 FL #20359 .�; - �;;, sheet g of 10 c l t1111�� 17 VENT TOP/BOTTOM CORNER 4 -EIXED MTG. RAIL CORNER FRAME TOP CORNER � I FRAME BOTTOM CORNER C77777777 4� NID. 81223 Sealed: 8/5/2020' '-'�' (-fj drow;ng no, .^,y W1 6-26 Y R. #20359 %\V 411 sheet 10 of 1