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RC-10-402 (2)GOLAVILLE ipaggYED �Yo 000ae, - - Mama Shores village APD'ROVED EN DATE r _ :'G DEPT "Ar WITH ALL RULES AND REGULATIONS -.'r 46 FEDERAL ;l 111.1i Cr - 10 COMPLIANCE 1 A I f ANI ) CCAINTY mark_, Emo REsikumnicE cu AND CO)Ncouns m air lla8,. PL. 3313,8 13I11ON't1JD TWJTUThUD GeriballefITION� 6 SOUTH VALENCIA DR. DAVIE, Florida 33324 Phone : 954 - 591 -8126 Fax : 954 - 200 -8835 CASTLESONOl @GMAIL.COM Page 1 of 40 fri44 GOLAVFLLE K. RA.0 P.E. # 41516. GOLAVILLE K. RAO P.E. Miami Shores 10/25/10 Project Address : 540 Grand Concourse, Miami Shores, Florida 33138 RE: Footing for Chimney and ledgers at chimney location Dear Building Official: I, having performed the required inspection, and calculation verification, hereby attest that to the best of my knowledge, belief and professional judgment, the approved structural plans for the aforementioned Structure are correct, specifically the area requested to be verify is completely sound, see attached additional set of calculations, the footing for the chimney and the ledgers located at 2nd floor level and roof level are design properly and according to the Florida Building Code 2007. This document is being prepared in accordance with the requirements of the 2007 Florida Building Code for the above referenced structure. Should you have any questions or need any additional information, please do not hesitate to contact me. Sincerely, h Golaville K. Rao, P.E.# 41516 (z.5(D 6 SOUTH VALENCIA DR. DAVIE, Florida 33324 Phone : 954 -591 -8126 Fax : 954 - 200 -8835 CASTLESON01 @GMAIL.COM PROJECT : SMART RESIDENCE ADDITION CLIENT : JSMITH JOB N° : F24x48x16 DATE : PAGE: DESIGN BY : DC REVIEW BY : CG FBC 2007 FROM ROOF : WIDTH TRIBUTARY = 2.00 ft LENGTH TRIBUTARY = 11.50 ft DL = 575.00 Ibs LL = 690.00 Ibs FROM 2ND FLOOR : ( CONCRETE SLAB ) WIDTH TRIBUTARY = 2.00 ft LENGTH TRIBUTARY = 3.50 ft DL = 945.00 Ibs LL = 280.00 Ibs FROM 2ND FLOOR : ( TRUSS FLOOR ) WIDTH TRIBUTARY = 2.00 ft LENGTH TRIBUTARY = 8.00 ft DL = 960.00 Ibs LL = 640.00 Ibs FROM 1ST FLOOR : WIDTH TRIBUTARY = 2.00 ft LENGTH TRIBUTARY = 4.00 ft = 760.00 Ibs LL = 320.00 Ibs FROM WALL : HEIGHT = 16.50ft WIDTH = 2.67 ft = 3520.00 Ibs FROM COLUMN : HEIGHT = 11.00 ft WIDTH = 0.67 ft LENGTH = 2.67 ft DL = 2933.33 Ibs TOTAL LOAD : DL = 9693.33 Ibs LL = 1930.00 Ibs SEE PAD CALCULATION : Page 2 of 40 Page 3 of 40 PROJECT : SMART RESIDENCE PAGE : CLIENT : SMITH & SMITH DESIGN CORP DESIGN BY : DC JOB NO.: F24x48x16 DATE : REVIEW BY : GKR Pad !Footing Design Based on ACJ'318 02 INPUT DATA DESIGN SUMMARY COLUMN WIDTH ci = 0.66667 in FOOTING WIDTH B = 2.00 COLUMN DEPTH c2 = 2.66667 in FOOTING LENGTH L = 4.00 BASE PLATE WIDTH b1 = 0:66667 in FOOTING THICKNESS T = BASE PLATE DEPTH b2 = 2,66667 in LONGITUDINAL REINF. 3 # 5 FOOTING CONCRETE STRENGTH fa' = 3 ksi TRANSVERSE REINF. 4 # 5 REBAR YIELD STRESS fy = 60 > ksi AXIAL DEAD LOAD Poi_ = 9.69 k AXIAL LIVE LOAD PLL = 1,93 k LATERAL LOAD =WIND, 1= SEISMIC) = 0 Wind,ASD 16 @ @ P ft ft in 9 in o.c. 14 in o.c. (0 , WIND AXIAL LOAD PLAT = 0 k, ASD SURCHARGE CIS = 0 ksf SOIL WEIGHT ws = 0.11 kcf / / / /// d T f __— _ r � =I \ I � �—, — FOOTING EMBEDMENT DEPTH Df = 2 - ft FOOTING THICKNESS T = 16 in ALLOW SOIL PRESSURE Qe = 2 ksf FOOTING WIDTH 6 = 2 ft FOOTING LENGTH L = 4 ft m BOTTOM REINFORCING # 5 C ' . 1.1�/ r t / 1 b1 1 THE PAD DESIGN IS ADEQUATE. 1 L ANALYSIS DESIGN LOADS (IBC SEC.1605.3.2 &ACI 318-02 SEC.9.2.1) CASE 1: DL + LL P = 12 kips 1.2 DL + 1.6 LL Pu = 15 kips CASE 2: DL + LL + 1.3W P = 12 kips 1.2 DL + LL + 1.6 W Pu = 14 kips CASE 3: DL + LL + 0.65 W P = 12 kips 0.9 DL+ 1.6 W Pu = 9 kips CHECK SOIL BEARING CAPACITY (ACI 318-02 SEC.15.2.2) P CASE 1 CASE 2 CASE 3 gmAx= BL +gs +(0.15 —ws)T = 1.51 ksf, 1.51 ksf, 1.51 ksf q Mnx < k Q a , [Satisfactory] where k = 1 for grovity loads, 4/3 for lateral loads. DESIGN FOR FLEXURE (ACI 318 -02 SEC.15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, & 12.5) 0.85f�11 0.85/3f ,l1 l p=W1 0.00184 :.382 Y l\ LONGITUDINAL TRANSVERSE d 12.69 12.38 b 24 48 q u,rrx 1.84 1.84 Mu 7.16 2.91 p 0.000 0.000 pnn 0.001 0.000 As 0.17 0.07 ReqD 1 # 5 1 # 5 Max Spacing 18 in o.c. 18 in o.c. USE 3 # 5 © 9 in o.c. 4 # 5 @ 14 in o.c. pry 0.015 0.015 Check ppod < p [Satisfactory] [Satisfactory] Page 3 of 40 Page 4 of 40 PROJECT : SMART RESIDENCE CLIENT : SMITH & SMITH DESIGN CORP JOB NO.: F24x48x16 ` DATE : PAGE : DESIGN BY : DC REVIEW BY : GKR' Pad Footing Design Based on AC! 318 -0 2, •, _ .n ,, G ,';; CHECK FLEXURE CHECK PUNCHING ¢Vn= (2 where V u= P SHEAR (ACI 318-02 SEC.9.3.2.3, 15.5.2, 11.1.3.1, & 11.3) OV n = 20bd .f c (conrd) LONGITUDINAL TRANSVERSE V, 3.37 -1.05 e 0.75 0.75 4 Vn 25.0 48.8 Check V„<4Vn [Satisfactory] [Satisfactory] SHEAR +Y)0 0 jio by Ap y u, max (ACI 318 -02 SEC.15.5.2, 11.12.1.2, i Ap = 87.70 = 0.75 (ACI 318 -02, Section = ratio of long side to short = c.i + c2 + b1 + b2 + 4d = bpd = 711.7 = MIN(2 ,4 / pc , 40 d / b0) r i_B b,2c, b22c2 11.12.6, & 13.5.3.2) kips 9.3.2.3 ) side of concentrated load = 56.8 in in2 = 1.0 12.15 ft-kips ips < = 4.00 ¢ V n [Satisfactory] +dll +d11_ Lr Page 4 of 40 PROJECT : SMART RESIDENCE CLIENT : SMITH & SMITH DESIGN CORP. JOB N° : Ll -@ FLOOR DATE : PAGE: DESIGN BY : DC REVIEW BY : GKR LEDGER DESIGN NDS 2005 / ACI 318 -05 P.T. Wood 5/8" RIK Km* Bolt Lederer Type 1 (1 ) P.T. Wood 2" x 8" continuous along the wall with 5/8" Hilti kwik Bolt -III min. 4" embedment spaced at 24" c.c., NOA : 06- 0810.13 DESIGN LOAD : Vertical Load = 100.00 psf W tributary = 1.50 ft Vertical Load = 150.00 lbs/ft WOOD PROPERTIES : S.Y.P. # 2 FB = 1200.00 psi Fv = 175.00 psi Fc -L = 565.00 psi Effective Height = 7.50 in Effective Width = 1.50 in N° of Ply = 1 units Area = 11.25 in2 Sxx = 14.06 in3 THRU -BOLT PROPERTIES : ASTM A325 TYPE 1 Fy = 92.00 ksi ES = 29000.00 ksi Bolt Diameter = 0.63 in Bolt Spacing = 24.00 in Bolt Embedment = 4.00 in Bolt Edge Distance = 6.00 in N° of Bolts = 1 units Bolt Area = 0.31 in2 Bolt Effective Length = 1.50 in Sxx = 0.02 in3 Zxx = 0.04 in3 Page 5 of 40 PROJECT: SMART RESIDENCE CLIENT: SMITH & SMITH DESIGN CORP. JOB N°: Li @ FLOOR DAFE : PAGE: DESIGN BY: DC REVIEW BY : GKR LEDGER DESIGN NDS 2005 / ACI 318-05 CALCULATIONS : ( WOOD ) Truss / Joist Spacing = 18.00 in Reaction at Hanger = 225.00 Ibs Bending Design : Max. Moment = 12960.00 in-lbs ( Estimated ) = F1,(CD)(C Al-XCI.XCLXCFXCvXCf„X.C,. X C,XCfXed Fib = Allowable Bending Stress parallel to grain Fb = 1200.00 psi ( Tabulated Bending Stress ) CD = 0.90 ( Load Duration Factor ) CM = 0.85 ( Wet Service Factor ) Ct = 1.00 ( Temperature Factor ) CL = See Calculation ( Beam Stability Factor ) CF = 1.00 ( Size Factor ) Cv = 1.00 (Volume Factor ) Cfu = 1.00 (Flat Use Factor ) Cr = 1.15 ( Repetitive Member Factor ) Cc = 1.00 ( Curvature Factor ) Cf = 1.00 ( Form Factor ) Ci = 1.00 ( Incising Factor SYP ) Beam Stability Factor CI Analisys lu = 24.00 in b = 1.501n d = 7.50 in = 14.06 in3 lu/d = 3.20 le = 49.44 in lxx = 52.73 in4 R8= 12.84 =1 if Fb < 1150 psi ( Unbraced length) 2.0,64 1.631, 2d 1.84t, when ixold < 7 when 7 1/d 14.3 when gfd 14.3 R0 = slenderness ratio for a bending member KbE = 0.439 b beam width d = beam depth Ex = E = 1.60E+06 psi 1, = unbraced Length a 4 ,.ant (distance between points a lateral support E'y = 1.36E+06 psi ar, = effective =braced length Page 6 of 40 PROJECT : SMART RESIDENCE CLIENT : SMITH & SMITH DESIGN CORP. JOB N° : Li @ FLOOR DATE : PAGE : DESIGN BY : DC REVIEW BY : GKR LEDGER DESIGN NDS 2005 / ACI 318 -05 FbE = 3.62 ksi F'bX = 1.06 ksi FbE / F'bX = 3.432 1 + FbE / F'bX = 4.432 CL = 0.980 F,, = 1.20 ksi F',, = 1.04 ksi Stress Check : Fte = Euler ;� Fs, = tabulated bending Are for axis multipllied by certain { e;.went factors Fr, x (product of all adjustment faros exosot fie a 4.449 fur visually graded lumber 13c5431 for L 11.610 for note with "; variability such ao See MS p►di a D and F2 additional inibrma +Ey = au, ? • u1us of elasticity associated with lateral torsional rmudWus of elasticity about y spade multiplied by edl appro factors. PPCall ttht CD AGM cat apply to E. Far &Iwo block buckling stream for be fb = 921.60 psi Fib = 1035.00 psi Ok!! &dam and Ey ray be slenderness ratio for be Shear Design : ( Critical Section at Support ) Width = 1.50 in Height = 7.50 in Anchor Diameter = 0.63 in # of Anchors = 1 units Net Shear Area = 10.31 in2 Reactions : Stress Check : VMAx = 300.00 Ibs Fv = 175.00 psi ( Tabulated Shear Stress ) CD = 0.90 ( Load Duration Factor ) CM = 0.97 ( Wet Service Factor ) Ct = 1.00 ( Temperature Factor ) C; =;1.00 ( Incising Factor SYP ) fv = 43.64 psi F'v = 152.78 psi Oki! Page 7 of 40 PROJECT : SMART RESIDENCE CLIENT : SMITH & SMITH DESIGN CORP. JOB N° : Ll @ FLOOR DATE : PAGE: DESIGN BY : DC REVIEW BY : GKR LEDGER DESIGN NDS 2005 / ACI 318 -05 Bearing Check : ( Critical Section at Support ) Net Width = 0.63 in Support Length = 1.50 in Net Bearing Area = 0.94 in2 Reactions : Stress Check : RMax = 300.00 lbs FC L = 565.00 psi ( Tabulated Compression perpendicular to grain Stress ) CM = 0.67 ( Wet Service Factor ) Ct = 1.00 ( Temperature Factor ) C; = 1.00 ( Incising Factor SYP ) Cb = 1.25 ( Bearing Area Factor ) fc� = 320.00 psi F'c = 473.19 psi Ok!! CALCULATIONS : ( BOLTS Load per Bolt = 300.00 Ibs Bending Design : Cantilever Length = 0.75 in Max. Moment = 225.00 in -Ibs Plastic Moment = 3743.49 in -Ibs (2E3= 1.67 Allowable Moment = 2241.61 in -Ibs Ok!! Page 8 of 40 PROJECT : SMART RESIDENCE CLIENT : SMITH & SMITH DESIGN CORP. JOB N° : L1 @ FLOOR DATE : PAGE: DESIGN BY : DC REVIEW BY : GKR LEDGER DESIGN NDS 2005 / ACI 318 -05 Shear Design : R. = F,, Lf FN = 48.00 ksi ( TABLE J3.2 ) RN = 14.73 kips Qv = 2.00 VALLOWABLE = 7.36 kips VACTING = 0.30 kips Ok!! CALCULATIONS : ( BOLTS IN CONCRETE ) D.4.1.1 Shear ( Bolt) = 300.00 Lbs Tension ( Bolt) = 60.00 Lbs ( Bolt Place @ Midheight of the ledger ) F.S. = 1.36 cpNn > Nu coVn > vu Anchor Bolt Desiqn as per ACI- 318 -05 (D -1 ) (D -2 ) Nu = 81.60 lbs Vu = 408.00 Ibs D.4.4 ( Strength Reduction Factors ) For Bolt Use c) Anchor governed by concrete breakout, side face blowout, pullout, or pryout strength Note : i) Shear Loads : ii) Tension Loads : ( Hooked Bolts ) Condition A 0.75 0.75 Condition B 0.70 0.70 1) Condition A applies where the potential concrete feilure surface are crossed by supplementary reinforcement 2) Condition B applies where such supplementary reinforcement is not provided 3) Strength Reduction Factors are for Service Loads Page 9 of 40 PROJECT : SMART RESIDENCE CLIENT : SMITH & SMITH DESIGN CORP. JOB N° : Ll @ FLOOR DATE : PAGE : DESIGN BY : DC REVIEW BY : GKR LEDGER DESIGN NDS 2005 / ACI 318 -05 Will Use Condition B _ _ 0.70 0.70 ( For Shear ) ( For Tension ) TENSION D.5.1.2 Nominal Strength of an anchor or group of anchor in tension shall not exceed: Ng= n Ass Fut (D -3 ) n = Number of Anchors ASe = Effective cross section area of an Anchor Fut = Shall not be greater than 1.9 Fy or 125 ksi n= 1 A38 = 0.31 in2 Fut = 90.00 ksi N$ = 27.61 kips D.5.2.1 Nominal Concrete breakout Strength Ncb or Ncbg of an anchor or group of anchor in tension shall not exceed : For a single anchor : Ncb= (An /Ano)*2 413 Nb (D-4) Ano = 9 heq he Length of Emb. An = From Fig. RD.5.2.1(b) ACI 318 -02 / 413 Nb = k v f° het1.5 k = 24 Cast in place anchors k = 17 Post Installed anchors "2= 1 If Cmin > 1.5 he Cmin = Min. Edge distance of Bolt Cmin = 6.00 < 1.5 her 0.7 + ( 0.3 Cmin / 1.5 het ) "1'2= 1 413 = 1.25 Cast in place anchors 113 = 1.40 Post Installed anchors Page 10 of 40 PROJECT : SMART RESIDENCE CLIENT : SMITH & SMITH DESIGN CORP.: JOB N° : Ll @ FLOOR DATE : PAGE : DESIGN BY : DC REVIEW BY : GKR LEDGER DESIGN NDS 2005 / ACI 318 -05 het= 4.00 in A „o = 144.00 in2 A„ = 144.00 in2 'I'2 = 1 a = 1.40 = 3000.00 psi Nb = 10.52 kips No = 14.72 kips D.5.3.1 The Nominal Pullout Strength of of an anchor in tension shall not exceed : Npn = 4'4Np (D -12 ) Np= 0.9 fC eh do (D -14 ) 3 do< eh < 4.5 do 4 = 1 ( worst case for section cracked ) do= 5/8 in ( Anchor Bolt Diameter ) eh = 3 do= 1.88 in Np = 3.16 kips Np„ = 3.16 kips oNn= 2.21 kips SHEAR D.6.1.2 Nominal Strength of an anchor or group of anchor in Shear shall not exceed: Vs= 0.6nA$B Fit (D -18) n = Number of Anchors Ass = Effective cross section area of an Anchor Fut = Shall not be greater than 1.9 Fy or 125 ksi n= 1 ASe = 0.31 in2 Fut = 90.00 ksi VS = 16.57 kips Page 11 of 40 PROJECT : SMART RESIDENCE CLIENT : SMITH & SMITH DESIGN CORP. JOB N° : Ll @ FLOOR DATE : PAGE: DESIGN BY : DC REVIEW BY : GKR LEDGER DESIGN NDS 2005 / ACI 318 -05 D.6.2.1 Nominal Concrete breakout Strength Vob or Vcbg of an anchor or group of anchor in shear shall not exceed : For a single anchor : ( Shear Perpendicular to the edge ) Vcb (Av /Avo) 16 117 Vb (D -20 ) A„o = 4.5 c12 (D -22 ) c1= edge distance A„ = From Fig. RD.6.2.1(b) ACI 318 -02 / 421 Vb = 7(I /do) 0 .2 Vdofc (c1)1' 5 116 = 1 4'6= 0.7 +0.3(c2/1.5c1 ) 416 = 1 417 = 1 Worst case c1= 6.00 in A„o = 162.00 in 1 A� = 72.00 in` do = 0.625 in ( Anchor Bolt Diameter ) fc = 3000.00 psi Vb = 4.89 kips Vcb = 2.18 kips D.6.3.1 The Nominal Pryout Strength Vpn of an anchor in shear shall not exceed : VcP = KcpNcb (D -28 ) Nth = (An /Ano)1124/3Nb Kcp = 2 ( for hef > 2.5 in ) Nob = 14.72 kips Vcp = 29.45 kips OVn = 1.52 kips ( D -23 ) ifc2 >1.5c1 ifc2 <1.5c1 (D-4) Page 12 of 40 PROJECT : SMART RESIDENCE CLIENT : SMITH & SMITH DESIGN CORP. JOB N° : Ll '@ FLOOR DATE : PAGE: DESIGN BY : DC REVIEW BY : GKR LEDGER DESIGN NDS 2005 / ACI 318 -05 D.7.3 Interaction of tensile and shear forces No + vu < 1.2 go No cpV„ 81.60 408.00 + = 0.3 OK!! 2214.84 1522.53 D.8.1 Minimum Distance center to center 4 do = 2.50 in OK!! D.8.2 Minimum Edge Distance 6 do = 3.75 in OK!! Page 13 of 40 PROJECT : KEISER DANCE STUDIO CLIENT : SKLARCHII'ECTURE JOB N° DATE : PAGE: DESIGN BY : DC REVIEW BY : AA LEDGER DESIGN NDS 2005 Ledger Type 2 Anchor Bolt Anchor Bolt P.T. Wood P.T. Wood (2) 2" x 12" continuous along the wall with 5/8" Hilti kwik Bolt -III min. 6" embedment spaced at 16" c.c., NOA : 06- 0810.13 DESIGN LOAD : Vertical Load = 100.00 psf W tributary = 7.21 ft Vertical Load = 720.83 Ibslft WOOD PROPERTIES : FB = 1200.00 psi Fv = 175.00 psi Fc = 565.00 psi Effective Height = 11.25 in Effective Width = 1 >.50 in N° of Ply = 2 units Area = 33.75 in2 Sxx = 63.28 in3 THRU -BOLT PROPERTIES : Fy = Es = Bolt Diameter = Bolt Spacing = Bolt Embedment = Bolt Edge Distance = N° of Bolts = Bolt Area = Bolt Effective Length = Sxx = Zxx = S.Y.P. # 2 ASTM A325 TYPE 1 92.00 ksi 29000.00 ksi 0.63 in 16.00 in 6,00 in 6.00 in 1 units 0.31 in2 3.00 in 0.02 in3 0.04 in3 Page 14 of 40 PROJECT : KEISER DANCE STUDIO CLIENT : SKLARCHITECTURE JOB N° PAGE : DESIGN BY : DC REVIEW BY : AA LEDGER DESIGN NDS 2005 CALCULATIONS : ( WOOD ) Truss / Joist Spacing = '18.00 in Reaction at Hanger = 1081.25 Ibs Max. Moment = 27680.00 in -Ibs ( Estimated ) F; = F6(C)(Cm)IPCLXCFXCVXC1,XCr.14CcXCjXCI) Bending Design : Fib = Allowable Bending Stress parallel to grain ( Tabulated Bending Stress ) ( Load Duration Factor ) ( Wet Service Factor ) ( Temperature Factor ) ( Beam Stability Factor ) ( Size Factor ) ( Volume Factor ) ( Flat Use Factor ) ( Repetitive Member Factor ) ( Curvature Factor ) ( Form Factor ) ( Incising Factor SYP ) Fb = 1200.00 psi Co = 0.90 CM = 1.00 Ct = 1.00 CL = See Calculation CF = 1.20 Cv = 1.00 Cfu = 1.00 Cr _ >1.15 Cc = 1.00 = 1'.00 Ci = '1.00 Beam Stability Factor C, Analisys p lu = 16.00 in b = 3.00 in d= 11.25 in S,, = 63.28 in3 lu /d = 1.42 IQ = 32.96 in lxx = 355.96 in4 RB = 6.42 1. KbE = 0.439 E„= Ey = 1.60E +06 psi E'y = 1.60E +06 psi 1/1 - FIFL1 1.9 Fade +x_95 ( Unbraced length ) 2.il61¢ lq = 1.631 + 3d 1.84. =1 if Fb < 1150 psi when did < 7 when 7 lid t5 11.3 when lid > 14.3 R,e = elondernes ratio fur a beading me b = beam width d = beam depth 1v unbraeod length of beam (distance between paitdta o €lateral support 1, = effective unbracad length Page 15 of 40 PROJECT : KEISER DANCE STUDIO CLIENT : SKLARCHI'I'E-CTURE JOB N° DATE PAGE : DESIGN BY : DC REVIEW BY : AA LEDGER DESIGN NDS 2005 FbE = 17.05 ksi Fib, = 1.49 ksi FbE / F'bx = 11.439 1 + FbE / F'bx = 12.439 CL = 0.995 Fb = 1.20 ksi F',, = 1.48 ksi Stress Check : fb = 437.41 psi Fib = 1483.33 psi = leer= = tabutat treading era for s pia =kip b a tak otottemat cd alt eafijustmeob fiaeQria except4, CM1d a Cc } IKW =0.• 4 y [mixer L ueta with less variability such ato MR lumber and $lulo-im dikes D and F,2 ad d ;, = Woima art 13y = aa 1 ' ' e waisted with ral torsional bu aavdulus of elasticity about y axis mu ltiplied by all apprep adjusiment Woe. Retell that Cp data act apply to E. Far owe Eamber, ;,, = i~. Fa $lain®, Fig and Er my be d7ilbrea. retie far Ok!! Shear Design : ( Critical Section at Support ) Reactions Stress Check Width = 3.00 in Height = 11.25 in Anchor Diameter = 0.63 in # of Anchors = 1 units Net Shear Area = 31.88 in2 ViviAx = 961.11 Ibs Fv = 175.00 psi Co = 0.90 CM = 0.97 Ct= 1.00 Ci = 1.00 fv = 45.23 psi F'v = 152.78 psi ( Tabulated Shear Stress ) ( Load Duration Factor ) ( Wet Service Factor ) ( Temperature Factor ) ( Incising Factor SYP ) Ok!! Page 16 of 40 PROJECT : KEISER DANCE STUDIO CLIENT : SKLARCHI'1'ECTURE JOB N° DA'Z'E : PAGE: DESIGN BY : DC REVIEW BY : AA LEDGER DESIGN NDS 2005 Bearing Check : ( Critical Section at Support ) Reactions : Stress Check : Net Width = 0.63 in Support Length = 3.00 in Net Bearing Area = 1.88 in2 RMax = 961.11 Ibs FC = 565.00 psi CM = 0.67 Ct= 1.00 C; = 1.00 Cb = 1.38 fc� = 512.59 psi F'c = 520.51 psi CALCULATIONS : ( BOLTS ) Load per Bolt = 961.11 Ibs Bending Design : Cantilever Length = 1.50 in Max. Moment = 1441.67 in -Ibs Plastic Moment = 3743.49 in -Ibs ()B = 1.67 ( Tabulated Compression perpendicular to grain Stress ) ( Wet Service Factor ) ( Temperature Factor ) ( Incising Factor SYP ) ( Bearing Area Factor ) Ok!! Allowable Moment = 2241.61 in -Ibs Ok!! Page 17 of 40 PROJECT : KEISER DANCE STUDIO CLIENT : SKLARCHITECTURE JOB N DATE. PAGE : DESIGN BY : DC REVIEW BY : AA LEDGER DESIGN NDS 2005 Shear Design : � = , ,, Ab FN = 48.00 ksi RN = 14.73 kips Dv = 2.00 VALLOWABLE = 7.36 kips VACTWG = 0.96 kips ( TABLE J3.2) Ok!! CALCULATIONS : ( BOLTS IN CONCRETE ) Shear ( Bolt) = Tension ( Bolt) _ D.4.1.1 961.11 Lbs 256.30 Lbs F.S. = 1.45 ( Bolt Place @ Midheight of the ledger ) Anchor Bolt Design as per ACI- 318 -05 �PNn > Nu (D -1 ) CoVn >Vu (D -2) Nu = 371.63 Ibs Vu = 1393.61 Ibs D.4.4 ( Strength Reduction Factors ) For Bolt Use c) Anchor governed by concrete breakout, side face blowout, pullout, or pryout strength Note : Condition A Condition B i) Shear Loads : 0.75 0.70 ii) Tension Loads : 0.75 0.70 ( Hooked Bolts ) 1) Condition A applies where the potential concrete feilure surface are crossed by supplementary reinforcement 2) Condition B applies where such supplementary reinforcement is not provided 3) Strength Reduction Factors are for Service Loads Page 18 of 40 PROJECT : KEISER DANCE STUDIO CLIENT : SKLARCHITECTURE JOB N° DATE PAGE: DESIGN BY : DC REVIEW BY : AA LEDGER DESIGN NDS 2005 Will Use Condition : B _ _ 0.70 0.70 TENSION ( For Shear ) ( For Tension ) D.5.1.2 Nominal Strength of an anchor or group of anchor in tension shall not exceed: Ns= nAseFut (D -3) n = Number of Anchors Ase = Effective cross section area of an Anchor Fut = Shall not be greater than 1.9 Fy or 125 ksi n= 1 ASe = 0.31 in2 Fut = 90.00 ksi N$ = 27.61 kips D.5.2.1 Nominal Concrete breakout Strength Ncb or Ncbg of an anchor or group of anchor in tension shall not exceed : For a single anchor : Ncb = (An /An0) "24'3Nb (D-4) Anc = 9 hef 2 he= Length of Emb. An = From Fig. RD.5.2.1(b) ACI 318 -02 / 413 Nb = k vfc hefts k = 24 Cast in place anchors k = 17 Post Installed anchors *2= 1 ifcmin>1.5het Cmin = Min. Edge distance of Bolt Cmin = 6.00 <1.5hef 2= 0.7 +(0.3Cmin /1.5 het ) 2 = 0.9 = 1.25 Cast in place anchors *3= 1.40 Post Installed anchors Page 19 of 40 PROJECT : KEISER DANCE STUDIO CLIENT : SKLARCHL1'ECTURE JOB N° DATE: PAGE : DESIGN BY : DC REVIEW BY : AA LEDGER DESIGN NDS 2005 he= 6.00 An. = 324.00 An = 270.00 *2= 0.9 I3= 1.40 = 3000:00 psi Nb = 19.32 kips in in2 in2 Nbb = 20.29 kips D.5.3.1 The Nominal Pullout Strength of of an anchor in tension shall not exceed : SHEAR Npn = *4Np ( D -12 ) Np = 0.9 fo eh do (D -14 ) 3 do< eh < 4.5 do 414 = 1 ( worst case for section cracked ) do= 5/8 in ( Anchor Bolt Diameter ) eh = 3 do= 1.88 in No= 3.16 kips Npn 3.16 kips I coNn= 2.21 kips D.6.1.2 Nominal Strength of an anchor or group of anchor in Shear shall not exceed: Vs = 0.6 n ASe Fut (D -18 ) n = Number of Anchors Age = Effective cross section area of an Anchor Fut = Shall not be greater than 1.9 Fy or 125 ksi n= 1 Aso = 0.31 Fut = 90.00 ksi V$ = 16.57 kips Page 20 of 40 PROJECT : KEISER DANCE STUDIO CLIENT : SKLARCHITECTURE JOB N° DATE : PAGE: DESIGN BY : DC REVIEW BY : AA LEDGER DESIGN NDS 2005 D.6.2.1 Nominal Concrete breakout Strength Vcb or Vcbg of an anchor or group of anchor in shear shall not exceed : For a single anchor : ( Shear Perpendicular to the edge ) Vcb = (Av /Avo )'I'6'I'7 Vb (D -20 ) A „o= 4.5 c12 (D -22) c1= edge distance A„ = From Fig. RD.6.2.1(b) ACI 318 -02 / 421 7(I /d0)D.2 V'dof"c (c1)1.5 ( D-23 ) Vb = ‘If6 = 1 if c2 > 1.5 c1 *6= 0.7 +0.3(02/1.501) ifc2 <1.5c1 6 = 1 *7= 1 Worst case c1= 6.00 in A„o = 162.00 in` A„ = 108.00 in` do = 0.625 in ( Anchor Bolt Diameter ) f c = 3000.00 psi Vb = 4.89 kips Vcb = 3.26 kips D.6.3.1 The Nominal Pryout Strength Vp„ of an anchor in shear shall not exceed : Vc) = KcpNcb (D-28 ) Nob = (An / Ano) 4/2 '1/3 Nb Kcp =2 ( for hel >2.5in) Ncb = 20.29 kips = 40.57 kips coon = 2.28 kips (D-4) Page 21 of 40 PROJECT : KEISER DANCE STUDIO CLIENT : SKLARCHITECTURE JOB N° DATE: PAGE: DESIGN BY : DC REVIEW BY : AA LEDGER DESIGN NDS 2005 D.7.3 Interaction of tensile and shear forces D.8.1 Minimum Distance center to center D.8.2 Minimum Edge Distance No Nn + goVn < 1.2 Vu 371.63 + 1393.61 _ 0.8 OK!! 2214.84 2283.79 4 do = 2.50 in OK!! 6do= 3.75 in OK!! Page 22 of 40 LEDGER DESIGN PROJECT : 'SMART RESIDENCE CLIENT : SMITH & SMITH DESIGN CORP. JOB N° : L1 '@ FLOOR DATE : PAGE: DESIGN BY : DC REVIEW BY : GKR' NDS 2005 / ACI 318 -05 P.T. Wood Ledger Type 1 ( 1 ) P.T. Wood 2" x 8" continuous along the wall with 5/8" Hilti kwik Bolt -III min. 4" embedment spaced at 24" c.c., NOA : 06- 0810.13 DESIGN LOAD : Vertical Load = 56.45 psf W tributary = 2.00 ft Vertical Load = 112.90 Ibs /ft WOOD PROPERTIES : FB = 1200.00 psi Fv = 175.00 psi Fe -L = 565.00 psi Effective Height = 7.50 in Effective Width = 1.50 in N° of Ply = 1 units Area = 11.25 in2 Sxx = 14.06 in3 THRU -BOLT PROPERTIES : S.Y.P. # 2 ASTM A325 TYPE 1 Fy = 92.00 ksi Es = 29000.00 ksi Bolt Diameter = 0.63 in Bolt Spacing = 24.00 in Bolt Embedment = 4.00 in Bolt Edge Distance = 6.00 in N° of Bolts = 1 units Bolt Area = 0.31 in2 Bolt Effective Length = 1.50 in Sxx = 0.02 in3 Zxx = 0.04 in3 Page 23 of 40 PROJECT : SMART RESIDENCE CLIENT : SMITH & SMITH DESIGN CORP. JOB N° : Ll. @ FLOOR DATE : PAGE : DESIGN BY : DC REVIEW BY : GKR LEDGER DESIGN NDS 2005 / ACI 318 -05 CALCULATIONS : ( WOOD ), Truss / Joist Spacing = 24.00 in Reaction at Hanger = 225.80 Ibs Max. Moment = 13006.08 in -Ibs ( Estimated ) Bending Design : F = Fb CP)(C,TXCd(C,IJ(CFXCVXC XCC CCXC,XCn) Fib = Allowable Bending Stress parallel to grain Fb = 1200.00 psi ( Tabulated Bending Stress ) Co = 0.90 ( Load Duration Factor ) CM = 0.85 ( Wet Service Factor ) Ct = 1.00 ( Temperature Factor ) CL = See Calculation ( Beam Stability Factor ) CF = 1.00 ( Size Factor ) CV = 1.00 ( Volume Factor ) Cf, = 1.00 ( Flat Use Factor ) Cr = 1.15 ( Repetitive Member Factor ) Cc = 1.00 ( Curvature Factor ) Cf = 1.00 ( Form Factor ) Ci = 1.00 ( Incising Factor SYP ) Beam Stability Factor C, Analisys IL, = 24.00 in b= 1.50 in d = 7.50 in = 14.06 in3 I„ /d = 3.20 le = 49.44 in Ix = 52.73 in4 RE = 12.84 KbE = 0.439 EX = Ey = 1.60E +06 psi E'y = 1.36E +06 psi 3 +F„„/F- - 1_9 ( Unbraced length ) =1 if Fb < 1150 psi 3.061. 1.631, + 3d 1.84f. when 1, Id < 7 when 7 I, d 1.4.3 when l$Id f 14.3 1Rs slenderness ratio for a bending member b = beam. width d = beam depth a nbraced length of beam (distance between point's M lateral support is = ef%ctive unbraced length Page 24 of 40 PROJECT : SMART RESIDENCE CLIENT : SMITH & SMITH DESIGN CORP. JOB N° : L1 @ FLOOR DATE : PAGE: DESIGN BY : DC REVIEW BY : GKR LEDGER DESIGN NDS 2005 / ACI 318 -05 FbE = 3.62 ksi F'bX = 1.06 ksi FbE / F'bX = 3.432 1 + FbE / F'bX = 4.432 CL = 0.980 Fb = 1.20 ksi F'b = 1.04 ksi Stress Check : Fta = Eider- ulated bending x (product of all Far visually 1 for ut L 1U for products with less variability S Appendices D asrd F.2 additional ,E; = m,_ =_ ulur of elasticity associated with lateral bu ux of elasticity about y axis multiplied sii app>Qprial factors. Recoil that CD does 310t apply to E. Far wn lumber, Etlu1aan. J and E may be trtf erent. KC, RE kirendorrums r iofor rattar axis multiplied by adjustment fthctora at factors except Cr., Cr.. and Ct ) lumber and Ink= fb = 924.88 psi Fib = 1035.00 psi Ok!! Shear Design : ( Critical Section at Support ) Width = 1.50 in Height = 7.50 in Anchor Diameter = 0.63 in # of Anchors = 1 units Net Shear Area = 10.31 in2 Reactions : Stress Check : VmAx = 225.80 Ibs Fv = 175.00 psi ( Tabulated Shear Stress ) CD = 0.90 ( Load Duration Factor ) CM = 0.97 ( Wet Service Factor ) Ct = 1.0Q ( Temperature Factor ) C; = 1.00 ( Incising Factor SYP ) fv = 32.84 psi F'v = 152.78 psi Ok!! Page 25 of 40 PROJECT : SMART RESIDENCE CLIENT : SMITH & SMITH DESIGN CORP. JOB N° : Ll @ FLOOR DATE : PAGE: DESIGN BY : DC REVIEW BY : GKR LEDGER DESIGN NDS 2005 / ACI 318 -05 Bearing Check : ( Critical Section at Support Net Width = 0.63 in Support Length = 1.50 in Net Bearing Area = 0.94 in2 Reactions : Stress Check : RMfvc = 225.80 Ibs FC 1= 565.00 psi ( Tabulated Compression perpendicular to grain Stress ) CM = 0.67 ( Wet Service Factor ) Ct = 1.00 ( Temperature Factor ) CI = 1.00 ( Incising Factor SYP ) Cb = 1.25 ( Bearing Area Factor ) = 240.85 psi F'0 = 473.19 psi Ok!! CALCULATIONS : ( BOLTS Load per Bolt = 225.80 Ibs Bending Design : Cantilever Length = 0.75 in Max. Moment = 169.35 in -Ibs Plastic Moment = 3743.49 in -Ibs CIB = 1.67 Allowable Moment = 2241.61 in -Ibs Ok!! Page 26 of 40 PROJECT : SMART RESIDENCE CLIENT : SMITH & SMITH DESIGN CORP. JOB N° : Ll @ FLOOR DA1'B : PAGE : DESIGN BY : DC REVIEW BY : GKR LEDGER DESIGN NDS 2005 / ACI 318 -05 Shear Design : c'„ = F„ Ah FN = 48.00 ksi ( TABLE J3.2 ) RN = 14.73 kips Qv = 2.00 VALLOWABLE = 7.36 kips VACTING = 0.23 kips Ok!! CALCULATIONS : ( BOLTS IN CONCRETE D.4.1.1 Shear ( Bolt) = 225.80 Lbs Tension ( Bolt) = 45.16 Lbs ( Bolt Place @ Midheight of the ledger ) F.S. = 1.42 SoNn > Nu coVn >vu Anchor Bolt Design as per ACI- 318 -05 (D -1 ) (D -2 ) Nu = 64.05 lbs Vu = 320.23 Ibs D.4.4 ( Strength Reduction Factors ) For Bolt Use c) Anchor governed by concrete breakout, side face blowout, pullout, or pryout strength Note : !) Shear Loads : ii) Tension Loads : ( Hooked Bolts ) Condition A 0.75 0.75 Condition B 0.70 0.70 1) Condition A applies where the potential concrete feilure surface are crossed by supplementary reinforcement 2) Condition B applies where such supplementary reinforcement is not provided 3) Strength Reduction Factors are for Service Loads Page 27 of 40 PROJECT : SMART RESIDENCE CLIENT : SMITH & SMITH DESIGN CORP. JOB N° : L g FLOOR DATE : PAGE : DESIGN BY : DC REVIEW BY : GIKR' LEDGER DESIGN NDS 2005 / ACI 318 -05 Will Use Condition B _ _ 0.70 0.70 ( For Shear ) ( For Tension ) TENSION D.5.1.2 Nominal Strength of an anchor or group of anchor in tension shall not exceed: Ns= n Ass Fut (D -3) n = Number of Anchors A3e = Effective cross section area of an Anchor Fut = Shall not be greater than 1.9 Fy or 125 ksi n= 1 ASe = 0.31 in2 Fut = 90.00 ksi NS = 27.61 kips D.5.2.1 Nominal Concrete breakout Strength Neb or Ncbg of an anchor or group of anchor in tension shall not exceed : For a single anchor : Nth = (An /Ano)*2 43 Nb (D-4) Ano = 9 he2 he Length of Emb. An = From Fig. RD.5.2.1(b) ACI 318 -02 / 413 Nb = k ✓f,o hefts k = 24 Cast in place anchors k = 17 Post Installed anchors \1'2= 1 if Cmin > 1.5 he Cmin = Min. Edge distance of Bolt Cmin = 6.00 < 1.5 he "2= 0.7 +(0.3 Cmin /1.5het) 112= 1 I3 = 1.25 Cast in place anchors 1.40 Post Installed anchors Page 28 of 40 PROJECT : SMART RESIDENCE CLIENT : SMITH & SMITH DESIGN CORP. JOB N° : L1 @ FLOOR DATE : PAGE: DESIGN BY : DC REVIEW BY : GKR LEDGER DESIGN NDS 2005 / ACI 318 -05 hef= 4.00 in A„o = 144.00 in2 An = 144.00 in2 412= 1 '13 = 1.40 = 3000.00 psi Nb = 10.52 kips Ncb = 14.72 kips D.5.3.1 The Nominal Pullout Strength Np„ of an anchor in tension shall not exceed : Np„ ='I'4Np (D -12) Np = 0.9 fC eh do (D -14 ) 3 do< eh < 4.5 do 114 = 1 ( worst case for section cracked ) do= 5/8 in ( Anchor Bolt Diameter ) eh = 3 do= 1.88 in Np = 3.16 kips Np„ = 3.16 kips On= 2.21 kips SHEAR D.6.1.2 Nominal Strength of an anchor or group of anchor in Shear shall not exceed: Vg = 0.6 n ASe Fut (D -18 ) n = Number of Anchors AS8 = Effective cross section area of an Anchor Fut = Shall not be greater than 1.9 Fy or 125 ksi n= 1 A$e = 0.31 in2 Fut = 90.00 ksi V$ = 16.57 kips Page 29 of 40 PROJECT : SMART RESIDENCE CLIENT : SMITH & SMITH DESIGN CORP. JOB N° : Ll'@ FLOOR DA'Z'E : PAGE: DESIGN BY : DC REVIEW BY : GKR LEDGER DESIGN NDS 2005 / ACI 318 -05 D.6.2.1 Nominal Concrete breakout Strength Vcb or Vcbg of an anchor or group of anchor in shear shall not exceed : For a single anchor : ( Shear Perpendicular to the edge ) Vcb = (Av / Av.) 'I's *7 Vb (D -20 ) A„c= 4.5c12 (D -22) c1= edge distance A„ = From Fig. RD.6.2.1(b) ACI 318 -02 / 421 Vb= 7(1 1 dc)0' 2 Vdofc (c1) 15 ''6 = 1 4'6= 0.7 +0.3(c2/1.5c1) '1'6 = 1 4/7= 1 Worst case c1 = Avc = A„= do = fc= Vb = 6.00 in 162.00 in` 72.00 1n1 0.625 in 3000.00 psi 4.89 kips Vcb = 2.18 kips ( Anchor Bolt Diameter ) D.6.3.1 The Nominal Pryout Strength Vpn of an anchor in shear shall not exceed : Vcp = KcpNcb (D-28 ) Nth = (An /An))*2'13Nb Kcp= 2 ( for hef > 2.5 in ) Nth = 14.72 kips Vcp = 29.45 kips coVn = 1.52 kips ( D -23 ) if c2 > 1.5 c1 ifc2 <1.5c1 (D-4) Page 30 of 40 PROJECT : SMART RESIDENCE CLIENT : SMITH & SMITH DESIGN CORP. JOB N° : L 1 @ FLOOR DATE : PAGE : DESIGN BY : DC REVIEW BY : GKR LEDGER DESIGN NDS 2005 / ACI 318 -05 D.7.3 Interaction of tensile and shear forces N„ V„ goNn coVn 64.05 + 320.23 2214.84 1522.53 D.8.1 Minimum Distance center to center D.8.2 Minimum Edge Distance EMI 4do= 2.50 in 6 do = 3.75 in 1.2 0.2 OK!! OK!! OK!! Page 31 of 40 PROJECT : KEISER DANCE STUDIO CLIENT : SKLARCHII'ECTURE JOB N° DATE: PAGE : DESIGN BY : DC REVIEW BY : AA LEDGER DESIGN NDS 2005 Ledger Tvae 2 Anchor Bolt Anchor Bolt P.T. Wood P.T. Wood (2) 2" x 12" continuous along the wall with 5/8" Hilti kwik Bolt -III min. 6" embedment spaced at 16" c.c., NOA : 06- 0810.13 DESIGN LOAD : Vertical Load = 56.45 psf W tributary = 9.00 ft Vertical Load = 508.05 Ibs /ft WOOD PROPERTIES : FB = 1200.00 psi Fv = 175.00 psi Fc = 565.00 psi Effective Height = 11.25 in Effective Width = 1.50 in N° of Ply = 2 units Area = 33.75 in2 Sxx = 63.28 in3 THRU -BOLT PROPERTIES : Fy = Es = Bolt Diameter = Bolt Spacing = Bolt Embedment = Bolt Edge Distance = N° of Bolts = Bolt Area = Bolt Effective Length = Sxx = Zxx = 92.00 ksi 29000.00 ksi 0.63 in 16.00 in 6.00 in 6.00 in 1 units 0.31 in2 3.00 in 0.02 in3 0.04 in3 S.Y.P. # 2 ASTM A325 TYPE 1 • Page 32 of 40 PROJECT : KEISER DANCE STUDIO CLIENT : SKLARCHITECTURE JOB N° : DATE PAGE: DESIGN BY : DC REVIEW BY : AA LEDGER DESIGN NDS 2005 CALCULATIONS : ( WOOD ) Truss / Joist Spacing = 24.00 in Reaction at Hanger = 1016.10 Ibs Bending Design : Max. Moment = 26012.16 in -Ibs ( Estimated ) Fy = Fb4CD)(CM)(C,)itC t{CFXCyXC[I,XCr :CcXCfXOd Fib = Allowable Bending Fb = 1200.00 psi Co = 0.90 CM = 1.00 Ct = 1.00 CL = See Calculation CF = 1.20 Cv = 1.00 Ctu = 1.00 Cr = 1.15 Cc = 1.00 Cf= 1.00 C1= 1.00 Beam Stability Factor C, Analisys Stress parallel to grain ( Tabulated Bending Stress ) ( Load Duration Factor ) ( Wet Service Factor ) ( Temperature Factor ) ( Beam Stability Factor ) ( Size Factor ) ( Volume Factor ) ( Flat Use Factor ) ( Repetitive Member Factor ) ( Curvature Factor ) ( Form Factor ) ( Incising Factor SYP ) 1 1- F,, F. 1 + Fm 1.9 - \ 1_9 lu = 16.00 in b = 3.00 in d= 11.25 in S,„ = 63.28 in3 lu /d = 1.42 le = 32.96 in Ixx = 355.96 in4 RE = 6.42 KbE = 0.439 EX = Ey = 1.60E +06 psi E'y = 1.60E +06 psi Re = 095 ( Unbraced length ) 2.0 1.63f + 1341. =1 if Fb < 1150 psi when lid < 7 when 7 d 'id 14.3 when ljd > 14.3 Re = elonderuees t9a for a bending member b = beam width d = beam depth +�a unbraedd length of beam (distance between points of lateral support df = off ct ve unhracod length Page 33 of 40 PROJECT : KEISER DANCE STUDIO CLIENT : SKLARCHITECTURE JOB N° : DATE: PAGE : DESIGN BY : DC REVIEW BY : AA LEDGER DESIGN NDS 2005 FbE = 17.05 ksi F'bx = 1.49 ksi FbE / F'bx = 11.439 1 + FbE / F'bx = 12.439 CL = 0.995 Fb = 1.20 ksi F'h = 1.48 ksi Stress Check : fb = 411.06 psi Fib = 1483.33 psi = tabula in Ft, ,Ipr toted ri = 0561 for M L y e€rtain adjustment tows i.„ CIA end C) = O.tdo for praducm %siith lam vsriabiity such as MSR lumber and glulam. See NDS : ,rtee D ana 3 ,j .na ' i maim Ep =modules of elasticity aaev iat€d witb lateral tendunal bu smnr'ullae of elasticity about y axis multiplied by all appreprinto Rdjutateent edam Recall thct CD does act apply, to E. Fa dun lumber, j , = Ek, filiabs, E. and E, Foy be di teat.. NIA) ratio for Ok! ! Shear Design : ( Critical Section at Support ) Reactions Stress Check Width = 3.00 in Height = 11.25 in Anchor Diameter = 0.63 in # of Anchors = 1 units Net Shear Area = 31.88 in2 Vet = 677.40 lbs Fv = 175.00 psi CD =0.90 CM = 0.97 Ct = 1-.00 CI = 1.00 Iv = 31.88 psi F'v = 152.78 psi ( Tabulated Shear Stress ) ( Load Duration Factor ) ( Wet Service Factor ) ( Temperature Factor ) ( Incising Factor SYP ) Ok!! Page 34 of 40 PROJECT : KEISER DANCE STUDIO CLIENT : SKLARCHITECTURE JOB N° : DATE: PAGE : DESIGN BY : DC REVIEW BY : AA LEDGER DESIGN NDS 2005 Bearing Check : ( Critical Section at Support ) Reactions : Stress Check : Net Width = 0.63 in Support Length = 3.00 in Net Bearing Area = 1.88 in2 RMAx = 677.40 Ibs FC = 565.00 psi CM = 0.67 Ct = 1.00 C; = 1.00 Cb = 1.38 fc� = 361.28 psi F' = 520.51 psi CALCULATIONS : B( OLTS Load per Bolt = 677.40 Ibs Bending Design : Cantilever Length = 1.50 in Max. Moment = 1016.10 in -Ibs Plastic Moment = 3743.49 in -Ibs QB = 1.67 ( Tabulated Compression perpendicular to grain Stress ) ( Wet Service Factor ) ( Temperature Factor ) ( Incising Factor SYP ) ( Bearing Area Factor ) Ok!! Allowable Moment = 2241.61 in -Ibs Ok!! Page 35 of 40 PROJECT : KEISER DANCE STUDIO CLIENT : SKLARCHITECTURE JOB N DATE PAGE : DESIGN BY : DC REVIEW BY : AA LEDGER DESIGN NDS 2005 Shear Design : i� = Fn Ate FN = 48.00 ksi RN = 14.73 kips Qv = 2.00 ( TABLE J3.2) VALLOWABLE = 7.36 kips VACTING = 0.68 kips Ok!! CALCULATIONS : ( BOLTS IN CONCRETE ) Shear ( Bolt) = Tension ( Bolt) = D.4.1.1 677.40 Lbs 180.64 Lbs F.S. = 1.42 ( Bolt Place @ Midheight of the ledger ) Anchor Bolt Design as per ACI- 318 -05 oN„ >Nu (D -1) coV„ > Vu (D -2 ) Nu = 256.18 Ibs Vu = 960.68 Ibs D.4.4 ( Strength Reduction Factors ) For Bolt Use c) Anchor governed by concrete breakout, side face blowout, pullout, or pryout strength Note : Condition A Condition B i) Shear Loads : 0.75 0.70 ii) Tension Loads : 0.75 0.70 ( Hooked Bolts ) 1) Condition A applies where the potential concrete feilure surface are crossed by supplementary reinforcement 2) Condition B applies where such supplementary reinforcement is not provided 3) Strength Reduction Factors are for Service Loads Page 36 of 40 PROJECT : KEISER DANCE' STUDIO CLIENT : SKLARCHITECTURE JOB N° : DA PAGE: DESIGN BY : DC REVIEW BY : AA LEDGER DESIGN NDS 2005 Will Use Condition : B _ _ 0.70 0.70 TENSION ( For Shear ) ( For Tension ) D.5.1.2 Nominal Strength of an anchor or group of anchor in tension shall not exceed: Ns = n ASe Fut (D -3 ) n = Number of Anchors ASe = Effective cross section area of an Anchor Fut = Shall not be greater than 1.9 Fy or 125 ksi n= 1 ASe = 0.31 in2 Fut = 90.00 ksi Ns= 27.61 kips D.5.2.1 Nominal Concrete breakout Strength Nei) or Ncbg of an anchor or group of anchor in tension shall not exceed : For a single anchor : Ncb = (An /Ano) 412 4f3 Nb (D-4) Anc = 9 het hen= Length of Emb. An = From Fig. RD.5.2.1(b) ACI 318 -02 / 413 Nb = k \/fc hefts k = 24 Cast in place anchors k = 17 Post Installed anchors 4'2= 1 if Crain > 1.5 hef Cmin = Min. Edge distance of Bolt Cmin = 6.00 <1.5hef *2= 0.7 +(0.3 Cmin /1.5hef) *2= 0.9 *3= 1.25 Cast in place anchors *3= 1.40 Post Installed anchors Page 37 of 40 PROJECT : KEISER DANCE STUDIO CLIENT : SKLARCI1I I ECTURE JOB N° DATE : PAGE : DESIGN BY : DC REVIEW BY : AA LEDGER DESIGN NDS 2005 hof= 6.00 Ago = 324.00 Ar, = 270.00 112= 0.9 1/3= 1.40 f'c = 3000.00 psi Nb = 19.32 kips in in2 in2 NCb = 20.29 kips D.5.3.1 The Nominal Pullout Strength Npn of an anchor in tension shall not exceed : Npn = *4Np (D -12 ) No = 0.9 f e eh do (D -14 ) 3 do< eh < 4.5 do I4 = 1 ( worst case for section cracked ) do= 5/8 in ( Anchor Bolt Diameter ) eh= 3do= 1.88 in Np = 3.16 kips Np„ = 3.16 kips yo Nn = 2.21 kips SHEAR D.6.1.2 Nominal Strength of an anchor or group of anchor in Shear shall not exceed: Vs= 0.6n Aso Fut (D -18) n = Number of Anchors A3B = Effective cross section area of an Anchor F„ t = Shall not be greater than 1.9 Fy or 125 ksi n= 1 A55 = 0.31 F„t = 90.00 ksi V$ = 16.57 kips II Page 38 of 40 PROJECT : KEISER DANCE STUDIO CLIENT : SKLARCHITECTURE JOB N° : DATE : PAGE : DESIGN BY : DC REVIEW BY : AA LEDGER DESIGN NDS 2005 D.6.2.1 Nominal Concrete breakout Strength Vcb or Vcbg of an anchor or group of anchor in shear shall not exceed : For a single anchor : ( Shear Perpendicular to the edge ) Vcb = (Av / Avo) 6 '1`7 Vb (D -20 ) A„o= 4.5c12 (D -22) c1= edge distance Av = From Fig. RD.6.2.1(b) ACI 318 -02 / 421 V 7 (I / do )O.2 "/dofc (c1)1.5 (D -23 ) b' 416= 1 if c2 > 1.5 c1 416= 0.7 +0.3(P2/1.501) ifc2 <1.5c1 *6= 1 ‘117= 1 Worst case c1= 6.00 in A„o = 162.00 Av = 108.00 in` do = 0.625 in ( Anchor Bolt Diameter ) fc = 3000.00 psi Vb = 4.89 kips Vcb = 3.26 kips D.6.3.1 The Nominal Pryout Strength Vpn of an anchor in shear shall not exceed : Vcp = KcpNcb (D -28 ) Ncb= (An /Ano)*2'I3Nb (D-4) Kcp = 2 ( for het > 2.5 in ) Nth = 20.29 kips Vcp = 40.57 kips OVn = 2.28 kips Page 39 of 40 PROJECT : KEISER DANCE STUDIO CLIENT : SKLARC}IITECTURE JOB N° : DATE PAGE: DESIGN BY : DC REVIEW BY : AA LEDGER DESIGN NDS 2005 D.7.3 Interaction of tensile and shear forces No + Vu < 1.2 avn ppNn 256.18 2214.84 D.8.1 Minimum Distance center to center + 960.68 = 0.5 OK!! 2283.79 4 do = 2.50 in OK!! D.8.2 Minimum Edge Distance 6 do = 3.75 in OK!! Page 40 of 40 FORM 1100A-08 �� FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CO Florida Department of Community Affairs Residential Performance M thod A �.� ECZIIN1ii� N Project Name: SMART RESIDENCE Street 640 GRAND CONCOURSE City, State, Zip: MIAMI SHORES , FL , Owner SMART RESIDENCE Design Location: FL, Miami Beads Builder PermftOf%e: MIAMI SHORES Permit Number: Jultadlcttan: 232600 1. New construction or existing 2. Single f n*y or multiple famly 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (IP) 7. Windows Description a. U-Factor Sgl, U=0.90 SHGC: SHGC=0.35 b. U -Factor WA SHGC: c. U-Factor NIA SHOO d. U- Factor. NIA SHGC: e. U -Factor WA SHGC: 8. Floor Types a. Slab-On-Grade Edge Insulation b. NIA c. N/A NOW (m Pte) Single - family 1 2 No 1050 Area 249.421t• ft* ft• 1t' insulation Arm R=43.0 226.00 fL R= iia ft; Glass/Floor Area: 0.238 9. Wag Types a. Concrete Mods - Int Maul, Exterior b. WA c. NIA d. NIA 10. Ceiling Types Insultdion a. Under Attic (Vetted) R=30.0 b. WA R- c. WA 11. Ds a. Sup: Attic Ret Attic Alt Intel Sup. RQ 6, 210 ft2 12. Cow systems a. Central Unit Insulation Area R=4.1 1580.00 ft R= ft R= 0" R= f' Area 641.00 ft' ft' iP 13. Heating systems ea. Electric Stir Heat 14. Hot VOW systems a Ektctdc b. Conservatlon None 15. hits Total As -Built Modified Loads: 36.05 Total Baseline Loads: 43.04 I hereby certify that the plans and specifications covered by this caalcuiation are in compliance with the Florid Energy Code. PREPARED BY: DATE: • • • • • •tr9. • • Cap: 47 kBtu/hr SEER: 14 Cap: 34 kBtu/hr COP:1 .0 :4, �0 gallons • • EF:��•••. ••••• • I hereby certify that this with the Florida OWNER/4GENT: /VIP 1 DATE: 64 — , is In canpllance Review of the Oarrs and •Sit specifications covered by this • calculation indicates compliance ; • with the Florida Energy Code. • • Before construction is completed this building will be Inspected for compliance nce with Section 853.908 Florida Statutes. • • •• • • BUILDING OFFIC DATE: ys615 41. - Compliance requires cartMcation by the alir handler writ manufacturer that the air handier enclosure qualifies as certified fad -asated In accordance with N1110.A.3, - Compliance requites an air distribution system teat report, by a Florida Chum 1 Rater, conibming syatam leakage to outdoors Is not greater then 31.5 chn at 25 pascals pressure, dunce in accordance With N1110.A.2. 4/RMi1111 11117 AM Fnaresuftu 1 ISA .P1stRAAINNIR Pomo 1 of PROJECT Title: Building Type: Owner. • of Units: Builder Name: Permit Office: Jwisd on: Family Type: New/Existing: Comment SMART RESIDENCE FLAsBulit SMART RESIDENCE 1 MIAMI SHORES 232800 Single-family New (Fran Plans) 2 Bed 0 Condftlened Area 1050 Tel Stories: 2 Worst Case: No Rotate Angle: 0 Cross dentition: Who Hoe Fan: Adress Type: Lot* Sutter: RlatBoolc Street: County: cay, State, Zip: Street Addra 540 GRAND CONCOU MIAMI -DADE MAN SHORES , FL, CLIMATE VDesign Location TMY Site MCC Zone Design Temp Int Design Temp Heating Design Daly Temp 97.5 % 2.5 % War Summer Degree Days Molature Range FL, Miami Beach FL,A IAMI IN1 LAP 1 51 80 75 70 149.5 58 Low FLOORS V 8 Floor Type 1 Slab -On -Grade Edge InsWalto Perbneter 37 ft R-Value 0 Area 226IP Tile Woad Carpet 0 0 1 ROOF 8 Type Materials Roof Gable Area Area Solar Deck Meer. Tested inert Filar 1 Hip Composition shingles 911112 0 ft* Medium 0.98 No 20 22.6 deg Type ATTIC VenGetion Vent Ratio (1 fro 1 Full attic Vented 300 • • • Area RBS • • JRCC • 841 ft* V # Ceiba Type CEILING N •••••• •••• • 1 Under Attic (Vented) R -Value 30 Area 841 If •.•• •••• • • 000.0• ••. • •••• • 0000.. •••• • 000••0 • • •••• • • • • • .•• • • • Pramh4I`rac 0.11 • • WALLS • • • •• • _..•• • .•,• ••• •••• Trpss Type • • •.0••• • .• • •••• • 8 Omt Adjacent To 1 N Exterior 2 S Exterior 3 E Exterior 4 W Exterior Well Type Comae Block - Int Instil Concrete Block- Int lend Concrete Block - Int Haul Come Black - Int maul R-Cee Area SiFt= 4.1 395 fig 4.1 395 ft* 4.1 395 ft* 4.1 395 #ts _••• Renting Solar Fraction Atsior. O 0.75 O 0,75 0 0.75 O 0.75 d Omt Door Type 1 S Insulated Nine U -Vekte 0.46 Area 10 fl' WINDOWS Window orientation below is ere entered. Actual orientation te modified by rotate angle shown in "Project' section above. V 1 2 3 4 5 6 7 8 Omt N N S S S E E w Frame Panes Metal Single (Tinted) instal S (Tinted) Metal S (Tinted) Metal Single (Tinted) Metal Single (Tinted) Metal Single (Tutted) Metal Singte (Tinted} Metal Single (Tinted) NFRC U- Factor SHGC Moans Area Yes 0.9 0.35 N 101P Yea 0.9 0.35 N 48 ft* Yes 0.8 0.35 N 54.25 fe Yes 0.9 0.33 N 30 ft' Yes 0.9 0.35 N 21*2 Yes 0.9 0,35 N 53.67 fP Yes 0.9 0.35 N 101P Yes 0.9 0.35 N 22.5 ft' Overhang Depth Separation 2ft0in 2ft0in 4ftSIn 5ft6in 2ft0In 6ft6tn 1080ln 5ft01n 2ft0In 6ft8in 260in 5ft6in 2ft0in 5ftOin 880 in 8ftoin Int Shade HERS 2008 HERS 2008 HERS 2006 HERS 2008 HERS 2006 HERS 2006 HERS 2008 HERS 2006 Screening None None None None None None None None INFILTRATION & VENTING V Method SLA -- Forced V -- Run Time Fan CFM 50 ACH 50 ELA EgLA Supply CFM Eft CFM Fraction Watts Default 0.00038 991 5.87 54.4 102.4 0 cfrn 0 dnr 0 0 OOODU NG SYSTEM # System Type 1 Carers, Unit None E11fermy Capaclty Air Flow SEER 14 47 kBtufhr 1410 dm HEATING SYSTEM 0 System Type Subtype 1 Electric Strip Heat None Eiticieculy Capacity • • • • • COP:1 34 kBtethr SHR 0.75 .• • Duchess False • 1••• 1 • p ..:. .•ice • • •••• HOT WATER SYSTEM • • 000000 • • .••.•• • • • •••• ••. • 8 System Type 1 Electric EF Cep Use 0.9 50 gal 50 gal SOLAR HOT WATER SYSTEM ••• • • • SetPrd .. . .. • Consenvatan 120 deg • • • • . None • • • • • • • , • • •• • FSEC Cent 8 Company Name System Model 8 •••• • •.•.• • Caller Stoma ••• Collector Model 0 Area Volume FEF None None fP DUCTS v/ -- SLIPPY— -- Return --- Air Percent 8 Location R Value Area Limon Area Leakage Type Handler CFM 25 Leakage ON RLF 1 Attic 8 210 ft' Attilc 52.5 6' Prop. Leak Free Interior 31.50 dm 2.23 % 0.03 0.60 TEMPERATURES Programab a Thermostat None Ceiling Fars: Venting 111 Jan Jan I Feb I Mar I A4rr PraYY 'It tij ms NE re Igen Feb Feb Mar Mar ▪ DAay Jun Jul Deo Coo Jan Thermostat Schedule: HERS 2008 Reference Schedule Type 1 2 3 Hours 4 5 6 7 8 9 10 11 12 Cooling (WD) AM PAR Cooling (WEH) FM Heating (WD) A PM Heating (WEH) AM SS SS 44 44 SS SS 44 44 78 75 78 8 88 88 68 SS SS 4V 44 778 78 78 88 78 78 78 75 88 � 88 68 es a Si SS 44 as 78 78 78 78 68 6e5 88 a • • • • •• • 000000 • ...... •••• • • 000000 • • .••• ...... •• • • • • • • • • •. • • • •••• • • • • • • .• ....•• • • • 000000 ...... • • ..... • • ....• • • ...... • ...... • • ...... • • • • ...J FORM 1100A-08 Code Compliance Cheklist Residential Whole Budding Performance Method A - Details ADDRESS: 540 GRAND CONCOURSE MIAMI SHORES, FL, PERMIT t INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors NI106AB.1.1 Maximum: cfm/sq.f . wfidow area; .5 cfm/sq.ft. •door area. Exterior & Adjacent Walls N1106.AB.1.2.1 Caulk, gasket, weathersbtp or seal between: windows/doors & frames, surrounding wad foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penet •dons; between wall paw & toplboltom plate; between walls and floor. EXCEPTION: Frame was where a continuous won banter Is installed that extends from, and is seated to, the foundation to the top plate. Floors Callings NI106AB.12.2 N1106AB.1.2.3 Perrekationsiopenings > 1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous ikon banter Is Installed that is sealed to the perimeter, penetrations and seams. Between was & callings; penetrations of ceiling plane to top fir, around shafts, chases, soffits, chimneys, cabinets sealed to continuous air banter, gaps in gyp board & top pie; ate access. EXCEPTION: Frame ergs where a continuous infiltration barrier is installed that Is sealed at the pcatmeter, at penetrations and NAM Recessed Lighting Fbdures N1106AB.12.4 Multi -story Houses N1106.AB.1.2.5 Additional Infiltration regal N1106.AB.1.3 Type IC mated win no penetratlona, sealed; or Type IC or non-IC rid, Installed beside a sealed box with 112" clearance & 3" faun• • • • insulation; or Type IC with <2.0 ctm from conditioitd ssc+e, ... tested. • • 4141 • • Alr barrier on perimeter of floor cam between floors.• •; • • • •••� •• • • •se• Exhaust fans vented to outdoors, dampers; cambusb& s°°ace combustion heaters comply with NFPA, have •' • • • •se* • • 04441 • •0.1 • •••w OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by a8 residences.) COMPONENTS •00.0• • • • ••• • •• s• •• •• • •• • • • •• .segos. e *so • sobs SECTION REQUIREMENTS 0.000• Water Heaters N1112.AB.3 Swimming Pools & Spas N1112AB.2.3 Shower heads N1112.AB.2.4 Comply with efficiency requiremcsts In Table NI 12A lC.3. ! wltchi • or dearly marked strati# breaker (electric) or cutoff (gds) Ettutst be .. Provided . External or buittin heat trap required. • • ' • _ • Spas & heated pools must have covers (except solar heated). ion- commerblai pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Heat pump pool heaters shall have a minimum COP of 4.0. Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. CHECK • • •• •• • • •• • • Air Distribution Systems N1110.AB HVAC Controls NI107AB2 Insulation NI104AB.1 N1102.8.1.1 Ail ducts, *tinge, mechanical equipment and plenum chambers shall be mechanically abed, sealed, Insulated and Instal in accordance with the criteria of Sermon N1110AB. Duds in unconcltioned attics: R-6 min. insulation. Separate readily accessible manual or automatic thermostat for each system. Celbngs -Min. R-19. Common walls-frame R-11 or CBS R-3 both sides. Common marling & floors R-11. • ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 84 The lower the EnergyPetformance Index, the mare effident the home. 1. New won or exisling 2. Shin family or mutitale family 3. Number of unit;, if multiple family 4. Number of Bedroom 5. Is this a worst case? 8. Conditioned floor ea (ft r. Windows** DesoriPtles a. U-Factor Sgl, U=0.90 SHGC: S.35 b. U- Factor WA SHGC: a. U- Factor NIA SHOO: d. U- Factor. NIA SHGC: e. U -Factor NIA SHGC: 8. Floor Types a. S Edge insulation b. N/A c. N/A New lam) 1 2 No 1050 9. Wail a. Cow BlOck - hR instil, Exterior b. NIA c. WA d. NIA 10. CeMng Types a. Under Attic (Vented) Area • NIA c 249.42 ft' Nta 11. Duets ft* a. Sup: Ate Rat Mc AM: Inter Sup. It= 8, 210 ft* insulation Ares R=4.1 1580.00 ft" Filo ft* R= ft's R= Insulation Area R.0 841,00 ft* ft' 8' 12. Cook ardents R' a. Central unit IP i* Insulation Area R=0.O 228.00 tt• 112 R= f 13. Hem systems a Fled Strip Heat 14. Hot water systems a amide b. C,onaetvetion features None 15. Credits certify that this home has complied with the Florida Energy Efficiency Code for Building '.onstruction through the above energy saving features which will be installed (or exceeded) n this home before final inspection. Otherwise, a new EPL Display Card will be complete! )ased on installed Code compliant features. 3utlder Signature: Date: address of New Home: CitylFL Zip: • • • • • •• • •••••• • • • •••• Cap: 47 ketu/hr SEA 14 Cap: 34 k8tuTl►r COP:1 Cap: 50 gallons • •.••EF:0.9 • •••• • •••• • • • • • •,•••. •••• • • • • •••• • • • *Note: The home's estimated Energy Performatoe Index is only through the EnergyGauge USA - FlaRes2008 computes program. This is not a Buildbig Energy Rating. if your Index is befog/ 100, your home may qualify for incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at (321) 638 -1492 or see the Energy Gauge web site at energygauge com for information and a tit of certified Raters. For information about Florida's Energy Money Code for Building Construction, contact the Department of Community Affairs at (860) 489 -1824. **Label required by Section 13- 104.4.5 of the Florida Building Code, Building, or Section 82.1.1 of Appendbc G of the Florida Building Code, Residential, if not DEFAULT. EnemyGaugee USA - FIaRes200e Project Summary Entire House MIKEL ABBOTT ENERGY CALLS 4924 N DIME HW , FrtARERDALE, Pitons: 964-778 & J SMARTSI Date: 413110 Project infbrmation.. For SMARTS RESIDENCE 540 GRAND CONCOURSE, MIAMI SHORES, Notes: AC # RELOCATED 4-TON AC TO SECOND FLOOR Desi`` n tnforrratiox Weather: Mlami Beach CO, FL , US Whiter Design Conditions Outside db 48 °F Desk TO 2222 °F Heating Summary Butting heat loss 25154 Btuh Ventilation air 20 dm Ventilat loss 484 Btuh Design heat load Infiltration 25637 Btuh Total sans. equip. a1 'lIr • •••••• : • • • Method Construction quality Av Latent Cooling Equiproiti Load.$iaing �••••• Fireplaces 0 Internal gam • • • • • • 2000 Btufi •••• • • Vents Btifll•. ' Area (ft) 138% 1381 teal latent •.,,,,,,15,979183 )1 • : ••••• • Volume (fts) 14145 14145 "� infiltration Air changes/hour 0.85 0.76 Total equipment load • • •44404 ! h ` • Equiv. AVF (cfm) 200 180 Req. total at 0.70 SHR , 4.1 ton ' .....• Heating Equipment Summary Cool E ui er& Summa : • • •: • • Make RHEEM RFEEM '..� • : .••• • • Trade Trale ••.. RHSA- 4821JA RAMC-04SJAZ E 1.D AFUE Efficiency 14.0 SEER H�� t X2 Mutt o Btuh Sensible cootkig eab' 20 � t i 4 Actual eaatiing air flowfafactor 0 cfm Cooler � f 0 � � Summer Design Conditions Outside db I db , TD Daily range Madura cfifference 88 °F 14°FF L grilb Sensible Cooling Equipment Load Siting Structure 33953 Btuh Ventilation 308 pull Design tempen#ure swing 3.0 F Space thermostat Load sensible heat ratio 77 % fieklffialte Wass haver boon man oM nthign Printout certified by ACCAto meet all requirements of Manual J fith Ed. wtr7glhrtsoft l Residential .11) 5.9.17 R$R31465 2040a9pr -00 98:42:08 Pogo 1 C:tCOMOWeigitooR HVACISMARTSH.np Cis a KW Cdantation » N Short Form Entire House MIKEL ABBOTT ENERGY CAI.CS 402014 ME HWY, Fr LACERDALE, Pik: 054-770 -2003 NNW Joir SMAR 51 Dabs 413110 Project Ertforir►atinn For: SMARTS RESIDENCE 540 GRAND CONCOURSE, MIAMI SHORES, esign Inforrnafton: Outside db (°F) Desei lg dTD Daily range Inside humidity (36) Moisture difference (gr/tb) 7700 22 • HEATING EQUIPMENT Make RHEEM Trade RHSA- 4821JA Efficiency Heating input Heating output HH tear re rise Actual Heating air fir factor Space thermostat Clg 89 75 50 56 1.0 AFUE 34412 Btuh 34412 11 1600 dm 0.064 dmiStuh t ntotradon Method qua* Average Fib COOLING EQUIPMENT Make RHEEM Trade RAMC -t 48JAZ Eby. Lat5 #ng Total c:ooling Actual =Ong fan ColAng air flow fader Iii senstle heat radio 14.0 SEER _ moo 14100 Btuh 47000 Btuh 1100 0.047 dfm/Bhuh 77 0 • • • . • • 000000 • • • ...... • • ...... • • ..... • • 00000 ...... • • • ...... • • •_•••• • • ROOM NAME MI h)� to (Stub) 1 AVt" • • (am) • • • • � AVF (cfmj 1ST FLOOR 548 10583 10288 ' .6" ' • "' � 2ND FLOOR 841 14571 231967 ..1131. ••• 1115 Entire House d 1389 25154 33953 ,Q. .16(W Ventilation air Equip. (a) 1.00 RSM 484 308 31 • • • • • • ...... Latent cooling 10143 ',.' .... - • TAT- c. d .*of �3CCt47 AAAfld ' 'Ili in '1 % Printout certified by ACCA to nmet all requirements of Menuat J 8th Ed. Wing htSciffit Rigidanita Residential a 6.8.17 RaR310118 C:1CONt Aghtsoll tNACONIAFffe1.np Cale.. kAJ6 Odentatlen • N 2610 •17:24:03 Page 1 Right -.18 Worksheet Entire House MIKEL ABBOTT ENERGY CALCS • SMARTSI Date: 413110 By via; W mum= r.., i. r I :+' , s- ea.,.a. o...- ...r.~.._ 1 2 4 5 ROC= name wad Room m Room area 0 � 90.2 ft d 1389.0 ft' o ti a � 12.0 ft x 848 0 ft• � 1.0 ft Ty nuConatruction mber U-valua ( 'F) mg ( ) p (14 Load Odd Agee r) Has1 Cod Oyes RPM Hee Copt , Gams MPS Heat Cod e 11 F-- -{ 1--- I39, -4= 1A -Morn 17JO 134-4ocs 1A-11 am 11J0 13A•4ocs 1Pah1Om 11.5) 13A-4a� 1A himn 11.10 128 -0sw 1100 13A -IOCS 1100 189 22A-Mh 0.143 1.270 0.800 0.143 1.270 0.600 0.143 1.270 0.800 0.143 1.270 0.800 0.097 0.390 0.143 0.390 0.032 1.358 n n n a a a 8 S a w w w - n - n - - 3.15 27.94 13.208 3.15 27.94 13.20 3.15 27.94 13.20 3.15 27.94 1320 2.13 8.55 3.15 8.581 0.70 29.88 2.78 28.88 18.30 2.76 67.78 18.30 2.78 30.83 18.30 278 87.75 i8.80 1.72 11.89 1.70 11.99 2.37 0.00 272 57 0 458. 122- 0 458 131 20 272 75 0 192 0 0 • 0 841 1389 215 0 0 336 0 0 307 0 20 107 0 0 192 0 0 0 841 113 878 11P93 0 1057 3409 0 968 3660 264 820 2095 0 410 0 0 0 592 3376% • 593 1838 0 927 8265 0 847 4039 366 544 5081 0 330 0 0 0 1991 O 0, 0 0 186 94 0 188 108 20 0 0 04 192 0 0 0 0 548 • • i• • • • ••••• •• I 0 0 0 162 0 0 58 0 20 0 04 0 192 0 0' 0 0 113 • • • • ••••• • V••••• •••• • • • • • • • • • 0 0 0 478 950 01 182 3018 264 0 0 0 410 0 0 0 0 3378 • •••• •••• • •••• • •••• • ••• ••• • • • •••_• '8878 0 0 0 420 2303 180 3330 388 0 0 01 330 0 0 0 0 0 • •• •I • •• • • 1 • • • • •• • ' 6909 -D l -.G 6 L---o p� I D C F Envelopeloss/gain 18718 24819 • • 12 a) Intliton b) Yry 4834 2771 • • • N • • 7080 13 14 15 dohs 230 Armilancersi 1200 Less OXieltlai Loss Veneer toad Redistribution Subtotal Duct loads 10 0 7% 1416 0 0 23587 1597 2300 0 0 29691 4262 6 0 7% 1496, 0 9911 672 1380 0 0 8995 1291 Total room bad Air required (Clidr) 25184 9600 33963 9800 10583 873 10288 488 Printout corned by ACCA to meet all requirements of Manual .f tith Ed. wrr'•gtlnotasc=w 't JB 89.17 8893100 C:1C0MCtWttglOeaft HVAC%SMART61.r1p Cale aft Ma Oriaresdan a N •••• • • • •••• • •••• • ••• • • •••• 201041ps 05172495 Pees 1 ••••• • •• ••••• • ••••• • Right -J8 Worksheet Entire House MIKEL ABBOTT ENERGY CALCS 4920 N DORMS HWY, FT LADERDALE, Phone: 964-776 -2003 Job: SMARTSI Date: 413110 BY: 1 s 4 5 Room name t, Roan dImenglons Room sae 2ND FLOOR 9.0 ft t0 ft cool 84t0 x 1.0 t; 841.0 6}' Ty number (Reship•-" F orpeein-�er (it) (88*0 mender Load Ned Cod Gass WPM Hest Cad Ones NIPS He , Cool 8 11 Val I� --D(i Vy t---G 1--�J Vfi f�- :g ►� --{D3 P I---D ll'I'I'll'il'ii'll 0.143 1.270 0200 0143 1.270 0200 0.143 1270 0° 43 1.270 08100 0.097 0.390 014.4 0.390 0.032 1.358 n n n a e a 8 8 w w w - n - n - - 3.15 2794 13.20 318 27.94 13.20 3.15 2794 ��515 2794 13.20 2.13 8.58 3.15 8 0.70 2988 2.78 2898 1834 278 8775 18.30 279 30.83 78 57.75 18.30 1.72 11.89 1.70 11.89 2.37. 0.00 272 67 0 272 88 0 272 23 0 272 75 0 0 0 0 0 541 841 215 0 0 184 0 0 249 0 0 191 0 0 0 0 0 0 841 0 878 1593 0 579 2459 0 783 843 0 920 2095 0 0 0 W 0 582 0 593 1835 0 508 5982 0 687 709 0 544 1 0 0 0 0 0 1991 0 • • •••••• •••••• • • • • •• • • •••• • •••• •• • • •••••• • • • •••4 • •••• •••• • •••• • •••• • •••• = •.ter• • .••• • • • • • • • • • • • C F bss /n ?0040 17711 • • . • 12 a)) Inlamtlon 4) Vent1adon , 38084 2085 • • • 13 14 15 Internal gains Occupants 6 1 Leas external load Less Redisetbution Su6iaai Duct toads 4 0 7% 14% 0 13848 928 0 20898 2971 Total mom bad %i'ted (On) 14571 927 23857 1115 •••• • • • ••••• • ••••• • •••• • • •••• ••••• • • • •••••• • • •••••• • • Project Summary Entire House MIKEL ABBOTT ENERGY CALCS 4920 N DIXIE PUNY. FT t.AJ')ERDALE. Phone: 934- 7784003 J SMART= Dom: 413110 By: Pro'ect ir'faitriatio For Notes: SMARTS RESIDENCE 540 GRAND CONCOURSE, MIAMI SHORES, AC #3 NEW AC FOR 1ST FLOOR EXISTING Desi '' n infarrnatio n Weather: Miami Beach CO, FL , US Area Outside Design Conditions Ins 4K7 +.0 °F Design TD _2 •FF 22 Heating Summary Building Ventilation air loss 37581 fir Ventilation a loss o t Design heat load 37581 Btuh Infiltration Method Fire quality Heating Cooling Volume 154 15417 Air cha Equiv. Atai 280 1.09 � Heating Equipment Summary Make RHEEM IRHPL- HM8024 Efficien Heating output Actual �nfau Heating air flow factor Space thermostat 1.0 AFUE 3412eh 0.048 ddm mBtuh Summer Design Conditions Outside lib Design TD Daffy RelatinvIenrumklity Moisture difference 75 °F 50 % 58 grltb Sensible Cooling Equipment Load Sizing Ventilation Slmolum temperature swing ��� Td equip. lout 43010 Btuh 3,4 Btuh 43010 Btuh Latent Cooling Equipment Load Sizing Internal Ventilation gains • • • •12000 �h.. .. Infiltration ......9217 8tah Total latent equip. load ... x.19990 Btula Total equipment load • • • Req. ibkil capacity at 0.74 *IR • • • • 4.8 tdlrf ...... ••• Cooling Equipmeni,8mhma,y • • Make Trade RHEEMf1 RASL-080JEC Efficiency Sernible Latent ng Total Actual Ong far Cooling air flow factor Load sensible heat ratio BoWitatic value* haw been mumally oventddan Printout certified by ACCA to meet all requirements of Manual J Illth Ed. vwr icat-1tsc=e .I8 5.8.17 R$R31085 C COMG1WrIgttlaatt HVACWMART83.ap rataoMJ$ CrlentWaa -N ...... • • • • • • • ...... • • . • • • •••• S. 17.QSEE4••• 42550 Btuh Btuh 57500 Btuh 1800 cfm 0.042 cfm/Btuh • 80 % ...... • • ...... • • • • ..•.• • • •...• ...... • • • •.•..• • • •....• • • 2010 -Apr 0517:19 :38 Pegg Short Form Entire House MIKEL ABBOTT ENERGY CALCS 41810 N DIXIE HWY. fT 1.ADERDALE. Plum 954-770-2003 Job: SM*RTS3 Data: 413110 B►: vireermainseimeleallY reject lnforrnati ©n. For: SMARTS RESIDENCE 540 GRAND CONCOURSE, MIAMI SHORES, Outside db (°9 Inside db (°F) Daily range Inside Moisture (%) (gra)) 0 22 HEATING EQUIPMENT Make RHEEM Trade RHPL- HM6024 Efficiency Heating input Heating output Actual temperature rise fan Heating air flow factor Space thermostat es gn nformatiaia Gig 89 75 14 50 56 1.0 AFUE 34412 Btuh 34412 Stuh 17 QF 1800 Chi) 0.048 cfm/Stuh Method Consh udion quality Fireplaces COOUNG EQUIPMENT Make MOM Trade RASL-060JEC Efficiency Sensible cooling Latent cooling Total cooling Actual cooling fart Cooling air flow ter Load sensible heat ratio 17.0 SEER 42550 Btuh 14960 Btuh 57600 Stub 1000 cfm 0.042 cfm/Btuh • 8 oP.•• • •••• • • • ROOM NAME On Htg load pow ow load Btuh M �,' •.. �(,'atm'n� �VF t EXISTING HOUSE 1713 37581 43010 1 • ...._ • I1pU • • • • •••••• 6 • • ,••• ...a • • • • �$t!0 ...... • Entire House d Ventilation air Equip. @ 1.00 RSM Latent n9 _ 1713 _ 37581 0 43010 0 43010 10990 Trrrhi C 1174 % 4Y7C04 L+wnnn .. • onA ! • • ilielataft Warne 7mts 6w! myna* obsaarlaen Printout certified by ACCA to meet all requirements of Manual J 6th Ed. • mow • • ..•••• • • ••... •• •.... • • • • • • • wr'ightSCAft Rigilleulte Residential .a55.T7RSR81098 C:1COMCWVdtdasoft HVACV MARISS.rrp C.Q+C K MJB Oderftilost e N 2010-4/45 17:10401 P��1 e,- V.7. Right -J8 Worksheet Entire House MIKEL ABBOTT ENERGY CALLS 4a20 N 000E HWY, Fr Plwfie:954.778-2003 .loll &MARTS3 Data: 4/10 BY: 12 3 4 6 Room Exposed wall canna helot Roam emenslons Rain area f House 185.0 ft 9.0 ft d 1713.0 R' =STING HOUSE 185.0 20 $ Aest/aool 1713.0 x 1.0 ft 1713.0 If Ty ConstrusUcal Or Load number 'F) opt 0 ( o ( ) r. Wert , Cod Qroes WKS He Cool Gross 11I1:VS Fleet Cool 9 13A8 Oocs 0258 n 8.88 5.52 435 319 1811 1761 435 �,- •� • • •. .•. • • . • • • • • • ••s * • •.• •• 1811 1761 . 1A -clan 1.270 n 2784 33.50 98 0 2882 3218 96 282 3218 . 1140 0200 n 13.20 1820 20 20 284 368 20 284 368 13A8-0ocs 0.258 a 5.86 5.52 435 377 2140 2081 435 2140 2081 11 1A -clom 1.270 e 2784 89.85 58 24 1821 3855 08 1821 3855 11.40 0.803 e 13.20 18.30 0 0 0 0 0 0 0 13A-4ors 0.143 a 3.15 278 0 0 0 0 0 0 0 IA-Mom 1.270 8 2784 3283 0 0 0 0 0 • 0 0 1140 0.800 s 13.20 18.30' 0 0 0 0 0 0 0 13A8-0ocs 0280 w 5.86 5.52 425 384 2180 2120 425 2180 2120 1A-Man 1.270 w 227.94 89.85) 41 0 1148 3884 41 1146 3884 11.10 0.600 w 13.20 1• ~, 0 0 0 0 0 0 0 128.+ 0.097 - 2.19 1.72 160 180 341 275 160 341 275 1100 0.350 n 8.58 11.89 20 20 172 238 20 172 238 13A -4oas 0.143 - 3.15 1.70 0 0 0 0 0 0 0 1100 0.390 A 8.88 11.89 0 0 0 0 0 0 0 16A.40ad 0.052 - 0.70 237 1713 1713 1208 4050 1713 1208 4056 20P Oc 0.385 - 8.47 8.39 1713 185 14509 9233 1713 14809 9233 ••••� • 'sirs• •s • I sirs• • • ••••• 4.1 • • • • •••i• « • ••••0 • • ••01 • • • •• • 4 • I • • -. •• -• Envelope lossIIaln 28070 30688 . • 280'i 0 30886 12 b) 6775 4 • •• • ••,,• 41 3895 Yemen 0 0 '� "• 0 13 Internet 20 8 1200 300 Lsexlemall0aal 1200 $ 0 1 0 0 Lass tansfer 0 0 p a 14 Subtotal 34845 37192 34845 37182 15 Duel Ioa 8% 16% 2738 5848 8% 16%, • 2730 6846 Tole! room toad Alr ns 'ed (dm) 1800 180 80 18000 w10^r91111t c .05,8.17R$R31055 G:1CoMc 1s s vACi8M11 CS3arip CaIo MiB OdaMMIon • N Printout certified by ACCA to meet alt requirements of Manuat J 8th Ed. 2016Apr- 0517:11 Pop 1 • • •0•• • 0000 • •.001 • •0100 ••••• • • • ••••• • ••••S ' FORM 1100A -08 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Performance Method A Project Name: SMART RESIDENCE Street 540 GRAND CONCOURSE City, State, tip: MIAMI SHORES , FL , Owner: SMART RESIDENCE Design Location: FL, Miami Beach Builder Imo: Permit Office: MiAMI SHORES Penult Number: ,ten: 232600 1. New construction or existing 2. Single famllyi or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. is this a worst case? 6. Conditioned toot area (R') 7. Windows Description a. U- Factor: Sgl, U=0.90 SHGC: SH00=0.35 b. U- Factor. WA SHOO: c. U- Factor: NIA SHGC: d. U- Factor: WA SHGC: e. U-Factor WA SHGC: 8. Floor Types a. Slab-On-Grade Edge insulation b. N/A C. N/A New (From Peens) Singhs4amily 1 2 No 1050 Area 249.42 ft" ft' ft= ft' ft' Insulation Area R=0.0 226.00 ft' Roo if R;= tt' 9. Wag Types a. Concrete Bloke - Int haul, Exterior b. NIA c. WA d. NIA 10. Cep Types insulation a. Under Attie (Vented) R =30.0 b. NIA R° C. NIA 11. Ducts a Sup: Attic Rat Attic Alt Interior Sup. R4 6, 210 It' 12. Cooling systrons a. Central Unit insulation Area Ra4.1 1580.00 fF R= 62 Ft= 5' RIZ 52 Area 841.00 tF fF fP 13. Heating systems a Eiectric Strip Heat 14. Hot water systems a. Electric b. Conservation features None 15. Credits Cap: 47 kBtu/hr SEER: 14 Cap: 34 kBtulhr COP:1 Cap: 50 gallons EF: 0.9 Glass/Floor Area 0.238 Total As -Built Modified Loads: 38.05 Total Baseline Loads: 43,04 PASS I hereby certify that the plans and specifications covered by this calculation are In compliance with the Florida Energy Code, PREPARED BY: DATE: OWNER/AGE DATE: Review of the plans and specifications covered by this calculation Indicrates compliance with the Florida Energy Code.; Before conskuctton is completed this building will be Inspected for compliance with Section 55.3.E Florida Statutes, BUILDING OFFICIAL: dij DATE: f,/d - Compliance requires - s by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory - sealed In accordance with N1110.A.3. - Compliance requires an air distribution system test report, by a Florida Class 1 Rater, confirming system leakage to outdoors Is not greater then 31.6 Orin at 25 pascahs pressure difference In accordance with N1110.A.2. d 7010 10.17 AM Fruwrneflaiffura h SA - FIARNIONIR Pans 1 of 5 PROJECT Tit* Building Type: Owner: 0 of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Fxisttng: Comment SMART RESIDENCE FLAsBulft SMART RESIDENCE 4 MIAMI SHORES 232800 New (From Plans) Bedroom Bathroom fined Area: Total Stoles: Worst Case: Rotate Angie: Cross Ventilation: Whale House Fan: 2 0 1050 2 No 0 Adress Type: Loth Sthrision: PlatBoolc Street City, State, Zip: Street Address 640 GRAND CONCOU MIAMI -DADE MIAMI SHORES , FL, CLIMATE Design Location TMY Site IECC Zone Ian Temp tnt Deign Temp Heating Design Daily Temp 97.5 % 2.5 % Wider Summer Degree Days Moisture Range FL, Wiwi Beach FLLMIAMI 1NTL -AP 51 00 76 70 149.8 58 Low FLOORS Floor Type 1 Slab -On -Grade Edge Insutatia Perimeter 37ft R Value' 0 Area 228 ft* Tile Wood Carpet 0 0 1 ROOF 8 Type Materials Gable Area Soler Deck Absor. Tested Maul. Pitch 1 Hip Composition shingles 911 It' 0 tla Medium 0.95 No 22.6 deg ATTIC Ventilation Vent Ratio (1 in) Area FIBS IRCC 1 Full attic Vented 300 8411P N N CEILING Cam Type R -Value Area Under Attic (Vented) 30 844 ft' Framing Frac 0.11 Truss Type Wood WALLS Adjacent To Wail Type R Ya�i le 1 2 3 4 N S E Exterior Exterior Extedtor Exterior Concrete Block - Int Ineul Concrete Block - int Instil Comets Block - int Instil Concrete Bps - tnt Instil 4.1 396 *' 4.1 385 le 4.1 395fF 4.1 3951t2 8� F= A 0 0.75 O 0.75 0 0.75 O 0.75 6 Orot Door Type insulated None U -Value 0.48 Area 10fP flNDOWS Window orientation below Is as entered. Actu al orientation is modified by rotate angle shown in "Project° section above. Overhang fig Omt Frame Panes NFRC U -Factor SHGC Stonns Area Depth Separation lnt Shade Screening 1 N Metal S (Tinted) Yes 0.9 0.35 N 101t2 21t 0 M 4 ft 6 in HERS 2008 None 2 N Metal Single (Tinted) Yes 0.9 0.35 N 48 ft' 2 ft 0 In 5 ft 6 in HERS 2006 None 3 S Metal Single (Tinted) Yes 0.9 0.35 N 54.25 ft' 2 ft 0 In 8 It 8 In HERS 2006 None 4 8 Waal Single (Tinted) Yes 0.9 0.35 N 30 ft' 10 ft 0 In 8 ft 0 In HERS 2006 None 5 S Metal Single (Tinted) Yes 0.9 0.35 N 21 ft' 5 ft 0 In 8 ft 0 in HERS 2006 None 6 E Metal Single (Tinted) Yes 0.9 0,35 N 53.67 ft' 2 ft 0 in 8 ft 6 hr HERS 2008 None 7 E Metal Single (tinted) Yes 0.9 0.35 N 10 ft' 2 ft 0 in 6 ft 6 hi HERS 2008 None 8 W Metal Single (Tinted) Yes 0.9 0.35 N 22.5 ft' 2 ft 0 in 5 It 6 M HERS 2008 None INFILTRATION & VENTING -- Forced Ventilation -- Run Time Fan SLA CFM 50 ACH 50 ELA Eli A Supply CFM Exhaust CFM Fraction Watts Default 0.00036 991 5.67 54.4 102.4 0 cfrn 0 dm 0 COOLING SYSTEM 1� Type Subtype Efikiency Capaafty Air Fkrw SHR Ductless SEA 14 47 Id3ddhr 1410 dm 0.75 False 1 Central Unit None HEATING SYSTEM 6 System Type S MEV 1 Etectdc Strip Heat StWpe None Effigy Capacky Ductless COP:1 34 kBfulhr False HOT WATER SYSTEM fit System Type 1 Electric YOIOPPIIIMIIMMMMOIOIMMMENW EF Cap Use SetPnt Coffin 0.9 50 gal 50 gal 120 deg None V FSEC Cent 6 Company Name SOLAR HOT WATER SYSTEM Collector Storage System Model S Collector Model # Area Volume FEF None None ft' --- Supply --- --- Return — Air Percent 8 Location R Value Area Location Area Leakage Type Handler CFM 25 Linkage ON RLF 1 Attic 8 210 It' AttI c 52.5 fla Prop. Leak Free Inter 31.50 dm 2.23 % 0.03 0.60 Prograrnable Thermoses None urn till 2 TEMPERATURES Ceiling Fans: Fey ry Dec Erinn /111 eirs g: NE IDec Thermostat Schedule: HERS 2008 Reference Hours Schedule Type 1 2 3 4 5 8 7 8 9 10 11 12 Cooling (VW) PM 78 8 78 771�f 778 8 �7lgf 70 4 7�8 7778 • 8 78 Cooling (Waft AM PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) PAM 68 68 68 88 668 8 68 88 • 8888 68 86 88 88 Heating (weH) 68 68 68 68 88 n 8$ I Si FORM 1100A-08 Code Compliance Cheklist Residential Whole Building Performance Method A - Details ADDRESS: 540 GRAND CONCOURSE MIAMI SHORES, FL, PERMIT #: INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS Exterior Windows & Doors SECTION REQUIREMENTS FOR EACH PRACTICE CHECK N1106AB.1.1 Exterior & Adjacent Walls N1108AB.1.2.1 Maximum: .3 cfm/sq,t. window area; .5c n(sq.it. door area. Caulk, gasket, weatherstrip or seal between: windows/doors & framew, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; s; utility penetrations; between wan panels & topibottom plates between wad and floor. EXCEPTION: Frame walls where a continuous Infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Floors N1106.AB.1.2.2 Ceilings N1108AB.1.2.3 Penetrations/openings > 1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous iron barrier is Installed that is sealed to the perimeter, penetrations and seams. Between walls & digs; penetrations of ceiling plane to top floor, around shafts, chases, soffits, chimneys, cabinets sealed to continuous air tamer; gaps M gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures NI108AB.12.4 Type IC rated with no penes, sealed; or Type IC or non-IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC with c 2.0 dm from conditioned space, tested. Multfrstary Houses NI 106.M.12.5 Air barrier on perimeter of floor caavity between dooms. Additional infiltration rests N1108AB.1.3 Exhaust fans vented to outdoors, dampers; combustion space e _ ^T heaters comply with NFPA, have combustion air. OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by an residences.) COMPONENTS SECTION REQUIREMENTS Water Heaters N1112.AB,3 Swimming Pools & Spas N1112.AB.2.3 Shower heads Nil12AB.2.4 Comply with efficiency requirements In Table N112ABC.3. Switch or dearly nuked circuit breaker (electric) or cutoff (gas) must be provided. External or built-In heat trap required. Spas & heated pools must have covers (except solar heated). Non- commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Heat pump pool heaters shall have a minimum COP of 4.0. Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. CHECK Air Distribution Systems N1110.AB HVAC Controls N1107.AB.2 Insulation NI104.AB.1 N1102.B.1.1 All duds, fittings, mechanical equipment and plenum chambers shall be mechanically attac red, sealed, insulated and Installed in accordance with the alieria of Section N1110AB. Ducts in unconditioned attics: R-8 min. insulation. Separate readily accessible manual or automatic thermostat for each system. Ceilings -MM. R-19. Common walls -frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 84 The lower the EnergyPerformance Index, the more efficient the home. 1. New won or existing 2. Single family or multiple family 3. Number of units, If muftis, family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Windows" Dation Piton a. U-Factor S91,1.1=0.90 SHGC: SHGC=0.35 b. U-Factor NIA SHGC: c. U-Factor N/A SHGC: d. U -Factor N/A SHGC: e. U-Factor WA SHGC: 8. Floor Types a. Slab-On -Gras Edge Insulation b. N/A c. N/A New (From Plans) Sint 1 2 No 1050 9. Waif Types Insulation Area a. Concrete Bak - int instil, Ft►No' R+'4.1 1580.00 ft' b. WA RR ft' c. WA 11= ft' d. WA R= ft1 10. CeBng Types Insulation Area a. Under Attic (Vented) R=30.0 841.00 ft2 b. NIA Ris ft2 Area c. N/A R= ft2 249.42 ft' 11. Dui fta a. Max Atte Rat: Attic Alt interior Sup. RR S, 210 V 12. Cooling systems ft' a. Central Unit Cpl: 47 kBtu/hr SEER: 14 It2 Insulation Area R=0.0 228.00 ftR R+a ft2 R= ft2 13. Heating sYstisms a Electric Strip Heat 14. Hot water systems a. Electric b. Contewatlon features None 15. Credits I certify that this home has compiled with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: Cily/FL : Cap: 34 kBtu/hr COP: 1 Cap: 50 gallons EF: 0.9 None *Note: The home's estimated Energy Performance index Is only available through the EnergyGauge USA FlaRes2008 computer program. This is not a Building Energy Rating. If your index is below 100, your home may qualify for incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at ( 321) 638 -1492 or see the Energy Gauge web site at ertergygauge.00m for information and a list of Raters. For information about Florida's Em my Efficiency Code for Building Construction, contact the Department of Community Affairs at (860) 487 -1824. ""'Label required by Section 13- 104.4.5 of the Florida Building Code, Building, or Section 82.1.1 of Appendix G of the Florida Building Code, Residential, If not DEFAULT. BntI9Yea USA - FlaRes2008 Project Summary Entire House MIKEL ABBOTT ENERGY CALLS 4920 N DIXIE HWY, FT LAOERDAL.E, Phone: 904-770.2003 Jute: SMARTS9 Daft: 413110 Pro ^ect Information ; For Notes: SMARTS RESIDENCE 540 GRAND CONCOURSE, MIAMI SHORES, AC #1 RELOCATED 4 -TON AC TO SECOND FLOOR Desi • n information Miami Beach CO, FL , US Winter Design Conditions Outside db 48 °F ipside TD 222 F Heating Summary Bu . . heat toss 25154 Btuh VentLi= • air 20 Ventilation 25637 Bluh infiltration Method Construction quality Fireplaces Volume (ft') Air changes /hour Equiv. AVF (cfm) A Heat Co 1i4ttD 108855 14146 200 110 Heating Equipment Summary Make RHEEM Trade RHSA-48 1JA Heating input Heating output Heatirm temp rise Actual m fan Heating air flow factor Space thermostat 3q�1.0 AFUE 34412 ErtuEstug Summer Design Conditions Outside db db 1 n ID DEdly range Moisture offer e 89 °F 75 4 °F L gr/tb Sensible Cooling Equipment Load Sizing Structure Venthation Design re swing Use rnfg. data Rate/ng multiplier Total sans. equip. load Btuh 308 ptuh 34261 Btuh Latent Cooling Equipment Load Sizing V gains 768 Btuh Infiltration 6913 Btuh Total latent equip. load 10143 Btuh Total equipment load 44404 Btuh Req. total cvacfty at 0.70 SHR 4.1 ton Cooling Equipment Summary Make RAMC-048JAZ Efficiency Sensible Latent coo 20 F Total coolin 1600 Actual . fan 0.064 cfm/Btuh Cooling air flow factor Load sensible heat mtio BokliNsik Wow tow eon own Printout certified by ACCA to meet all requirements of Manual J 8th Ed. 14.0 SEER YS-:4: gig 41 t 47000 Btuh cfm/Btuh 77% wirigl'itscaft Right-94210 ReeNerdial ,t88.8.17R$R310S5 C COpdCW*Ightoofl HVAGISIARTS1.pp C910 01 M IS Often • N 2010 18:42:00 P9901 Short Form Entire House MIKEL ABBOTT ENERGY CALCS 4020 N HWI , FT LAI RDALE, Mane: BW-7fi -2003 Job: SMART01 Data; 4/3110 By Project information' For. SMARTS RESIDENCE 540 GRAND CONCOURSE, MIAMI SHORES, Design Information Outside dbk°F) Inside db CF) Iigrange Delhi inside humidity difference (gNlb) Htg 48 70 22 89 75 14 50 58 Method Construction qual8y Fireplaces biffibefion Simplified Average HEATING EQUIPMENT Make RHEEM Trade RHSA- 4821JA Efficiency input Heating output Heating temperature rise fan Heating air flea fir' Space thermostat COOLING EQUIPMENT Make RHEIN Trade RAMC- 048JAZ 1.0 AFUE �cyt 34412 Btuh Sensible cooling 34412 20 �13tutt Total Latent coofing 1600 dm Actual coaling fan 0.064 dm/Btuh Cooling air factor Lout sensible heat ratio 14.0 SEER 32900 Btuh 14100 Btuh 47000 Btuh dm/Btuh 77% ROOM NAME Are l i ENE t� lg AVE m) 1ST FLOOR 548 10583 10288 873 485 2ND FLOOR 841 14571 23857 927 1116 Entire House Ve Equip. @ 1.00 RSM d 1389 25154 484 33963 308 34281 1800 1600 Latent cooling 10143 TATAI0 41 WW1 AadflA NGtf1A 4Aflfl eakaftaDC Wow Naar ham maw* osisktdan Printout certified by ACCA to meet all requirements of Manual J 6th Ed. wrnghtscaft �e 6.O.17 R 9o09 C:OMa Wd HVAc 3MARI'si.np call = • N 2010-Ap 17:23 Pats 1 Right -J8 Worksheet Entire House liAIKEL ABBOTT ENERGY CALCS • Jo* SMARTSI Date: 4/3110 VA./ 2 3 5 _ Room - _ ' • - d Roan dramakme Room area 40.2 ft 234'0 ft d 1389.0 1111 1ST R.00R 113.0 ft 12.0 ft twat/cool 848.0 x to ft 548.0 ft' Ty Con on number U -value -Ty Cs• HIM t tom) 0t) ) teat Cad cues NIPIS Meat Cool Gloss WP/S Neat Cod O • 1 t 13A -4ocs 1A -hlam 1110 13A -4o08 10 -titan' 1110 1301-4o ca 1A Man 1110 13A -4ocs 1A.hlom 1110 128dow 1100 13A -4ocs 1100 18A -3Oad 22A -tph 0.143 1.270 0.600 0.143 1.270 0.800 0.143 1.270 0.600 0.143 1,270 0.800 0.097 0.390 0.143 0.390 O.O t 1.358 R n n a to e a a a w w w - n - n - - 316 27.94 1320- 3.15 27.94 1320 3.15 27.94 13.20 3.461 27.94 13.20 2.13 8.58 3.15 8.98 0.70 29.118 2.78 26.E 18.30 2.78 67.75 18.30 2.78 30.83 18.30 2.76 87.78 1630 1.72 11.89 1.70 11.89 2.37 0.00 - 67 .,. 122 .'• 131 20 272 76 0 192 0 0 -0 841 1S39 215 0 0 336 0 0 307 0 20 197 0 0 192 0 0 0 841 113 •r- 1•,,f • 1 + , 3408 " 088 :.. 284 ; «,+ . • .1 41 +' 0 U42 K • 693 1635 0 927 8285 0 847 4039 388 544 6001 0 330 0 0 0 1991 0 0 0 0 188 34 m 188 10 • 20 0 0 0 192 01 04 0 0 548 0 + 182 59 20 0 192 • +` 113 0 0 0 478 950 0 182 15' 2841 0 0 0 410 0 0 0 0 3378 0 0 0 420 2� 180 388 0 0 0 330 0 0 0 0 0 710j Envelope losalipIn 18718 24619 8878 6909 12 a) 2771 1233 � 13 14 15 I/darnel l Appliances 1 Less to RedstrIbutIon Subtotal Duati 10 7% 14% + 23587 1597 2300 0 0 29891 4282 k. 0 7% 14 0 0' 9911 872 13800 0 0 0995 1281 Tottd mom load Al/ required (din) 2M84 33963 - t 583 10288 286 Printout certified bar ACCA to meet all requirements of Manual if 6th Ed. wrsgh4�cs#rt Riffs Readentia +59.1788831058 C.'1COMC1Wdghmwf HVACWMART61.Irp coca MJ8 Odentation . N 2010•Apt- 051724:03 Page 1 Right-J8 Worksheet Entire House MIKEL ABBOTT ENERGY CALM 4424 N DIXIE HWY. FT LADERDALE, Rhona 9044762003 Job: SMARM Date: 413110 BY: I 3 4 5 Room owe wall height Room dmenserns Room area 24D FLOOR 121.0 ft 3.0 ft heatrosol 841.0 x 1.0 ft 841.0 W Ty Construction number U-vidue (iltuhlifvF) Or MO (Eftutt/W) ti-eaperar fte . . Load (8010 Area or perkneter Load Haat Cool Gross N He Cool Grass WPM NeaI Cod 6 • • 1 .1 06 V6 b 16 P 1---12 P I---D C F 13A-4ocs 1A-Mom TM 13A-40� 114 13A-Socs 1A-trian 11.10 13A-41x0 1A4flom 114 126-58w 1100 13A-4ons 1100 13A-30ad 22A-toh 0.143 1.270 0.000 0.143 1.270 0.800 0.143 1.270 0.600 0.143 1.270 0.600 0.097 0.390 0.143 0.390 0.032 1.358 n n n a a a a a s w w w - n - a - - 3.18 2744 13.20 3.115 27.94 13.20 3.15 27.94 13.20 3.15 27.94 13.20 2.13 8.58 3.16 8.56 0.70 29.88 . 2.78 2608 18.30 2.78 07.75 18.30 2.70 30.83 18.30 2.78 07.76 10.30 1.72 11.89 1.70 11.69 2.37 0.00 • 272 87 0 272 08 0 272 23 0 272 76 0 0 0 0 0 . 841 841 215 0 0 184 0 0 249 0 0 197 0 - 0 0 0 0 0 841 0 078 1583 0 679 2413A-40� C 783 843 0 820 NM 0 0 0 0 0 892 0 I11.11,11,,,,,.., Erwelope bastain 10040 17711 12 • a) Menton b) Ventilation 3808 20eS 0 13 14 15 Internal gab* Ocavais 0 230 Appliances (11 1200 Less edema load Less bander Redstrlisilon Subtotal Duct loads 4 0 7% 14% 0 0 0 13848 926 920 0 0 0 0 20698 2071 Total morn load Alr required (dm) 14571 927 23867 1116 Palt.obtOrrod bY ACeA to moot all reqifirements of Manual J 8th Ed. rirK31711m=t4A%ftt-euits Reddened At WM R8R31088 1.np Oslo s Ihtel Medan stst 2018-4008 172403 Pap 2 Project Summary Entire House MIKEL ABBOTT ENERGY CALLS 4920 N RMOE HWY. FT t,ADERDAL.E. Phone: 954- 7754103 eneemempramposommemew Jo SMART= Date: 413/10 By ?ro`ect Information For. SMARTS RESIDENCE 540 GRAND CONCOURSE, MIAMI SHORES, Notes: AC # 3 NEW AC FOR 1ST FLOOR EXISTING Desi n information Weather: Mbtmi Beach CO, FL , US Winter Design Conditions Outside db 48 '2F inside db pp Design TD 22 °F Heating Summary Bui heat loss Ven air Ventilation air loss; Design heat load Infiltration Method CF r quality Air �Area �ft3) Equiv. 37581 Bid) 00 Btuh 37581 Btuh Heating Cooling 1 1417 6 933 15 380 240 Heating Equipment Summary Make a RHEEM RHPL- HM6024 Efficiency Heating input Heating rise Actual heating Heating air flowfafaactor Space thermostat 1.0 AFUE 34412 Btuh 17 °F 1800 cfm 0.048 c fm/Btuh Summer Design Conditions Outskle d) 89 0 1ZInc% 14 °F Daily 1. % Moisture difference 0 grr/ib Sensible Cooling Equipment Load Sizing Structure 43010 Btuh Ventilation Design rature swing 3.8 ''' UsRare7S. data ng l� Total 43010 Btuh Latent Cooling Equipment Load Sizing Internal gains In n Total latent equip. load R�t0.74SHR 1200 Btuh 0 Btuh 9217 Btuh 10990 Btuh 54000 Btuh 4.8 ton Cooling Equipment Summary Make RHEEM RASA.- 06OJEC Efficiency Sensible Latent ng 4' SEER h Total cooling Actual waling fan Cooling air flow factor Load sensible heat redo Boles vans ttovo booA ov ni tion Printout certified by ACCA to meet all requirements of Mantel J 8th Ed. • NovrIcalhitsalit mottiiithe Rasidentbid J8 8.8.17 R$RS1055 CACCOACiWeghteoft HVAMMAR'188.np ° isa QAe M m -N X00 Btuh 1800 dm 0.042 cfmBtuh 80 % 2010-Apr-05 17:1908 Pagel Short Form Entire House MIKEL ABBOTT ENERGY CALCS 4020 N DIXIE HWY. FT LADERDJN.E, Planta 064 -778 -2003 Job $MARTS3 Daft: 413110 Project information For: SMARTS RESIDENCE 540 GRAND CONCOURSE, MIAMI SHORES, Outside db r9 inside db CT) Design TD (°F) Daily range Inside humidity ( %) Moisture difference ( /Ib) Htg 0 22 HEATING EQUIPMENT Make RHEEM Trade RHO.. -H1/18024 Efficiency input Heating temperature rise Actual Heating air flow factor Space thermostat esign Information,.: 89 14 56 1.0 AFUE 34412 Btuh 34412 fItuh 17 °F 180) cfm 0.048 cfm/Btuh Method Fireplaces tnftratlon egm= 0 COOLING EQUIPMENT Make RHEEM Trade RASI. -0IEC SensibIe coding Latent cooling Total cooling Actual cooling fan Coofing air flow factor Load sensible heat ratio 17.0 SEER 42650 b 14950 Btuh 51� cfm 0.042 cfm/Btuh 80 % ROOM NAME Area (ft, Htg lotai (Ruh) Cig load (Btuh) Htg AVF (cfm) Cig AVF (efm) EXISTING HOUSE 1713 37581 43010 1800 1800 Entire Hose d 1713 37581 43010 1800 1800 Ventilation air Latent �ing1.00 RSM 0 0 43010 1 Tt1Thl C A'7A4 *V=04 MAAAA AOAA 40MA . Printout certified by ACCA to meet all requirements Manual J 8th Ed. wrightscaft Rem ResideriVel x5.8.17 IISR31055 CACOMMMighteaft HVACIBMART89.np Cato : Odonlalon N 2010- Apr -OS 17:19.38 PRIa1 Right -J8 Worksheet Enure House MEKEL ABBOTT ENERGY CALCS 4920N DIXIE HWY, iTLADERDALE. Phone: 954.770-2003 Jab SMARM Data: 413n0 S►: 1 2 3 4 6 Hoorn is wail Room 011811f4M4 Roan area 96 ft 1713.0 112 Rea name 185.0 ft d EXISTING HOUSE 185.0 8 80 17130 x 1.0 1713.0 ft' Ty ConsInallon limber llaa (Bttdtfl -°F) Or HIM raperimenar 01) Lead mogo Area perknalar eft Load Heat 6 11 t 13ABwn 1�3.08 -Oa f 1140 911Afi9 13AB-00CB 11400 Pro 11 13A flocs 1100 F 20P 0.258 1.270 0.600 0. 10.800 0.143 1.270 0.288 1270 0.390 0.143 0.052 0.385 n n n e e e E 8 s w w w a n 8.89 27.941 1320 27 1320 3.15 27.04 13.20 5.88 1133.20 2.13 828 3.15 0.70 8.47 Coot 5.52 10.30 5.52 18.30 2.78 30.83 1552 8888 1820 1. 11.7 11.89 2.37 Gross 435 as 20 435 58 0 0 0 425 41 0 480 0 0 1713 1713 WAS Heat Cow Gross t4iPA3 Hit cow 319 0 20 377 24 0 0 0 0 384 0 0 180 20 0 0 1713 165 1811 2602 2140 284 1 0 a a 0 2189 1148 0 341 172 0 0 1205 14509 1781 3216 2081 3855 0 0 0 0 2122 3584 0 275 235 0 0 4058 9233 435 as 20 435 89 0 a a 0 426 41 120 0 1713 1713 319 1811 O 2882 20 284 377 2140 4 1 01 0 O 0 O - 0 384 2180 O 1140 180 172 0 0 17133 1206 185 14509 1781 2081 0 0 0 0 2120 3684 0 238 0 0 9233 Envelope loss/gas 12 a) Infiltration VentllatIon 26070 8778 0 13 14 15 Internal palm Mess extern4 bad Less tier RedIstrtaton Subtotal Duct loads Occieramts Appertain 112 230 1200 a 1 6% 18% a a a 34845 2738 Total roan load Alr fin) 37581 1800 30888 3895 0 1� 0 0 0 37189 43010 1800 6 1 8% 28070 8775 0 0 a 0 34845 16% 2736 37681 1800 30868 3895 0 12!00 0 • 0 0 37102 5848 43010 1800 Printout certified by ACCA to meet ell t+utlemetibe of Manual J Hth Ed. '.w -ra> h'C 0f E6t� -Stns .>88.e.178�i1056 CSCOMOI Hit .rm Colo 0, 1148 a N 2 010Ap1+051711838 Page 1 VESM-LT7FIM ivIAR3t 2010 ji_jj CESAR A. GRANADOS, P.E. BY March 26, 2010 Building Inspector Miami Shores Village Building Department 10050 N.E. 2 °d Avenue Miami Shores, Florida 33138 RE: Smarts Residence 540 Grand Concourse Miami Shores, Fl. 33138 Dear Building Official: . 4 ti,iami Shores Villsoe APPROVED 7.©h11f`JG DEPT I BY DATE BLDG DEPT SUBJECT (0 CCMPIJANCE WITH ALL FEDERAL STATE AND CCUN Y r1ULES AND REGULATIONS I, having performed a visual inspection as required, and verified the existing soil condition consist of Sand, silty sand, and silty gravel, hereby attest ,th �t to was observed, and the foundation conditions are similar to those upon is bas,c,d as it was established in the soil statement in sheet S -1 of th ....• • • •• T1fis•documtnt 15 . being prepared in accordance with the require Building CQC];and must be submitted to the Miami Shor De,PPA•tmei rfpr the above referenced structure. •• . • ••••• Ski pild you •haae any questions or need any additional information, please do not btsiNte to.cpj tact me. • • •. •••• • • . •Sincerely, • • DC /cg siz 60 -mss Cesar Granados, P.E. P.E. No. 64221 L7 -rQ 9510 S.W. 6th Court, Pembroke Pines, Florida 33025 Phone : 954 - 638 -0318 Phone : 954 - 593 -8871 Fax : 206 - 339 -2616 )Z ©MTIw9 MAii 3 ami Shares Village 5ubrn tby Email : Tint Form B Y: - -- Building Department 1 0(150 N.E.2rid Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 7516.0972 MIAMI SNORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I (We) have been retained by to perform special inspector services under the Florida Building Code at Me project on the below Iis ' N streCtoree a9 of Q3/30/2010 Otte). i em a registered architect or professional engineer framed in the State of Flerlde, PROCESS NUMBERS: SPECIAL INSPECTOR FOR PILING. FSC 1B22,12) (R1401.6 1.20) SPECIAL INSPECTOR FOR TRUSSES 735' 1.04 OR B' HIGH 41e 17.2A.2 (R444}9.6.1; 24.21 X SPECIAL ONSPECTOR FOR REINFORCED MASONRY, FSC 2122A (8440 7.6.4) t)� SPE �tAL INSPECTOR FOR STEEL CONNECTIONS, Fir, 2218.21;R4410f5,2} SPECAAL INSPEC CR FOR SOIL COMPA,CTION, FRC 19411 (R4444,4.3.1) p SPECPA.L INSPECTOR FOR PRECAST UNITS & AATTAwHA1ENT &, FBC 1972,12 (844059.12) SPECIAL. INSPECTOR FOR Note: Only the marked boxes apply. The following individual(s) employed by this firm or me are authorized) representative to perform inspection * CESAR A. GRANADOS 2. D OUGLAS CASTILLO 3. 4. `Special Enspectors utilizing authorized representatives shall ,insure the authorized representative s qualified by education or licensure to perform, the duties assigned by the Special Inspector, The qualifications stall indude licensnare as a professional engineer or architect; graduation from an engineering education program in civil or structural engirneering, graduation from an architecture education program; suer cernplelon of the NCEES Fundamental Exeminatior; or registration as building inspector or general contractor, I, (we) will notify Miami Shores Village Building Department of any changes re+gen mg authorized personnel performing Inspection services, I, (we) understand that a Specs Inspector Inspection dog for oath building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. Au mandatory inspecltnns, as required by the Fkuide Building Code, must be performed by the County, The Village budding inspections must be called for on of mandatory Inspections, inspections performed by the Special inspector hired by the Owner are In addition to the mandatory inspections performed by the Department, Further, upon eempletion of the week under each Building Permit t will submit to the Building Ins r at the time of hnal inspection the completed i rspect=on cog form and a sealed statement indicating that, to the hest of my knowledge, belief and pr&fesatOnal judgment those portions of the project outlined above meet the intent of the Florida Building Code and s e In substantial accordance with the approved plans, Signed and Sealed EngineerfArcttitect Name CESAR A. GRANADOS 6A,4,0,1 PAW ,'dress 9510 SW 6th COURT, PEMBROKE PINES, FL. 33025 (' • Nee E 2_21 DATE: 03/30/2010 Created on 6111 DI2039 Phone No. 954-638 -0318 CESAR A. GRANADOS, P.E. March 29, 2010 Chief Building Inspector Miami Shores Village Building Department 10050 N.E. 2nd Ave. Miami Shores, FL 33138 NOTICE TO BUILDING AND ZONING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER FLORIDA BUILDING CODE Dear Sir: We have been retained by to perform inspection services under Section 2705.4, Florida Building Code, at 540 Grand Concourse project on the below listed structure as of 03/29/10 . CONTRACTOR INSPECTION PROCESS NO. STREET ADDRESS OF RECORD RESPONSIBILITIES 540 Grand Concourse Reinforced Masonry Wall Reinforced Concrete Steel structure Roof Trusses The following individual(s) employed by me or this firm are authorized to perform • . insMion services: • • •• • • • • •• 1. •esa,Ir Gra'hados, P.E. 2. Douglas Castillo • • • • • •.••. •••••• VVZwrdI notifylke Miami Shores Village Building Department of any changes regarding 4�bhocized per'�'Qnnel performing inspection services. ..... • • •• ••• • •;•••• We , ndersted that a special inspector's inspection log for each building must be Zlitplayed ir1•a•aonvenient location on the site for reference by the Miami Shores Village .Ba+lding ir?peotors. The Miami Shores Village building inspector must be called for the fit'st' mandatory inspection and bi- weekly thereafter for log inspections. Further, upon completion of the work under each building permit, I will submit the completed inspection log form and sealed Statement of Compliance to the building inspector at time of final inspection and before making application for a Certificate of Occupancy. The Statement of Compliance shall state that to the best of your knowledge, belief and professional judgment that those portions of the project outlined above meets with the intent of the Florida Building Code Broward County Edition and is in substantial accordance with approved plans. Cesar A. Granados P.E. No. 64221 3 -ft.-) 9510 S.W. 6th Court, Pembroke Pines, Florida 33025 Phone : 954 - 638 -0318 Phone : 954 - 593 -8871 Fax : 206 - 339 -2616 COUNTY BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries, Inc. 1070 Technology Drive Nokomis, FL 34275 SCOPE: MIAMI DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SurrE 1603 MIAMI, FLORIDA 33130-1563 (305) 375 -2901 FAX (305) 372-6339 mizaanklesismylimikkask This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami-Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami Dade County Product Control Division (In Miami Dade County) and/or the Al-II (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Lode County Product Control Division 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 "HR -710' Aluminum Horizontal Roller Window — L.M.I. APPROVAL DOCUMENT: Drawing No.4127.10, titled "Alum. Horizontal Roller Window, Impact", sheets 1 through 11 of 11, dated 02/18/2006 with the latest revision "C" dated 04/15/2007, prepared by POT Industries, Inc., dated 08/10/2007, signed and sealed by Robert I. Clark, P.E., bearing the Miami :Dade... County Product Control Revision stamp with the Notice of Acceptance number and exxiraticin date *Abe.' • Miami Dade County Product Control Division. • • • • • • MISSILE IMPACT RATING: Large Missile and Small Missile Impact Resistant. • • • • • • • • • LABELING: Bach unit shall bear a permanent label with the manufacturer's name or 1840, cYy, statq Bond. following statement: "Aftami Dade County Product Control Approved ", unless otherwise0i p d hereid. • . • • RENEWAL of this NOA shall be considered after a renewal application has been filed,andxkere has ty 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 6dislan or cl2ange, in the materials, use, and/or manufacture of the product or process. Misuse of this NOA is an eft • • of any product, for sales, advertising or any other purposes shall automatically terminate This449A. Pailyru . to comply with any section of this NOA shall be cause for termination and removal of NOA. • •••• • ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA No. 06- 0405.06 and consists of this page 1 and evidence pages E-1 and E-2, as well as approval document mentionexd. above. The submitted documentation was reviewed by Manuel Perez, P.E. APPROVER NOA No 07-0815.09 • December 21, 2011 ate: January 03, 2008 Page 1 .•••.• • • • •0.••• •00.•: • •0.•• • • •••.• •.0.•• • • • 0000•• • • .0.0•• • • NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED, A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No.4127 -10, titled "Alum. Horizontal Roller Window, Impact", sheets 1 through 11 of 11, dated 02128/2006 with the latest revision "C" dated 04/15/2007, prepared by PGT Industries, Inc., dated 08/1012007, signed and sealed by Robert L. Clark, P.E. B. TESTS L Test reports on:1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TM 203 -94 Along with marked-up drawings and installation diagram of XOX aluminum horizontal sliding window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FM- 5330, dated 07/18/2007, signed and sealed by Carlos S. Rionda, P.E. 2. Test reports on:1) Air Infiltration Test, per FBC, TM 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TM 202 -94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per PBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TM 203 -94 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 202 -94 Along with marked-up drawings and installation diagram of XOX aluminum horizontal sliding window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FM-4858, dated 03/08/2006, signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA# 06- 0405.06) Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 . • • • • 2) Uniform Static Air Pressure Test, Loading per PB( TAS 202 - • 3) Water Resistance Test, per FBC, TM 202 -94 • •' "' 4) Large Missile Impact Test per FBC, TM 201 -94 • • • • 5) Cyclic Wind Pressure Loading per FBC, TAS 20;¢. 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 2M-94. Along with marked-up drawings and installation diagram of XOX aluminum • horizontal sliding window, prepared by Fenestration Testing Lalointory, Inc., lost.: • Report No. FTL -4859, dated 03/08/2006, signed and sealed by Eddlundb• • • • • - Largaespada, P.E. (Submitted under NOA# 06-0405.06) 3. •••• • • •••• •• • • • • • • • •• • •• • • • ••. • • • •••• E -1 Manuel P Product Control NOA No 07 i +x.09 Expiration Date: December 21, 2011 Approval Date: January 03, 2008 PGT Industries. Inc. NOTICE OF .ACCEPTANCE: EVIDENCE_SUBNIITTED C. CALCULATIONS 1. Anchor Calculations and structural analysis, complying with FBC -2004, prepared by PGT Engineering, dated 10/26/06, signed and sealed by Robert L. Clark, P.E. Complies with ASTM E1300 -98 and 02 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 05- 1208.02 issued to E.I. DuPont DeNemours for "DuPont Butadte PVB Interlayer" dated 01/05/2006, expiring on 12/11/2010. 2. Notice of Acceptance No. 03- 0421.01 issued to Solutia Inc. for their "Saflex HP a polyvinyl butryal interlayer for lamination of glass" dated 05/22/2003, expiring on 04/14/2008. F. STATEMENTS 1. Statement letter of compliance, and no financial interest, dated 08/10 /2007, signed and sealed by Robert L. Clark, P.E. 2. Laboratory compliance letter for Test Report No. FTL- 5330, issued by Fenestration Testing Laboratory, Inc., dated 07/18 /2007, signed and sealed by Carlos S. Rionda, P.E. 2. Laboratory compliance letter for Test Reports No.'s FTL- 4858 and FTL- 4859, issued by Fenestration Testing Laboratory, Inc., dated 03/08/2006, signed and sealed by Edmundo Largaespada, P.E. •••• • • • • ▪ • • (Submitted under NOA# 06.0405.06) • • • • .... ...... G. OTHER •••••• • 1. Notice of Acceptance No. 06- 0405.09, issued to POT Industries, 1i )pr theiiSEkie$ .• .................. "Alum. Horizontal Roller Window, Impact ", approved on 12/21/2QQ4.0 d expiringop , . .... 12/21/2011. .. • •• •••• • • • • ...... • • E -2 Manuel Perez, Product Control:, NOA No 07- 0813.09 Expiration Date: December 21, 2011 Approval Date: January 03, 2008 GENERAL NOTES: IMPACT HORIZONTAL ROLLER FLANGED AND INTEGRAL FIN WINDOW 1. GLAZING OPTIONS: (SEE DETAILS ON SHEET 2) A. 5(16" LAMI CONSISTING OF (2) UTES OF 1/8' ANNEALED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER B 5/18° LAMA CONSISTING OF (1) LATE OF 11" ANNEALED GLASS AND (1) LITE OF 1p" HEAT STRENGTHENED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER. C.1516' LAMA CONSISTING OF (2) LITES OF 1/8' HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEGKEEPSAFE MAXIMUM PVB INTERLAYER. D. 7118' LAMA CONSISTING OF (2) UTES OF SINS' ANNEALED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER. E. 7/18' LAMA CONSISTING OF (1) UTE OF 3116' ANNEALED GLASS AND (1) UTE OF 3/16' HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR MAXIMUM PVB INTERLAYER. F. 7118" LAMA CONSISTING OF (2) LITES OF 3118° HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR MAXIMUM PVB INTERLAYER. G.13/16' LAMA IG: (1) UTE OF 10' OR 3118' ANNEALED ( MIL) GLASS, 6116' OR SAP AIR SPACE AND 6116" LAW CONSISTING OF (2) LITES OF 118" ANNEALED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEXMEEPSAFE MAXIMUM PVB INTEFLAYER. H. 13118 LAMB 10: (1) LATE OF 1/8' OR 3116' ANNEALED (MIN.) GLASS. 5(18' OR 316° AIR SPACE AND 6116" LAMI CONSISTING OF (1) UTE OF 1/8" ANNEALED GLASS AND (1) LITE OF 1/8' HEAT STRENGTHENED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. L 13/16° LAMA 1G: (1) LITE OF 1/8" OR 3/18' ANNEALED (M01.) GLASS. 5118' OR 3/3" AIR SPACE AND 6118' LAM CONSISTING OF (2) UTES OF 1/8' HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLENKEEPSAFE MAXIMUM PVB INTERLAYER. J. 13118' LAM IG: (1) UTE OF 118' OR 3/16° ANNEALED (MIN.) GLASS, 3116" OR 114" AIR SPACE AND 7118 LAMS CONSISTING OF (2) UTES OF 3116' ANNEALED GLASS WITH AN .090 DUPONT BUTACITE OR SAF EX/KEEPSAFE MAXIMUM PVB INTERLAYER. K 13118" LAMI IG: (1) LITE OF 1/8' OR 311 V ANNEALED (MN.) GLASS, 3/W OR 1/4" AIR SPACE AND 716" LAMA CONSISTING OF (1) LATE OF 3116' ANNEALED GLASS AND (1) LITE OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR MAXIMA PVB INTERLAYER. L 13118 LAMA KG: (1) LITE OF 118" OR 3118 ANNEALED (MIN.) GLASS, 3116' OR 1/4' AIR SPACE AND 7/16' LAMA CONSISTING OF (2) UTES OF 3/18° HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR MAXIMUM PVB INTERLAYER. 2. CONFIGURATIONS: AN, ,XL,) XCXX 3. DESIGN PRESSURES: (SEE TABLES, SHEET 3) A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300-02. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TATTLES ASTM E 1300-02. 4. ANCHORAGE: THE 331/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. SEE SHEETS 8 THROUGH 11 FOR ANCHORAGE DETAILS. 6. SPATTERS ARE NOT REQUIRED. 8. FRAME AND PANEL CORNERS SEALED WITH NARROW JOINT SEALANT OR GASKET. ®7. REFERENCES: TEST REPORTS P11.-4868, FTL -4858 AND PT1 -5330. ELCO TEXTRON NOM: 040721.01, 03.06 ANSUAF&PA NDS -2005 FOR WOOD CONSTRUCTION ADM-2005 ALUMINUM DESIGN MANUAL A8. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, CLIVIENT,ESFSppyr4041,53563 THE HIGH VELOCITY fla HURRICANE ZONE (HVHZ). • • •• • F.1C 41(547 C ADDFTL 8ONOTES7 16'r�TOivrasen�wn• FJC 10117478 8 CHHAN0E TOAS'WE I3tO•7! • • _ • • • • • • • • • • F.F.G ADAARBPACE8l4.N 7ES7ECtREF:NETEY&NOTEs • F.K 31X'. OW* anus nohow A e 8, 10707EG1340LOGY WANE • NOKOMIS, FL 34270 P.d. 39X1823 N000448, FL 34274 Visa* Butter GENERAL !+%OY/E ALUM. HORIZONTAL ROLLER WINDOW, IMPACT tr�w ( NTS rot. I d 11412710 ' C NOA DRAWING MAP SHEET GENERAL NOTES._....._ i GLAZING DETAILS_.._2 DESIGN PRESSURES 3 VERT. SECTIONS... ---- 6 CORNER DETAIL.._ 5 ANCHORAGE.. ...... .... 8-11 PRODUCT REVISED as complyyinmgg with the Plo dda IPAC gCode No Expiration DA* f'7C'- ,IP L dark PE PR 039712 8 rm:tut d • ••• •• ••• • • • • • •• • • • • • • • • • • •• • • ••• • • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • ••• • ••• • • • • • • • • • • • • • •• •• ••• • • 112' NOM. GLASS BITE 63,64,65 1/8' ANNEALED OR HEAT STRENGTHENED GLASS 090 SOLUTIA OR DUPONT PVB INTERLAYER 118° ANNEALED OR HEAT STRENGTHENED GLASS 6116' NOM, 5/16" LAMINATED GLASS <DEMO, ItiffM1=> (ALL SECTIONS) 3/16' ANNEALED OR HEAT STRENGTHENED GLASS 080 SOLUTIA OR DUPONT PVB INTERLAYER 3/16" ANNEALED OR HEAT STRENGTHENED GLASS 7116' LAMINATED 7/16° LAMINATED GLASS 0 1/2° NOM. GLASS BITE 1 1/8" ANNEALED OR HEAT STRENGTHENED GLASS .090 SOWTIA OR DUPONT PVB INTERLAYER 1/8° ANNEALED OR HEAT STRENGTHENED GLASS 6116' LAMINATED 5/16° OR 3/6' AIR SPACE 118" OR 3/16° ANNEALED (MIN.) GLASS 13/16° NOM. 13/16° LAMI IG GLASS WI 5116° LAMI Roder. FK aatti CLIK F.1 F.K. AK 2 d18187 aeex 10117108 Rfolstos a any nosaibac A .. ... • ••• : : • . NOCHANGEINIS • • • • • • • • NO CHANGE r►Rds T•• . . . • • °: ACDARSPAC8DMTd'IAANroodr�nss • • -• S. 3/18' ANNEALED OR HEAT STRENGTHENED GLASS 090 SOLUTIA OR DUPONT PVB INTERLAYER 3/18' ANNEALED OR HEAT STRENGTHENED GLASS rn8° LAMINATED 3/16" OR 1/4' AIR SPAN 116' or 3116° ANNEALED (MIN.) GLASS 13116° NOM. 13/16" LAMI IG GLASS W/ 7116° LAMI ARODUCTAEVffiSD ea rmnptilos wills dm Fbsskla Buik?u{{ Coda Aaaepa No0 .'z „Dam lf- 'aiii.• raatamar J ! 8P1�9/08 TGLAZING DETAILS P.O. 39X ,UD ALUM. HORIZONTAL ROLLER WINDOW, IMPACT Naroaea MUM Vvt /y Bau°r rw710 F�! 2 m 11 I 4927 -10 I C • • • • • • • • • • ••. • • •• •• •• • • • • ••• • • • • • • • • • • • • • •• •• ••• • • • • • • • • • • • • • • • • • • • • • • • ••• • • • ••• • • • • • • • • • ••• • • • • • • • • • • • • •• •• • • ••• • TABLE 1. XOX (1/4,1/2,114) FLANGE OR INTEGRAL FIN WINDOWS (FLANGED SHOWN. FIN WINDOWS WI SAME DLO ARE 1" SMALLER) WINDOW WIDTH GLASS TYPE WINDOW HEIGHT 28" 38" 38 318" 48" 50 518" 54" 53" 84" A,B,G,H +60.0 -60.0 +80.0 .60.0 +60.0 -80.0 +60.0 -60.0 +60.0 -60.0 +80.0 -60.0 +80.0 -80.0 +60.0 -80.0 96" A,B,G,H +60.0 60.0 +60.0 -80.0 +60.0 -60.0 +60.0 -60,0 +60.0 - 60.0 +80.0 -60.0 +58.8 -58.8 +58.2 -56.2 108 3/8" 4 A,B,G,H +60.0 -80.0 +80.0 -60.0 +60.0 -60.0 +60.0 -80.0 +60.0 -60.0 +60.0 -60.0 +55.2 -55.2 +52.3 -52.3 108" A,B,G,H +60.0 -60.0 +60.0 -60.0 +60.0 - 60.0 +60.0 -80.0 +80,0 -60.0 +80.0 -60.0 +54.6 -54.6 +51.7 -51.7 111" A,B,G,H +60.0 -60.0 +80.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +59.5 -59.5 +53.6 -53.6 +50.9 -50.9 UP TO 111" C,1 +80.0 -60.0 UP TO 111" D,E,F, J,K,L +75.0 -75.0 TABLE 2. XOX (113,1/3,113) FLANGE OR INTEGRAL FIN WINDOWS (FLANGED SHOWN. FIN WINDOWS W/ SAME DLO ARE 1" SMALLER) WINDOW WIDTH GLASS TYPE WINDOW HEIGHT ALL HEIGHTS UP TO 83" TO 88 7118" - ABC, 0,H,I +60.0 40.0 TO 86 7116" D,E,F, J,K,L +75.0 -75.0 TABLE 3. OX AND XO FLANGE OR INTEGRAL FIN WINDOWS (FLANGED SHOWN. FIN WINDOWS WI SAME DLO ARE 1" SMALLER) WINDOW GLASS WINDOW HEIGHT WIDTH TYPE 28" 38" 38 318" 48" 50 618" 54" 80" 63" 80" A,B,G,H +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -78.0 +78.0 -75.0 +790 -75.0 +75.0 -75.0 p,". 3 :7 ''t a Flodde M; :.o. AoNo 7 ;..== .o neon 1'.. -flf_ ,.'810, . ie 85" A.H,G,H +75.0 76.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +74.2 -74.2 +70.2 -70.2 72" A,B,G,H +75.0 -75.0 _ +75.0 - -75.0 +75.0 -76.0 +75.0 -75.0 +75.0 -75.0 +75.0 - 75.0 +69.6 -69.6 +65.2 -85.2 74" A,B,G,H +75.0 75.0 +75.0 -75.0 +76.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +88.1 -88.1 +63.8 -83.8 UP TO 74" C D,E,F, I,J,K, L +75.0 -75.0 GLASS TYPES: TEST REPORT FTL-4858 QVDX), FTL -4859 (OX & )ID) AND FTL -5330 A 5/16" LAMI - (118° A, .090,1/8° A) B. 5116" LAMI - (1/6" A, .090,1/8" HS) C. 5/16" LAMI - (1/8" HS, .090,1/8" HS) D. 7/16" LAMI - (3/16" A, .090, 3/16" A) E. 7/18" LAMI - (3/16" A, .090, 3/16" HS) F. 7/16" IAMI - (3/16" HS, .090, 3/16" HS) O. 13/16" LAMI 1G -118" OR 3116 "A, 5/16" OR 3/8" AIR SPACE, 5/16" LAMI - (1/8"A, .090,1/8"A) H. 13/16" LAMI 10-1/8" OR 3116"A, 5/16" OR 3/8" AIR SPACE, 5/16" LAMI - (1/8"A, .090,1/8"HS) L 13/16" LAMI 10 -1/8" OR 3/16"A, 5/16° OR 3/8" AIR SPACE, 5/16" LAMI - (1/811$, .090,1 /8°HS) J. 13/16" LAM IG -1 /8" OR 3/16"A, 3118" OR 1/4" SPACE, 7/16" LAMI - (3/16•A, .090, 3/18 "A) K. 13116" LAMI K3 -1/8" OR 3/16"A, 3/18" OR 1/4" SPACE, 7/16" LAMI - (3/18"A, .090, 3116•116) L 1418" LAI IG -8/6" OR 3/18"A, 3/16" OR 1/4" SPACE, 7/16" LAMI - (3/164116_090, 3/16"118) a'7 t� Pl. as! reader nee elan O • • • . • • ADDINTE � OPrwBT UPD f�ratIa'$'s aao�s• T DESIGN PRESSURES FX 4mf7I 6 B TAUS = • • • • • GP rAe�is TO AVM E 1 ? . • • • • OKaoaaoor1rE • nracon+ty, R aar� P.o. ,sue rarcoe xR ardra NoR oNraI ROLLER WINDOW, IMPACT Fe „m„ BA 20016 , 44 ACC NB sPac+B ' e nHTL. • • • 3/2$16 1 sera* Kano NTS1 3 m 11 I 412710 I C • ••• •• • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • •• • • • • • • ••• • • • • ••• • • .••• • • • • ••• • ••• • • • • • • • • • ••• • • • • • ••••- • • • ••• •• ••• • • - 94 81W MAX. DLO FIXED 2 A 57W MAX. DLO ALL FWD LITES 110' MAX WIDTH LF. FRAME 111' MAX WIDTH FLANGE FRAME DETAIL 8 - XOX (114-112 -114) 33 918' MAX. 33 9118' MAX. I DLO FIXED C7 DLO VENT O X A 58" MAX. DLO ALL VENTS 62' MAX I.F. FRAME ALL CONFIG. 73' MAX WIDTH I.F. FRAME ----j 74' MAX. WIDTH FLANGE FRAME DETAIL A -OX OR X0 • • •• ••••s 5.r F.K. 4/1$07 C Ws FAY= FJC 10/1706 B eam•e amr JINNI= FJG 511308 A ea•a5F Dos COMM n FJG 2/28ti08 .RJ. A 63' MAX. FLANGE FRAME ALL CONFIG. ADAODiv4"rRt ' "" fI °"r1:°"rrsao+w• n • • •. • lmQTeawaomrr NO CHANGE Tt 1 CHEE1• : i • • • _ • N tlB FL 342/5 No CHANGE 7i!>e SHEtI• • • • • • • P.P. SQX 1520 N 1 911 O 3 I 5S. FL•R74 f 27319' MAX. DLO VENT B r- ••••• 27 319" MAX. DLO FIXED 1 O D `i 85 7119' MAX. WIDTH LF. FRAME--.4 VW MAX WIDTH FLANGE FRAME DETAIL C - XOX (1/3- 1/3 -1/3) NOTE: 1. SEE SHEET 3 FOR VERTICAL AND HORIZONTAL SECTION DETAILS. VIEW D-D (FRAME CORNER CONSTRUCTION) B "' Fl* PJ?VISED ' "455 fiaPIrida •:.: ; coo Dato Visibly Better ELEVATIONS ALUM. HORIZONTAL ROLLER WINDOW IMPACT s larlha a ewe aegi¢ 04•910. a". HR710 NTS 14 a 11 4127 -10 I C •• ••• • • • • • • • • • • • • • •• • • • • • • • • • • • •• • • • • • •• ••• • • ••• • • • • • • ••• • • ••• • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • •• •• • • •• • • ••• • EXTERIOR INTERIOR j-•—• MAX. FIXED OLO --i MAX WIDTH (FLANGE FRAME) SECTION B-B (HORIZONTAL SECTION - XOX SHOWN WITH FLANGE FRAME) 1•• MAX. me* au) — -►` MAX van O MAX. WIDTH (I.F. FRAME) Ex-rERioR SECTION A-A (HORIZONTAL SECTION - OX SHOWN WITH INTEGRAL FIN, FRAME) PRODUCT REVISED oa rombing with (*Flom Aor...vam No »o ININGRAli PIN -- z ::. t� . , ,. i3 Mb WIMP d •• • ••• • • • ••• • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • •• ••• • •• ••• • ••• • • • • • • • • • • • • • • •• •• • • ••• • • • • • • • ••• • • • • • • • • • • • • • •• • • •••• • ••• • • ALUM. HORIZONTAL ROLLER WINDOW, IMPACT f s I d If 4127 -10 C Robot L. P.E. PE 09712 &motored ICBM DWG 1 4102 DERCBBYTION MAIL A FLANGEFRAMEHEAD 6063 -T6AL • 617237 2 4025 SASH STOP (STD.) (ANTI LIFT CUP) 6063 -TS AL 612244 3 88X3/4 PIL PAN HEAD 7834AA 4 4053 6 4136 7 4137 8 4131 10 71298 12 1626 13 4002 14 4134 15 1155 16 4110 17 4054 19 4066 21 4105 22 1683 23 225.1 24 226 SASH STOP COVER (SASH STOP) 6063-T5 AL FLANG3 FRAME SILL 6063 -T6 AL 64136 SRLADAPTOR 6063 -T6AL • 64137 ROLLERTRACK 6063 -T6AL 64131 WEFP HOLE COWL POLYPROP. 71298 ADHESIVE OPEN C LFOAMPAD 7PAD1626 A FLAMM FRAMEJAMB 6063 -T6AL 612225 GASKET FOR MAIN FRAME SILL JOINT 74134W/IC 08 X 1.000 QUAD PN. SMS O SCREEN ADAPTOR B -FIXED MFEP1NORAIL 6063 -T5 AL 781PQA 64110G 60631D -T6 AL 64054A WSTP,.187 X.230, FIN SEAL 640660 SASH TOP & BOTTOM RAIL 6063 -TS AL 617240 WSTP «.250 X .270 BACK, FIN SEAL 616830 ROLLER.HOUSWG& WIDE 42112HD BRASS ROLLER WHEELS BRASS 7BRWHL2 29 4128 32 4006 33 1235 35 1096 36 1016 37 4126 38 1683 39 7070 40 41 4139 42 4140 43 4141 50 51 1224 52 1225 53 4039 54 4044 55 4222 56 985 59 4067 60 GAS. » 62 " 63 64 65 HOR1ZONTALRO1L IRSASH TOP GUIDE POLYPROP. 4412814 D SASH MEKONG RAIL 6063HS -T6 AL 64006 WSTP,.170 X .270 BACK, FIN SEAL SWEEP LATCH 675160 DID"CAST 71096 #8X.625 PH. FL SMS SASH SIDE RAIL 6063 -T5 AL 64126 W STP,.250 X 270 BACK, FIN SEAL 616830 BULB WEATHERSTRIP .187 X .275 67070K LIFT RAIL COVER CAP 74078"C" LORR I.F. FRAMEHEAD 6063 -T6 AL 64139 1K FRAME SILL 6063 -T6 AL 64140 LF. FRAME JAMB 6063 -TYAL 64141 A C AZINGSII SILICONE, DOW 899, 995ORMUWALE NT VINYLCI<AZINGBEAD BULB (TIUC IC) 6TP2A7W,K VINYL GAZING BEAD BULB (THIN) 6TP248K B GLAZING BEAD -5/16" 6063 -TSAL 6403913 B GLAZING BEAD - 5/16" W /GR1LLKIT 6063 -TS AL 644703 A CiAZINOHPAD - 7/16" 6063 -TS AL 64222 C GLAZING BEAD - 7/16" W /(BULL KIT 6063 -T5 AL 6985 GAZING BEAD - 13/16" 6063 -TS AL 5/16" 1AMI (1/8" A, .090 PVB, 1/8" A) 5/16" LAMI (1/8" A, .090 PVB, 1/8" HS) 5/16" LAMI (1/8" HS, .090 PVB, 1/8" HS) 7/16" LAM1 (3/160 A..090PV8, 3116" A) 7/16" IAM!(3/16" A, .090 KS, 3/16" HS) w»"qa F.K " 7 /16" LAM 16" 3/ I(3/ H 16 "1M..• . • •• ITEMS 0.42 a 43 NO CHANGE INN SHEEP e ; • • • • • • • • SPACE oarsraR9Al s Ell q1U ii • • • • 10701EI0R*WAGY DRIVE No N%R.ss275 P.O. BQ7(162a ITEM DWG8 REVI DBBCIU flON i_ MATL I PG14 66 \Q.ASS,13/16" LAMI 1(l l/8 »A, 3/84 AIR SPACE, 5/16" LAMI (I/8"A, .090 PVB, IIrA) 67 " 13/16" LAM! IG- 1/8 "A, 3/8" AIR SPACE 5/16" IAMI (WA, .090 PVII, U8"HS) 68 13/16" LAMI IG- 1/8"A, 3/8" AIR SPACE, 5/16" LAMI (1/THS, .090 PIE, U8"HS) 69 " 13/16" LAMIIG.3/16"A, 5/16" AIR SPACE, 5/16" LAMI (1/8"A, .090 PVB, 1/8"A) 70 " 13/16" LAMI 10-3/16"A, 5/16" AIR SPACE, 5/16" LAM! (1/8"A, .090 PVB, l /8"Hs) 71 " 13/16" IAN! IG-3/16"A, 5/16" AIR SPACE, 5/16" LAM! (118"HS, .D10 PVB,1 /8"IIS) 72 " 13/16" LAM!!O•1 /8 "A,1/4" AIRSPACE, 7116" LAMI (3/16"A, .090PVB, 3/16"A) 73 " 13/16" LAM!IG•I/8"A,1 /4" AIRSPACE, 7/16" LAMI(3/16"A,.090PVB,3/16"HS) 74 " 13116" LAMI tO.1/8"A,1/4" AIR SPACE, 7/16 IAM1(3/16"H5, .090 PVB, 3/16"HS) 75 " 13/16" LAM! 1G3/16"A, 3/16" AIRSPACE, 7/16" LAMI (3/16"A, .090 PVB, 3/16"A) 76 " 13/16" LAMI ICr3/16"A, 3116" AIR SPACE, 7 /16"LAM!(3/16"A. .090PV8,3/1611S) 77 " 13/16" LAMI IG- 3/16"A, 3/16" AIR SPACE, 7/16" LAMI (3/16"14S, .090 PVB, 3/16 "HS) 90 ` 1014 SC2R1 FRAME (HOR. & VER.) 3105 -H14 AL 91 1630 SCREEN CORNERKEYW/RNGS POLYPROP. 92 1631 SCREEN CORNER KEY W /OUTRINGS POLYPROP. 93 1073 SCREEN SPRING STET. 94 1624 SCREEN SPLINE -.135 DIA. FOAM EM PVC 95 1635 SCRIEs1SPLINE- .135DIA.HARD EM PVC 96 SALE/ CLOTH OI.F. FRAME JAMB A #4141,8063 -T8 OAI 41 F. FRAME HEAD #4139, 6083-T8 C 710 #4140.6083 -T6 48 j .F. FRAME SILL � PARTS LIST ALUM. HORIZONTAL ROLLER WINDOW, IMPACT v646 Beu1 Pirsl 6 d 91 L°'"® "" 4127 - -10 1_C • • • ••• •• ••• • • • • • • • • • • • • •• • • • , • S • • • • • •• • • • • •• • •• ••• ••• • • • • ••• ••• • • • • • • • • • • • • • • • • • • • • • • • •• •• • • JC • WSW fp Oft ftwIllerns FJC 112117A78 B /UMW Oils F J K 8 W 1 3 0 0 Aw A roamer Us 8H • Wen 9r. W# trucstl*, awe F.K. 22808 J.J. 3 2.710 0 FLANGE FRAME HEAD #4102A, 8011345 .490 I5-- 1.4s+ --1 0 / / SASH STOP #4026.8083.15 ,•118a 3 21 SASH TOP & BOTTOM RAIL #4133, 6083.75 600 43254., .878 1.086-1+- --I ��J C) GLAZING BEAD. 5/16" (USED Wi cI KIT) troa m7 C • CD FLANGE FRAME SILL #4138, 6063-18 .081 .48 0 HORIZ. ROLLER TRACK #4131, 6083-78 j87 1.081 32 SASH MTG. RAIL #4006D, 8083H8 -T8 101 .678 1.095— I•- - 1 T 55 GLAZING BEAD 7116" #4222A, 8063 -T5 • • • ?H• W Er ••• • • • .� • - • NOc ANGE •. ##S • • NO CHANGE !S .EET • • s • • ••• • •• •• �,, FRAME SILL ADAPTER �, J #4137, 806348 l+l.aoa --4 97 FIXED MEETING RTB AIL #40645,8083 0- 1.3440 .2� SASH SIDE RAIL #4128, 6083 -75 .030 1.116 I —+4I GLAZING BEAD. 7116° (USED WI GRILL KIT) 1-1.1313-.1 J 738 7 SASH STOP COVER \.J 3, 8083 -75 43 FLANGE FRAME JAMB #4002A, 8083 -T8 1.006 ice—►{ 0 GLAZING • 5/16" #40383,8083.75 + 08tH GLAZING BEAD, 13/16" #4607, 8063 -T5 PRODUCT REVISED tatomptitog with the Aorta Bulking Cede Accaosace No Expinglion Des 411070 TECHNOLOGY NOW" FL 375 4 P.O �X 1518 NOXOLSS, Fl.3494 BGT Better • ••• • • • • • • • • • • • • •• • • •• • •• • • • • • ••• • • • • • • • • • • • • • •• •• ••• • • ••• • • • • • • • • • • ••• • • • • • • • • • • • • ••• • • • • • • • • • • ••• • • • • • • • • • • • • • •• •• ••• • • EXTRUSIONS ALUM. HORIZONTAL ROLLER WINDOW, IMPACT se.9ae I *at lamb ifiVIO HBH I 7 d 11 4127-10 C ri/P Robert L CImk, P.E PE 832712 armload ANCHOR QUANTITIES, XOX (1141/21/4) WSIDOWS TABLE 4 NOTES: 1. ANCHOR TYPES: 1 -114" ELCO 7APCONS 2 -1/4" ELCO SS4 CRETE-FLEX 3 - #12 STEEL SCREWS (05) ANCHOR TYRE) GLASS TYPES A.B,C,G,H,1 GLASS TYPES O,E,F,J ,L 2,3, WOOD 2, CONC 1, CONC 2,3, WOOD 2, CONC 1, CONC & SUSSTNATE 11:40-5 TONES -ZONES ZONES Zan ZONES WSVOW SIZE *I v 3 HEAD & BILL HEAD & SSA. I SEAO & SILL * HEAD & SS . ; * HEAD & Sai. ; 4 HEAD & SILL ; 2. GLASS TYPES: `i A 5/18° LAN - (1/8' A,.090,1/8" A) ; B. W18° LAMI - (1/8' A,.090,1/8° HS) C. 53.125x 34375 48.000 50.825 54.000 80.0 83000 1+02+1+02+1 2 1+02+1+02 +1 2 1 +02+1+02+1 2 1+02+1 +02+1 2 1 +02+1+02+1 2 1 +02+1 +02+1 748' LAMI - (1/8 H +080, 3/8 HS) 2 D. 7/18 LAMI - (3118" A "030, 338' A) 1 +02+1 +02+1 3 1 +02 +1 +02+1 3 1 +132+1 +02+1 3 1+02+1+02+1 3 1 +02 +1 +02+1 3 1 +02 +1+02+1 3 E. 7/16" LAN - (3/16" A,.090, 3/18' HS) 1 +02+1 +02 +1 3 1+03+1 +02+1 3 1 +02+1+2+1 3 1+C2+1402+1 3 1+02+1 +02+1 3 1+0 +1 +02+1 3 F. 7381 iAMt -(3198"8' OR 3, 848" HS) 0.13116" LAMI ld -118° OR 338 A, 8/18 OR 318" SPACE, 6+18' LANE -(118" A,.090, 1/8' A) 1 +02+1 +02+1 3 1+02+1+02+1 3 1+02+1 +02+1 3 1+2+1+2+1 3 1+89+1+82+1 3 140+1 +02+1 3 H. 13/18' LAMI IG -1/8" Oft 3/18° A, 5/18° OR 3/8' SPACE, 5/18' LA1141- (1/8' A,.090, 1/8' HS) 1+02+1 +02+1 3 1 +03+142+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+02+1 +83+1 3 I. 13/18" LAMI I0 -178' OR 3/18" A, 8118" OR WS" SPACE, 6113' LAMI -(1B' HS,090,1/& HS) J. 1338' LAMS 10 -1/8' OR 338° A, 3/18" OR 1/4" SPACE, 7/18' LAMI - (3/18" A,.090, 3/18" A) 1+02+1 +02+1 3 1+02+1+2+1 3 1+02 +1+02+1 3 1 +0:2+1+02+1 S 1+02 +1 +02+1 3 14433+1403+1 9 K. 13/18' LAMS K3 -1/8" OR 3/18' A 3/16' OR 1/4" SPACE, 7 /18" LAMS - (3/18" A,.090, 338' HS) 60.000x 38.375 48.000 50.825 54.000 40.000 83.000 1 +02+1+02+1 2 1+02+1 +02+1 2 1+02+1+02+1 2 1+02+1 +02+1 2 1+02+1+02+1 2 1 +02 +2+(2+1 2 L 1338° LAM K3.1 OR 3/18 A 338 OR 114" SPACE, 738 LAMI - (3118" hW 080, 338° HS) 1+02+1 +02+1 3 1+2+1+02+1 3 1 +02+1 +02+1 3 1 +02+1+02+1 3 1+02 +1+02+1 3 142+2+02+1 3 3. WINDOW ANCHOR QUANTITIES ARE PER ADJACENT TABLE AND BASED ON THE FOLLOWING 1+02+1+02+1 3 1+02+1+02+1 3 1 +02+1+02+1 3 1+(2+1+(2+1 3 1+1324.1002+1 3 1+02+2+x+1 DIMENSIONS. FOR WINDOW SIZES NOT SHOWN, GO TO NEXT LARGER WINDOW IN TABLE. 3 1 +0++1 +02+1 3 1+2+140+1 3 1+02+1+02+1 3 1+2+1+02+1 3 1+02+1 +32+1 3 1+02+2+02+1 3 HEAD & SLL: 101/2' MAX. ON EACH SIDE OF MEETING RM. CENTERLINE. 1+02+1 +02+1 3 1+02+1+02+1 3 1+02+1+2+1 3 1 +02 +1+2+1 3 142+1+02+1 3 1+03+2+03+1 3 M4° MAX. FROM COWERS CORNERS. JAMBS: MAX. AND 22 112" MAX. 0.C. 1+02+1 +02 +1 3 1 +02+1+2+1 3 142+1+2+1 3 1+2+1 +02+1 3 1+2+142+1 3 1 +03+2+03 +1 3 TABLE KEY: 74.000x 38.378 48.000 60.826 84.000 80.000 83.000 1+2+2+02+1 1+02+2+02+1 2 1+2+1+2+1 31 +02+1+2+1 2 1+2+2+02+1 31 +02+2+02+1 2 1+02+2+02+1 3 1 +02+2+02+131+02 2 1+0.1 +2+02+1 +2++1 02 2 1+02+2+02+1 3 2 A L1+ + 3�+-- ANCHORQUNVTITYPERJAN3 3 1+02 +2+02 +1 3 1+02+1402+1 3 1 +131 +2+02+1 3 140+2+02+1 3 1+02+2+C2+1 3 1+ +2+02+1 3 1 HEAD Alm SILL ANCHOR QUANTITY. 142+240+1 3 1 +02+1 +02+1 3 1 +0+2+2+1 3 1+02 +2+02+1 3 1+02+2+02+1 3 1+03+2+03+1 3 A CLUSTER OF (3) ANCHORS CENTERED AT EACH MEETING RAIL PLUS (1) 1+02+2032+1 3 1+0241+02+1 3 1 +02+2+02+1 3 1+02+3+02+1 3 1+02+2+02+1 3 1+03+2+01 +1 3 ANCHOR AT EACH OPERABLE VENT 1+2+2+02+1 3 1 +02+1+02+1 3 1+03+2+03+1 3 1+03+2+03+1 3 1+02+2+02+1 3 143+2+03 +1 3 PLUS (4) ANCHORS AT FIXED SECTION. ( TOTALAT HEAD AND SILL r 84.000x 38.375 4&000 50.E 54.000 80.000 83.000 1+2+2+02 +1 2 1+02+2+02+1 2 1+02+2+02+1 2 142+2424 2 1 +02 +2+02+1 2 1 +02+3+02+1 2 142+2+02+1 3 1+02+2+02+1 3 1+02 +2+02+1 3 1+02+2+02+1 3 L1 +02+2+02+1 3 1+03+3+03+1 3 (3" MIN. 0.C. ANCHOR SPACING) 1 +02+2+02+1 3 1+02+2+02+1 3 1 +02 +2+2+1 3 1 +02+2+02+1 3 1+2+2+02+1 3 1+03+3+03+1 3 1 +02+2+02+1 1 +02+2+02+1 3 1+02+2+02+1 3 1 +02+2+02 +1 3 1 +02+2+02+1 3 1 +03+2+03+1 3 142+242+1 3 1+03+2+03+1 3 1+02+2+0+1 3 1 +02+2+02+1 3 1 +04 +3+04+1 3 1+04 +3+04+1 3 11-253/4" max. 1 F°4-3" MIN. 3 0&cxnlCVr9v*sED es a .pi;,71a With NO B, !C^d.C:ela Aae•gxaw$$o -7-.1... .09 F�P��t '•` .. ,..,'. ..-^" *F IP "' 1 al X _� I t t i lit 0 - a X '/ 1+2+242+1 3 1+2+2+02+1 3 1+03+2+3+1 3 142+2+03+1 3 1+02+2+ 3 1+04 +3404+1 3 8" 101375038.378 48.003 50.825 84.000 80.000 83.000 1 +02+2+(2+1 2 1+02+2+02+1 2 1 +02' +3+02 +1 2 1+02 +3+{2+1 A 2 1+02+3+02+1 2 1+02+4+02+1 2 T'P.- 142+3+02+1 3 1+02+2+02+1 3 1+03+3+03+1 3 142 +3+0+1 3 1+02+3+02+1 9 1+03+4+03+1 3 MTG. RAIL, WI QTY. OF (3) ANCHORS 1+2+3+02+1 3 1 +02+2+02+1 S 1+03+342+1 3 1+03+3+03+1 3 1+03+3+03+1 3 1 +03+4+03 +1 3 EXAMPLE CLUSTER 1+03+3+03+1 3 1+2+2+01+1 3 142+3+03+1 3 1 +03+342+1 3 1+03+3 +03+1 3 1+04+4+C4 +1 3 (SHOWN IN TABLE KEY ABOVE) MAX. 1+03+3+03+1 3 1 +02+2+02+1 3 1+04+3+04+1 3 1 +04+3+04+1 4 1 +03+3+03+1 3 1+04+4+04+1 3 1+03+3+03+1 3 1 +CZ +2+(2+1 3 1 +04+3+04+1 3 1 +04+3+04+1 4 1+04+3+04+1 3 1 +CS+M�C8+1 3 - ++- -25 3/4' 111.0003 38.375 48.000 80. 54.06) 80.000 83.000 1+02+343+1 2 1 +02+2 +02+1 2 1 +02+3+02 +1 2 142+3+32 +1 3 1+02+3+0,2+1 2 1+2+4+02+1 2 1 122' TYP. If11 MIN. 14 2+3+2+1 3 1+2+2+02+1 3 1+03+3+03+1 3 1++3+03+1 03 3 1+02 +3+02+1 3 1+03+4+03+1 3 9" REF. t i a t t t t ittl t /) �cJf1J /G 4% Rat L Clark, P.E. PE #30712 II 1+2+3+02+1 3 1+02 +2 +02+1 3 1 +03+3+03+1 3 1+3+3+03+1 3 1 +03+3 +03+1 3 1 +03+4+03+1 3 7 X 0 X 1 +03+3+03 +1 3 1+2+2+0.2+1 3 1+03+3+03+1 3 1+03+3+03+1 3 1+03 +3+03+1 3 1+04+4+04+1 3 1+03+340+1 3 1+02 +2+02 +1 3 1+04+3+04+1 3 1+04+3+04+1 4 1+03+3+03+1 3 1+04+4+04+1 3 MTG. RAIL, TYP. 1 +03+3+03+1 3 1+0244210218 1 +114+3+04+1, 1 X1-4 1 +04+3+04+1 3 1+05+4 +02+1 4 EXAMPLE CLUSTER W/ QTY. OF (4) ANCHORS F.K 4/0&497 UPDATE TAWF4,SELECT, - .; ". ' - emu+.AW ANCHORAGE SPACING, XOX (9149/2 -f/4) P FJO. 1N1TA7S REV ANCtO 4 r ■ ; & 'r &It • • "aN cc+0s O°rr� 34x78°8 P.O. t1Qx 1229 aaCCxm�s.a.sixr4 „, HORIZONTAL ROLLER WINDOW IMPACT F.IC F.JC EMS .. :., ADD SPACE DIMENSIONS GLASS TYPES MF AUL. 3 V Better rem NTS 8 0 11 gm 4127 -10 fty C • ••• •• ••• •-• • • • • •• • • • • • • • • • • • • • • •• •• • • • ••• • • ••• • • • • • • • • • • ••• • • • ••• • • • • • • • • • •• •• ••• •i• • • • • • • • • • • • • • • • • • • •• •• • • ANCHOR QUANTITIES, XO & OX WINDOWS ANCHOR TYPE, & SUBSTRATE TABLE 6 GLASS TYPES A,B4O,H I GLASS TYPES C,D,E,F,I,J,K, L 2,3, WOOD 2, CONC 1, CONC 2,3, WOOD 2, CONC 1, CONC ZONES ZONES ZONES ZONES ZONES ZONES 0f WIPCOW 812E a W Y F� 37.000 x 38.375 48.000 50.825 54.000 80000 53.000 48.00 x 38.375 48.000 50.625 54.000 60.000 83.E 53.125 x 38,375 4&000 50.625 54.000 0.00 63.000 0.00 x 38.375 48.000 50.825 54.00 0.000 83.000 1 e8 d °j M I 1 +02+1 1 +02+1 1 +02+1 1+02+1 1 +02+1 1 +02+1 1 +02+1 1+{2+1 1 +02+1 1+02+1 2 1+02+1 2 1+02 +1 2 1 +02+1 2 1 +02+1 2 1+02 +1 2 3 1+02 +1 3 1 +02 +1 3 1+02+1 3 1+02+1 3 1+02 +1 3 3 1 +02+1 3 1+02+1 3 1+02+1 3 1+02 +1 3 1+02 +1 3 3 1 +(2+1 3 1+02 +1 3 1 +02+1 3 1+02 +1 3 1+02 +1 3 3 1 +02+1 3 1 +03+1 3 1+02 +1 3 1+02+1 3 1+03+1 3 3 2 1 +02+1 3 1 +02+1 2 1 +03+1 3 1+02+1 1 +C2+1 3 1+03 +1 3 1 +C2 +1 2 1+02+1 2 1+02 +1 2 1 +02+1 2 3 1+02+1 3 1 +02+1 3 1 +02+1 3 1 +02+1 3 1 +C2 +1 3 3 1 +02+1 3 1+03+1 3 1+{2+1 3 1+02 +1 3 1+03 +1 3 1 +02+1 3 1 +03+1 3 1+02 +1 3 1 +02+1 3 1 +03+1 3 1 +03+1 1 +03+1 1 +02+1 1+02+1 1 +02+1 1 +03+1 1 +03+1 1+03+1 1 +02 +1 1 +02+1 1+03+1 3 1+02 +1 3 1+03+1 3 1 +03+1 3 1+02 +1 3 1 +03+1 3 3 1+02 +1 3 1+03+1 3 1 +03+1 3 1+02+1 3 1 +03+1 3 2 1+02+1 2 1 +02+1 2 1+02+1 2 1 +02+1, 2 1 +02 +1 2 3 1 +02+1 3 1+03+1 3 1+02 +1 3 1+02+1 3 1+03+1 3 3 1 +02 +1 3 1 +03+1 3 1+C2+1 3 1+02 +1 3 1+03+1 3 3 1 +02+1 3 1 +C3+1 3 1 +03+1 3 1+02 +1 3 1+03 +1 3 4 1+02+1 3 1+03+1 3 1+03+1 4 1+02 +1 3 1+03+1 3 4 1 +03+1 3 1 +04 +1 3 1 +03+1 4 1 +C3 +1 3 1 +04 +1 3 3 1+02 +1 2 2+02+2 2 1+02 +1 3 1+0 +1 2 3 1 +t2+1 3 2+03+2 3 1 +C2 +1 3 1+02 +1 3 2+02 +2 2 2+03+2 3 3 1+02+1 3 2+C3+2 3 1 +03 +1 3 1+02 +1 3 2+03+2 3 58.00 x 38.378 48.00 50.825 54.000 0.00 83.00 74.00 x 38.375 48.000 50.825 1 +03+1 1+03+1 1+03+1 2 +02+2 2 +02+2 4 1 +02 +1 3 2+0542 3 1+03+1 4 1+02 +1 3 2+C3+2 3 4 1 +03 +1 3 2 +C4 +2 4 1 +03+1 4 1 +03 +1 3 2+04 +2 4 4 1 +03+1 3 2 +04+2 4 1+03+1 4 1+03+1 3 2+04+2 4 3 1 +02+1 2 2+ +2 3 4 1+02+1 3 2+03+2 2+473+2 2 +03+2 2 +C3+2 1 +03+1 2 +472 +2 - 2+03+2 2+C3+2 4 1+03+1 3 2+03+2 2+02 +2 3 [2+02+2 3 2+03+2 3 1+0'2+1 2 2+02 +2 3 1 +02 +1 3 2+03 +2 3 1+02 +1 3 2+03+2 3 4 1+02 +1 3 2+03+2 4 2+03+2 1+02 +1 3 2+03 +2 4 4 1 +03+1 3 2+04+2 4 2 +03+2 4 1+03+1 3 2+04+2 4 4 3 1 +03+1 3 2+02+2 2 2+04 +2 4 2+03+2 4 1+C3+1 3 2+04 +2 4 2002 +2 3 2+02+2 3 2+(2 +2 '2 2+(;2+2 3 4 2+02+2 3 2003+2 4 2+03+2 2 +472 +2 3 2+0+2 4 4 2+02 +2 3 2 +03 +2 4 2+03+2 4 2+02 +2 3 2+03+2 4 54.000 2+03+2 80.000 2+03+2 83.00 2+03+2 4 2+03+2 3 2+04+2 4 2+03+2 4 2+03 +2 3 2 +04 +2 4 4 1+03+1 3 2+04+2 4 6 4 j 1� 3+4.8 �t +ti4 +2 •4 +2•y si X� X807 O cHaTANIEWTOEa&E 48113 tI�E7�A CAP OW FX RE ATEovicHORAGEF EMA1! 410:812 CL ••• • ADD SPACE NT:M1 TO GLASS 7YPESGTFRUL. 2+03+2 2+03 +2 3 2+04+2 4 2+03+2 4 WOW Cobs 10/17Aa Oohs mom= a A Reareldo RIG RIC 22&58 2+04 +2 5 NOTES: 1. ANCHOR TYPES: 1 -1/4° ELCO TAPCONS 2 -1/4' ELCO 884 CRETE -FLEX 3 -812 STEEL SCREWS (08) 2 GLASS TYPES: A. 518" LAM - (118' A,.090, W A) B. 5116' LAM - (1l6' A,.090,1/8" HS) C. 5/18' LAM -(118' 115,.090.1/8' HS) D. T/18' LAMI - (318" A,.090, 3118' A) E. 7118° LAMI - (3/18" A,.090. 9/18' HS) F. 7116' LAMI - (316• 14S,.090, 3/1W H8) G.13118'LAM1 0- 1/8' OR318 "A,518'OR318' SPACE, 5116'LAM H. 1318' LAMI 10 -1,8° OR 3118" A, 818' OR 3B' SPACE, 8118' LAMI I. 1316' LAM 10 -1(8" OR 3/16" A. 0/18" OR 3/8" SPACE, 5118" LAM - J.1318' LAMI 10 -1/8' OR 316' A, 3118" OR 1/4' SPACE, 7/18' I AMI - K. 13/ 16" LAM10- 118' OR3 /16'A,3/16'OR1M' SPACE, 7118' LAM - L 1316' LAW IQ -1/8' OR 318" A, 3/16" OR 1/4' SPACE, 718' LAM - (118 A,.090, 1/8' A) - (VW A,.090,1AY HS) (1A3° MAO, 1/8' HS) (318" moo. 3/16'Aj (316" A„0$O, 318' HS) -(3118' HS,. , 3/18" HS) 3. WINDOW ANCHOR QUANTITIES ARE PER ADJACENT TABLE AND BASED ON THE FOLLOWING DIMENSIONS. FOR WINDOW SIZES NOT SHOWN, GO TO NEXT LARGER WINDOW IN TABLE. HEAD & SILL: 101/? MAX. ON EACH SIDE OF MEETING RAIL CENTERLINE. 18 314' MAX. FROM CORNERS. JAMBS: 9° MAX. FROM CORNERS AND 221/2" MAX. O.C. TABLE KEY: O LC 2+03+2 3 ANCHORQUANTRYPERJAMB A CLUSTER CF (3) ANCHOR ANTITIES CENTERED ON THE MEETING RAIL PLUS (2) ANCHORS AT OPERABLE VENT AND FIXED SECTION. (1) ANCHORS TOTAL AT HEAD AND SILL. 9' REF. 1 (3" MIN. O.C. ANCHOR SPACING) 8314' MAX. MIN. MTG. RAIL EXAMPLE CLUSTER WI QTY. OF (3) ANCHORS (SHOWN IN TABLE KEY ABOVE) 9' REF. 83/4' MAX. --*-IF* --1 MTG. RAIL EXAMPLE CLUSTER W/ QTY. OF (4) ANCHORS PRODUCT MISR° coasp.tv with nortdo Hollans No >oa D•e Y.3L�lE_:- I,, 11 ar J.J. alave 1070 NOKdaHB, FL30Zte P.a•gx1520 NOKOMUL FL 3+374 1/Ld* 8edter ANCHORAGE SPACING, OX AND X0 WINDOWS ALUM. HORIZONTAL ROLLER WINDOW, IMPACT 1.01710 , NTS 110 w 11 ra4 4127 -10 I C •T /2/? Robert L (oak PE. PE 0712 • • • • • • • • • • ••• • • • •• • •• • •• • • • • • • ••• • • • • • • • • • • • • • •• •• 5 •• • • ••• • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • ••• • • • • • ••• • • • • • • • • • • • • • •• •• ••• • • MI. 3.4 KM CONCRETE lx WOOD BUCK, NOTE 3 1 314' MIN. E.D. TYP. 2x WOOD BUCK, NOTE 3 NOTE 1® CONCRETE ANCHOR, NOTE 1 1W MAX SHIM WOOD ANCHOR, DETAIL A NOTE 2 DETAIL B TYPICAL FLANGE FRAME HEAD SECTIONS 1 14" MAX. -+ SHIM _.. WOOD ANCHOR, NOTE 2 1 114' MAX. SHIM CONCRETE ANCHOR, NOTE 1 1 114' MIN. (1.5 K31 CMU) OR PER NOTE 1 (3.4 KSI CONCRETE) NOTES: 1. FOR CONCRETE APPLICATIONS IN MIAMI -DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED 114' ELCO kla TAPCONS EMBEDED 13/5' MIN. OR 1/4' SS4 CRETE -FLEX EMBEDED 1 3/4" MIN.. MINIMUM DISTANCE FROM ANCHOR TO CONCRETE EDGE IS 1314'. FLATHEAD ANCHORS MUST BE 412 TRIMPIT HEAD. 2. FOR WOOD APPLICATIONS IN MAN-DADE COUNTY, USE #12 STEEL SCREWS (G5) OR 114 884 CRETE -FLEX WITH !� M #12 TRIMFIT HEAD. 3. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS lx ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1112°. 1x WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 112' THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. 4. FOR ATTACHMENT TO ALUMINUM: THE MATERIAL SHALL BE A MINIMUM STRENGTH OF 6-T5 AND A MINIMUM OF 1A9' THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME SIMILAR TO THAT SHOWN IN THESE DETAILS FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A #12 SHEET METAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM. IF TFESE CRITERIA ARE MET, THE RESPECTIVE DESIGN PRESSURES AND ANCHORAGE SPACING FOR ANCHOR TYPE 2 MAY BE USED. 5. MATERIALS, INCLUDING BUT NOT UMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF FLORIDA BUILDING CODE, CURRENT EDITION. 1 Y. " " FAD � .(> MIN. E.D ( & SILL DETAILS A, B, C, D & H) 2x WOOD BUCK, NOTES Ix WOOD BUCK, NOTE 3 DETAIL E DETAIL F TYPICAL FLANGE FRAME JAMB SECTIONS 114" 3HIN , • F-11 1® s. ` 1 1314' MIN. MIN. 3.4 KS1- E.D. TYP. CONCRETE DETAIL C BUCK, NOTE 3 TYPICAL FLANGE FA sox 10117/05 32 fiselBle 56 a,00ee on ama� &Oa 4/FCC 1557 F Rirlicar Imo, (JAMB DETAILS E, F & I) EXTERIOR SEE NAILING B C ae"noodle 6/1366 A FC B NEVEM ADD NOTE & • •• 0.• DETAIL G (SILL) ® DETAIL I (JAMB A TYPICAL INTEGRAL FIN FRAME SECTIONS 1mo TECHNOLOGY WINE NOOKS. R. WOO P.O. @Qx 15 NOVO. P134274 etiGT V3fb& Better ANCHORAGE DETAILS ALUM. HORIZONTAL ROLLER WINDOW, IMPACT • • • • • • • • • • ••• • • • • •e • ••• •• • •• • • • • • • • • • • • • • • • • • • •• •• ••• • • • • • • • • • • • • • • e • • • • • ••• • • • • • • • ••• • • • • • ••• • • • • • • • • • • • • • •• •• ••• • • OroMbi* ads HMV l Half, 11 ., 11 I�ow4127 -10 1 C Robed L Oak P.E. PEe8712 MIAM COUNTY BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries 1070 Technology Drive Nokomis, FL 34274 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHD). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division 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 C -740 Outswing Aluminum Casement Window -L.M.L APPROVAL DOCUMENT: Drawing No. 7045 -8, titled "Aluminum Casement Window, Impact",•sj1gets 1 through 13 of 13, dated 12/17/02 with revision "D" dated 06123/05, prepared by manrtfactuter, sig tit. i' sealed by Lucas A. Turner, P.E., bearing the Miami -Dade County Product Control Renaw&l $tamp with the Notice of Acceptance number and expiration date by the Miami-Dade County Product Corer o: Divisiod:• MISSILE IMPACT RATING: Large Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or• city,st$te's4d, following statement: " Miami -Dade County Product Control Approved ", unless otherwise meted herein.. • RENEWAL of this NOA shall be considered after a renewal application has been filed andthere gasbeen no change in the applicable building code negatively affecting the performance of thiCItillit$t. TERMINATION of this NOA will occur after the expiration date or if there has beef a r+e; ision ehge in the materials, use, and/or manufacture of the product or process. Misuse of this NCP4 pt aQ endoraept of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Faijtr t0 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 renews NOA # 0S- 112911 and consists of this page 1 and evidence pages E -1 and E-2, as well as approval document mentioned above. The submitted documentatic ast i wpl rirminst APPROVED MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 372 -6339 www.maimidadezov/buildinacode • • • • • • • •, • •• • • • • • • • •• • • • • • • • • ••• • • • • • ••• • • • • • • • • • • • • • • •• • • • i • • • • • • • •• •• • • • • ••• • • • • • • • • • • • ••• • • • • • • • ••■ • • • • • • • • • • • • • •• J• ••• • • NOA No. 08-0117.11 Expiration Date: May 22, 2013 Approval Date: May IS, 2008 Page 1 • • • • • • • • • • • • PGT Industries NOTICE OF A CEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. 7045 -8, titled "Aluminum Casement Window, Impact", sheets 1 through 13 of 13, dated 12/17 /02 with revision "D" dated 06/23 /05, prepared by manufacturer, signed and sealed by Lucas A. Turner, P.E. B. TESTS 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 2) Large Missile Impact Test per FBC, TAS 201 -94 3) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of two outswing aluminum casement windows, prepared by Fenestration Testing Laboratory, Test Report No. FTL 4608 dated 05/10/05, signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA# 05-1129.11) 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 two outswing aluminum casement windows, prepared by Fenestration Testing Laboratory, Test Report No • , FTL 4607 dated 05/10/05, signed and sealed by Edmundo Largamada, P.E. • • • • • (Submitted under NOA# 05-1129.11) •. • • •; 3. Test reports on 1) Uniform Static Air Pressure Test, Loading per.1 C, tAS 2021,94 2) Large Missile Impact Test per FBC, TAS 201 -24 • • . • • 3) Cyclic Wind Pressure Loading per FBC, TAS 205'94 • e••• along with marked -up drawings and installation diagram of two thl&Witg al casement windows, prepared by Fenestration Testing Laboratory, 'Fes' Report NB.' FTL 3729 dated 2128/03, signed and sealed by Joseph Chan, P.T; • ; • (Submitted under NOA# 03-0611.02)" • 4. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 • 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202194 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 two outswing aluminum casement windows, prepared by Fenestration Testing Laboratory, Test R s No. FTL 3587 dated 1018/02, signed and sealed by Joy s h Chan, P.E. (Submitted under;VQAAQ3.tlji'.L02)' I/ l . • • • • • • • • • • • • •. ..• •. • • • .• . ••. • ••• • • • • • • • • • • • • •• • •• . . • • %1•• • • • • • . . •. • .• • • •• . • • • • • • •.• • .•• • • • • •.. • • • • . • • • • • • • • .•• • • • • • • • • • • • • • • •• •• • • • •• •: .•• • • • 000 • !t �= Manuel Pe t Product Control r NOA No. -: .11 Expiration Date: May 22,2013 Approval Date: May 15, 2008 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. 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 one outswing aluminum casement window, prepared by Fen.. + ;on Testing Laboratory, Test Report No. FTL 3582 dated 10/3/02, signed and sealed by Joseph Chan, P.E. (Submitted under NOA# 03-0611.02) 6. 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 three aluminum outswing casement windows, prepared by Fenestration Testing Laboratory, Test Report No. FTL 3580 dated 10/3/02, signed and sealed by Joseph Chan, P.E. (SubmWed under NOA# 03 -0611.02) C. CALCULATIONS •••• 1. Revised Anchor Calculations and structural analysis, prepared bg mgnyfactarar, dated 11121 /05, signed and sealed by Lucas A. Turner, P.E.Complies w1ASTM E 130918 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS • • •••• • •••• • • • • • • • • • .• • •• 1. Notice of Acceptance No. 05- 1208.02 issued to E.I. DuPont DeNBmbbrs & C6 inc. for their "DuPont Butacite PVB Interlayer" dated 01/05/06, egiegon 12/11710. 2. Notice of Acceptance No. 06-0216.06 issued to Solutia Inc. for tbeirl,liallexiRld • Clear or colored Interlayer" dated 05/04/06, expiring on 05/217117 : • •••• • F. STATEMENTS 1. Statement letter of conformance, dated 12/19 /02, signed and sealed by Robert L. Clark, P.E. 2. Statement letter of no financial interest, dated 12/19/02, signed and sealed by Robert L. Clark, P.E. OTHER Notice of Acceptance No. 05- 1129.11, issued to PGT Industries for th,, es C -740 Aluminum CasemantArandow klV d , approved • , Ors 3/06, t7 : a .,t /22/08. • • • • • G. 1. • • • •• ••• •• • • • •• • • • ••• • • • • • • • • • • • •• • • • ••• • • • • • • • • • • S. • •.• ••• • • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • • • • • . • . . • 1 -2. • ••• • ••• • • • • • • • • • • • • • •• •• ••• • • Manuel P Product Contra er NOA No. i 17.11 Expiration Date: May 22,2013 Approval Date: May 15, 2008 •••• • • •..• • • • •••• • • •.• • • • • • •• • • • • • • • •••• • • •••• NOTES: LARGE MISSILE jyjNmm 1. GLAZING OPTIONS: A. 5/16" LAMINATED GLASS COMPRISED OF (1) UTE OF 1/8" ANNEALED GLASS AND (1) LITE OF 1/8" HEAT STRENGTHENED GLASS WI AN .090 INTERLAYER OF SOLUTIA OR DUPONT PVB. B. 5/16" LAMINATED GLASS COMPRISED OF (2) LITES OF 1/8" HEAT STRENGTHENED GLASS WI AN .090 INTERLAYER OF SOLUTIA OR DUPONT PVB. C. 7116" LAMINATED GLASS COMPRISED OF (1) LITE OF 3116" ANNEALED GLASS AND (1) LITE OF 3/16" HEAT STRENGTHENED GLASS W/ AN .090 INTERLAYER OF SOLUTIA OR DUPONT PVB. D. 7/16" LAMINATED GLASS COMPRISED OF (2) LITES OF 3/16" HEAT STRENGTHENED GLASS WI AN .090 INTERLAYER OF SOLUTIA OR DUPONT PVB. E. 13/16° I.G. GLASS COMPRISED OF (1) UTE OF 1/8" HEAT STRENGTHENED GLASS AND (1) 5/16" LAMINATED COMPONENT WITH A 3/8" AIR SPACE. 5/16" LAMINATED GLASS COMPRISED OF (2) LITES OF 118° HEAT STRENGTHENED GLASS WITH AN .090 SOLUTIA OR DUPONT PVB INTERLAYER. ® F. 13/16" I.G. GLASS COMPRISED OF (1) LITE OF 1/8" ANNEALED GLASS AND (1) 7/16" LAMINATED COMPONENT WITH AN AIR SPACE. 7/16" LAMINATED GLASS COMPRISED OF (1) LITE OF 3/18" ANNEALED GLASS AND (1) LITE OF 3116" HEAT STRENGTHENED GLASS WITH AN .090 SOLUTIA OR DUPONT PVB INTERLAYER. 6.13/18" I.G. GLASS COMPRISED OF (1) UTE OF 1/8" ANNEALED GLASS AND (1) 7/16" LAMINATED COMPONENT WITH AN AIR SPACE. 7/16" LAMINATED GLASS COMPRISED OF (2) LITES OF 3118" HEAT STRENGTHENED GLASS WITH AN .090 SOLUTIA OR DUPONT PVB INTERLAYER. • 41 CONFIGURATIONS: X. XX, XO, OX, XOX AND O • CONFIGURATIONS OPTIONS } x 0 x 0 —1 x 0 ) x x o x 0 x UNEQUAL UTES x 0 UNEQUAL UTES 0 x UNEQUAL LITES NOA DRAWING TABLE OF CONTENTS SHEET NOTES 1 GLAZING DETAILS 2 ELEVATIONS 3-4 DESIGN PRESSURE TABLES 5-9 SECTIONS 10 CORNER CONSTRUCTION 11 EXTRUSION PROFILES 11 -12 PARTS LIST 12 ANCHORAGE 1,3,4,13 ` 3.15ESIGN PRESSURE RATINGS / COMPARATIVE ANALYSIS TABLES: • NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300 -98. 8 POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300 -98. . Q. DESIGN PRESSURES UNDER 40 P.S.F. NOT APPLICABLE IN MIAMI -DADE COUNTY. • • FOR " CONFIGURATIONS SEE SHEETS. E. X " FOR "XX" CONFIGURATIONS SEE SHEET 6. • ` • F. FOR 144 "XOX. & "0" CONFIGURATIONS SEE SHEET 7. • • • `G. FOR "XOX" & "XO" OR "OX" CONFIGURATIONS SEE SHEET 8. • • • • 1i! FOR UNEQUAL UTE "XOX, °X0.' & "OX" CONFIGURATIONS SEE SHEET 9. • 4,4.#MICHORAGE: THE 331/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. SEE SHEETS 3, 4 AND 13 FOR • • • FAD & SILL: MAX. 4" FROM CORNERS INFORMATION. • MAX 4" & 7° ON EACH SIDE OF MEETING RAILS MAX. 141/2" SPACING ON VENTS MAX. 13" SPACING ON FIXED UTES (2) ANCHORS 3" APART AT MID -SPAN ON FIXED UTE ONLY JAMBS: MAX 4" FROM CORNERS MAX 13" SPACING - (2) ANCHORS 3" APART AT MID-SPAN SEE SHEET 13 FOR APPROVED ANCHORS. 1/4" TAPCONS OR 1/4" SS4 CRETE -FLEX MAY BE USED IN CONCRETE OR WOOD APPUCATIONS TO ACHIEVE THE DESIGN PRESSURES SHOWN IN SHEETS 5 THROUGH 9. SEE SHEETS 5 THROUGH 9 FOR DESIGN PRESSURE LIMITATIONS WHEN ANCHORING WITH #12 SCREWS. 5. SHUTTER REQUIREMENT: NONE REQUIRED 8. NARROW JOINT SEALANT IS -USED ON ALL FOUR CORNERS OF THE FRAME. ®7. REFERENCE TEST REPORTS: FTL -3580, FTL- 3582, FTL -3587, FTL -3729, FTL4807 AND FTL -4608. ••• ••• • • • • • •• • • • gm :1 Br Mrs 'F.K 3 PRODUCTRENME0 4s4mao1i1 wS§ reels 70103 ewe a"° 12117/72 s ADD 137r,a. a ABOVE ReStebar inatttor C C a,•w &x w.gc&r wErA.5loofa. . . F-IC Pit sr assn FJC NO CHANGE THJ8SHEET • IS AI ADO 7,147t01.498 TYPES FANDO. REVISE ANCHORAGE. DOS 1 • i`'i A0. q&QqX 9&78 AOD)LVS. FL 31774 V7Mb1, Better NOTES AND TABLE OF CONTENTS ALUMINUM � CASEMENT WINDOW, IMPACT rmivite CA-740 NTS I 1 - 13 I 7046-8 D (r /2C /c �j- Lucas A Tumor, P.E. PE 448201 Mee asbel • • • • • • • • • • ••• • • • •• ••• • • • • ••• •• ••• • • •• • • • • • • • • • • • • • • • • • • • • •• •• • • • • • • ••• • • ••• • • • • • • • • • • • • • • • ••• • ••• • • • • • • • • • • • • • •• •• • • • •.•. • • • •••• • • • • • • • • • • • 0000 • • •••• • ••0• • • • • ••• ® 1/8" ANNEALED OR .090 PVB INTERLAYER O HEAT STRENGTHENED 1 I.,._ GLASS 1/8" HEAT STRENGTHENED GLASS _, _ 30 31 3/8" AIR SPACE — 1/8" HEAT STRENGTHENED GLASS --•- 5/18" LAMINATED COMPONENT 1/8" HEAT STRENGTHENED GLASS .090 PVB INTERLAYER 1/8" HEAT STRENGTHENED GLASS .85" NOM. GLASS BITE .65" NOM. GLASS BITE • S. . . • • • • ' • • • 3/16" ANNEALED OR 5/16" LAMINATED GLAZING DETAIL NOTE: PVB INTERLAYER IS BY SOLUTIA OR DUPONT -+- .090 PVB INTERLAYER •NEAT STRENGTHENED —II :-- 3/18° HEAT GLASS I-"' I""- STRENGTHENED GLASS • • • •• •S. •• 5••• • • • • • • • • •• • • • • •••• • • • •••• .65" NOM. GLASS BITE t 7/18" LAMINATED GLAZING DETAIL ansel FX 0r P."L SWIM 55 7/1f3 An 55 a .5555 C D ADD 13Hr LARD L O. W/ 7 /18tA140 a CORRECT 018' MAO DE TAM latew 03/28109 •• ••• • • • R$ORAW OWING DETAILS s ADOp3H8* LA 3/18° ANNEALED OR HEAT STRENGTHENED GLASS AIR SPACE 1/8" ANNEALED GLASS • • • •• 13/16' 13/18" I.G. W/ 5/18" LAMI GLAZING DETAIL 7/16" LAMINATED COMPONENT .090 PVB INTERLAYER 3/16" HEAT STRENGTHENED GLASS .65" NOM. GLASS BITE 13/16" I.G. W/ 7/16" LAMI GLAZING DETAIL r• PRO$iitr. g...r'.:9Wti on amp.. #';Mti`L E buWiner R.CL;,:;d' • NO *twee THIS SHEET • • • • s •• ••• •• 0 arer»vi e • • • 90•DTOW NOLOG•lDA E P.a EQX 1520 NOKOMIli FL 34274 • 000 • • • • •• ••f • • • • • • 0 • • • •i • • • • • • • • • • • • • • • • • •0 • • • • • • • • • • • ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • . • • • •• •• • • • •• •• ••• • • • ••S • • Pc-�T Visibly ileitis sp****) DA-745 I NTS GLAZING DETAILS ALUMINUM CASEMENT WINDOW, IMPACT 2 .1 13 1 � 70458 I D L."•4 A. TWntr. P.& PE 108251 Matt•Nnl • • • • • •• • • • • • • •. • •••• • • •••• • • • • .••• • • ••• • • • • • •• •• • • • • • •••• • • •••• • • Ss • CENTERLINE 1 1/2° •• • • • • ANCHOR 11/2" LOCATION TYP. MID -SPAN ANCHOR DETAIL (SEE SHT. 1 NOTE 4) • : ANCHOR • • • • EOCATIONS ••S9BE SHEET 1, ••••• NOTE4) •.•• • •••• „•i• EMID-SPAN • M NCHOR DETAIL • • • TYP. (2) • • 13° MAX O.C. sae"iF b c f.K 3,28/43 4' SEE MID -SPAN ANCHOR DETAIL TYP. (2) 30' MAX DAYLIGHT OPENING ANCHOR LOCATION TYP. „AIL. rmummumw 7° 4° MAX. 4° MAX MEETING RAIL DETAIL (SEE SHT. 1 NOTE 4) 134' MAX. WIDTH 53° MAX DAYLIGHT OPENING r h DENOTES HINGE LOCATION AT HEAD & SILL OF °X" PANELS, TYPICAL. SEE HINGE DETAIL SHT. 4 SEE MID -SPAN ANCHOR DETAIL TYP. (2) 74' MAX. WIDTH 30' MAX. DAYLIGHT OPENING 69" MAX DAYLIGHT OPENING 13" MAX O.C. 4° MAX. Rafter Cl•WGE$IEETNCL .400 LOCArioNDETAS.S • ReadOt vx Road*, o.. 'now AK zio Ow. Or FA . 12!17102 C C 30" MAX DAYLIGHT OPENING 141/2" MAX O.C. TYP. ELEVATION °B' -WC' (SEE SHEET 7 FOR PRESSURES) NOTE: "X" PANEL MAY SWING IN EITHER DIRECTION ld� 69" MAX DAYLIGHT OPENING 76° MAX. HEIGHT 13° MAX O.C._I -. .1' 141/2" MAX O.C. VENT HEAD & SILL ONLY 37" MAX VENT TYP. ` ". 60' MAX. FIXED SEE MEETING RAIL DETAIL TYP. (4) ELIz.YAT112 "i , - .XO)C (SFf §,HEW 7 -9 FOR PRESSURES) • • j • • • REFinsvass • •• • • •• • • • a CHANGE MAX N1 TO78'ANDMAX DLO 70 Ss" a.aeees Date • • • 140VINDOLSZ 76 DRIVE SQX 1628 NOX B. FL 34274 �t Vii4dibleaster 9(X° & %OX°ELEVATIONS A 76° MAX. HEIGHT PRODUCT RENIIVED ee•eto,,gfensMd6 A Xa Eiptig kg 144A. ALUMINUM CASEMENT WINDOW, IMPACT 8r1.MCl•/ •" .. CA-740 7045.8 Sorg SAsse Si NT 3 13 D AZ. (tk4 /vs Lucas A. Turn.. P.E. PE1 • ••• •• ••• • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • •• • • • • • • • • ••• .•• • • • • ••• • • • • • • ••• •• •• • • •• S. ••• S. •• • ••• • • • • • •• S. S. • • • • • • •.• •• •• • •.•• • • ▪ •••• • • • • •• • • • • • HINGE LOCATED APPROX. • • • • • • • • FLUSH AGAINST JAM, ' •••• •• •• TYPICAL HEAD & SILL '••••' ••••tlINGE LOCATION DETAIL DENOTES HINGE LOCATION AT HEAD & SILL OF "X" PANELS, TYPICAL SEE HINGE DETAIL SHT. 4 SEE MID-SPAN ANCHOR DETAIL SHT. 3 TYP. (2) • • • • • • • • • •• •• • • • • • .... • • •..• .••• •.•• • •• • • • • aste 13" MAX. O.C. 4° 37° MAX. WIDTH 30" MAX. DAYLIGHT OPENING A 69" MAX. DAYUGHT OPENING A 76" MAX. HEIGHT f L I 4° MAX 14 1/2' O.C. ELEVATION "D" - "X° (SEE SHEET 5 FOR PRESSURES) SEE MID-SPAN ANCHOR DETAIL SHT. 3 TYP. (2) 13" MAX O.C. 30° MAX. 53" MAX ^4-DAYLIGHT DAYLIGHT OPENING i OPENING 97" MAX WIDTH SEE MID-SPAN ANCHOR DETAIL SHT. 3 TYP. (4) 13" MAX. O.C. 4" MAX. 4" MAX. 60" MAX. WIDTH 53" MAX. DAYLIGHT OPENING 69" MAX. DAYLIGHT OPENING -- -a -13" MAX, O.C. 141!2" MAX. O.C. VENT 4° MAX �+- I J y • 37" MAX. VE--- — 60" MAX. FIXED • •' • LEV4TII ;F°: "l)0.&VOX" UNEQUAL LITE (SEE SHEETS 6-9 FOR PRESSURES) 1+--" -1-13" MAX. O.C. ELEVATION "E" -"0" (SEE SHEET 7 FOR PRESSURES) NOTE: "X" PANEL MAY SWING IN EITHER DIRECTION HEAD & SILL ONLY A 69" MAX DAYLIGHT OPENING 76" MAX. HEIGHT SEE MID -SPAN ANCHOR DETAIL SHT. 3 TYP. (2) SEE MEETING RAIL DETAIL SHT. 3 TYP. (2) • CAYCE SHEET Na as vCES • • ADD HINGE PETAl. 8 HONELCCATlCN8d1'ES • • • F.K X7/02 F.K • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • ••• • 76" MAX. HEIGHT • 1170 7ECHAOLOMY • • *MOW, i•342E • P.O. BOX 1029 NOKOA0.4, FL 94274 • aleAgfeBerter "xO "& "Or ELEVATIONS ALUMINUM CASEMENT WINDOW, IMPACT ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 0 .• • • • 0 •• • • NTSI 4 a 13 �o°ao•+ 70458 7 11/2, (. /G Lucca A lum•; P.E. PE #88201 Mechanical •••• • • • • •••• • • • • •• • • • • • • • • • • •..• • • • • • •• •• • • • • • •••• • • •••• COMPARATIVE ANALYSIS TABLE 1. "X" WINDOWS TEST REPORTS: Fri -3582, FTL -3587, FTL -3729 GLAZING OPTIONS: A. 5/18" I.AMI (118 "A,.090,1 /8°HS) B. 5/18° LAMI (1/8"HS,.090,1/8"HS) E. 13/16" LAMI (1/8 "HS,3/6" SPACE,5 /18" LAMI -W/ 1/8 "HS,.090,1 /8 "HS) "X° WIDTH, HEIGHT 26 31 38 383/8 43 48 50 5/8 54 57 60 83 88 69 72 NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS 191/8 A -90.0 70.0 -90.0 70.0 -90.0 70.0 ( -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 - 90.0 70.0 -90.0 70.0 410.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 B,E -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0, 0.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 24 A -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 - 90.0 70.0 -90.0 70.0 - 90.0 70.0 -90.0 70.0 -89.6 70.0 -86.3 70.0 -84.2 70.0 -83.2 70.0 -81.7 70.0 - B,E -90.0 70.0 - 90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 26112 A -90.0 70.0 -90.0 _ 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -83.8 70.0 -79.9 70.0 -75.4 70.0 -72.4 70.0 - 69.9 89.9 -87.8 67.8 - 88.2 86.2 -85.0 65.0 433.7 83.7 B,E - 90.0 70.0 - 90.0 70.0 - 90.0 70.0 -90.0 70.0 - 90.0 70.0 -90.0 70.0 -90.0 70.0 - 90.0 70.0 - 90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 - 90.0 70.0 30 A -90.0 70.0 -90.0 70.0 -90.0 70.0 437A 70.0 - 77.8 70.0 - 88.4 88.4 - 83.9 83.9 480.0 80.0 -58.5 58•5 - 56.2 562 -53.4 53.4 -51.3 51.3 -49.8 49.8 -48.3 48.3 B,E -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0.70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 32 A -90.0 70.0 -90.0 70.0 -88.3 70.0 -81.0 70.0 - 71.1.70.0 431.8 81.8 - 58.9 66.9 -58.1 58.1 - 53.8 53.8 - 50.4 50.4 -47.7 47.7 -45.43 45.8 -43.9 43.9 -42.2 42.2 B,E -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 - 90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 - 87.8 70.0 -84.4 70.0 34 • • _ A -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -65.5 65.5 -57.5 57.5 -54.9 54.9 -51.8 51.8 - 48.6 48.6 -45.2 45.2 - 42.4 42.4 B,E - 75.0 70.0 -75.0 70.0 -75.0 70.0 - 75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 p allows ,/ u ' 36 • 1 • _ • A -75.0 70.0 -75.0 70.0 - 75.0 70.0 -70.4 70.0 430.4 60.4 - 54.3 54.3 -51.1 61.1 -47.9 47.9 - 44.8 44.8 -42.2 42.2 -39.7 39.7 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 -76.0 70.0 -75.0 70.0 -75.0 70.0 -76.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 "•%., • i•-s.• -75.0 70.0 -76.0 70.0 -73.7 70.0 -87.9 67.9 - 59.0_59.0 -52.8 52.8 -49.9..49.9 - 48.4 48.4 - 43.5 43.6 -41.1 41.1 - 38.8 38.8 B,E/L -75.0 70.0 -76.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70. -75.0 70.0 -76.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 `' 1 V • . °X" WINDOWS TEST REPORTS: FTL -3580, FTL -3587 rift GLAZING OPTION: C. 7/16" LAMI (3/18°A,.090,3/18"HS) • •••• ALL "X" SIZES UP TO 37° WIDE x 83" HIGH AND ALL "X° SIZES UP TO 32° WIDE x 72° HIGH r-90.0 I 70.0 iPRonuct VENOM °At°ako Wen ado • T41.2A. °X" WINDOWS TEST REPORTS: FTL-4807, FTL -46D8 • GLAZING OPTIONS: C. 7/18° LAMI (3116"A,.090,3118 "HS) F.13/18° LAMI (1/8°A,AIR SPACE, 7/16" LAMI -W/ 3/16"A,.090,3/16 "HS) ALL "X" SIZES UP TO 37" WIDE x 76° HIGH -55.0 1 55.0 OTES: X 1. FOR INSTALLATIONS IN WOOD OR CONCRETE TO THE FULL DESIGN PRESSURES IN THE ABOVE TABLES, USE ELC01/4" TAPCONS OR 1/4' SS4 CRETE -FLEX ANCHORS. 2. IF INSTALLING WITH #12 SCREWS, DESIGN PRESSURE IS LIMITED TO 69.6 P.S.F. •• ••• • • • • • •• • `� �I it %/� lsweaA.5820r. P.E PE 058207 .... d aL grad* F.K dais korksbas B • • • ADO CLASS TYPE ETO TABLES 784 • •• : • • • 7L� o • P.O.BQM 7820 NOILOMI3. FL NM V6ib$•Bator PRESSURE!- X CONFIG. WINDOWS Raid eF F.K. *ft aaer"r c • • • • Lvoaw7nr�Ttt r • • • • • • • • 7 ALUMINUM CASEMENT WINDOW, IMPACT Rimed F.. OmweX F.K. 1.1. 829108 ms 12/17/02 O Checked 84o RBVR4BAHCh ANCHOR) 78•►470XTOPTlON "m°: I bssessas c4-r40 ewe NTS lave 5 " 13 ms o"e 7045 ws 0 • ••• •• ••• • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 0 •• • • • 0 •• • • ••• • • ••.• • • • • ••.. • • ••.• • • • • •• •• • • • • • •.•• • • •••• • • COMPARATIVE ANALYSIS TABLE 3. "XX" WINDOWS TEST REPORTS: FTL -3582 "XX" WIDTH GLAZING OPTION: A. 6118" LAMI (118"A,.090,1/6"HS) HEIGHT 26 31 36 383/8 43 48 50 5/8 54 57 NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS MEG POS NEG POS 37 A -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -76.0 70.0 -75.0 70.0 -76.0 70.0 -76.0 70.0 43 A -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -76.0 70.0 48 A -76.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -76.0 70.0 -76.0 70.0 -76.0 70.0 -75.0 70.0 -75.0 70.0 531/8 A -75.0 70.0 -76.0 70.0 -76.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -76.0 70.0 -72.1 70.0 57 A -75.0 70.0 -75.0 70.0 -76.0 70.0 -76.0 70.0 -76.0 70.0 74.4 70.0 -69.8 89.6 -86.2 65.2 -63.0 63.0 60 A -75.0 70.0 -76.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -68.4 68.4 -63.9 63.9 -60.0 60.0 -58.5 68.5 • 84 A -75.0 70.0 -76.0 70.0 -75.0 70.0 -76.0 70.0 -71.1 70.0 -61.8 61.8 -68.9 58.9 -56.1 58.1 -63.8 53. • 6!� A -75.0 70.0 -75.0 70.0 75.0 70.0 -76.0 70.0 -65.5 65.5 -57.5 57.6 -54.9 54.9 -51.8 61.8 -48.8 48.6 72. A -75.0 70.0 -76.0 70.0 -75.0 70.0 -70.4 70.0 -80.4 60.4 -54.3 54.3 -51.1 51.1 -47.9 47.9 -44.8 44.8 i 1f i •7r9i • • A A 75.0 70.0 -75.0 70.0 -73.7 70.0 -67.9 87.9 -59.0 59.0 -52.8 52.8 -49.9 49.9 -48.4 48.4 -43.5 43.5 60 63 NEG POS NEG POS -75.0 70.0 -75.0 70.0 75.0 70.0 -75.0 70.0 -75.0 70.0 -76.0 70.0 -69.5 89.5 -67.5 67.5 -80.8 60.8 -58.0 58.0 - 56.2 58.2 53.4 53.4 - 50.4 60.4 -47.7 47.7 - 45.2 45.2 -42.4 42.4 -42.2 42.2 -39.7 39.7 -41.1 41.1 -38.6 38.6 X X •• •• • 0 • T••bLS 4. "XX" WINDOWS TEST REPORTS: FTL -3582, FTL -3729 ••• GLAZING OPTIONS: B. 5/16" LAMI (1/8"H8,.090,1/8 "HS) E. 13/16" LAMI (1/8"HS,3/8" SPACE,5/18" LAMI -W/ 1/8"HS,.090,1/8"HS) ••• " ALL "XX" SIZES UPTO74 "WIDEx63 "HIGH 1- 75.0170.0 alarms. "XX" WINDOWS TEST REPORT: FTL -3680 • • GLAZING OPTION: C. 7/16" LAMI (3N6"A,.090,3/16"HS) • • • ALL ")0(" SIZES UP TO 74° WIDE x 63° HIGH I -90.01 70.0 TABLE SA. "XX" WINDOWS TEST REPORTS: FTL -3580, FTL -4607, FTL -4608 GLAZING OPTIONS: C. 7/16" LAMI (3/16"A,.090,3/18"HS) F.13/16" LAMI ( /8"A,AIR SPACE, 7/16" LAMI -W/ 3118"A,.090,316"HS) ALL we SIZES UP TO 74° WIDE x 76" HIGH T-56.0 56.0 NOTES: 1. FOR INSTALLATIONS IN WOOD OR CONCRETE TO THE FULL DESIGN PRESSURES IN THE ABOVE TABLES, USE ELCO 1/4" TAPCONS OR 1/4" S84 CRETE-FLEX ANCHORS. 2. IF INSTALLING WITH 812 SCREWS, DESIGN PRESSURE IS LIMITED TO 69.6 P.S.F. •• ••• • • • • • •• • • • • • •• ••. •• ftwisx F Sams • PK MWM Ode 2 17!17/02 Reiteams O a•ra°°t REVISE ANCHORS ADD TABLES 78- HE/OfTOPTION car: • • ••• • fom7a01NOWOY ERNE 1614218801 atm • P.O 80X1515 mmoulA Ft $1274 V+sib , Bete,„ • ••• •• •.• • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • ••• • •.• • • • • ••• • • • • • • ' • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 000 • • • •S• • • PRESSURES - XX CONFIG. WINDOWS ALUMINUM CASEMENT WINDOW, IMPACT uwomo NTS 16 . 13 I °°' 70454 ID evz I v;i4/ Lucas A. Tom. P.E. PE AVM Medlardcal • •••• • • • •••• • •• • • • • • • • • • • • • • •• •• • • • • • •••• • • •••• COMPARATIVE ANALYSIS TABLE 8. "0" &114-12-1/4 XOX" WINDOWS TEST REPORTS: FTL -3582, FTL -3720, FTL-4607, FTL -4808 GLAZING OPTIONS: A. 5118" LAMI (1/8"A,.090,1/8°HS) B. 5/15° LAMI (U8°HS,.090,1/8°HS) C. 7 /18" LAMI (3/167%.090,3/18"HS) E.13/16" LAMI (1/8"HS.30 SPACE,5118" LAMI -W/ 1/8111. 1/81.18) F.13/16" LAMI (12"A,AJR SPACE,7118" LAW-W/ 3/18"A,.090,3H8"HS) • HEIGHT WIDTHS O" "XOX° 38 72 A 26 31 38 383/8 43 48 80 518 54 57 60 87 72 NEC POS NEG POS NEG FOS NEC POS NEC POS NEC POS NEC POS NEC PDS NEC POS NEC POS NEC POS NEGIPOS NE01 POS 75.0 70.0 - 75.0 70.0 - 75.0 70.0 70.4 70.0 .80.4 80.4 --84.3 54.3 -81.1 ' 61.1 -47.9 47.9 .44,8 44.8 -42.2 42.2 '49.7 39.7 37 74 B,E C,F A 70.0 -90.0 70.0 -90.0 70.0 - 90.0 70.0 -90.0 70.0 - 90.0 70.0 - 58.015 5.0 - 55.0185.0 -76.0 "70.0 - 75.0 70.0 -73.7 70.0 47.9'679 -59.0 59.0 -52.8 82.8 49.9 49.9 -46.4 46.4 43.5'43.5 -41.1 41.1 '- 38.6 38.8 - 75.0 70.0 - 75.0 70.0 -75.0 70.0 - 76.0 70.0 - 75.0 70.0 - 76.0 70.0 - 75.0 70.0 -75.0 70.0 -75.0 70.0 - 75.0 70.0 -75.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 3912 19 42 84 48 90 B,E -75.0 70.0 - 75.0 70.0 -75.0 70.0 - 75.0 70.0 - 78.0 70.0 -75.0 70.0 - 75.0 70.0 -75.0 70.0 - 75.0 70.0 -75.0 70.0 - 75.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 10.0 -90.0 70.0 -90.0 70.0 - 90.0 700 -90.0 70.0 - 90.0 70.0 -80.0 70.0 - 90.0 70.0 - 55.0156.0 - ma - 75.0 70.0 -75.0 70.0 -87.8 87.8 -62.1 62.1 -55.7 55.7 -49.8 49.8 - 46.9 46.9 43.8 43.0 -41.1 41.1 - 38.6 38.6 36.5 36.5 1.6 70.0 -75.0 70.0 - 75.0 70.0 -75.0 70.0 - 75.0 70.0 - 75.0 70.0 C,F -90.0 70.0 -00.0 70.0 -90.0 70.0 - 90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 - 90.0 70.0 -90.0 70.0 - 87.4 70.0 X83.2 70.0 - 55.0166.0 - 5.0156.0 A -78.0 70.0 ' -78.0 70.0 '42.4 62.4 48.4 58.4 43.3 63.3 46.4 56.4 -53.4 53.4 -50.0 50.0 - 46.9 48.9 - 44.3 44.3 41.9 41.9 A - 75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -76.0 B,E -75.0 70.0 -75.0 70.0 -75.0 70.0 - 75.0 70.0 - 76.0 70.0 -75.0 C,F 80A 70.0 80A 70.0, 400 70.0 -90.0 70.0 -90,0 70.0 -90.0 A - 754 70.0 - 70.3 70.0 -58.0 58.0 -54.6 -54.6 -59.3 69.3 -53.6 70.0 -75.0 70.0 - 75.0 70.0 -75.0 70.0 - 75.0 70.0 -75.0 70.0 70.0 - 90.0 70.0 -90.0 70,0 -84.6 70.0 -79.7 704 -76.8 70.0 - 55455.0 - 55.0155.0 53.6 -50.8 50.9 47.5 47.5 -44,7 44.7 -42.1 42.1 - 39.7 39.7 BE -754 70.0 - 75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 11; 48 96 A -80.0 70.0 - 90.0 70.0 -90.0 70.0 - 90.0 70.0 -904 70.0 -90.0 - 75.0 70.0 -65.0 65.0 - 64.8 54.3 41.1 '51.1' - 58.1 55.1 -51.4 70.0 -75.0 70.0 -75.0 10.0 -78.0 70.0 -75.0 70.0 - 75.0 70.0 710 -582 704 -81.8 70.0 -78.9 70.0 -72.4 70.0 .2 682 .58.0168.0 - 55.0155.0 51.4 -48.6 48.6 459 45.3 42.5 42.5 -404 40.4 414 38.4 • •• • 03 1/2 Sr vs ` 101 • 4083/8 4 Stet •••3 • •gr•• • . • • 5812 • 114 • 117 80 120 B,E C,F -75.0 70.0 - 75.0 70.0 -75.0 70.0 - 75.0 70.0 -75.0 70.0 -76.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -66.0 A -75.0 B,E -78.0 C,F -90.0 A 8,E C,F 8,E C,F A 8,E C,F A B,E -754 -75.0 -90.0 -75.0 -75.0 -90.0 70.0 40.8 60.8 -51.3 51.3 -48.3 48.3 -52.7 70.0 -75.0 70.0 -75.0 70.0 -76.0 70.0 -75.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 -48.1 70.0 •58.7 58.7 48.7 45.4 45.4 -504 627 -48.7 70.0 -75.0 70.0 412 50.0 -46.1 70.0 - 75.0 70.0 -710 70.0 - 76.0 70.0 - 75.0 70.0 -76.0 70.0 76 NECIPOS - 55.0165.0 - 55.0155.0 -55.0155.0 - 66.0155.0 70.0 -80.9 70.0 - 76.0 70.0 -70.7 70.0 47.3 67.3 -84.1 84.1 - 55.0186.0 -85.0155.0 - 55.0155.0 - 6321532 48.7 -48.9 46.8 - 43.5 43.5 41.3 41.3 -392 392 47.1 37.1 70.0 - 75.0 70.0 - 75.0 70.0 - 78.0 70.0 -75.0 70.0 - 74.3 70.0 70.0 - 75.7 70.0 - 70.3 70.0 -88.8 Sq - 63.5 63,5 -80.5 60.5 - 56.0188.0 -52.8J 52.6 4161 49.8 48.1 -442 442.422 42.2 -40.1 40.1 -38.0 310 -36.2 382 70.0 70.0 70.0 70.0 70.0 -78.0 -90.0 -58.2 -75.0 '430.0 70.0 70.0 58.2 70.0 70.0 _75.0 -90.0 47.9 -75.0 -90.0 70.0 70.0 47.9 70.0 70.0 -75.0 70.0 -57.1 57.1 48.4 48.4 -76.0 -90.0 44.6 -75.0 -90.0 70.0 70.0 44.6 70.0 70.0 -78.0 -88.8 49.1 -75.0 -86.9 70.0 70.0 49.1 70.0 70.0 43.3 43.3 -47,5 47.6 -76.0 -76.4 .45.3 -75.0 75.0 '-43,9 70.0 - 75.0 70.0 - 76.0 70.0 - 75.0 104 -76.0 70.0 - 72.4 70.0 704 -71.1 70.0 46.5 66.5 -63.0 63.0 -80.0 60.0 -67.3 57.3 45.3 -43.4 43.4 -41.9 '41.9 '-39.8 318 -37.8 37.8 -359 35.9 70.0 - 75.0 70.0 - 75.0 70.0 48.0 70.0 -75.0 70.0 -71.8 70.0 70.0 - 70.1 70.0 -65.4 85.4 .419 61.8 -59,1 59.1 -58.4 56.4 43.8 42.2 422' 40.8 40.8 -39.1 311' 472'972' - 35.4 35.4 - 53.6163.8 49.41 49.4 - 40.2146.2, - 52.8152.8 -48.41 46.4 -75.0 -90.0 70.0 70.0 -75.0 -90.0 70.0 -75.0 70.0 -75.0 70.0 -90.0 70.0 -90.0 -76.0 70.0 -58.2 56.2 -75.0 70.0 -75.0 70.0 -44.8 44.6 -710-70.0 -42.1 70.0 42.1 -75.0 70.0 -75.0 70.0 -76.0 70.0 - 76.0 70.0 - 78.0 70.0 -74.3 70.0 -70.8 70.0 45214821 -84.3 -46.2 70.0 -72.5 46.2-42.5 -75.0 70.0 70.0 75.0 70.0 70.0 -75.0 -70.7 70.0 -68.4 88.4 43.6 63.6 -60.1 60.1 - 574 57.8 -54.8 54.8 42.5 -412 41.2 -39.8 39.8 48.8 384 -36.7 38.7 - 34.8 34.8 70.0 -76.0 70.0 76.0 70.0 - 75.0 70.0 - 73.3 70.0 -sae 89.6 41.1151.1 -48 .8148.8 439143.8 C p 42.6142.6 A E C,F -90.0 70.0 -90A 70.0 -90.0 70.0 -90.0 7Q.0 - 79.4, 70.0 -68.0 69.0 44.9 84.9 -80.4 00.4 - 57.3 57.3 -644 64.8 41.0 51.8 47 .8147.8 - 43.6143.6 41.7141.7 A -72.9 70.0 43.4 53.4 -42.2 422 -39.7 39.7 - 43.6 43.5 -40.4 40.4 - 392 392 -37.6 37.8 - 38.7 38.7 -35.6 35.5 -33.7 33.7 B , E - 7 5 . 0 7 0 . 0 410 70 0 75.0 70.0 - 78.0 70.0 - 75.0 70.0 - 75.0 70.0 - 75.0 70.0 775.0 70.0 73.3 70.0 71.0 70.0 47.4 87.4 C,F -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -77.1 70.0 47.3 67.3 - 833.3 83.3 -59.1 59.1 -55.9 55.9 -53.0 63.0 -50.0 50.0 -46.3148.3 - 42.8142.8 - 40.8140.8 -90.0 -74.2 -75.0 70.0 70.0 70.0 -90.0 -85.0 -75.0 TABLE 7. 70.0 55.0 70.0 -90.0 -43.4 -75.0 70.0 43.4 70.0 40.0 -40.9 -75.0 40.9 70.0 -814 -44.8 -75.0 44.8 70.0 -41.3 -75.0 70.0 -88.7 66.7 -61.8 61.8 -86.7 517 40.8 654 -53.2 53.2 41.3 402 40.2 •317 38.7 -37.8 374 -38.1 36.1 - 34.2 34.2 70.0 - 75.0 70.0 -75.0 70.0 - 75.0 70.0 -72.2 70.0 -88.4 68.4 49.4149.4 "0" & "1/4- 2 -1/4 XOX" WINDOWS TEST REPORT: FTL GLAZING OPTION: 0.718° LAMI (3116"HS,.�,3/16"HS) ALL "O` SIZES UP TO 60" WIDE x83" HIGH AND ALL "1M-12 -114 XOX" SIZES UP T01 WIDE,x 83° HIGH 1-90.0170.0 'TABLE 7A. & "1/4-12 -1/4 XOX" WINDOWS TEST REPORTS: FTL -4607, FTL -4808 GLAZING OPTIONS: D. 7/15" LAM] (3H6"HS,.090,3N6'HS) G.13/18" LAMI (12"A,AR SPACE.7/18" LAMI -W/ 3/16"HS,.090,3/16HS) ALL "0" SIZES UP TO 60` WIDE x 75" HIGH AND ALL "1/4-12 414 XOX" SIZES UP TO 120° WIDE x 78` HIGH [4541 55.0 - 4521452 NOTES: 1. FOR INSTALLATIONS IN WOOD OR CONCRETE TO THE FULL DESIGN PRESSURES IN THE ABOVE TABLES, USE ELCO 1/4" TAPCONS OR ® 1/4" 834 CRETE -FLEX ANCHORS. 2. IF INSTALLING WITH #12 SCREWS, DES OMItESSI'2RFI8 MTEliTt SIt8 ,S.I. ADO MASS TYPE ETO TABLE 8 • • • NOG'W4GE THIS S7 T • • •-- • CHANGE ANCHORS AND A0078'HT. OPfON IteardSr F.K *mar AK F.K 0..or AK ome WSW Sir 7/90/x3 02375 X7/02 asivrar 8 C wows 0 fey mac I Will* P.D. BOX 1022 NOKOMIS, R.34274 V1aibly Bw. er 1 2 0 x O ' V'4/U/ 4,/, - PRESSURES- 0 & 1/41/2- 1/4XOX CONEIG. WINDOWS ALUMINUM CASEMENT WINDOW, IMPACT raw NTS �7 i 13 161 7045-8 0 Lass A.TWI%S PE. PE 088201 Machimiall • ••• •• ••• • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • •.•• • • • • •••• • • • • s• • • • • •••••• • • • • • •••* • • •I!.• • •• • • •• •• • • b • • •••• • • •••4 • • COMPARATIVE ANALYSIS TABLE 8. "XO" OR "OX" & "1/3 -1/3 -113 XOX" WINDOWS TEST REPORT: FTL -3582 GLAZING OPTION: A. 5/16" LAMI (1/8"A,.090.1/8148) "XO" WIDTH "XOX" WIDTH HEIGHT 26 31 ' 38 38 3/8 43 48 50 5/8 54 57 60 83 NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS 37 551/2 A -76.0 70.0 -75.0 70.0 -76.0 70.0 -75.0 70.0 -75.0 70.0 - 78.0 70.0 -75.0 70.0 -76.0 70.0 -75.0 70.0 -75.0 70,0 -75.0 70.0 48 72 A -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -76.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 - 76.0 70.0 -75.0 70.0 491/3 74 A -76.0 70.0 -76.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -76.0 70.0 -75.0 70.0 -76.0 70.0 - 75.0 70.0 -75.0 70.0 -76.0 70.0 531/8 79 2/3 A -75,0 70.0 -75.0 70.0 -76.0 70.0 -75.0 70.0 -75.0 70.0 -76.0 70.0 - 75.0 70.0 -75.0 70.0 72.1 70.0 -80.5 69.6 - 87.5 67.6 58 84 A -75.0 70.0 -75.0 70.0 -75.0 70.0 - 75.0 70.0 -76.0 70.0 -75.0 70.0 71.8 70.0 -(37.7 87.7 - 84.9 64.9 - 82.7 62.7 -80.4 60.4 80 90 A - 78.0 70.0 -78.0 70.0 -75.0 70.0 75.0 70.0 75.0 70.0 48.4 68.4 -83.9 63.9 -60.0 60.0 -58.5 58.5 - 58.2 58.2 -53.4 53. 84 98 A - 75.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 -71.1 70.0 -61.8 61.8 - 58.9 58.9 - 58.1 56.1 -53.8 53.8 - 50.4 50.4 -47.7 47.7 87.333 101 A -76.0 70.0 -75,0 70.0 -75.0 70.0 - 76.0 70.0 -88.4 66.4 - 58.2 582 - 55.6 55.6 -62.8 52.6 - 49.4 49.4 - 45.9 45.9 - 43.1 43.1 70.917 106 3/8 A - 75.0 70.0 -75.0 70.0 -75.0 70.0 - 71.8 70.0 -81.8 61.8 -55.1 65.1 -51.9 51.9 - 48.9 48.9 - 45.8 45.8 -42.8 42.8 -40.3 40.3 .74I 108 A -75.0 70.0 -76.0 70.0 -75.0 ' 70.0 -70.4 70.0 - 60.4 60.4 - 54.3 54.3 -51.1 61.1 -47.9 47.9 - 44.8 44.8 -42.2 422 - 39.7 39.7 r ` 74; 111 A -75.0 70.0 -76.0 70.0 -73.7 70.0 -67.9 67.9 -59.0 59.0 - 62.8 52.8 -49.9 49.9 -46.4 48.4 - 43.5 415 -41.1 41.1 -38.8 38.6 I • a. • • •. •• • . -a.. 1 3 X 1 3 O X X O O X 'XO" or "OX" & "1/3- 113 -1/3 XOX° WINDOWS TEST REPORTS: FTL -3582, FTL-3729 GLAZING OPTIONS: B. 5 /16" LAMI (1/8"HS,.090,1/8"HS) E. 13/16" LAMI (1/8"HS,3/8` SPACE,5H8' LAMI -W/ 1/8"'HS,.090,118"H8) ALL "XO" OR "OX" SIZES UP TO 74" WIDE x 63" HIGH AND ALL "1/3- 1/3.113 XOX" SIZES UP TO 111" WIDE x 63" HIGH -75.01 70.0 TABLE,0. •e-a •• • •• "7(O" or "OX" & "1/3- 1/3 -1/3 XOX" WINDOWS TEST REPORT: FTL 3580 GLAZING OPTION: C. 7 /18" LAMI (3/18°A,.090,3/181-1S) ALL "XO" OR "OX" SIZES UP TO 74" WIDE x 83" HIGH AND ALL "1/3- 1/3- 1/3XOX" SIZES UP TO 111" WIDE x 63` HIGH [90.0 70.0 • TAM "XO" or "OX" & "113- 113 -113 XOX" WINDOWS TEST REPORTS: FTL -3580, FTL -4607, FTL -4808 • GLAZING OPTIONS: C. 7/16" LAMI (3116"A,.090.3/18"HS) F.13/16"" LAMI (118°A,AIR SPACE, 7 /18" LAMI -W/ 3/18"A,.090,3716"HS) ALL "XO" OR "OW SIZES UP TO 74° WIDE x 76" HIGH AND ALL "1/3- 1/3 -1/3 XOX" SIZES UP TO 111" WIDE x 78" HIGH 1-65.01 65.0 NOTES: 1. FOR INSTALLATIONS IN WOOD OR CONCRETE TO THE FULL DESIGN PRESSURES IN THE ABOVE TABLES, USE ELCO 1/4" TAPCONS OR 1/4" 884 CRETE -FLEX ANCHORS. 2. IF INSTALLING WITH #12 SCREWS, DESIGN PRESSURE IS LIMITED TO 69.6 P.S.F. •• ••• • • • • • •• • L • Mod FX ore 301203 ADD GLASS TYPE E TO THOLE 9 • • •• •• • • CIF FX Resole FX Ilan Sy Drs F.K 12/17/02 er. maw 903/9B enkbor 0 NOCHANGE THIS SHEET • • • • •• ••• •• CHANGE ANCHORS AND ADO 74' HEIGHT OPTION Chookwar bar • • • • • oRwt PRESSURE& XO, OX, & 1>3- 1/3 -1/3 XOX WINDOWS ALUMINUM CASEMENT WINDOW, IMPACT FL P.O. 602 9829 1101IO03, R 34274 1446 ate' 177.9151 m 13 I •. 7046.8 e Lees A. Timer, P.E. PE #158201 Med • •••' * 0 • ••• • • • • • •• • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 0 •• • • • 0 •• • • •••• • • • • •••• • • • • • • COMPARATIVE ANALYSIS TABLE 11. "XO" or "OX° 8 "XOX" UNEQUAL UTE WINDOWS TEST REPORTS: FTL -3580, FT1.3582, FTL4729, FTL -4807, 571.4608 GLAZING OPTIONS: A. 8/18° LAMI (1/8"A,.090,1/8"H8) B. 3/18° LAMI (1 /8"HS,.O90. V8 "H8) C. 7110" LAMI (3/16"A,.090,3N8'H6) E.13/16" LAMI (1/5"48,3/8° SPACE ,S /16'LAMI -WI 1/8'H5,.090,1/8"HS) F. 13/18 ° LAMI (1 /8"A,AIRSPACE,7H8"LAMI -W/ 3H8"A,.090,3/16"HS) HEIGHT WIDTHS XOX" VENT FIXED 89.284 28 38 ' 38 318 43 NEC POS NEG P08 NEC POS NEG POS A - 75.0 70.0 - 76.0 70.0' -75.0 70.0 -74.1 70.0 -64.8 19.125 31.014 B,E - 75.0 70.0 -75.0 70.0 -75.0 70.0 - 75.0 70.0 -75.0 C,F -90.0 70.0 -80.0 70.0 -90.0 70.0 80.0 70.0 - 90.0 70.0 -90.0 70.0 A -75.0 70.0 48.1 89.1 -83.4 834 -58.5 58.5 -50.4 50.4 -47.6 47.5 B,E -75,0 70.0 - 75.0 70.0 -75.0 70.0 -75.0 70.0 - 75.0 70.0 -75.0 70.0 CR -80.0 70.0 0 70.0 -90.0 70.0 -900 70.0 -90.0 70.0 -90.0 700 A -75.0 70.0 - 80.5 60.5 -57.2 57.2 82.1 62.1 -55.2 5.5.2 - 52.8 52.8 B,E -76.0 70.0 -75.0 70.0 -75.0 70.0 -75.0 70.0 76.0 70.0 -75,0 70.0 C,F -90.0 70,0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -90.0 70.0 -300 70.0 A -78.0 70.0 -53.8 53.5 - 50.4 50,4 - 54.6 54.5 -50.7 50.7.48.2 48.2 8,E -7 5.0 70.0 -78.0 70.0 - 75.0 70.0 - 75.0 70.0 -78.0 70.0 - 76.0 70.0 Cy -80.0 70.0 -90.0 70.0 -90.0 70.0 - 90.0 70.0 -84.7 70.0 -79.8 70.0 A - 75.0 70.0 48.8 49.8 - 48.8 48.8 81.3 51.3 -47.4 47.4 - 45.5 45.5 8,E -75.0 70.0 -75.0 70.0 -780 70.0 -760 70.0 , 70.0 - 75.0 70.0 -76.0 70 CR -90.0 70.0 -90.0 70.0 -80 0 .0 70.-90.0 70.0 78.8 70.0'- 732 70.0 A - 75.0 70.0 47.3 47.3' - 44.0 44.0 -48.4 48.4 -44.7 44.7 -42.8 42.8 33.687 54.827 B,E -750 70.0 -75.0 70.0 -75.0 70.0 76.0 70.0 78.0 70.0 -75.0 70.0 CR -90.0 70.0 -90.0 70.0 40.0 70.0 -85.8 70.0 -74.0 70.0 489.4 69.4 A - 75.0 70.0 46.8 48.8 -43.6 43.8 47.847.9 -44,3 44.3 -42.4 42.4 34 55.135 0,5 - 754 70.0 76.0 70.0 -76.0 10.0 -75.0 70.0 -76.0 70.0 -75.0 70.0 C,F -90.0 70.0 -04' 70.0 -90.0 70.0 - 85.0 70.0 73,1 70.0 -58.8 85.8 A - 75.0 70.0 48,5 45.5 42.8 42.8 48.7 48,7 - 43.1 43.1 -41.6 41.8 34.791 58.418 5' - 75.0 70.0 -76.0 70.0. -75.0 70.0 -75.0 70.0 -75.0, 70.0 -75.0 70.0 C F - 90.0 70.0 -90.0 70.0 -90.0 70.0 82870.0 41.3 70.0, -87.3 87.3 1 A -74.4 70.0 -43.8 43.8 � -412' 41.2 48.1 46.1 -41.5 41.6 -40.4 40.4 48 50 5/8 54 57 60 53 NEG POS NEC POS NEG POS NEC POS NEG POS NEC POS 54.9 -60.8 80.8 - 58.1 68.1 - 58.1 56.1 -53.3 53,3 -50.5 70.0 -75.0 70.0 -75.0 70.0 ' -78.0 70.0 -75.0 - 90.0 70.0 -80.0 70.0 -90.0 -44.1 44,1 -11.8 415 -392 -75.0 70.0 75.0 70.0 -75.0 -90.0 TOA -900 -89.4 -49.1 49.1 46 2 -43.6 88.919 24 38.919 85.973 27 42.973 109.849 30 48.649 115.892 32 61.892 .102. • • • 023.136 •••• i •• Aff • • • • • • • •• • •••• • • • •••• •• • • • • • • • • • • • • • • •• •• •} • • • • • • • • • • • • •••• • • •••• ••4 •• r••• • AI • • I 134 4 - 75.0 70.0 75.0 - 87.0 70.0 -81.9 -44.9 44.8' -42.0 70.0 40.2 70.0 70.0 -75.0 50.8 70.0 70.0 .90.0 70.0 392 -38.9 38.9 70.0 70.0 43.6 - 75.0 70.0 70.0 42.0 -772 70.0 -73.8 -85.2 -41.1 -75.0 -731 -40.1 40.1 -38.0 - 75.0 70.0 -75.0 - 73.6 70.0 -89.7 -4Z7 "42.7 -40.7 - 75.0 70.0 -75.0 70.0 89.7 40.7 70.0 -75.0 70.0 -75.0 70.0 70.0 41.1 70.0 70.0 38.0, 70.0 -68.3 88.3 -83.1 63. -38.8 - 88.368.3-04.8 84.8 - 41.4 41.4 -38.5 -78.0 70.0 -75.0 - 84.7 64.7 .81.0 -41.1 41.1 -38.3 -76.0 70.0 75.0 44.1 64.1 -60.6 - 42 40.2 -38.7 - 75.0 70.0 -75.0 39.5 70.0 61.0 39.3 70.0 60,6, 38,7 70.0 -78.0 41.4 -37.5 -74.9 -58.4 -37.3 -74.8 - 87.9 .38.9 3 6,-38 5 38.5 70.0 43.2 700 81.4 88.I 58,8 37.5 -55.7 35.7 70.0 -71.4 70.0 584r55.7 58.7 37.3 - 35.5 36.5 70.0 71.0 70.0 57.9 -552 552, 38.8 - 38.0 38.0 -82.5 82.5 49,2 592 35.896 58.209 B,E - 75.0 70.0 - 75.0 70.0 - 78.0 70.0 -75.0 70.0 -75.0 70,4 78.0 70.0 C,F -80.0 70.0 - 90.0 70.0 -90.0 70.0 -79.9 70.0 -09.3 59.3 - 85.3 65,3 A - 74.8 70.0 -43.5 43.6 -41,0 41.0 -4E0-45.0 -41.4 41,4 40.9 40.3 35 58.378 9,E -76.0 70.0 -75.0 700 -76.0 70.0) -75.0 70.0 - 75.0 70.0 76.0 70.0 C,F -80.0 70.0 -90.0 70.0 -80.0 70.0 -78.8 70,0 -89-1 69.1' - 85.1 05.1 A 72.9 70.0 -42.2 4222 -393 39.7 -43.5 43.5 - 40.4 40.4 -39.2 39.2 37 60 B,E - 75.0 70.0 - 75.0 70.0 -75.0 70.0 -70.0 70.0 - 76.0 70.0 -75.0 70.0 C,F _ 40.0 70.0 -80.9. 70.0 -90.0 70.0 -77.1 70.0 - 87.3, 87.3 -83.3 62,3 -38.9 38.9' 47.7 - 75.0 70.0 -75.0 37,7 -73.7 -58.5 -36.2 70.0 58.5 382 70,1 -53.8 -34.3 70.0 - 60.8 60.6 -87.6 -38.8 *8' -37.8 -75.0 70.0 -76.0 57.8 37.6 70.0 -50.5 50.5 -57.4 574 - 37.7 37.7 30.7 - 78.0 70.0.73.3 38.7 70.0 -89.1 59.1 86.9 55.9 -72.4 -54.7 -38,1 -72.3 -84.8 -35,5 -71.0 -53.0 70.0 -08.8 54.7 , -51.9 38.1 -34.3 70.0 48.5 54.8 -51.7 35.5 -33.7 700.474 53.0 80.0 70.0 53.8 34.3 88.8 51.9 34.3 88.8 51.7 33.7 87.4 50.0 87 " 72 TO NEGIPOS NEGIPOS NEGIPOS - 55.0155.0 - 58.0165.0 - 56.0155.0 45.0155.0 - 55.0155.0 _65.0155.0 - 55.0165.0 - 55.0155.0 - 55.0155.0 85.0166.0 -56 0156 0 -62.21522.2 - 55.0155.0 - 50.9180.9 - 47.7147.7 -52.11 52.1 -47,7147,7 -44.61 44.6 -51.501.5 472147.2 - 44.0144.0 80.11 50.1. - 45.8145.8 - 43.0143.0 -48.1148.1 -43.9143.9 41.9141.9, -48.01 48.0 43.8143.6 41.5141.8 43.3146.3 42.8142.5 - 40.8140.8 "XO" & WINDOW WIDTHS EQUAL THE SUM OF THE VENT WIDTH AND THE FIXED WIDTH. 4TABLE 12. 'Mr or "Ox" & 'XOx" UNEQUAL use WINDOWS TEST REPORT: FTL GLAZING OPTION: D. 748" LAMI (3/16"HS,.080,2/16"HS) ALL XOX" SIZES UP TO 134° WIDE x 83" HIGH WITH 37" MAX. VENT WIDTH AND 80° MAX. FIXED WIDTH AND ALL XO" cr "OX" SIZES UP TO 97' WIDE 083" HIGH WITH 37" MAX VENT WIDTH AND 80' MAX. FIXED WIDTH 1-90.0170.0 'TABLE 12A. X0" or Or & 'h(OX" UNEQUAL LITE WINDOWS TEST REPORTS: PTL -3580, FTL-4807, FTL GLAZING OPTIONS: D. 7/18° LAMI (3/18558,.090,3116°H8) G. 13/18° LAMI (1/8"A,AIR SPACE,7N8" LAIN - W/ 3/16"HS,.080,3/189HS) AU. XOX" SIZES UP TO 134 "W110E x 76" HIGH WITH 37° MAX. VENT WIDTH AND 60" MAX FIXED WIDTH AND 144415E0 ALL XO° or "OX" SIZES UP TO 97° WIDE x78° HIGH WITH 37" MAX. VENT WIDTH AND 50° MAX. FIXED WIDTH NOTES: 1. FOR INSTALLATIONS IN WOOD OR CONCRETE TO THE FULL DESIGN PRESSURES IN THE ABOVE TABLES, USE aco 1/4" TAPCONS OR 1/4' SS4 CRETE -FLEX ANCHORS. 2. IF INSTALLING WITH #12 SCREWS, DESIQIQ PREMRgIS i.IM1TEQTQ eV ,IF. RIC wow B ADD O� TITS TO TABLE 11 • • .. .• r DANE mow* pew mmoong FA MVO C NO CHANGE THIS SHEET • • • . 41 • _ • R • • '4"a9" �. P.O. 1J08 FAX 912355 0 CHANT A Am) AE7D78°HEH#rTCP1OH P.O. FL 34274 l2tiLly.9eKe° Derr �� RK 11Jr7/02 x O X UNEQUAL LITES x 0 UNEQUAL 1.DES O x UNEQUAL. LITES 1 /4. ; "P'��.� • • ••• •• ••• • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • PRESSURES- UNEQUAL CONFIG, XO OX & XOX ALUMINUM CASEMENT WINDOW, IMPACT eda�d S" bm4pMx Ibr CA-740 1 WNTS 1 •� 9 m 13 ! 7045-8 1 1) Lucas A. Tumor. P.E PE MOM Medanical •••• • • • •••• • • • • • • • •••• • • ••••• •••• • • • • • • • • • •• •• • • • • • • • 5.005• •••• • • •••• REFERENCE °XO" & °XOX" FRAME ASSEMBLY DETAIL, SHEET 11 REFERENCE "XO° & "XOX" FRAME ASSEMBLY DETAIL, SHEET 11 • •• • • • • • • • • • • •• •• • • •••• • • •••• [b •MAX. •••••HEIGHT • (S@@ SHTS. 3 & 4) • • MAX. VENT DAYLIGHT OPENING (SEE SHT. 3) MAX. FIXED LITE DAYLIGHT OPENING (SEE SHT. 3), MAX. WIDTH (SEE SHT. 3) HORIZONTAL SECTION - XOX, fREFERENCE °XX"FRAME ASSEMBLY DETAIL, SHEET 11 MAX. VENT DAYLIGHT OPENING (SEE SHT. 3) Q MAX. WIDTH (S HT. 3) HORIZONTAL SECTION - XX MAX. DAYLIGHT OPENING FIXED & OPERABLE VENT (SEE SHTS. 3 & 4) C © m VERTICAL SECTION OPERABLE UNIT VERTICAL SECTION FIXED UNIT 0• 50• • O. • • • •• • Arad MIS 3,2503 F.K F.K F.K ewer• F K 13/17/02 B ADD urn. Le GLAZING BEAD REM • Oat 711003 Dee 32508 Poems C D SHOW TOP HINGE • • • • MAX. VENT DAYLIGHT OPENING (SEE SHT. 4) MAX. WIDTH (SEE SHT. 4) HORIZONTAL SECTION - X JDUCP REVISIM PRODUCT RENEWED as complying Bm•i9� (r1 __...,,,,... • • • ••• '•• CHOSITY: Na REF. AND ADO REM 88 .neaeeer •m" • • SECTIONS quemat `• ALUMINUM CASEMENT WINDOW, IMPACT V l e t 6 l y B e tt e r ,NTS } 10 4 13 l 7045-8 P.O. 00X NBA NOKOMIS, FL 34274 • ••• • • • • • • • • • .. 1•• b • • • • • 5 • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • D VSVor Lucas A. Turner, PE. PE 888201 Menhanical • • • • • • • • • • • • • • •••• • • •••• • • • •••• • • •••• • • • • •• •• • • • • • •••• • • •••• FRAME ASSEMBLY TUBE, MAIL: 6063 -T6 "X" FRAME JAMB #12x1 PH TEK SMS 13" MAX. O.C. WI (2) SCREWS 3" APART AT MID -SPAN "X" FRAME JAMB "XX" FRAME ASSEMBLY DETAIL #12x1 PH TEK SMS 13" MAX O.C. W/ (2) SCREWS 3" APART AT MID -SPAN FRAME ASSEMBLY TUBE, MAIL: 6063 -T6 • FRAME JAMB • • • • • • • • •• • • •••• • • • •••• "0" FRAME JAMB • • • • *XO" & "XOX" FRAME ASSEMBLY DETAIL • •• • • • • #8x1 QUAD PH SMS (2) PER CORNER FRAME HEAD OR SILL NOTE: ALL ALUMINUM SHALL BE OF 6063 -T6 SASH FRAME TOP OR BOTTOM RAIL #8x1 QUAD PH SMS (2) PER CORNER SASH FRAME SIDE RAIL SASH FRAME ASSEMBLY DETAIL Roa * 0.rs ammo= FA WSW 8 max o� . 8. F)' 711003 C MAIN FRAME ASSeMee;D TAIL • • • •• • • - NO CHANGE THIS SHEET. NO CHANGE 7Hd991W • •• • • •• ••• •• Mader FA. 02303 Dew Sy FA 2/17/02 D ADD ITEM 89 dl"ep OIAc • • • • • • ••• ••• • . • • • ••• • HG BOX 1829 N0KOMIS, F1.34274 • ••. 1.376" .095 " -r. CASEMENT BACKING PLATE MAIL: 6063 -T6 DWG# 7071 2.654° .062" NOM. 1.159" 2.139" OSASH FRAME HEAD, SILL, JAMB MATL: 6063 -T6 DWG# 7003A 2.784" OFIXED FRAME HEAD. SILL JAMB MATL: 6063 -T6 DWG# 7005A .062" NOM. I_ 2.784" —"J FRAME HEAD, SILL JAMB MATL: 6063 -T6 DWG# 7002A 2.919° BC," Visibly Better EXTRUSIONS & ASSEMBLY DETAILS ALUMINUM CASEMENT WINDOW, IMPACT astatabe ask 8°N e"pea par CA-740 I NTS 11 a 13 I 7048 -8 l D Limas A. Toner, P.B. PE 889201 Mechanical • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • It • • • • ••• • ••• • • • • • • .•• • • • • • • • •• •• • • • • • It •• • • • • • • ••• • • • • • • • • • • • • • •• 55 ••• • • •••• • • • • •••• • •• • •••••• • • • • • • • •• • 1111 •••• • • •••• • • • • •• •• • • • • • •••• • • •••• a • • • • • • Rod* Calf knflb"e FK 028/49 B ADD 13/1010 GL4SS8 GLAZING BEM • ROW OF F.K. 71`003 NO CHANGE 1160$/GET •• •• • • • • • • ••• •• PARTS LIST CONT. PARTS LIST DWG it TEEM DESCRIPTION MVO* POT. # DESCRIPTION MAXIM SINGLE LOCK 1 7016 7002A SINGLE LOCK KEEPER MAIN FRAME - HEAD, SILL & JAMBS 2 68 X .750 QUAD PM SMS 1155 7SIPQA 68 X 1 QUAD PH SMS FIXED WINDOW FRAME -HEAD, SILL & JAMBS 3 1155 7008 68 X I QUAD PN SMS FRAME CORNER KEY 7010 4 FIXED FRAME CORNER KEY 83 7007 1/2"7L112"Xl/8" CLOSED-CELL FOAM TAPE INSTALLATION HOLE COVER 5 7047 7003A GLAZING BEAD (13/16" LG.) SASE • TOP, BOTTOM & SIDE RAILS 6 Le GLASS (118115, AIR SPACE, 5/16' AM1) 5/16" LAMI= 1155 781PQA 68 X 1 QUAD PH SMS 13/16" 7 3/16A & 3/1685 GLASS WITH AN.090INTESLAYER- SOLIMA OR DUPONTPVB 7017 67017K BULB WEATHERSTRIP .187X.240 LG. GLASS (118"CS, AIR SPACE, 7 /107.AMQ 7/16" LAMI- 8 89 7009 67071 SASH CORNER REY 9 7024 MAXIM MULTI -POINT LOCK , 10 7026 LOCK SUPPORT PLATE 11 610-24 X.562 P1L PN. TYPE F 12 7014 MULTI- LOCK KEEPER(RH. &LH) 13 1157 78X78PPSMS 68 X 575 P1L PE. SMS 14 7013 TIE BAR GUIDE 15 7015 TIE BAR ASSEMBLY 16 7028 MAXIM DYAD OPERATOR 17 7027 MAXIM DUAL ARM OPERATOR 18 7040 OPERATOR GASKET 19 7031 BACKING PLATE 2B• 68.32 X.375 P1. PN. TYPE B al • • 7032 STUD BRACKET (L.B. & RE.) • 22 • 7858ZA 68 X 518" FLT. PEE SMS 23 • 7033 OPERATOR TRACK & SLIDER (DUAL ARM) 9.4 • 7022 SNAP -ON HANDLE * If' • 7023 12 " HMI WAVY DUTY) • 416 • • 710x12FP 610 X .500 PH. PIE. • 919 . • • 3/16• LAMINATED (1/8A & USES GLASS) .0901NTERIAYER - SOLU'TJA OR DUPONT Iws •..... I••• • 5/16" LAMINATED (118HS & 1BES GLASS) .090 W98RLAYER - SOLUI7AOR DUPONT PVB "• • • • 7/16' LAMINATED (3/16A & 3/16115 GLASS) . 0 90INTERLAYER- smarm OR DUPONT PVB ••••• • • 7/16' LAMINATED (3/16145 & 3/16118 GLASS) .0901NTERLAYER • SOLUTIAOR DUPONT PVB •40 0 7036 GLAZING BEAD (5/16") 41 • 7042 GLAZING BEAD (7/161 43 1224 67P247 VINYL BUIS WSW CI1I () 44 SILICONE -DOW CORNING 899, 995 OR EQUIV. 45 PARABOND 46 1634 6163K SEF1INGBLO(Zt 50 7006 SCREEN FRAME 51 7040 SCREEN CORNER KEY 52 SCREEN CLOTH 33 1635 61635K SCREEN SPLINE - SERRATED 54 331 60976 CASEMENT SCREEN CLIP 55 7842PEFW/B 6SX.500 SQ. FN. TE.SMS 67 7004A 67004 CASEMENT FRAME ASS'Y. TUBE 68 712X1PM' 612X1 "PH. PHIL TEK. 69 7011 LOCK SUPPORT PLATE 70 7012 LOCK SPACER 71 7019 711373 ;SNAP -ON T- HANDLE KNOB n 7018 7FLDHD FOLDING HANDLE • • • • • • • • • • Rod* Calf knflb"e FK 028/49 B ADD 13/1010 GL4SS8 GLAZING BEM • ROW OF F.K. 71`003 NO CHANGE 1160$/GET •• •• • • • • • • ••• •• PARTS LIST CONT. ITEM DWG it POT. # DESCRIPTION 73 7025 MAXIM SINGLE LOCK 74 7016 SINGLE LOCK KEEPER 75 70834A 68 X .750 QUAD PM SMS 80 7005A FIXED WINDOW FRAME -HEAD, SILL & JAMBS 81 1155 781PQA 68 X I QUAD PN SMS 82 7010 FIXED FRAME CORNER KEY 83 7007 INSTALLATION HOLE COVER 85 7047 67407 GLAZING BEAD (13/16" LG.) 86 13/16" Le GLASS (118115, AIR SPACE, 5/16' AM1) 5/16" LAMI= (2) LEES OF 1/8113 GLASS WITH AN.090INTERIAYBR- SOLUTIA OR DUPONTPVB 13/16" LG. G LASS (I/811S, AIR SPACE, 7/16 "LA140 7/16" LAMI 3/16A & 3/1685 GLASS WITH AN.090INTESLAYER- SOLIMA OR DUPONTPVB 13/16" LG. GLASS (118"CS, AIR SPACE, 7 /107.AMQ 7/16" LAMI- 3/16$8 & 3/1618 GLASS WITH AIR090 INIERLAYER - SOLUITA OR DUPONT EVE 89 7071 67071 CASEMENT BACKING PLATE (SEE NOTE 4, SHEET 13) .708° 8118° GLAZING BEAD MATL: 8063 -T6 DWG# 7038 .523" .080° 41 7Mr GLAZING BEAD MAIL: 6063 -T6 DWG# 7042 ()CASEMENT SCREEN FRAME MAIL: 6063 -T6 • • • DWG# 7008 4 • • . . • • ••• • �fOj0�EC11fi0iCOYDRN• NOX0 S.I* 34lr6• P.O. 110)( 1928 NO1(0MG: a 34274 Roust 8F Oast 82808 F.K 2/17 Fx: gathomac 0 ended OF 4"'. 4170 ECON.70i7EN44, SRICONEAND ADD 1TEMS87.88AND89 • ••• S. •.. • • • • • • • • • • • • 5 • • • •. • • • • • • • • • • •• • • • • 5 • • • 5•• 893" .040" —. -- .172" II" .870" .050" -.569° 0 13116" GLAZING BEAD MAIL: 6063-T6 DWG# 7047 1.124° .125° INSTALLATION HOLE COVER MATL: 6063-TO DWG# 7007 2.701 3" 87 CASEMENT FRAME ASSEMBLY TUBE MATL: 6063 -T6 DWG# 7004A PROBSCY RENEWED geb fie Nodes sakessoda Vag 1 arm Visibly Barter PARTS UST & EXTRUSIONS ALUMINUM CASEMENT WINDOW, IMPACT earloaff CA-740 mt NTS m°v 4-11" 12 a 13 7045-8 Vst Lams A Tamer. P.E. PE 418701 Metha,doel • • • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • f • •• •• 1155 •, • 0 ••• • • • • • • •� 000000 00000 • • • • • • • •..••. •••• • • •••• • • • • •••• • • •••• • • • • •• •• • • . • ••.. • • •••• A 2x WOOD BUCK (SEE NOTE 3) 1/4" MAX. SHIM r- SEE NOT... L • •• • • • • • • . •••• •• •• • ..••. • • • • • • •••• ••.••. • • •• •�. • A 1x WOOD BUCK (SEE NOTE 3) 1/4" MAX. SHIM-1 r- SEE NOTE 1 SEE NOTE 4 1 1/2 °,° MIN. OPERABLE UNIT FRAME TO WOOD BUCK 1 1/2" OR MORE THICK 114" MAX. SHIM A SEE NOTE 1 A 2x WOOD BUCK (SEE NOTE 3) 1/4" MAX. SHIM --1 F�- A SEE NOTE 2 f I 11/4 "�,_ MIN. OPERABLE UNIT FRAME TO CONCRETE WI WOOD BUCK LESS THAN 1 1/2° THICK 1.1 /4° MIN. OPERABLE UNIT FRAME TO CONCRETE SEE NOTE 4 1/4" MAX. SHIM SEE NOTE 1 A 1x WOOD BUCK (SEE NOTE 3) 1/4" MAX. SHIM SEE NOTE 1 SEE NOTE 4 11/2" M N. . FIXED UNIT FRAME TO WOOD BUCK 1 1/2" OR MORE THICK SEE NOTE 4 1 1/4° MIN. FIXED UNIT FRAME TO CONCRETE SEE NOTE 4 IPA 1114 • X11/4 "�, MIN. FIXED UNIT FRAME TO CONCRETE WI WOOD BUCK LESS THAN 1 1/2" THICK NOTE: ALL DETAILS APPLY TO HEAD, SILL, AND JAMB. NOTES: 1. FOR CONCRETE APPLICATIONS IN MIAMI -DADE COUNTY, USE ONLY MIAMI -DADE COUNTY APPROVED 1 /4" ELCO TAPCONS OR 1/4" SS4 CRETE -FLEX CONCRETE ANCHORS. MINIMUM DISTANCE FROM ANCHOR TO CONCRETE EDGE IS 21/2". SEE SHEET 1 FOR SPACING. 2. FOR WOOD APPLICATIONS IN MIAMI -DADE COUNTY, USE #12 SCREWS, 1/4" ELCO TAPCONS OR 1/4° ELCO 854 CRETE -FLEX SEE SHEET 1 FOR SPACING. 3. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1x ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1 1/2". lx WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 1/2" THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. 4. ITEM 89, BACKING PLATE, NOT REQUIRES R1UT TI91V$ C 1 IDire/F MIAMI -DADE COUNTY. • FJC a+rat 8 NO CHANGE TH1sSHEET ▪ • •• • • • ��� • lawn* Ca* rtawao" • • • • DFAS F.K. 7H0� • C NO CHAMCiEFWSSHEET •• ••• • • RMOt mar FJC 803.05 D REVISE NOTES AND REMOVE 311r TAPCONS &1t4SCREWS Tamer mOr •'"+ n4x F.K. 1?J17/R2 P.O. BQX 1820 /40/0/946, FL 34274 Visibly Beater ewe �.•r 75r -ti X!7 ANCHORAGE DETAILS ALUMINUM CASEMENT WINDOW, IMPACT I NTS 13 s 19 I °" 7045.8 ( I / (/0( -- Wrap A. Tumer,PE PH F58201 Metharilaal • ••• • • • • • • • • • • • • •• • • ••• • • • • ••• •• ••• • • • • • •• • • • • • • • • • • • • • • • ••• • • • • • • • • • • ••• • • • • • •• •• • • • • • ••• • • • • ••• • • • • • • • • • • • • • • • • • • • •• •• BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries 1070 Technology Drive, Nokomis, FL 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the MU (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division 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 High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Series "PW- 701" Aluminum Fixed Window -LNII APPROVAL DOCUMENT: Drawing No. 4259-4, titled "Aluminum Picture Window, Impact ", sheets 1 through 12 of 12, prepared by manufacturer, dated 7/14/03 and last revised revision `B" on dated 4/4/07, signed and sealed by Robert L. Clark, P.E., bearing the Miami -Dade County Product Control Renewal stamp with the of Acceptance number and expiration date by the Miami Dade County Product Control Divi$ioii, • . • MIAMI DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375-2901 FAX (305) 375 -2908 www, miaaldadegov/buitdingcode MISSILE IMPACT RATING: Large Missile Impact Resistant • • • • • Limitation: • • • •• • •• • • 1. Max DLO =Width - 3.75 ". and /or--Height-3.75". The Annealed glass to be on exterior sided laminate. • 2. Max. corner distance for anchors is 8.5 ", except Hexagon & Octagon corner dist not'aeacc ed 3 "Mae.' corner distance for Nail (Integral Fin Frame) into wood substrate is 1 and max. OC sprits is 5 •••• 3. The anchor installation shown is applicable without geographical limitation. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, s fty! state 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 That h'as beenno. • • change in the applicable building code negatively affecting the performance of this product. ' • S. •• ••.• ••. • 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 ;olt she pt theereeelest of the Building Official. This NOA renews NOA # 07- 0418.064 rands pf thimige,1 and e ' E -1 as well as approval document mentioned above. • • • • i • . i ••• The submitted documentation was reviewed by Ishaq L • • • •• •• • • • :ip • • • Ql2/7d 10 •••• • • • • • • • • • • • • • • ••• • • • • • • • • • • • •.. • .• • • • .. .. NOA No 08- 1112.10 xpiration Date: February 19, 2014 Approval Date: January 08, 2009 Page 1 • • • • • • • • • • PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS (transferred from file # 07- 0418.06) 1. Manufacturer's die drawings and sections. 2. Drawing No. 4259-4, titled "Aluminum Picture Window, Impact ", sheets 1 through 12 of 12, prepared by manufacturer, dated 7/14/03 and last revised revision "B" on dated 4/4/07, signed and sealed by Robert L. Clark, P.E. B. TESTS (transferred from file # 07- 0418.06) 1. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Water Infiltration resistant Test 3) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 4) Small Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of alum. Fixed windows of various shapes, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -3835, dated 07/18/03 and test report FTL -3850, dated 07/31/03, both signed and sealed by Joseph Chan, P.E. C. CALCULATIONS 1. Anchor verification, comparative and structural analysis dated 04 /13/2007, prepared, signed and sealed by Robert L. Clark, P.E. 2. Glazing complies w/ ASTME -1300-02/04 QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). D. F. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 06- 0216.06 issued to Solutia Inc. for the "Sdflbi llIG Clearbr colored Interlayer", • expiring on 05/21/11. • • • • • • • • 2. Notice of Acceptance No. 05- 1208.02 issued to E.L DuPont DeNemours for ` gnt Butapite4 PVB ", expiring on 12/11/2010. • • • • • • • • • • •• • •••• • • •••• • • • • •• • •• E. STATEMENTS Statement letter of code compliance, "No change from previous alipro»'ai and °t No financial interest ", dated 11 -06-08 signed and sealed by Robert L. C'iark, P. E. • ....' 2. Statement letter of Lab compliance, as a part of above referenced test reports •• •• •••• • • • • • • 1. F. OTHER 1. This NOA renews NOA # 07- 0418.06 expires on February 19, 2009. •• ••• • • • • • •• ••• •• • •• •• • • •• • • • •• • ••• • • • • • • • • • • • • • • • • • • • • • ••• • • • • ••• • • •• •• • • ••• • • • • • • • • • • • • •• •• • • • • • E.1• • • • • • • • • • ••• • • • ••• • • • • • • • • ••• • • • • • • • • • •• •• • k4tM 1. LL i Ishaq I. Chanda, P. E. Product Control Examiner NOA No 08- 1112.10 Expiration Date: February 19, 2014 Approval Date: January 08, 2009 •••• • • •••• • • • • •••• • •••• • • • • •• •• • • • • • •••• • • •••• NOTES: LARGE MISSILE WINDOWS 1. GLAZING OPTIONS: A. 7/18° LAMINATED GLASS COMPRISED OF (1) UTE OF 3/16° ANNEALED GLASS AND (1) UTE OF 3118' HEAT STRENGTHENED GLASS WITH AN .090 INTERLAYER OF DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB. B. 7118• LAMINATED GLASS COMPRISED OF (2) LITES OF 3116" HEAT STRENGTHENED GLASS GLASS WITH AN .090 INTERLAYER OF DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB. C. 1 1/16° LAMI I.G. GLASS COMPRISED OF (1) LITE OF 3118° HEAT STRENGTHENED GLASS, A 7/18° AIRSPACE AND 7118" LAMINATED GLASS WHICH IS COMPRISED OF (1) LITE OF 3/16° ANNEALED GLASS AND (1) UTE OF 3/16° HEAT STRENGTHENED GLASS WITH AN .090 INTERLAYER OF DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB. D. 1 1/18° LAMI I.G. GLASS COMPRISED OF (1) LITE OF 3118' HEAT STRENGTHENED GLASS, A 7/16' AIRSPACE AND 7118° LAMINATED GLASS WHICH IS COMPRISED OF (2) L ITES OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 INTERLAYER OF DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB. ANDESIGN PRESSURE RATINGS: (FLANGED - SEE SHEET 5, TABLE 1 AND INTEGRAL FIN - SEE SHEET 6, TABLE 2) A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 130002. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300-02. 3. ANCHORAGE. THE 331/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL • • MEkT THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, CURRENT EDITION. • !OFt ANCHORAGE INFORMATION SEE SHEETS 10 THROUGH 12. • ' $, I JTTER REQUIREMENT: NONE REQUIRED NOA DRAWING TABLE OF CONTENTS SHEET GENERAL NOTES 1 GLAZING DETAILS...-.......... ...... 2 ELEVATIONS, FLANGED 3 ELEVATIONS, INTEGRAL FIN4 DESIGN PRESSURES FLANGED5 DESIGN PRESSURES FINNED 6 SECTIONS, FLANGED 7 CORNER ASS'Y, FLANGED 7 SECTIONS, INTEGRAL FIN 8 CORNER ASS'Y, INTEGRAL FIN8 EXTRUSION PROFILES 9 PARTS UST ......... 9 ANCHORAGE 10-12 • 45• MARROW JOINT SEALANT IS USED ON ALL FOUR CORNERS OF THE FRAME. • • 6. REFERENCES: TEST REPORTS, FTL -3835 & FTL -3850 +2a"' ELCO TEXTRON NOA: 04- 0721.01, 03. 0225.05 ANSI/AF&PA NDS -2001 FOR WOOD CONSTRUCTION • • • ADM -200 LUMINUM DESIGN MANUAL .• • • 4-0,111 7. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, CURRENT ® EDITION INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). Deere F Z Fx ers 40/07 881!803 OWNS a Nees A •• ••• • • • • • •• i • • • •0044,40ar eiGir Am AND • lacospe.gignt A qp 18P PA.B8416A „ 110 19.34274 VW* earn • I NOTES & TABLE OF CONTENTS ALUMINUM PICTURE WINDOW, IMPACT Wr°°t Peens .VT 3 12 I o.mr 4 i ifi$ i✓- /, a1L Omit. PE. PE 010712 Ellructwel • ••• •• ••• • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • ••• • ••• • • • • • • • • • • • • •• •• • • ••• • • • • • • • ••• • • • • • • • • • • • • •+ •• • ••• • • 3118' ANNEALED OR HEAT STRENGTHENED GLASS 7118" LAMI LASS NOMINAL 3118° ANNEALED OR HEAT STRENGTHENED GLASS .090 DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVBINTERLAYER 3198° HEAT STRENGTHENED GLASS 7118° AIR SPACE 3118° HEAT y, STRENGTHENED GLASS 1 9/98' LAMP GLASS NOMINAL 7/98 LAMI GLASS NOMINAL .090 DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB INTERIAYER 3118° HEAT STRENGTHENED GLASS • . • • • • • • • • • •• •• • • .••••pLITSIDE •••• • 11118° NOM GLASS BITE OUTSIDE •• 0111 • • yy ED ffp ibe Matte ealMos Cade takilijikat abidos a ggibisrotli tie litchis Rfokliegamk Ategsms 6 7/16" LAMI GLAZING DETAIL FLANGED OR INTEGRAL FIN FRAME (FLANGE FRAME SHOWN) S. •••• • • • • • • •• OOOOOO • •• • • tmeosiowatva RECNICWOMNE NOCIMM3E1103 f ET PA 12 81814 'Robb Bear 1 1/16" LAMI I.G. GLAZING DETAIL FLANGED OR INTEGRAL FIN FRAME (INTEGRAL FIN FRAME SHOWN) /7/1"4 8 • • • • • • • • • • • ... • •00• • • • 0..0 • • •... • • • • •• •• • • • • •• • 0000 • • 110• HEXAGON FULL CIRCLE MAX. SIZE = 80' BETWEEN FLATS MAX. SIZE = 60' DIA. OR MAX. AREA = 21.65 SQ. FT. OR MAX AREA =19.83 SQ. FT. OCTAGON MAX. SIZE = 60" BETWEEN FLATS OR MAX. AREA = 20.71 SQ. FT. QUARTER CIRCLE MAX. SIZE =68'X88' OR MAX AREA = 25.22 SQ. FT. • • • FAN •••• MAX. SIZE = 98"X47" .••A MAX. AREA = 24.47 SQ. FT. • HALF CIRCLE MAX. SIZE =98'X48' OR MAX AREA = 25.13 SQ. FT. NOTE: FOR ANCHORAGE INFORMATION SEE SHEETS 4 &THROUGI412. • • • • EYEBROW MAX. SIZE =98"X48' OR MAX AREA = 31.99 SQ. FT. ML ELLIPTICAL MAX SIZE = 98° X a7 OR MAX AREA = 31.99 SQ. FT. RECTANGLE MAX SIZE = 48'X98' OR MAX AREA = 32.00 SQ FT. am** are Oaks • • • woos, two norms 4i6iW 0 Fx Fx Don FFX 7fl4A9 ore tEl9•T o.rms A •10010 UPDATE N.CHORROE NOTE NOONI N IS Tia9SHEET cer • J. . • • • • • • • ARCH. MAX SIZE = 48' X 96" OR MAX. AREA = 30.28 SQ. FT. TRAPEZOID MAX. SIZE =48'X98' OR MAX AREA = 31.99 SQ. FT. fisda C°d° 2. Accoasof 1y jigiraVair ear P.Q , 8.9474 VOW, Rotor FLANGED ELEVATIONS ALUMINUM PICTURE ININDDOW, IMPACT 0000 ft* MOM PITS 10* 3 12 I prior, 42594 PEWI2 award • •.• • • • • • • • • • • • .• • • 11• • •. • • • • • • • • • 0110 • • • • • • • • • • • • • • • • • • • ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• •0• • • • 000 • • •••• • • • .••• • • • •• • • • • • • •••• • • •••• • • • S • • • • •• •• • • • • • • • • •••• • •••• HEXAGON FULL CIRCLE MAX SIZE = 60. BETWEEN FLATS MAX, SIZE = 60' DIA. OR MAX AREA = 21.65 SQ. FT. OR MAX. AREA = 19.63 SQ. FT. OCTAGON MAX. SIZE = 60' BETWEEN FLATS OR MAX AREA = 20.71 SQ. FT. QUARTER CIRCLE MAX SIZE = 66" X 68' OR MAX. AREA = 25.22 SQ. FT. •• •• FAN • • MAX SIZE =96'x47" • • .9R MAX AREA = 24.47 SQ. FT. • •••• • • • HALF CIRCLE MAX SE =96'X48' OR MAX AREA = 25.13 SQ. FT. NOTE A FOR ANCHORAGE INFORMATION SEE SI,irrie CTF 83;1'112 • • •• • • 6, EYEBROW MAX. SIZE =°X48' OR MAX AREA= 31.99SQ. FT. 981/4' FRAME O.D. 96" MAX 501/4" FRAME 0 D. ELLIPTICAL MAX SIZE =96'X47' OR MAX. AREA = 31.99 SQ. FT. 451/4° MAX DLO MAX 93114' MAX DLO RECTANGLE MAX SIZE = 48' X 96' OR MAX AREA = 32.00 SQ. FT. •weep Oft Marne • •• • _ • • • •• • • • ••• • ARCH MAX SIZE = 48" X 96° OR MAX. AREA = 30.28 SQ. FT. TRAPEZOID MAX SIZE = 48' X96' OR MAX AREA = 31.99 SQ. FT. Menu ttEVwcn .ea.ob•e°•r �.► Illisigegesde No 04 Bede xcic.,,. w.aerp om• a1.. FJC •nm B •••••v eat esd•• F. 1217899 A Do RIC i LWOW + AVO MOW aft conmeaorsiva einvue A >wnro7Ee NOCHA CHANGE °•r P.O. Ft 919/ . •• . •• • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • ••• • ••• • • • • ••• • • • • • • • • • to • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ea" INTEGRAL RN ELEVATIONS ALUMINUM PICTURE WINDOW, IMPACT re.a era rim pewpi 174731 4 a 12 � 4269-4 eirt/7 tLas1 P.E. PE 1/39112 B •••• • • •••• • • • • •••• • • •••• • • • • •• •• • • • • • •••• • • TABLE 1. DESIGN PRESSURES, FLANGED WINDOWS (DIMENSIONS ARE TIP -TO -TIP) GLASS TYPES: A 71W LAMINATED GLASS (3/16"A, .080, 3/16148) B. 71W LAMINATED GLASS (3/18"HS, .090.3/16HS) C. 1 1h5" LAMI LG., 3116H8, 7118" SPACE, 7/18" LAW (3/16A, .090, 3/15" HS) D. 1 1/18" LAMI LG., 3118148, 7118" SPACE, 7118" LAMI MIHS, .090, 3/16" HS) WINDOW "Y" DIMENSION GLASS TYPE A,B,C,D F1L-3835 FTL -3835 FTL -3850 FTL -3850 54.500 A,B,C,D AREA 60.000 J A,B,C,D 85.500 A,B,C,D A 71.000 1 A,B,C,D AR A +80.0 • 28.500 +80.0 I -80.0 9.70 SQ.FT. +80.0 1 -80.0 10.79 SQ.FT. +80.0f -.o 11.88 SQ.Ft +80.0 I -80.0 12.98 SQ.FT. +80.0 1 -80.0 14.05 SQ.FT. 34.000 39.500 45.000 46.500 48.000 +80.0 I 40.0 +80.0 ! -60.0 +80.0 I -80.0 11.57 S-Fr. 13.44 SQ.FT. 15.31 SQ.FT. +80.0 I -80.0 16.82 SQ.FT. +80.0 I -80.0 16.33 SQ.FT. +80.0 I -80.0 +50.0 I -80.0 +80.0 I -80.0 +80.0 I -80.0 +80.0 I -80.0 12.87 SQ.FT. 14.95 SQ.FT. 17.03 SQ.FT. 17.80 SQ.FT. 18.17 SQ.FT. +80.0 -i -80.0 +80.0 -80.0 +80.0 I -80.0 14.17 SQ.FT. 16.46 SO.Ft 18.76 SQ.F1: +80.0 j -80.0 19.38 SUET. +80.0 I -0.0 20.00 SUET. +80.0 I -80.0 +80.0 l -80.0 +80.0 I -80.0 +80.0 I -80.0 +80.0 1 -80.0 15.47 SQ. FT. 17.97 SQ.Ft 20.47 SQ.FT. 21.15 SQ.FT. 21.83 SQ.FI- 10 +80.0 I -80.0 16.76 SQ.FT. +80.0 1 -80.0 19.48 bart. +80.0 I -80.0 22.19 SQ.FT. +80.0 ] -80.0 22.93 SQ.Ft +80.0 I -80.0 23.67 FT. -80.0 +80.0 -10.0 B,C,D +80.0 -80.0 +80.0 -80.0 +80.0 I -80.0 +80.0 460.0 +79.3 -79.3 +78.0 -78.0 +78.8 76.8 +90.0 -80.0 +80.0 .80.0 +80.0 -80.0 15.14 SO.Ft .80.0 -80.0 16.23 SQ.FT. +80.0 40.0 ..•• • .4190 • • 98.000 A A C B,D AREA A C B,D AREA A +80.0 C S,D AREA 18.08 SUFI. 20.98 SQ.FT. 23.91 SQ.FT. 24.70 SQ.FT. 25.60 SQ.FT. +80.0 -80.0 +80.0 -80.0 +74.5 -74.5 +73.1 73.1 +71.8 -71.8 +80.0 -80.0 19. SQ.FT. +10.0 40.0 22.49 SQ.F t +80.0 -80.0 25.63 SQ.FT. +80.0 1 -80.0 +80.0 -80.0 +80.0 I -80.0 +80.0 -80.0 +80.0 1 410.0 +78.0 1 -78.0 +80.0 40.0 +70.0 -70.0 +79.1 -79.1 +60.0 -00.0 +80.0 -80.0 +80.0 -80.0 26.48 SQ.FT. +884 -88.4 +77.3 -77.3 +80.0 +80.0 -80.0 27.33 SQ.FT. +67.0 .87.0 +75.8 75.8 -80.0 +80.0 -80.0 17.32 SUFI. +80.0 -80.0 +80.0 40.0 +80.0 -80.0 20.68 SCi.Ft 24.00 SQ.FT. 27.34 SQ.FT. 28.26 SUFI. 29.17 SQ.FT. +00.0 80.0 +74.0 +80.0 -80.0 +00.0 +80.0 -80.0 +80.0 -74.0 +65.5 -65.5 +74.0 -74.0 -00.0 18.41 SQ.FT. 21.96 SQ.FT. 25.51 SQ.Ft -80.0 +80.0 -80.0 +71.9 -71.9 +80.0 -80.0 +80.0 -80.0 19.00 SQ.FT. +80.0 -80.0 +80.0 .80.0 22.67 SQ.FT. +80.0 -80.0 +80.0 .80.0 28.33 SQ.FT. +80.0 -80.0 29.06 SQ.Ff. +63.0 -63.0 +71.2 -71.2 +80.0 -80.0 +83.9 .63.9 +82.4 ffi.4 -72.2 +70.5 -70.5 +00.0 40.0 30.03 SQ.FT: +81.5 -61.5 +69.5 .89.5 +00.0 -00.0 +00.0 -80.0 31.00 SQ.FT. +60.0 -60.0 +67.8 -67.8 +80.0 -80.0 30.00 SQ.FT. 31.00 SQFf. 32.00 SQ.FT NOTES: A 1. AU. MAXIMUM SIZES SHOWN ON SHEET 3 ARE QUALIFIED TO THE PRESSURE OFA32 SQ. FT. UNIT IN TABLE 1. 2. ALL SHAPES LESS THAN THE MAXIMUM SIZE, QUALIFY TO PRESSURE FOR THE MAXIMUM SIZE LISTED IN TABLE 1, ORTOTHE PRESSURE FORTHE SMALLEST RECTANGULAR SIZE IN TABLE 1, WHICH THEN OVERALL WIDTH AND HEIGHT DIMENSIONS COMPLETELY FIT WITHIN. 3. SEE SHEET 10 THROUGH 12 FOR ANCHORAGE INFORMATION. •• ••• • • • •ml, 060 ..w= • • • • •• a- • • • • • 1�NK11.1 1011WLONE INZ•fla HAWS FX • •• • • • • • • • • • • • • •• • • •�,.p...r�i..e..di fts ,..,w..4,gii3fw4 o Iww, the Amid. MMus Cod* Eiplxsto• 14 jididialiiiirge- Weds ItCCPI .esir"w•I* A•rgpmo :CAD.. Par 1R.* Bete, FLANGED UNIT DESIGN PRESSURES ALUMIMJM PICTURE W/NDOWcIMPACT Pwmi 18;781 6 r12 1 69.4 / 117 Rob•t .Clads, P.E. PE 112 etuctusi •• ••• • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • ••• • ••• • • • • • • • • • • • • • •• •• ••• • • • • • • ••• • • • • • ••• • • • • ••• • • • • • • • • • •• •• • • • • •• •• •••• • • • • •.•• • • •••• • ••••.• • • • •• •• • • • • • • • TABLE 2. DESIGN PRESSURES, INTEGRAL FIN WINDOWS (SIB ARE BUCK DIMENSIONS) GLASS TYPES: A. 7/18" LAMINATED GLASS (3116"A, .090, 3/18HS) B. 7M8° LAMINATED GLASS (311fi HS, .090, 3/1615) C. 1 1/16" LAMI LG., 3/18HS, 7/16' SPACE, 7/16" LAMI (3/18A, .090, 3/16" HS) D. 1 1116" LAMI I.G., 3/18HS, 7/16" SPACE, 7/16" LAMI (3/1818, .090, 3/16° HS) WINDOW GLASS ")C DIM. TYPE 49.000 Fit 3835 FTL3835 FIL -3850 FTL3850 WINDOW "Y" DIMENSION 28.500 34.000 39.500 45.003 46.500 48.000 A,B,C,D +80.0 I -80.0 +80.0 I 80.0 +80.0 [ -80.0 +80.0 [ -80.0 +80.0 I -80.0 +80.0 I -80.0 AREA 54.500 I A,B,C,D AREA 80.000 I A,B,C,D AREA 05.500 I A,B,C,D AREA 71.000 I A,B,C,D AREA IA B,C,D AREA A B,C,D AREA • • • • 70;800 • •I •1 • ••• •••• • i 9.70 SQ.FT. 11.57 SQ.FT. 1344 SQ.FT. 15.31 SQ.FT. 15.82 SQ.FT. 16.33 SQ.FT. +80.0 I -80.0 10.79 SOFT. +80.0 -ao.0 +I4 0 f -80.0 +80.0 [ -50.0 +80.0 , -80.0 +80.0 ! -80.0 12.87 SOFT. 14.95 SQ.FT. 17.03 SOFT. 17.80 SQ.FT. 18.17 SOFT. +80.0 I -80.0 +80.0 I -80.0 +80.0 I -80.0 +8DA F -80.0 +80.0 I -80.0 +80.0 [ -sap 11.88 SOFT. 14.17 SOFT. 16.48 SOFT. 18.75 SOFT. 19.38 SOFT. 20.00 SOFT. +80.0 I -80.0 +80.0 [ 80.0 +80.0 I -am) +80.0 80.0 +80.0 -80.0 +80.0 I -80.0 12.98 SOFT. 15.47 SOFT. +80.0 I -80.0 14.05 SOFT. +80.0 -80.0 17.97 SOFT. +80.0 [ -80.0 20.47 SQ.FT. 21.15 SQ.FT. 21.83 SOFT. +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 18.76 SQ.FT. 19.48 SOFT. 2219 SQ.FT. 22.93 SQ.FT. 23.67 SQ.FT. +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +79.3 79.3 +78.0 -78.0 +78.8 -76.8 +80.0 -80.0 +90.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 15.14 SQ.FT. 18.06 SQ.FT. 20.98 SQ.FT. 23.91 SQ.FT. +80.0 -80.0 +80.0 -80.0 +80.0 -800 +74.5 -74.5 24.70 SQ.FT. +73.1 25.50 SOFT. 73.1 +71.8 -71.5 +80.0 -80.0 +80.0 -80.0 +8.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 16.23 SQ.FT. 19.36 SOFT. 22.48 SQ.FT. 25.63 SOFT. 28.48 SQ.FT. 27.33 SQFT. A +80.0 -80.0 +80.0 -80.0 +78.0 -78.0 +70.0 -70.0 +05.4 -68.4 +67.0 $I.0 C +80.0 -80.0 +80.0 -50.0 +80.0 -80.0 +79.1 -79.1 +77.3 -77.3 +75.8 75.8 B,D +80.0 -80.0 +80.0 .80.0 +80.0 -80.0 +80.0 -80.0 +8 .0 -80.0 +80.0 -80.0 AREA 17.32 SOFT. 20.E SOFT 24.00 SOFT. 27.34 SOFT. 2828 SOFT. 29.17 SOFT. •••• OAP • A +80.0 -80.0 +80.0 -80.0 +74.0 -74.0 +85.5 -65.5 +83.9 -63.9 +62.4 2.4 C +80.0 -80.0 +80.0 -80.0 +8 .0 -80.0 +74.0 -74.0 +722 -72.2 +70.5 -70.5 13,0 +80.0 -80.0 +80.0 -80.0 +500 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 AREA 18.41 SOFT. 21.96 SOFT. 25.51 SQ.FT. 29.08 SQ.FT. 30.03 SOFT. 31.00 SOFT. 98.E A +80.0 -80.0 +80.0 -80.0 +71.9 71.8 +83.0 -63.0 +81.5 -81.5 +80.0 -60.0 C +80.0 -80.0 +&).0 -80.0 +80.0 -80.0 +712 -71.2 +89.5 -69.5 +87.8 S1.8 13,0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 AREA 10.00 SQFT. 22.87 SOFT. 26.33 SQ.FT. 30.00 SOFT. 31.00 SOFT. 32.00 SOFT. NOTES: 1. ALL MAXIMUM SIZES SHOWN ON SHEET 4 ARE QUALIFIED TO THE PRESSURE OF A32 SQ. FT. UNIT IN TABLE 2. 2 ALL SHAPES LESS THAN THE MAXIMUM SIZE, QUALIFY TO PRESSURE FOR THE MAXIMUM SIZE LISTED IN TABLE 2. OR TO THE PRESSURE FOR THE SMALLEST SQUARE OR RECTANGULAR SIZE IN TABLE 2, WHICH THEIR OVERALL WIDTH AND HEIGHT DIMENSIONS COWLE1ELY FIT WITHIN. 3. INSTALLATION WITH NAILS IS T1MOUGH THE INTEGRAL FIN AS SHOWN ON SHEET 10 INSTALLATION WITH OTHER FASTENER TYPES ARE THROUGH THE FRAME. SEE ANCHORAGE DETAILS ON SHEETS 10ANU1. • • • • • • • • s.e;c 8• • • • • • . • • • • F.K t tMAMENOTE 1 ANCHORING MINIM • • • • •• PROSAIC( RENEW= as somplying us•ar WIEN Cede Asasteese MVO Esgnfika w A zat� �'ISL.a 1. 4,a,� •• • • • P.allf� NOICC414 34114 INTEGRAL RN UNIT DESIGN PRESSURES Wall* !letter ALUMINUM PICTURE ININDOW, IMPACT 1 I NTSI 0 Q 12 lat.'"' 4259-4 I$ W#7 PoobedL as*, PE. PE $30712 Santini • • • • • • • • • • ••• •• ••• • • • • •• • • • • • • :• • • • • • • ••• • • • • • • • • • • • • • •• •• • • • • ••• • • • • • • • • • • • • • • • ••• • • • • • • • ••• • • • • • • • • • • • • • •• •• ••• • • •••• •••• • • • • •••• • • •••• • • • • •• •• • • • • • • • •••• • • •• , • • • f �f11 All4 0 . 0 • • MAX DAYLIGHT OPENING MAX. WINDOW WIDTH - HORIZONTAL SECTION (FLANGE FRAME) ALONG ENTIRE JOINT SCREWED RNER ASS'Y . • • • (FLANGE FRAME) ALONG ENTIRE JOINT KEYED CORNER ASS'Y (FLANGE FRAME) ALONG ENTIRE JOINT WELDED CORNER ASS'Y {FI, E 4? FI3AMFi • • •• • • • • • VSOVIOLOOY Wolissonsas PAepx M NRT9t63 g sw4 a.ste ar FX Ns FX mFiC MAO i. OCHA ETOOS T NOCHANGE7711881EET es ors I N • • • • • • • Wsi* Netter PRODUCT *VIEWED a,co.p** with the Florid* IWO* Code AteeptantlatUN 121''� VERTICAL SECTION (FLANGE FRAME) SECTIONS & CORNER ALUMINUM PICTURE assn, RANGED WINDOW, IMPACT J H 7 • 12 I°�°" 42594 11 • ••• •• ••5 . • • • • • �• • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • ••• • • • • • • • • • • • • • • ••• • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • •• • •• • • • •• •• • • ••• • • • • • • • e• • • • • • • • •... • • •••• • • • •..• • • •••• • • • • • •• S. •• ts • • •... • • •••• 2. -0-- 2.784' --a- MAX. DAYLIGHT OPENING MAX. WINDOW WIDTH HORIZONTAL SECTION (INTEGRAL FIN FRAME) ALONG ENTIRE JOINT SCREWED CORNER ASS'Y •.(II$rEGRAL FIN FRAME) ALONG ENTIRE JOINT KEYED CORNER ASS'Y (INTEGRAL FIN FRAME) ALONG ENTIRE JOINT WELDED CORNER ASS'Y (INTE,GIRAL FIN FRANIP). es WIC 0•10ors FJC OW 8 FJC fA'15IX3 A sase we Dag 00001* FX m4/ai [7'iA GEA06SHET NOCHAI GE710BSHEET u•s I F.Q•�C 1 t1 a3iZI4 • ••• • • • • • • • • • • • • •• • • • •• • • • • • EIG• -I •• — • • —• • • • • • • • • • ••• MAX WINDOW HEIGHT 0 0 0 PFSDUCC RENEWED ••••001 witty the Flovids Roblin Osst Acesphmserios:Wif /74 Faptattion Divisla VERTICAL SECTION (INTEGRAL FIN FRAME) SEINE ALUMINUM PICTURE WINDOW, IMPACT FYW701 [slur d12 In.'" 42594 LB • • • • • • • • • • • • • ••• • • ••• • • • • • • • • • • • • ••• • • • • • • • ••• • • • •• • •• • • •• • • ••• • • ITEM DWG NO. PART II DESCRIPTION 1 4266A 84256 INTEGRAL FIN FRAME HEAD, SILL & JAMB 2 4253 64253 FLANGED FRAME HEAD, SILL & JAMB 7 1155 781PDX #8 X 1 QUAD RN SMS STAINLESS STEEL 8 SCHNEE- MOREHEAD SM5504 ACRYL -R NARROW JOINT SEALANT OR EQUAL 10 11 12 13 14 4255 64255 7/16 LAMI GLASS BEAD 4254 64254 1 1/16 LAMI I.G. GLASS BEAD 1224 6TP247 VINYL BULB WEATHERSTRIP (THICK) 4224 INSTALLATION FASTENER COVER DOW CORNING 899 GLAZING SEALANT OR EQUIVALENT 15 DOW CORNING 995 SILICONE STRUCTURAL SEALANT, BLACK 17 7116" LAMI GLASS: 3/16" ANNEALED - .090 DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB INTERLAYER - 3/16" HEAT STRENGTHENED •••• • • • • •••• • .iB• • • • • • • • • • 11/16" LAM11.G. GLASS: 3/18" HEAT STRENGTHENED OUTBOARD - 7/16' AIRSPACE - 3/18" ANNEALED - .090 DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB INTERLAYER - 3/16" HEAT STRENGTHENED • • • 20 • • • •` r••••• 5•0• .4,216• • • • • • • •••• • 155111• • •••• • • • • • • • •• • •• •• •I•••• • • • • • • • • •• • • • •••• • • • • •••• 4282 64282 ARCHITECTURAL CORNER KEY 7/16" LAMI GLASS: 3/16" HEAT STRENGTHENED - .090 DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB INTERLAYER - 3/16" HEAT STRENGTHENED 11/16" LA6M I.G. GLASS: 3/16" HEAT STRENGTHENED OUTBOARD - 7/16" AIRSPACE - 3/16" HEAT STRENGTHENED - .090 DUPONT BUTACITE OR SAFLEX KEEPSAFE MAXIMUM PVB INTERLAYER - 3/18" HEAT STRENGTHENED .970" —1 ITEM 10, 7/16 LAMI GLASS BEAD MATT.: 606345 DWG NO. ark 1 1/16 LAMI LG. GLASS BEAD MATS.: 6063 -T5 GM • •• ••• • • • • • • w.e4,e Vac •• ••• • • • • •• wow •s" ores Fx 414N7 s ors, Ala warm Fx 1211/03 A •away 4,ar Os Fx_7/1413 NO CHANGE MO &Nal' NO clutivae THIS SHEET mkt .• ••• • ••• • • • • •• • • • • • • • • • • ITEM 1, INTEGRAL FIN FRAME MAIL: 8083 -T5 DWG NO. 4256A ITEM 2, FLANGED FRAME MATS.: 6063-T5 DWG NO.4253 • as Res vttbyRater • • •• •••• `• • • • • • •• • • • • • • • • • • • • • • • • • • • • • ••• • ••• • • • • • • • • • • • • ••• • • • • • • • •• •• ••• ••• to • • • • • • • • • • • • •• •• ••• • • EXTRUSION PROFILES & PARTS LIST ALUMINUM PICTURE WINDOW, IMPACT atallba 1 i 9 12 l 42594 11 •••• • • •••• • • • • • •• •• • • • • • •••• • • • •••• .131' DIA. MIN. x 2 1/2" NAIL, AT CORNERS AND 5'OC. WOOD BUCK OR FRAMING INTEGRAL FIN DETAIL A •• • • • • •• •• • •••• •••• 1/4" MAX. f SHIM T CONCRETE ANCHOR (SEE NOTE 1) 1/4" MAX. I SHIM SEE NOTE 1 FOR • EMBEDMENT WOOD ANCHOR (SEE NOTE 2) WOOD ANCHOR (SEE NOTE 2) A 1/4" MAX SHIM 1/4" MAX. I SHIM • 13/8' MIN. EMBEDMENT • � • L3.5 KSI PIN. CONCRETE ••• •I • • • • FLANGED DETAIL D (SILL ONLY) NOTE`S:, ,opu 1. FOR CONCRETE APPLICATIONS . USE ONLY MIAMI -DADE COUNTY APPROVED 1/4' ELCO TANS, EMBEDED 1318' PAIN., 5118" ELCO TAPCONS EMBEDDED 13/4' MIN. OR 1/4" S84 CRETE -FLEX EMBEDDED 13/4" MIN. DISTANCE FROM ANCHOR TO CONCRETE EDGE IS 13/4" MIN. to a18 2. FOR WOOD APPLICATIONS �, USE #12 OR #14 STEEL SCREWS (G5) OR 1W S84 CRETE -FLEX. 3. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS ix ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN I 1/2'. ix WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE WOOD BUCKS DEPICTED AS 2x ARE 1 12" THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. 4. FOR ATTACHMENT TO ALUMINUM: THE MATERIAL SHALL BE A MINIMUM STRENGTH OF 6083 -T5 AND A MINIMUM OF 1/8" THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME SIMILAR TO THAT SHOWN IN THESE DETAILS FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A #12 SHJ MF•TAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM. IF THESE CRITERIA ARE MET, THE RESPECTIVE VESIGMENSIIRE§ ANCHORAGE SPACING FOR TAPCONS MAY BE USED. T 13/8' MIN. A EMBEDMENT INTEGRAL FIN DETAIL B 2x WOOD BUCK (SEE NOTE 3) FLANGED DETAIL C 2x BUCK WOOD (SEE NOTE 3) CONCRETE ANCHOR (SEE NOTE 1) 1/4" MAX f SHIM I SEE NOTE 1 FOR .- ;, ® EMBEDMENT „ • t lx WOOD BUCK (SEE NOTE 3) 13.5 1(81 MIN. CONCRETE FLANGED DETAIL E OR 1.5 KSI MIN, CMU A aim weror FR FJC F.#C oar 8 • • •• A JNDU�AIBAAQJGR16FP6P Be • • • DON Ado acelac A ANDFASTIDEREPNINO tEPA 10 tar • ••• • • • • • • • • • • • • •• • • •• • taWifitGrackwi 9•N . sty • •• - • • •• • • • • • • • • • • • • ••• • • • • • • • ••• • • • • • • • •• •• • • ••• • • • • Visibly Barger • • • • • • • • • • • • • • ••• • ••• • • • • • • • • • • • • • •• •• • • ••• AI CIfORAGE - HEAD, SILL AND JAMBS ALUMINUM PICTURE WINDOW, IMPACT Mimics uhAY.ktb n sonplpdag 'I h as MOAN Seldiseede AsapaoR Ne •2.112.15 Espbstka ests "Arir,,t4 Division N13I 0 012 I 4259-4 rB 7' Wi/I 9112P PE&.E •••• • • • • •••• • • • • • • • • • • • • • •••• • • • • • • • • •• •• • • • • • • • • •••• • • •••• TABLE 3. ANCHOR ON- COTTER DIMENSION BY ANCHOR TYPE - WOOD SUBSTRATE WIND. 'X DIM. a WINDOW °Y" DIMENSION 15.0' 20.0" 25.0' 26.5" 30.0' 34.0' 39.5' 45.0" - 46.5' 48.0' 1.,x.,4. 1.,2,4. 1.,Z,4. 1.,2.,4. 1.,2,4. 1. 2. 4. 1. 2. 4. . 2. 4. . 2. 4. 2. 4. Y Y Y X Y Y XY�XY XY XY XY XY Y XY XY�XXY�XY�XY�XY 49.0' O.C.g ��oX P e A goX N o ��Xo t�f N N taf V P m TXX t3 N gXYpXY di♦ir N NrNrN �-�i a�9 NwNwN t�f co e�3C�1rt�J NNN, e�X r =N eSr`�dSr�tif�e�lNt�Jtr <N�N al at 64.5' 0.C. 'S O M P O a`v O N O a• 11�f O w O <I�irri�Sm^ppe�DTlS�r`e�ys�P O"- Or O w aw000 O O OT gT ra<a O 6(1.0' D.C. i Is N e N 5 N •-• , N m N w N: N <NPv5ogr-s54$r W N� : a <: w .- N ”V'INNN .- W w �a :N w 85.5' D.C. / Vi e i.., v c71 a o v a3 o V. V. 01 v a) a ,IA m v o w v iP1' e v l71 o v < 7i o'- r vm aPi, owowow a mvmm N Fi 5 a ;oro r v as r v as w2a - a ;a-o'oa•m r V>~v21m 31 as - a N A a v N PS o N vir • . p.c. • m t2 r - 1'� m r r a m ?1 P N r a r r a-`- m m ri r r W a P) r r a � r a .7. r r < � w CO 5 w m r a� m 5 f--- w CO m 5 n w w •- r m as r r ,- w < � w - r r m el e< r - � O < m F. m a N < N ,- w N • •� •!♦�• • c.Pi v a ` � is v R a 0 v A a S N y A a v 3 O v a'3 a W y t+3 ara v -g-Ar v a vmvmvm.� gl 0 Air OwawWrsrwrw a 5lg�rair�ra-ra5le�- v v ±�v�Vv <a�w;.Wrarw ;.x.. v ■ g a • • ••• 8Z0� •••" • `• D.C. • CO < F^ m r , 0 r m r r N m r r , .,---- CO m r w CO <.- r m «, ar- m < .-aair m W Co r m l7la5A7.,.rtr0'ar w m W W r m r v�tviry aD `- m a r rfi r - •CO r ari CO m - r 5- t� tiA r el i, r ••• •B9• ••••`• i O.C. N ti � N a or N N 7m N v N w a 3 O s o N m r N e r m ►+ co m Tl w N m m ?S r.) w a a it 3 w a• r m _ a r m P w m < re co.-lg.-0s,- r m gm r it Lm r it m m N N a m N aD N 'WY' :la �O r Iii a di < N< p ar- w r a li3' sr- r < ^.a m w r r m® ara CO W r w1 Of r Pwr r r m< r •r- 0 < < �` r! m N e N w N 95.0' O.C.N gi A N a N e N N g m N,w V- r a °r �:rr V arWw %m i3Nari �N�R Wawao rtr. V a < % W mv0V.2V.I° <ti ap�a�m rprnN <m S a a NAN m NOTES: 1. ANCHOR SPACING FOR SQUARE AND RECTANGULAR WINDOWS: MAX. ON- CENTER (0.0.)'X' AND "Y" DIMENSION FROM TABLE 3 (MW. 2118' D.C. CONCRETE SUBSTRATE) DIM. L 2. ANCHOR SP F O R L , /,• : ... • _ suL�' THAN !, i I-0- --- "X' DIM FIND THE SMALLEST WINDOW SIZE IN TABLE 3 WHICELJW9VIPALL W1DTM AND NEIGH BIMl7SIONS COM LETELY FIT WITHIN AND USE THE DIMENSION FOR THE RESPECTIVE ANCHOR TYPE • AROUND THB NOT EXCIIG 8112" FROM ANY CORNER. • ♦ a PANKOW tft R.8074 • ••• • . _ •.- • • • • • • • • • • • • ••• • 1 MAX. 81/2" FROM COMERS •rata aar at■tet Die F.K 711413 VIsthia Batter • • • • • • • • • • • • • • • • • ••• • • • • • • • ••• • • • • • a • • • • • • • • •• •• • • •• •• • • • ••• • • • • ANCHOR TYPES: 1. #12 STEEL SCREW (G5) 2.814 STEEL SCREW (05) 3.114• ELCO TAPCON 4.1/4" ELCO 834 CRETEFLEX 5.5116' ELCO TAPCON PRODUCT RENEWED +vCadetu i6e F61rkL 11001010) Dote 4 L•8 Midas • ANCHORAGE WOOD SUBSTRATE ALUMINUM PICTURE WINDOW. IMPACT Ptwmo L N7S I II w 12 I 6 4 LO 3 11 14;//‘ L Cbtk P.E. PE Struceasi •••• • • • • •••• • • •• • • • • • • • • • • • • • •••• • • • • • • • • •• •• • • • • • • • • •••• • • • • • • TABLE 4. ANCHOR ON- CENTER DIMENSION BY ANCHOR TYPE • CONCRETE SU98TA1E ANCHOR TYPES: WEND. 'X' i a a a WINDOW "Y" DIMENSION 1.#12 STEEL SCREW (G5) 2.#14 STEEL SCREW (G5) 3 114' ELCO TAPCON 4.114° E.CO SS4 CREIEFLLEX TAPCON 1111 20.0* 25.0` 2E5' 3C.0" 34.0' 35.5' 45.0 46.5' 45.0` 3.,4.,5 8.,4.,5 3. 4.5. & 4.5. :. 4.5. A. E 4. f =. 4. 5. 3. 4. E. "• 1 • b. DIM. X X Y X Y X Y X Y X V X X Y X Y X Y X Y X Y X Y X Y X Y X X Y Y X " Y X Y X Y X Y 49.0' O.C. La v A N O < AgAgtIA?t, N m N N W m r m W W /A N W W P P eAPA V- P N P P-vyATAtem°PTPA it: A 9) W N 95 W N 91 W n A m el P r '41 n A m %.A 4N- r aN- m1,53t,AN5.5118'ELCO n A i- eN- P V P 54.5° O.C. �D �$ O A ��qq (3 O 0 _ s^ P m 0 r P m �) d 1.° P m m ® a) OP of ,. P m _ r P ggff t3 0 h r a-.' .ppDD 4J O P P P m m t'7' W �Q al O 5 a) W O l7 5 W W A P' m �O 0 - qp 3 a0.. P ,- ° A m 1Z) - rz 1� 0 - ee P A A �0 li9 V. �D d1 O N P 600' O.C. N P A N w O P BOO W P�' m N P T p12 t• W 0 N P a'' OD W W N P W m '- P N P P P P P m t�Pi W N P W N < W f` m P m W P P N P P P m S m S W r NN .: r m A ! W P P P 85.5' O.C. e a3 O �`, o a) O O v O - m o�tm aia- O s- a- m tp a t`•i�a 'O- W m m Was .- W'PPi m A P v s- rPS e"mm •- rp5 A® O mvmm��y� 5 W PO psL W m m �/P O P v PiaP 0 m m cA e- r �• l3P L�mta P ra' m P" `�e� e- v O oz •7110 • •O.0 • m - (V +.: A- m r - ° (• N. W iV i m m �S P as m n m +. - °O t0 P i P °0 ■ t� n m W m r .i W m i.7-.- 00 m v m .% r 7- m 93 m°® E� G~ PS m 5P e- •A m 91 W . 31 m ` r, m (• t` W 7= m S e- gym.. m t� 00 h W' i' !` m P �J r i', r m m gr A A W r m Yr- r PRODUCT (Z¢RmwtnYr rw wdseaNeer - 112.ID{� Wass Ode �M{B �l • • • •• • tO.C. •• •• V' �i O r N .�.. �" 1 t%i O P O V' V t� O m A °�i O VV r p ` 2' W ,. °• ,% t�) O .p P m m P m W v O W m r m P P v t�) O P r P a t7i O r P 0)00 A °t�' i W e`3 O W d' O�J O m O N m o P m E W r r < c�J O r r P Q m m a w co W V P A O Vets: r P m P A r co W a N • p•�/���O1 � i•• O.C. •S m r" P A m P P a O'- 0,_;.00....00 to(� P __•s• ° v P raay F n° W ° r. P a-• W °° PI A P< m •- P m P •-• PP •P A 2)- 7') •, P m_ m p, mm�f r ' loi W 1�S m v P m O e' P m P ..- r g� °�) m !mom Yi CO hayv0ve+yg PI CO a2'., P r ^' W A CO r 0' P P P IA 1.4.1.• ailgoAing mum 5716° O.C. �O 3`- - �D tti O m k A W m �O t� r r m g. A W 2' m m O) V 3 m t0 IA A m W S r W 541' P. w P CD t7i P O P P ��OO 1 ri P r m m tkii W em• o3 P o ®_ 01) W P ID E W ® I% CO °D m n W r m ;: mm CO S °• m n m P P �$p N P -v e P m /? P y P A m P W *N" S P s s .. • •W.0 7/.Y. P A r :204--,4 P W Od r m w r W% as P P P< S- l9 m v. W O N W a •`:. m W r S P P tp 0 W •P w P •A m W< fQ P P PRODUCT IMMO r NS$eib I. iblawield. ?9 "'. rI.- 98.0` O.C. ",- N o to •-N Wm m s^PP<A �mW " y ' m °om W' W m =w �P� <Nrv" m m 8) W °W m °'3N°p)0P°3rP�min m co W o• mW O• °0 co m }PV �P VV rD1`•o I m i:Pr< il-ANCRiii SPACING FOR SQUARE AND RECTANGULAR WINDOWS: .Y„ MAX. ON- CENTER (0.0.) 'X' AND *V' DIMENSION FROM TABLE 4 WIN. 2118' O.C. CONCRETE SUBSTRATE) DIM. MAX. 8112' FROM CORNERS I j ///g..----. 1��3 �, !l Lt�4 s 2. ANCHOR SPACING FOR WINDOW SHAPES OTHER THAN SQUARE OR RECTANGULAR - FIND THE SMALLEST WINDOW SIZE IN TABLE 4 WHIG IE WIDTN�INQC tkR� COMPLETELY FIT WITHIN DIMENSION FOR THE RESPECTIVE ANCHOR TYPE A1/OlND TH: TIE DIi 4),IF E, NOT EXCEEDING 8112' • �. D� AND USE THE ON- CENTER FROM ANY tar•a •r • • •• • •�_• • • vr ••• • •Za)ao••t• • NOW ANCHORAGE, CONCRETE SUBSTRATE SAWN EIC Mix NW PAN= 13 ' • NEW SHEET a ALUMINUM PICTURE WINDOW, IMPACT iBisdlig Mi. P.D.8eXt8l8 • •• ••• • Dow • • • • i .t PW-701 •r I NTSI aa.° 12 .012 Orto• I •12653 I an $ � FA 7/14009 °A0r0� °dt I • ••• • • • •• • e • • • • • • • • • • • • • • • • • • • • •• • • • ••• • • ••• • • • • • • • ••• • • • • • • • •• •• • • ••• •- • • ••• • • • • • • • • • • • • • •• •• ••• • • • COUNTY BUILDING CODE COMFUANCB OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Inds 1070 Technology Drive Nokomis, FL 3427 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by NriamiDade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AIM. This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Division (In Muni Dade County) and/or the AHD (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted mom, the manufacturer will incur the expenta of such testing and the AID may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by IMrami Dade County Product Control Division 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: 1"x Std. Wall-Ah mrbmamn Tube Clipped Mullion-L.M.I. M.I. APPROVAL DOCUMENT: Drawing No. 6224, titled "1" STD. Wall, Elevations Almminum Tube Clipped Mullion ", sheets 1 through 5 of 5, prepared by PGT Industries, signed and sealed by Robert L Clark, P.E., dated 04/28/00, with last revision on a5/3W06, bearing the Miami-Dade County Product Control Renewal Stamp with last the Notice of Acceptance number and expiration date by the Miami-Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement 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 expiation date or if there has been a revision or in the materials, use, and/or manufacture of the product or process. besuse 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 rem and renews NOA # 044528,04 and, consists of this 1 : iy" pages E-1 and &Z, as well as approval document mentioned above. The submitted documentation w nevfebaa D, MIAMIDADB COUNTY, FLORIDA METRO -DADS FLAMER BULDING 140 WEST Hamm snow, SUITE 1683 MIAMI, FLORIDA 33130-1563 (305) 375 -2901 FAX (305) 375 -2905 • .. • • • • .. • • ... .. • • • • 1 • • • • • • • • • .. • • • • • .. • • ... • • • • • • • • • • • • • • • • • • • • • • • • • .. • • • • ... • .... . .. • .. • .... ..... ...... . .... • ..... • .... • • ......5 ..... • NOA No 06912506 Data lime 28,2011 APP1xlval Daft 1* 20, Page l VPIIOVE PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED, A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No 6220, Sheets 1 through 5 of 5, title!. "1" STD. Wall, Elevations Aluminum Tube Clipped Mullion, prepared by PGT Industries, dated 04/28/00, with last revision on 05/30106, signed and sealed by Robert L. Clark, P.E. B. TESTS 1. Test reports on 1) Uniform Load Static Air Pressure Test, per FBC, TAS 202 -94 2) Large Missile Impact Test, FBC, TAS 201 -94 3) Cyclic Loading Test, per FBC, TAS 203-94 along with installation diagram of a pair of fixed alum. windows (00 configuration) 60" x 54" mulled together with a lx 2 x std. wall mullion, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -2902, dated 01/05/01, signed and sealed by Antonio Acevedo, P.E. "Submitted under NOA# 04-0528.04" 2. Test reports on 1) Uniform Load Static Air Pressure Test, per FBC, TAS 202 -94 2) Large Missile Impact Test, FBC, TAS 201 -94 3) Cyclic Loading Test, per FBC, TAS 203 -94 along with installation diagram of a pair of fixed alum. windows (00 configuration) 80" x 76" mulled together with a lx 4 x std. wall mullion, prepared by Fenestration Testing Laboratory, Inc., Test Report No. F TL -2903, dated 01/05/01, signed and sealed by Antonio Acevedo, P.E. "Submitted under NOA# 04- 0528.04" 3. Test reports on 1) Uniform Load Static Air Pressure Test, per FBC, TAS 202 -94 2) Large Missile Impact Test, FBC, TAS 201 -94 3) Cyclic Loading Test, per FBC, TAS 203 -94 along with installation diagram of a pair of fixed alum. windows with a transom lite (0 /00 configuration) mulled together with a lx 2 x 34" wall vertical mullion and a 2 x 6" x 1/4" wall horizontal mullion, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -2975, dated 01/23/01, signed and sealed by Antonio Acevedo, P.E. "Submitted under NOA# 04- 0528.04" C. CALCULATIONS 1. Revised Anchor Calculations and structural analysis, complying with FBC -2004, prepared by PGT Industries, dated 05/30/06, signed and sealed by Robert L. Clark, P.E. .. ... • • • • • .. • • • • . . .. ... .. • • • .. Jaime D. << PE. Chief, Product Control Division NOA No 060125.06 Expiration Date: June 28, 2011 Approval Date: July 20, 2006 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED D. QUALITY ASSURANCE 1. N iami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 04- 0721.01 issued to Elco Textron, Inc., for Tapcon Concrete Anchor, dated 03/09/06, expiring on 01/08/11. F. STATEMENTS 1. Statement letter of conformance and no financial interest, dated 01/23/06, signed and sealed. by Robert L. Clark, P.E. G. OTHER 1. Notice of Acceptance No.04- 0528.04, issued to POT Industries for 1" x Std. Wall - Aluminum Tube Clipped Mullions, dated 07/08/04 and expiring on 06/28/06. .• •.. • • . • • .. • • • • • . • .. ... .. • .1 D. Gascon, ' .E. Chief, Product Control Division NOA No 06.0125.06 Expiration Date: June 28, 2011 Approval Date: July 20, 2006 ANCHORS DETAIL ' 5 "C" OR "b' AT 8077-1 ENDS AND AT BOTTOM MULLIONS •••• • • • • •••• • • • • • • • • • • • • • ANCHORS DETAIL A ANCHORS DETAIL A • • • • W •••• ••••r= W1+W2 •••• ••••I4•- H1 +H2 • ( • tt IDOWS MULLEQ • • • •W /ONE AB9 • FORNING MAX ALLOWABLE DESNINEWINSURE SEE TABLES ON. PAGE 4 •••• MI) MA$ etSSIFt = H OR H1+H2 t •••• • MULL LENGTH = W OR W1+132 M2) MAX O'PENiNG • W OR W1+112 MULL LEINIH = HI • •• •• • • • • • W ANCHORS DETAIL 'E C" OR 'D' AT BOTH ENDS AND AT BOTTOMS H W W - W 1 +W2+W3 H - H1 +H2 MULTIPLE WINDOWS MULLED W /ONE ABOVE FOR DETERMINWG MAX ALLOWABLE DESIGN PRESSURE SEE TABLES ON PAGE 5 143) MAX OPENING • H OR HItH2 MULL LENGTH = W OR W1 +W2+W3 M4) MAX OPT - W1 +W2 OR W2 +W3 1 ANCHORS DETAIL "E:, "C" OR 0' BOTH ENDS ANCHORS DETAIL 13", C" OR "D" BOTH ENDS MULLIONS H ULUON WaW1+W2 (2) WINDOWS MULLED TOGETHER FOR DETERMINING MAX ALLOWABLE DES I PRESSURE SEE TABS ES MAX OPENING = W OR WI +W2 MULL LENGIN = H N - H1 +H2 (1) WINDOW MULLED W /ONE ABOVE FOR DETERMINING MAX ALLOWABLE DESIGN PRESSURE SEE TAKES ON PAGE 5 MAX OPENING s* H OR HI +112 • MULL LENGTH m W MULL LENGTH • 111 i. THE 33 1/333 STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. FOR ANCHORAGE TYPE, QUANTITY AND LOCATION, REFER TO SHEETS 2, 3 AND 5. 2. WINDOWS AND DOORS OR COMBINATIONS THEREOF MAY BE MULLED TO A MAXIMUM OF (7) UNITS. 3. MULLIONS ARE APPROVED FOR IMPACT AND NON — IMPACT APPLICATIONS 4. REFERENCE — TEST REPORTS: FTL -2902, 2903 AND 2975. ELCO TEXTRON NOA: 04- 0721.01, 0.3-0225.05 ANSI/AF&PA NDS -2001 FOR WOOD CONSTRUCTION ADM -2000 ALUMINUM DESIGN MANUAL 5. THIS PRODUCT HAS BEEN DESIGNED & 1tJ1t0 TO COMPLY WITH THE REQUIRE - A� MENTS OF THE FLORIDA BUILDING CODE, 2004 EDITION FOR THE HIGH VELOCITY HURRICANE ZONE (HMV. 6. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS ® ro THE STRUCTURE. i6ceuc►a11010 TO BE USED QtJLX WITH PGTwINDUSTRIES PRODUCTS F.16 ir /08Mow s*e ems ea FAG qq..�/�06 Mica REM 0P.J P 4/28/00 Robert L Mak 2 P.E PE 13P1 airlifted 1070 FL 2427O P.O. BOX 11129 R 34274 1" STANDARD WALL, ELEVATIONS ALUMINUM M TUBE CLIPPED MULLION a•aaAbdar Iamb: sib •m"imy •a MULLS I NTS j 1 " 5 6220 1 i h / r oI •• • • • l"t cv N1 / • • • • • • • W •••• ••••r= W1+W2 •••• ••••I4•- H1 +H2 • ( • tt IDOWS MULLEQ • • • •W /ONE AB9 • FORNING MAX ALLOWABLE DESNINEWINSURE SEE TABLES ON. PAGE 4 •••• MI) MA$ etSSIFt = H OR H1+H2 t •••• • MULL LENGTH = W OR W1+132 M2) MAX O'PENiNG • W OR W1+112 MULL LEINIH = HI • •• •• • • • • • W ANCHORS DETAIL 'E C" OR 'D' AT BOTH ENDS AND AT BOTTOMS H W W - W 1 +W2+W3 H - H1 +H2 MULTIPLE WINDOWS MULLED W /ONE ABOVE FOR DETERMINWG MAX ALLOWABLE DESIGN PRESSURE SEE TABLES ON PAGE 5 143) MAX OPENING • H OR HItH2 MULL LENGTH = W OR W1 +W2+W3 M4) MAX OPT - W1 +W2 OR W2 +W3 1 ANCHORS DETAIL "E:, "C" OR 0' BOTH ENDS ANCHORS DETAIL 13", C" OR "D" BOTH ENDS MULLIONS H ULUON WaW1+W2 (2) WINDOWS MULLED TOGETHER FOR DETERMINING MAX ALLOWABLE DES I PRESSURE SEE TABS ES MAX OPENING = W OR WI +W2 MULL LENGIN = H N - H1 +H2 (1) WINDOW MULLED W /ONE ABOVE FOR DETERMINING MAX ALLOWABLE DESIGN PRESSURE SEE TAKES ON PAGE 5 MAX OPENING s* H OR HI +112 • MULL LENGTH m W MULL LENGTH • 111 i. THE 33 1/333 STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. FOR ANCHORAGE TYPE, QUANTITY AND LOCATION, REFER TO SHEETS 2, 3 AND 5. 2. WINDOWS AND DOORS OR COMBINATIONS THEREOF MAY BE MULLED TO A MAXIMUM OF (7) UNITS. 3. MULLIONS ARE APPROVED FOR IMPACT AND NON — IMPACT APPLICATIONS 4. REFERENCE — TEST REPORTS: FTL -2902, 2903 AND 2975. ELCO TEXTRON NOA: 04- 0721.01, 0.3-0225.05 ANSI/AF&PA NDS -2001 FOR WOOD CONSTRUCTION ADM -2000 ALUMINUM DESIGN MANUAL 5. THIS PRODUCT HAS BEEN DESIGNED & 1tJ1t0 TO COMPLY WITH THE REQUIRE - A� MENTS OF THE FLORIDA BUILDING CODE, 2004 EDITION FOR THE HIGH VELOCITY HURRICANE ZONE (HMV. 6. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS ® ro THE STRUCTURE. i6ceuc►a11010 TO BE USED QtJLX WITH PGTwINDUSTRIES PRODUCTS F.16 ir /08Mow s*e ems ea FAG qq..�/�06 Mica REM 0P.J P 4/28/00 Robert L Mak 2 P.E PE 13P1 airlifted 1070 FL 2427O P.O. BOX 11129 R 34274 1" STANDARD WALL, ELEVATIONS ALUMINUM M TUBE CLIPPED MULLION a•aaAbdar Iamb: sib •m"imy •a MULLS I NTS j 1 " 5 6220 • • • • • •• • • 00000 • • • • • • • POT lx MULUO MULLION CUP. CUT FLANGES OFT CLIP TO FORM A *It CHANNEL AND INSTALL AS SHOWN PGT lx MU #12 F74 SMS STAGGERED ON OPPOSITE SIDES (SO AS NOT TO INTERFERE WM4 EACH OTHER) SEE NOTE .3 FOR 10 MULL i* TYPICAL MULLION TO MULLION INSTALLATION. DETAIL *A* • • • • • • • • • • • 401 • S • • • • • WOO • • • • 112 SCREW, SEE NOTE .3 lx MULLION r OR 4* PGT lx M WOOD BUCK REMOVED TO CONCRETE WOOD 3MIN. [-BUCK *TYP)imit, NOTE 1 ,t.• 112 F74 SMS STAGGERED ON OPPOSITE SIDES (SO NOT TO INTERFERE WITH EACH OTHER) SEE NOTE 3 SEE NOTES 2 de 3 SEE NOTES 2 & 3 • • • e..t• • • • • • • • • : 0 rocamuwatuazromawm 0 • WOOD BUCK. DETAIL 13 .1# • et • • 4: *WEI; 11 °PER CONCRETE APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED ELCO 1/4* TAPCONS OR 1/4* SS4 CRETE FLEX MASONRY SEE ANCHORS. MINIMUM DISTANCE FROM CENTER OF ANCHORS TO CONCRETE EDGE NO IS 2 1/2* MIN. EMBEDMENT TAPCONS 1 1/4*. CRETE-FLEX 1 3/4* 2. FOR WOOD APPLICATIONS USE 112 SCREWS. ELCO' 1/4° TAPCONS OR 1/4* SS4 CRETE-FLEX MASONRY ANCHORS. MIN. EMBEDMENT 1 1/2* 3. ANCHOR EMBEDMENT TO EASE MATERIAL SHALL BE BEYOND WALL DRESSING OR ei■srucca POT lx MULLION-- 112 PH SMS STAGGERED ON OPPOSITE SIDES (SO AS NOT TO INTERFERE WITH EACH OTHER) SEE NOTE .3 MASONRY ANCHOR SEE NOTES 1 & 3 ZELIFIALMILL128112121211186"Iii"PLCK REMOVED FROM CONC.. DETAIL C: 3 210191110yp „-. ••••:: '..11■••■-:42 ." ••••. SEE NOTE 1 2* OR 40 r* #12 F14 SMS STAGGERED ON OPPOSITE SIDES (SO AS NOT TO INTERFERE WITH EACH OTHER) SEE NOTE .3 MASONRY ANCHOR, SEE NOTES 1 & 3 COD BUCK TYPICAL MULLION TO STRUCTURE PTV WOOD BUCK AND CONC.. DETAIL `77 TO BE USED ONLY WITH PGT INDUSTRIES PRODUCTS 4. FOR MULL SIZE AND QUANTITY OF ANCHORS SEE SHEET 5. FOR ANCHOR LOCATIONS SEE SHEET 3. QUANTITY OF PINNING SCREWS FOR MULL-TO-CLIP TO B E HALF THE QUANTITY OF ANCHORS FROM CUP-TO-OPENNG (MINIMUM OF 2 SCREWS PER CLIP). 5. IMPORTANT: QUANTITY OF ANCHORS SHOWN ABOVE ARE FOR PICTORIAL REPRESENTATION ONLY. FOR CORRECT QUANTITY OF ANCHORS, REFER TO CHARTS 1 AND 2 ON SHEET 5. FIND THE APPLICABLE MULL SIZE AND PRESSURE REQUIRED FOR YOUR SPECIFIC APPLICATION. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL ALL STEEL IN CONTACT WITH ALUMINUM TO BE PAINTED OR PLATED. 6. REFERENCE TEST REPORTS: FR.-2902, 2903 AND 2975. Robert I. *ark PE Pa712 Sblicturel 1070 7221#1111.00Y MAC maim a 34270 P.O. BOX $29 NOKOMIS, a 34274 Iler 81g1FIMMO3tt5 /06 MUM ODMS ANIS RS awe tto PAP. 18/00 7T D. TD. WALL, CLIP INSTALLATION DETAIL ALUMINUM TUBE CLIPPED MULLION Sedeejlierke lekeen lamb laming No. MULLS I NTS 2 a 5 I 6220 • • • • •• • • • • • • • • •• •••• .••• • • • • • • • •(8LIP TO • EXTRUSION OWQ 41099 • • • • •••• • •• •• • • • • • • • • ••••• •••• • • S. • • • CUP R Ix Mt CHART NULL SIZE I x 2 x 1/8 1 11/16 I x 4 x I/8 3 11/16 ® TWO (,Z) ANCHOR © FOUR (4) ANCHOR LOCATIONS 1.0411120 NOTES; 7. ice: QUANTITY OF ANCHORS SHOWN ARE FOR PICTORIAL REPRESENTATION ONLY. FOR CORRECT QUANTITY OF ANCHORS. PLEASE REFER TO CHARTS I AND 2 ON SHEET 5. FIND THE CORRECT MULL STYE AND PRESSURE REQUIRED FOR YOUR SPECIFIC APPUCATION. 2. 3/8 WM EDGE DISTANCE APPLIES TO ALL DIMENSION SHOWN AS MAx REFERENCE TEST REPORTS: F7L -2902, 2903 AND 2975. 1" MULL CLIP W/TABS REMOVVQ (CLIP TO MULL) EXTRUSION DWG /1099 A/2 MIN. A O ONE (1) ANCHOR LOCAT1� .(3)EQ.SP.. (A -3/4)/ Ml1N. A ® THREE (j) ANCHOR LOCATION$ IN.TYP. TO BE USED ONLY ' uaao� alY MOM A. WITH POT INDUSTRIES PRODUCTS /06 c vs Siff F. 5 8//06 -nth SRICNG "O 6/00 1" STD. WALL, ANCHOR LOCATIONS ALUMINUM TUBE CLIPPED MULLION Mots I N S 1 3 cs 5 1 6220 • • • ..•... • •••• •••• • • • •. •• • • • • • •••• • • • • • • • • • • • •• • .. IS • • •••• • • •••• • • •• • • • • • 1. REFERENCE TEST REPORT FIL -2902, 2903 AND 2975 (nip) l x STD. WAU.. MULLS MATY: 6063 —T6 (TYP) TO BE'USED ONLY WITH PGT INDUSTRIES PRODUCTS Robert L. P.E Z 50ruatm• ' 34275 P.O. sox 1529 MONA FL 34274 1' STD. WALL, MULLION PROFILES ALUMINUM TUBE CLIPPED MULLION NULLS I X I 4 of 5 6220 10 50 60 70 80 90 100 110 120 130 . 180 (2) A (2) A (2) A (2) A (2) A (2) A (2) A (2)A (2) A (2)A (2) B (2) B (2) B (2)8 (2) B (2) B (2) B (2)8 (2) B (2) (1)B CO B (1)B (1) 6 (1)8 (1)B (1)B (1)8 (1)B (1)8 103 81 49 B 42 48 80.625 s4 60 63 66 72 76 78 129 115 107 83 73 87 104 63 103 103 103 103 103 70 61 57 1 49 55 52 61 50 61 61 61 81 44 41 39 49 49 38 38 49 49 39 38 38 41 35 35 30 30 28 23 20 20 17 10 15 31 27 23 17 15 29 24 21 18 27 23 28 22 19 18 25 21. 18 25 20 17 25 20 17 25 20 17 CHART 2. - 9x4x.128 QTY. & TYP. ANCHOR CUP TO OPENING 60 80 (2) A (2) A (4) 8 (4) 8 OPENING WIDTH IN INCHES TO 80 83 • 118! 110 120 130 110 (2) A (2)A (2) A (2) A (2)A (2)A (2) A (2) A (4)8 (4) B (4) 8 (4)13 (4)8 (4)8 (4)8 (4)8 (3) 8 (3) B (3) B (3) B (3) 8 (3) B (3) B 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 L 170 170 170 170 175 170 170 170 157 157 143 122 141 128 106 127 115 92 105 72 71 90 61 59 83 55 53 65 42 40 CUP TO MULL (3) B (3) B (3)B 42 170 170 48, 170 170 50.625 170 170 54 170 170 (10 170 170 83 170 160 66 170 145 72 142 " 120 76 120 102 78 1 1 94 84 88 75 90 72 60 96 59 50 108 41 35 111 38 32 144 17 162 134 119 106 87 158 127 112 100 81 69 63 157 124 108 96 77 85 so 157 122 106 93 74 83 170 170 157 122 108 92 53 43 30 95 81 74 89 47 38 27 74 68 53 49 46 57 44 43 39 37 35 35 32 ' 30 27 24 28 24 22 22 20 19 , 20 19 - 17 18 16 31 24 16 Vertical Mull Horizontal Mull or: �.- ,4 Lengt '' Multiple Mulled Unite Mull Length \o: • • • 1. MAXIMUM ALLOWABLE PRESSURE IN PSF. • • • • •• • • 2. DESIGN IS BASED ON OPENING WIDTH. FOR MULTiAF J.l TS. • CONSIDER ONLY TWO ADJACENT UNITS AT A TIME • ��' MEET 1. 3. REFERENCE TEST REPORT FTL -2902, 290.3 AND 2935. • • 4. ANCHOR TYPES: A. ELCO 1/4" TAPCONS. EMBED. 0. •t/:7 OR . • 1/4` SS4 CRETE -FLEX. EMBER.. f1. 3!4'1 • • • • B. #12 SCREWS •• .• ••••• 5. SEE ANCHOR SPACING DETAILS SHEET 3. • TO BE USED MIX WITH PGT INDUS1? IES PRODUCTS..:. N ne 9T• mill `C ED•CMGS• • Avon 1p lb•• P p 4 S7 ftb•c Q.i Ps 9 1070R.� P.Q VOX 1529 a 34274 • • • • • • • • • 1▪ " TD. WALL, PRESSURE CHARTS 1 & 2 ALUMINUM TUBE CLIPPED MULLION N• ULLS 1NTSj 5 _ a 5 'Amin 6220 Raw M COUNTY BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries 1070 Technology Drive, Nokomis, Fl. 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHD). This NOA shall not be valid after the expiration date stated below. The Miami Dade County Product Control Division (In Miami Dade County) and/or the AID (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes, If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the MD may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami Dade County Product Control Division 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 "FD -101" Outswing Aluminum French Door w/ Sidelites APPROVAL DOCUMENT: Drawing No.11005.1, titled "Aluminum French door & Sidelite- Impact, sheets lthrough 10 of 10, prepared by manufacturer, dated 02 -22-07 and last revised on 09/25/07, signed and sealed by Robert L. Clark, P.E., bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Mami Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Mssile Impact Resistant Limitation: 1. Use of Table 1, require full length reinforcements for OX, XO, XXO, OXX, OXO and OXXO. The lower design pressure from X, XX doors or 0 (sidelite) shall control 2. Egress operable doors must comply with min clear width per FBC, as applicable. LABELING: Each unit shall bear a permanent label with the manufactures name or logo, city, state 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. INSPECT ION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspectioll at.thetsb'site at She sectuesta the Buil' s , cial. This NOA consists of this page 1 assiyvell a ev4dQ4 ,' ; �` r ; 'lore re� . t mentioned above. The submitted documentation was riytevyet bb JIhag t MI MI DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 331304563 (305) 375 -2901 FAX (305) 375 -2908 www.buildingcodeonline.com •'• '•P• • • • • • • • • • • • • •• • • •• . • • • •.• • • • • ••• • • • ••• • • • • • • • • • • •• • .• • • • • •.. • • • • • ••. • • • • • • . • • • • • • • S. •• ••• • • NOA No. 07-0629.10 Date: October 18, 201.2 val Date; October 18, 2007 Page 1 PGT Industries NOTICE? OF ACCE!TANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No.11005 -1, titled "Aluminum French door & Sidelite- Impact ", sheets 'through 10 of 10, prepared by manufacturer, dated 02 -22-07 and last revised on 09/25/07, signed and sealed by Robert L. Clark, P.E. B. TESTS Test report on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, 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 (b) and TAS 202 -94 Along with marked -up drawings and installation diagram of aluminum out swinging French door w/ sidelites, prepared by Fenestration Testing Laboratory, Inc., Test Report No FTL -5212, dated May 05, 2007, signed and sealed by Carlos S. Rionda, P.E. C. CALCULATIONS 1. Anchor verification and comparative analysis dated 06 -21-07 and last revised on 09/25/07, prepared by POT, signed and sealed by Robert L. Clark, P.E. 2. Glazing complies with ASTMS- 1300 -02 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 0S- 120$.02 issued to "E.I. DuPont Denemours" for "DuPont Butacite ® PVB" dated 02/15/01, expiring on 12/11/10. 2. Notice of Acceptance No. 03- 0827.08 issued to Solutia Inc, for " Solutia Interlayer for laminated glass ", expiring on 03/04/09. F. STATEMENTS 1. Statement letter of conformance and no financial interest, dated 06- 21-07, signed by Robert L. Clark, P.E. 2. Letter of lab compliance, part of the above test reports. G. OTHER 1. Test proposal dated Jan. 18, 2007 approved by BCCO. •• ••• • • • • • •• • • • • • • • • • • • • • • • • • •• ••• •• • • • •• 1s6-1 1. LLA.4.1•. L Cbanda, P.E. Product Control Exandintr NOA No. 07-0629.10 Expiration Dates October 18, 2012 Approval Date: October 18, 2807 •••• • • •••• • • • • •••• • • • • • •• • • • • •• •• • • • • • •••• .• •••• NOTES: OUTSWING IMPACT FRENCH DOORS) AND SIDE LITE(S) 1. GLAZING OPTIONS: A. XEJAMINQLIM CONSISTING OF (1) LITE OF 1/8" ANNEALED GLASS PLUS AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEXACEEPSAFE MAXIMUM PLUS MUTE OF 3t18" HEAT STRENGTHENED GLASS. B. 318' LAMI NOM. (.4021 CONSISTING OF (1) UTE OF 118' HEAT STRENGTHENED GLASS PLUS AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR MAXIMUM PLUS (1) LUTE OF 3118" HEAT STRENGTHENED GLASS. C. 7118" LAMI NOM. (.485"1 CONSISTING OF (1) LUTE OF 311E ANNEALED GLASS PLUS AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR MAXIMUM PLUS (1) LITE OF 3118" HEAT STRENGTHENED GLASS . D. 7118" LAMI NOM. (.4659 CONSISTING OF (1) UTE OF 3118" HEAT STRENGTHENED GLASS PLUS AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PLUS (1) LITE OF 311 HEAT STRENGTHENED GLASS. 2. DESIGN PRESSURES: SEE TABLES 1 AND 20N SHEET 2. A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 130002. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300.02. 3. CONFIGURATIONS: g(2, & X�O OX, XXO, (OXO, AND M(O. 4. ANCHORAGE: THE 33113% STRESS INCREASE HAS N TO BEEN USED IN THE DESIGN OF THIS PRODUCT. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS, SHALL MEET THE REQUIREMENTS OF THE FBC, CURRENT EDITION. FOR ANCHORAGE REQUIREMENTS SEE SHEETS 8 THROUGH 10. 5. SHUTTERS ARE NOT REQUIRED. • 8. : INSTALLATION SCREWS, FRAME AND PANEL CORNERS SEALED WITH CLEAR COLORED SEALANT. cEs 7 • • • • REPORT FTL -5212, ELCO TEXTRON NOA: 04-0721.01, 03-0225.05, AN SUAFBPA NDS.2005 FOR WOOD CONSTRUCTION AND ADM -2005 ALUMINUM DESIGN MANUAL. • 8. THIS PRODUCT HAS BEEN DESIGNED 8 TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BU9.DING CODE, CURRENT EDITION INCLUDING THE HIGH • • VE.DCITY HURRICANE ZONE (HVHIZ). • a% ONS WHICH CONT A SIDE Ai- TO • A LOWER DESIGN PRESSURE FROM TABLE 1. OR 2. PREVAILS. • @. LENGTH REINFORCEMENT (ITEM 22 SHOWN IN SECTION E-E, SHEET 5), IS REQUIRED ONLY AT ALL DOOR TO SIDE LITE CONNECTIONS FROM TABLE 1., SHT. 2. • • • 4g1FFER TO TABLE 2, SHT. 2 FOR DOOR TO SIDE UTE CONNECTIONS WHICH DO NOT REQUIRE ITEM 22 REINFORCEMENT. ••• • • •••• •4•••• • .r•••• • S. • • • • A NT. -3118' HEAT STRENGTHEVD GLASS EXTERIOR ... - t!J L I tl •- EXT. -11 'ANNEALED OR HEAT STRENGTHENED GLASS .090 PVB NIERLAYER DUPONT BUTACITE OR EIAR.EXIIOREPSAFE MAXIMUM 0 a WNW. mum 1/2' GLASS BITE ® VT GLASS BITE EXT. - 3118"ANNEALED OR HEAT STRENGTHENED GLASS .090 PVB I N(ERLAYER DUPONT BUTACIIE OR SAFLEw1EEPSIFE MAXIMUM 318" LAMI NOM. GLAZING OPTION A OR 8, NOTE 1 INT. -3118' HEAT STRB9GTHE D GLASS .851 A 7118" LAMI NOM. GLAZING OPTION C OR D, NOTE 1 NOA DRAWING MAP TOPIC SHEET GENERAL NOTES. 1 CONFIGURATIONS...... — I GLAZING DETAILS... .- 1 DESIGN PRESSURES. ..... 2 ELEVATIONS ...._ 3 VERT. SECTIONS............. 4 HORIZ. SECTS ........... 5 PARTS LIST........... „ -_...- 6 EXTRUSIONS ........ 0, 7 axed* age Mks OW= PX 9/f SOY B ammo: mug& OW3VV4. Al E$8MDOASPDRE ;wow Ma •••••., MIDOLOOMMIOMMIPPMEOUL GIA813DEA 11116 AIM arm* "r main;dr OLASIMIIMPOTANIONOTE NC 20121ff Al WSW um NOTES AND GLAZING DETAILS NOINOMES BB��pacc � iWAY� a A11 ! B SIDE uTE% IMPACT PxormuElaa.ma A°' R ) 1 0 ! 1 X DOOR. + 1 0 ���11005 -1 I B � / b �� K' 41 L 01104, P.B. PE $712 •••• • • •••• • • • • •.•• • • • ••• • • • • •• •• • • • • • •••• • ••• TABLE 1. DESIGN PRESSURES FOR ALL CONFIGURATIONS A APPROVED CONFIGURATIONS: X, )DC, 0, OX, XO, OXO, )0(0, O)O(& O)OCO (FOR DOORS WI SIDE LITES THE LOWER DP FOR THE DOOR OR SIDE LITE PREVAILS) REINFORCEMENT IS REQUIRED AT DOOR & SIDE LITE CONNECTIONS DOORS WITH GLASS TYPES A B, C OR D HEIGHT x 'MOTH XX WIDTH 3° 371/2' 80 713/4" Q WIDTH 27 3/4° 381/8" 3834" O WIDTH I 38 1,4" • .. • 88 -79344 17°- 833/4' +75.0 -75.0 +75.01 -75.0 873/4" 91 3/4" 6°- 953/4" +75.0 -76.0 +75.0 -75.0 +75.0 -75.0 SINGLE SIDE LITES WITH GLASS TYPE A +75.0 -75.0 +76.0 -76.0 +75.0 -75.0 +76.0 -76.0 +75.0 -76.0 +75.0 -75.0 +75.0 -75.0 +71.4 -71.4 +67.8 -87.8 +642 -642 +75.0 -75.0 +74.9 -74.9 +70.4 -70.4 +68.8 -88.6 +83.1 -63.1 SINGLE SIDE LITES WITH GLASS TYPES B, C OR D +75.0 -75.01 +75.0,75.01 +75.0 -75.01+75.0 -75.01+75.0 -75.0 'TABLE 2. DESIGN PRESSURES FOR COMBINED DOOR / SIDE CREEL 8 ONLY :4 APPROVED CONFIGURATIONS: OX, XO, OXO, XXO, OXX& OXXO • • • • RE LOWER DP FOR THE DOOR OR SIDE LNTE PREVAILS.) • • REINFORCEMENT IS NOT REQUIRED AT DOOR & SIDE LITE CONNECTION • • ••• • GLASS TYPES A El, CORD HEIGHT • 1C.wIbTH •.2s 4>51/2" 7X,X WIDTH 66-793W 7 °- 83314" 87 314' 91 3/4" 8 °- 953/4" 4° 473/4" +68.8 38.6 +55.4 -55.4 +52.4 -52.4 +49.8 -49.8 +47.4 -47.4 ••••4141Q. . "' 4 1/2" • 28 31 1)2" 61 3/4" +54.9 -54.9 +51.8 -51.8 +49.0 -49.0 +46.5 -46.5 +44.3 -44.3 65 3/4" +51.7 -51.7 +48.8 -48.8 +48.1 -48.1 +43.8 -43.8 +41.6 -41.6 58 59 3!4" +49.0 -49.0 +46.2 -462 +43.6 -43.8 +41.4 -41.4 +39.3 -39.3 28 331/t- 54 63 3/4" +43.1 -43.1 +43.1 -43.1 +41.5 -41.6 +39.3 -39.3 +37.3 -37.3 351/2" 3° 371!? SINGLE O WIDTH SIDE LITE 67314" +38.1 -38.1 +38.1 -38.1 +38.1 -381 +37.5 -37.5 +35.6 -35.6 8° 71 3/4" 103/4" +34.0 -34.0 +34.0 -34.0 +34.0 -34.0 +34.0 -34.0 +34.0 -34.0 GLASS TYPES A, B,CORD NOTES: ®1. GLASS TYPES: A. 3/8' LAMI (1/6"A, .090 PVB. 3116' HS) B. 3M' LAMI (118' HS, .090 PVB, 3/16' HS) C. 7116' LAMI (3116" A, .090 PVB, 3/16' HS) D. 7/18' LAMI (3/18' HS, .090 PVB, 3/18' HS) A2. COMBINED DOOR & SIDE LITE WIDTHS FOR TABLE 1 OR2. MAX. OXIXO WIDTH . 731/2° MAX. OXO WIDTH =1091/2' MAX. )01010 00( WIDTH =1073/4° MAX OXXO WIDTH =143314' 3. SINGLE DOORS 33 sir WIDE OR OVER AND THE OPERABLE PANEL OF DOUBLE DOORS 841/8' WIDE OR OVER FROM EITHER TABLE COMPLY WITH THE EGRESS REQUIREMENTS OF THE FBC, CURRENT EDITION. NARROWER DOORS MAY BE USED WHERE EGRESS IS NOT REQUIRED BY CODE 4. DESIGN PRESSURES UNDER 40 P.S.F. ARE NOT APPLICABLE IN MIAMI -DADE COUNTY. ®5. +78.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 123/4" +75.0 75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 19' +72.4 -72.4 +88.5 -88.5 +65.0 -65.0 +61.9 -81.9 +59.0 -59.0 21 3/4" +84.5 -54.5 +61.0 -61.0 +57.8 -57.8 +55.0 -55.0 +52.4 -52.4 273/4' +52.9 -529 +49.9 -49.9 +47.2 -47.2 +44.7 -44.7 +42.6 -42.6 361/8" +35.2 -352 +35.2 -35.2 +352 -352 +35.2 -352 +344 -34.4 36 3/4" +34.0 -34.0 +34.0 -34.0 +34.0 -34.0 +34.0 -34.0 +34.0 -34.0 EXAMPLES OF COMBINE) DOOR AND SIDE LITE DESIGN PRESSURES: EX. A FROM TABLE 1. OXO WITH GLASS TYPE A 30" WIDE x 90' HIGH SINGLE DOOR WITH 29" SIDE LITES DESIGN PRESSURE =+87.8 / 47.8 PSF EX. B FROM TABLE 1. OXXO WITH GLASS TYPE A 88' WIDE x88' HIGH DOUBLE DOOR WITH 381/2' SIDE LITES DESIGN PRESSURE " +704!70.4 PSF EX. C FROM TABLE 2. OXO WITH GLASS TYPE C 30° WIDE x 87 314' HIGH SINGLE DOOR WITH 28' SIDE LITES DESIGN PRESSURE = 443.8! -43.8 PSF EX. D FROM TABLE 2 OXXO WITH GLASS TYPE C 83314 WIDE 80° HIGH DOUBLE DOOR WITH 28° SIDE LITES DESIGN PRESSURE = +43.1 1-43.1 PSF .S FOR COMBINED DOOR AND SIDE LITES FROM TABLE 1, WHICH REQUIRED REINFORCEMENT AT DOOR TO SIDE LITE CONNECTION SEE SECTION E-E, SHEET 5 FOR REINFORCEMENT DETAN- Appawd comp•In°.Bbdw U'. bead Dods Mdtsi Die ARIA= F.x F.' Onmer EIC golosor MOW S▪ AM A DINEZ E .IPfI ND �, x1oM. Yfaolnoff I hYDB1&& A mewsuursu LEiaimz PElxdxi i IPAB�GIIE /YNeEtAJ9P.M1tMBPastTi®dF WNW D»► PREssuREs tommtwowarasve NONOWLSOM AUJMM, FRENCH DOOR & S IMPACT r a Visibly Better Final 1X 2 + 10 �� 11005.1 8 •• • • • • •••• • • •- • • • • • • • • •• • • • • •••• • • •••• • • S. •- • • • • • •••- • • • .•- i • • • • • • - • • •• •• •• • •• MAX —I I- MAX �`�' NOTE 3-►f -- r -i H-3 1 SEE NOTE S---�— — mAx 7311Y MAX. 38 3/4° 38314' 109112'• MAX 38314 4i •• • • • ;••; SEE NOTE 40XORX0 • .• • •••• •.• • ••• •••• - •••• • �3T MAX SEE NOTE 4 95314° MAX HT. TYP. X XX NOTES: 1. FOR ANCHORAGE DETAIIS SEE SHEETS 8 THROUGH 10. 2. FOR HORIZONTAL AND VERTICAL SECTIONS SEE SHEETS 4AND 8. 3. SIDE LITES OVERLAP W AND 70C DOORS BY 314° WHEN ASSEMBLED TO MAKE %O,'OK,'OXO' 7010',13)0C AND 'COOKY COHAGURA110NS• 4. FtEINFORCEMENT LOCATION FOR SIDE LIFE TO DOOR CC8INECTIMIS (SEE APPLICABILITY SHEET 2). 6. CLEAR OPENING FOR 7C AND IOC DOORS AS FOLLOWS: (IC DOORS *WIDTH -6.816) (70C DOOR *DOOR WIDTHP2-4578) 98314 MAX. (TYP.) SEE NOTE 4 HEIGHT m HEIGHT -11314 A 01-0 WIDTH 7C • DOOR WIDTH .1215114 DLO WIDTH 70C • DOOR WIDTW2- 116116` SIDE LITE DLO HEIGHT a MIGHT 41 3f8' A DLO WIDTH • WIDTH .31A' P EK FK 217,7 Jd a2621101 • AAxm neibr A OORRAMTEPANAMOINDIVOIAIA fAMIIIIIABIECATAMPAPACFMACFNIDWROCA iY°•AR DAN =OM lAJAVA jar l l Visa* Baser ELEVATIONS , c.. rribet M4a•Ow,i°34 .10 _ FR@ICH DOOR & SIDE UTES, IMPACT won I NTS 13 • 10 1>r•.1106 -1 B t� • •• •. . • . •... • • • • • • • • •I •••. 41 • • •.•• •e • • • • • • •• •• • • • • • •••• • • • • •• • • • S. •• • • • INTERIOR •• • • • • • • •. • • • •• • .••• ••• • ••• ••• • • •••• •• • • • INTERIOR_ MAX. SIDE UTE HEIGHT SL VIEW G-G, CORNER ASSEMBLY POM,OB.�q{Cale W�We Nina Daft ac.s LEELEVAT7ONS • • • • • • • • • • • • • • • •..• • • • ••• • • • • • •• •• • • • • • •••• • • •••• • • • i a r-MAX 8L WIDTH------1 weer SL SECT. E-E HOW. (DOOR WI SIDE LITE) OW SL SECT. F -F HORIZ. (SINGLE SIDE LITE) Append e wee M Plaids Erse NOM Medea& Preens a a noose weep •e•hs arseNoevdvwam•nwev�7. ek AK ever ausinAOOmomaoEUraroe !•w aEEUtewsemzer °iFJC e l J4 °1e 1101 I INVITEOHNOWIffterir e+m Wolf gBars VERTICAL SECS ALUM FREIVCH DOOR & SIDE CITES, IMPACT egleecee Vert Felet I 15 w 10 I 110054 1 °"'•" I B dt 71/ i � Rob•tl PE pE en712 Mese 8 I i/900ii _` Oi O L_IA/i I Mai J.OVd1I VIEW? MS V WOO HMERld 711117V .rs S! 33N.4021d NOJSIMIDQ wean YYJOXON rmOt I arm � x4 Z•VOVO'{tnetl®l/02 R46r0A79rtltnamosavoa, IW r m77R Vi aaA.t no *PM e.Malaalx•Ge • MIN xa tows. ma mime a•Mrt alp *Pm* - "177' ®° Nvo Mani 0011,• 14 um Paseuld• 91.6909 L13HLYdM !£ II ogr OZ9 090' 1 91-6908 o 911908 ZS ewvris 9111'909 error '3WVLld LI00a 91-6806 WEI0V3H 1S 91 Z! avae 01911V10 .911L '- SOW 91 lvDv aSv . Q 13101d x000 F-•-09te 9/914 F• --- -an s --•-I 91 £! aV880DOZVID.l 090 — 699' 919' —•i 91 1VDVtll9v VOR191M1 133N§id NOOa 91 &WV WWI L 09L' a0s•� 911909 INN erns l314Vd LI000 9149 . woos C) MEN 391V9.4 91.6909 ri3Ldvav aV3H 11S11 • •••. 7•• 999-c 911909 6£ 1841 W0110e S d01 l3MVd LIOOa •• •• • • .. .• • •. •••• • • • • • • • • • • • . •••• • • •••• • • • • • •• • •• • • • • •••• • • •••• • • •••••• • • •••• • • •••• ...... • • • • • 55.55• • • •• •.••• •� • • •••••• • • • • • • •••••• • • • •••••• ••••• • • • • • • •••••• • • • •••••• •••• • • •••• • • • • •••• • •••• • •••••• • • • •• •• • • • • • •••• • • • •• • • • • • �ZOSN9E V • • • . SEE TABLE 3.. BHT, 9 HEAD HEAD • • • 5' 1ZO„EEfi"Z --1-Z CIE •I • • ••• • •• •••• • •••• • • • • • 2 • \ • • xX SILL SDI ZOrfE t-- -4- ZONE "F,lAAIE -� • SEE TABLE 7.. SHT.9 NOTES: • ZONE'CP ZONE "D"� SEE TABLE ., SIT. 9 L 0 SLL ZONE °E" SEE TABLE S. SHT.9 r- ZONE "Cr —rZONE D'l EXAMPLE ANCHORAGE SOLUTION 2 /' ` XOOR I \ 1 � ZONE "D" Za"E' ' _• SEE TABLE 8 . BHT. 9 OX HEAD HEAD 1- ZONE V"fiZ g'-t-' 1 t-ZCWE 1- "P- 1- ZONE 'F" -t-' • 1 Ti it m 1 /�` r / / XXO OR I \ ` OXX xx I x x / / / /‘ OXXO I JAWB ZONE 'e' --I / // i N MI -4-- � ZONE V' ZONE' � SEE TABLE 7.. 814T.9 FOR A CONCRETE OXXO INSTALLATION A. 19" x83 3!4" SIDE LITES "8° AND "5' ZONE ANCHORS FROM TABLE 7. SHEET 9. PLUS; B. 71314" x 83 314' Z DOOR ZONE "F" ANCHORS FROM TABLE 4, SHEET 9, EACH 'P ZONE. SEE ENCIRCLED VALUES, SHEET 9 SOLUTION: TOTALS (4) TYPE 1 OR 2 ANCHORS EACH JAMB AND 2+8+6+2 = (14) TYPE 1 OR 2 ANCHORS AT HEAD AND AT SILL. x x I. X Y It N ,c xx I x x / / / /‘ OXXO , • 7 // x v. I )1 / x xx .. X. a x x x . x N I � w • Vxx i-Z -f-- E "P�ZONE "F'�ZONE4 SEE TABLE 7.. SHT.9 ALSO USED AS AN EXAMPLE OF ANCHORAGE FOR A833/411 UNIT. 713141W IOC DOOR WITH 19•N SIDE LTTES (SEE SOLUTION ABOVE) 1. APPROVED ANCHOR TYPES ARE 1.114' ELCO TAPCONS 2.114" ELCO 884 CRETE -FLEX MASONRY ANCHORS 3.812 SCREWS 2JINCHOR QUANTITIES ARE BASED ON SPACING AS FOLLOWS (3' M. O.C. FOR CCNCRETE1 SEE EXAMPLE O ANCHOR LAYOUT ABOVE. JAMBS (ALL): 131/4' MAX. FROM CORNERS AND 231A3' MAX. O.C. HEAD & SILL OF DOORS: 8' MAX. FROM CORNERS, 9' MAX. FROM ASTRAGAL CENTERS AND 20 714" MAX. O.C. HEAD & SILL OF ROE UTES: IP MAX. FROM CORNERS AND 24 314" MAX. O.C. a TO DETERMINE ANCHOR QUANTITIES FIND THE CONFIGURATION ABOVE THEN REFER TO THE APPROPRIATE TABLES ON SHEET 9. 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'¢9 • L Z 9 evi,orLZ s 6 e a t 38r98' • •• ®"'18 CLIPAC9' '19 EZVLZ9.,19 £ Z 4 L 3 9 • 11 x 0813 X MOM L£ 01 99101213007 674114M11000 0400 z'1 a00M'sz ° VILVVrIV S 212'9v :fi. 981fo Sin 301S S'9 3113U mos re 0008 ez 1 adJu3 0'0'8 V S3dA198V1fl XC�O'8 OX d0 21002 X OSIV) S21ooa rto 't► a-ietli O'0.8'V aaH2IV 93dA1SSVID 821ooa SI't 318Vi • • • • •• •• • • •• •• •• •• • • •• • •••• • • •••• • • • • • •• •• • • • •••••• • •••• • • •••• • • • •••••• • •••• • • 000000 • • 000000 • • • • • • • • • • • • • • • • • •• •00000 ••o•o • • • • • • • • • •000000 • • • 5555 • • 5555 • ••0000 • • • • • • • • • * • • • • • • • • • • • • • • s • • • • • • • • • • • • • • • • 4 • 2X WOOD 1..._1 3/4"_.4..._:1 3/4•_1 BUCK, NOTE 2 34 KSI MIN. CONC. I MIN Ell I MIN Ea i ---I- IX WOOD a.A.... ,r.„ 13W "34. 7..--..)1111. BUCK NOTE 2 ,.,. .. --... - -- ----- I dim MIN. 114° MAX. SHOW WOOD ANCHOR TYPE 2 OR 3, NOTE 1 DOOR HEAD (WOOD) 114* MAX. SHIM sr STAGGEND 4:3=9 • IVOR 3. • *NM I •••• 2X WOOD BUCK, NOTE 2 CONC ANCHOR ON STREGERED CENTERS, NOTE 1 im 1X WOOD BUCK, NOTE 2 1 NV TYPE 1 1 314" TYPE 2 114' MAX. SHIM CONC. ANCHOR, NOTE 1 DOOR HEAD (CONC) I 114' TYPE 1 OR 2 (CMU) 1 3/4" TYPE 2 (CONC) SIDE HEAD (CONC) 1 Mr WPE"CCINC) SIDE LITE HEAD (WOOD) 114" MAX SHIM 1/4' MAX. SHIM 4 314* MIN. ED. Et WOOD BUCK, NOTE 2 3.4 KSI MIN. CONC. 1X WOOD BUCK, NOTE 2 3W MIN. 1/4' MAX. SHIM WOOD ANCHOR TYPE 2 OR 3, NOTE 1 1 3#1" 'TYPE 1 1 314" TYPE 2 114' MAX. SHIM CONC. ANCHOR, NOTE 1 1(4' MAX. SHIM 1 315. 41".11 ANC= uiii IL j CONC. 11111:11111 '44 71.11111-il.11. ANWTHDOR, TYPE 2 OR 3, •••:. .• 314* MIN. ED. 1.5 KSI PAN. CLUJ OR BUCK, NO 2X WOODTE 2 . NOTE1 3.4 K31 MIN. CONC. SIDE UTE JAMB (WOOD) ...DOOR JAMB (WOOD) • • • :••• ■••• • • • • DOOR JAMB (CONC) 2K WOOD BUCK, NOTE 2 DOOR SILL (WOOD) NOTE 3 ri,4. MAX 13W TYPE 1 1 3W TYPE2 1 318" MIN. 3.41401 MIN. T-3.4 KSI TEN. CONC. t 2x NOTE 2 (*NC. 1. .• DOOFt SILL (CONC) SIDE UTE SILL (WOOD) I-0— 1 314' SIDE UTE SILL (CONC) WOOD ANCHOR 'TYPE 2 0R3. NOTE 1 1X WOOD BUCK, NOTE 2 1/4" MAX. SHIM 13/4" 1-.- MIN. ED. • 1X WOOD BUCK, NOTE 2 EST.: SIDE LITE JAMB (CONC) CONC. ANCHOR, NOTE 1 1 114" TYPE 1 OR 2 (CMU) 1318' TYPE I (CONC) 13/4' TYPE 2 (COW) 1.51(81 MIN. CMU OR 3.41(51 MIN. CONC. MIN. ED. 1/4" MAX. SHIM 318* TYPE 1 3/4" TYPE 2 NOTES: 1. FOR CONCRETE INSTALLATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED ELCO 114' TAPCONS E4BEDDO:11 3/8* MN. (TYPE 1) OR 114° CRETEFLE( BABEDDED 1314" MIN. (TYPE 2). THE MINIMUM DISTANCE FROM CENTER OF ANCHOR TO CONCRETE EDGES 1 314". FOR WOOD INSTALLATIONS USE #12 SCREWS, 05 (TYPE 3) OR ELCO 1/4' 584 CRETE-FLEX ANCHORS EMBEDDED 13/4' MAX (TYPE 2). 2. WOOD BUCKS DEPICTED AS lx ARE LESS THAN1 lir THICK. 1x WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SCUD CONCRETE WOOD BUCKS DEPICTED AS Et ARE1 1W THICK OR GREATER. INSTAUATION TO THE SUBSTRATE OF WOOD SUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY NE AUTHORITY HAVING JURISDICTION (AHJ). 3. IF SIU. IS TIGHT TO SUBSTRATE, GROUT OR OTHER MATERIAL IS NOT REQUIRED. IF USED, NON-SHRJNK, NON-METALUC GROUT (3400 PSI MIN.), ONE BY OTHERS) MUST FULLY SUPPORT THE ENTIRE LENGTH WIPE NU. THAT g5 NOT TIGHT TO THE SUBSTRATE, AND TRANSFER SHEAR LOAD TO SUBSTRATE. IF SUBSTRATE IS WOOD, 300 FELT PAPER OR MASTIC IS REQUIRED BETWEEN THE GROUT AND WOOD SUBSTRATE, OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION. Approval as cloopt, 'II Noddy 14430A Code Liir_aArail-30 PmC '14.4.7 Now* OM Mira FA aissAF PA 8.*** FJC WO= 18811139011103YDAVE B NOCIAIWEINAVIATEr. NOIXWAR.8888 16,618. IPEOMEt&111311E8ONCCAIRDIVAA aratnnutssonsteo A 11111711111 ADOACHORTYPESTOMMK wrifet28188P AuckAgs AAA I RW4 AS MITI Waif BOW ANCHORAGE DETAILS ALUM. FRENCH DOOR & SIDE urss, IMPACT smiodoieloi Isom pre laoloOlO NTSI 10 10 I 1100-1 Ckalg, , PE 039712 StrUvAnd U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program ELEV 1T O C RT IFiCATE Important: Read the instructions on pages 1 -9. SECTION A - PROPERTY INFORMATION OMB No. 1660 -0008 Expires March 31, 2012 For Insurance Company Use: Al. Building Owners Name Policy Number DARTTZ SMART ANT) MART FNTS SMART nq 541 A2. Building Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. Company NAIC Number 540 GRAND CONCOURSE MIAf SHORES FLORIBite 33i1;iiode A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 4 E 15' OF LOT 5 & PO..TION OF LOT 3. BLOCK 97. P.B. 15 PAGE 14_ MIAMI -DADE. FL A4. Building Use (e.g., Residential, Non - Residential. Addition, Accessory, etc.) RESIDENTIAL A5. Latitude /Longitude: Lat. N25 °51"58" Long. W80°11'10" A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 8 A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or enclosure(s) 960 sq ft b) No. of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade 8 c) Total net area of flood openings in A8.b 960 sq in d) Engineered flood openings? Yes © No Horizontal Datum: ❑ NAD 1927 [ NAD 1983 A9. Fora building with an attached garage: a) Square footage of attached garage 320 sq ft b) No. of permanent flood openings in the attache4 garage within 1.0 foot above adjacent grade /A c) Total net area of flood openings. in A9.b N/A sq in d) Engineered flood openings? I] Yes ® No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 61. NFIP Community Name & Community Number CITY OF M AMT SHORES 10652 B2. County Name I B3. State MT AMT - I FLORIDA B4. Map /Panel Number 12025C0093 B5. Suffix J B6. FIRM Index Date 7/17/95 B7. FIRM Panel Effective /Revised Date 3/2/94 68. Flood Zone(s) X B9: Base Flood Elevation(s) (Zone AO, use base flood depth) N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. FIS Profile ® FIRM Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE in Item B9: X NGVD 1929 [ NAVD 1988 ❑ Other (Describe) 612. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Designation Date E CBRS OPA Yes IX I No SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings* [ Building Under Construction* ® Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones A1-A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1 -A30, AR/AH, AR/AO. Complete Items C2.a -h below according to the building diagram specified in Item A7. Use the same datum as the BFE. Benchmark Utilized 1T -603 -B Vertical Datum NGVD Conversion /Comments N/A a) b) c) d) e) g) h) Top of bottom floor (including basement, crawlspace, or enclosure floor) Top of the next higher floor Bottom of the lowest horizontal structural member (V Zones only) Attached garage (top of slab) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment and location in Comments) Lowest adjacent (finished) grade next to building (LAG) Highest adjacent (finished) grade next to building (HAG) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support 10 ..4.0_ -A02 9 .40 Check the measurement used. feet ❑ meters (Puerto Rico only) feet ❑ meters (Puerto Rico only) feet ❑ meters (Puerto Rico only) feet ❑ meters (Puerto Rico only) meters (Puerto Rico only) X X 9 .95 ® feet 9 40 IT feet 9 ,95 feet N/A X feet meters (Puerto Rico only) I] meters (Puerto Rico only) n meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. l understand that any false statement maybe punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. • Were latitude and longitude in Section A provided by a licensed land surveyor? ® Yes U No Certifier's Name ADIS N. NUNEZ License Number 5924 Title REGISTERED LAND SURVEYOR Company Name BLANCO SURVEYORS, INC. Address City MIAMI BEACH FLORIDA 555 NOR ORE DRIVE M 33141 Signature G.ephone 7/22/09 (305)865 -1200 ZIP Code FEMA F Jrn 1. -3 i M r ny roc rcvarca ciria fnr rnniint tatinn Pra,r,lar-4., all nrwvint is rift inns mamma LOCATION SKETCH SCALE: NTS 1.60' C to • ul Nr t t p:Ar r A 4 • at m Z ••.� —D a o. 0 � "1 O 'z (W'8 a)100'0£> ° `9�'.: o. u � fau �faa ♦1a. faa. frame � ` 9" ~ o ♦, UTIBLITY '' a `,j� 30.55' �,� 57.75' `,,,, ,,, *,`,`` ♦,`�,,,,,�,1, ♦` "�"�3 ♦/ N l9 Lz] Cad O sy� O G' • 2.45' tkt .. ' ��ioTE. 17.80' N ® y n q ,f� °r° �Q�y 16.70' �•D !y i Cfl a o r ♦ ♦ f ♦, 5.00'6.9 1.... m � r I♦ ♦�♦ ��i ♦� ♦��yw� 2 .70' .401711. ♦�1 N C yy�0' r: ♦�y ♦yam ♦yI♦y� ♦��yyI0 11 II � to *yy ♦y ♦� ♦' 19.80' 0 ♦yy ♦yy ♦yy ♦� y ♦ ♦ ♦yy ♦yyl y♦ �yiyy♦ iy�y` iyiy' iy 'iy' ♦iyiyiysyiisyiyy�yiyyiii�i 42.50' 0q' 04100 y ya�y�� �y�yi� ♦i ... ty��y�t �y� �yysyy �y ♦iy�Ly4' .OE'LZ ;� n W O� FOUNTAIN i ! o � c O ,P,',, � � -46 •.8.60.... \ � O ��• •89, Vg Iii I) ,LO 0£ 6 0 � � A0 09 .' :::::: : pWo p o SURVEY FOR: DARIK SMART, 540 GRAND CONCOURSE, MIAMI SHORES, FLORIDA 33138. NOT VALID UNLESS EMBOSSED WITH SURVEYOR'S SEAL ABBREVIATIONS: SWK =SIDEWALK CBS = CONCRETE BLOCK STRUCTURE, CLF =CHAIN LINK FENCE, PL= PROPERTY LINE, DUE = DRAINAGE UTILITY EASEMENT IP =IRON F!tPE, F= FOUND, A/C =AIR CONDITIONER PAD, P /C= PROPERTY CORNER, D/H= DRILLED HOLE, V fF= WOODEN FENCE, RES= RESIDENCE, CL- CLEAR, RB= REBAR, UE= UTILnY EASEMENT, CONC = CONCRETE SLAB. RNI=RIGHT OF WAY, DE= DRAINAGE EASEMENT, C/L= CENTER LINE, 0=DIAMTER, TYP= TYPICNL, M= MEASURED, R= RECORDED, ENCR =ENCROACHMENT, COMP = COMPUTER, ASH = ASPHALT, N/D =NAIL & DISC, S =SET, FEE = FINISH FLOOR ELEVATION, O /S= OFFSET, P/P =POWER POLE, OHP= OVERHEAD POWERLINE, VIN= VWWTER METER A FENCE - MASONRY WALL= I II I I I 1 1 I( ELEVATION BASED ON LOC. # 3250 SW ONRY CONCRETE= MAINTENANCE & DRAINAGE EASEMENT= M & D.E. Lot 4 and the Easterly 15 feet of Lot 5 and the following described portion of Lot 3, all in Block 97, AMENDED PLAT OF MIAMI SHORES SECTION TO3R, according to the plat thereof, as recorded in Plat Book 15, at Page 14, of the Public Records Of MIAMI -DADE COUNTY, Florida: Begin at the most Westerly corner of Lot 3, Block 97, of the Amended Plat of Miami Shores Section Four, Plat Book 15, Page 14, of the Public Records of Miami -Dade County, Florida, thence Northeasterly along the Northwesterly boundary of said Lot 3 and along a circular curve having a radius of 1849.79 feet through a central angle of 0 °11'34° for an are distance of 6.22 feet to a point, thence Southeasterly for a distance of 130.07 feet to a point on'the Southeasterly boundary of said Lot 3, said point being located on 10 feet Northeasterly from, as measured along the Southwesterly boundary line of the most Southerly corner of said Lot 3, thence Southwesterly along the Southeasterly boundary of said Lot 3 and along a circular curve having. a radius of 1719.79 feet through a central angle of 0°19'59" for an arc distance of 10 feet to the most Southerly corner of said Lot 3, thence Northwesterly along the Southwesterly boundary of said Lot 3, for a distance of 130 feet to the Point of Beginning (the PProperty"). CBM #N -603 —R ELV. 8.11' TYPE OF SURVEY: BOUNDARY SURVEY SURVEYOR'S NOTES: 1) OWNERSHIP SUBJECT TO OPINION OF TITLE. 2) NOT VALID WITHOUT THE SIGNATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 3) THE SURVEY DEPICTED HERE 1S NOT COVERED BY PROFESSIONAL LIABILITY INSURANCE. 4) LEGAL DESCRIPTION PROVIDED BY CLIENT. 5) UNDERGROUND ENCROACHMENTS NOT LOCATED. 6) ELEVATIONS ARE BASED ON NATIONAL GEODETIC REVISED VERTICAL DATUM OF 1929. 7) OWNERSHIP OF FENCES ARE UNKNOWN. 8) THERE MAY BE ADDITIONAL. 7:1 RESTRICTIONS NOT SHOWN ON THIS SURVEY THAT MAY BE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. 9) CONTACT THE APPROPRIATE AUTHORITY PRIOR TO ANY DESIGN WORK FOR BUILDING AND ZONING INFORMATION. 10) EXAMINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BEADE TO DE 1 ERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING THIS PROPERTY. BEARINGS WHEN SHOWN ARE REFERRED TO AN ASSUMED VALUE OF SAID PB PAGE i HEREBY CERTIFY That the survey represented thereon meets the minimum technical requirements adopted by the STATE OF FLORIDA Board of Land Surveyors pursuant to Section 472.027 Florida Statutes. There are no encroachments, overlaps, easements appearing on the plat or visible easements other than as shown hereon. . ADIS N. NUNEZ REGISTERED LAND SURVEYOR STATE OF FLORIDA #5924 SINCE 1987 BLANGO SURVEYORS INC. Engineers • Land Surveyors • Planners • LB # 0007059 555 NORTH SHORE DRIVE MIAMI BEACH, FL 33141 (305) 865 -1200 Email: blancosurveyorsinc @yahoo.com Fax: (305) 865 -7810 MIESSNMS FLOOD ZONE: X PANEL: 0093 SCALE: 1 " =20' SUFFIX: j COMMUNITY # DWN. BY: F. Blanco DATE:7/17/95 BASE :N /A 120652 JOB No 09 -541 • FTJT_C©MUTER MAR 1 5 2010 g BY: 5044 Re4124ce CALCULATIONS 11 - ,'L.r. ti il U •,,' 1 'n- . I a-407 ViThoe Marni Shores APPROVED BY DATE ZONING DEPT BLDG DEPT SUBJECT c0 COMPLJANCE WITH ALL FEDERAL LI STATE AND COUNIY RULES AND REGULATIONS s At, 4110014,494 Cesar Granados, P.E. # 64221 9510 SW 6th Court Pembroke Pines , Fla. 33025 Phone : 954-638-0318 - 1.1 '10 .81 sof , ROOF TRUSSES PROJECT MAI T RESIDENCE ADDITION PAGE : CLIENT : JS DESIGN BY : JOB N° DATE : REVIEW BY : ROOF TRUSSES /SHEATHING: 10.00 =psf TILES 10 00 psf ROOFING 2 psf INSULATION : 2.00 psf MECH., ELECT. & MISC.: ':;psf Total DL : 25.00 psf LL : 30: 00 psf 2nd FLOOR : ( CONCRETE SLAB 7" CONCRETE SLAB : 87.00 psf PARTITION : 20.00 psf CEILING : 5.00 psf FLOORING : `! 24L00' psf MECH., ELECT. & MISC 3.?` psf Total DL : 135.00 psf LL psf 2nd FLOOR : ( FLOOR TRUSSES FLOOR TRUSSES/SHEATHING: 12.00 psf PARTITION 20 00 psf CEILING 5 4i0" psf FLOORING 20.00:; psf MECH., ELECT. & MISC 3 4 psf Total DL : 60.00 psf LL : 40.00 ' psf GROUND FLOOR : ( CONCRETE SLAB 4" CONCRETE SLAB : 50.00: psf PARTITION : 2Q 00 psf FLOORING : 2€1 -:psf MECH., ELECT. & MISC.: .0€ psf STAIR Total DL : 95.00 psf LL : :, 40 00.. psf 7W CONCRETE SLAB 93:4i# " psf FLOORING 20 00 psf MECH., ELECT. & MISC. : psf Total DL : LL 115.00 psf 50.0.0" psf 8" Masonry Wall : 60.00 psf 8" Reinforced Masonry Wall : ' 50.04}; psf Page 1 • • • • •••• • • • •• • • • • • • •• •• • • • •••• • • •• •• • • • • • • • • • • .• • • • • • •••• • • • •• • • • • • • • • • • • • • • • • •••Y•• • • • •••• • • • • •••• PROJECT : CLIENT : JOB N° : PAGE: DESIGN BY : REVIEW BY : Design Wind Pressure Zone Gross Uplift Net Uplift Wall, Windows & Door Pressure (P.S.F) ENCLOSED STRUCTURE Roofing (1) Negative -56.45 (2) Negative -98.27 (3) Negative -98.27 Wall (4) Negative (5) Negative (4) & (5) Positive a =IMO .:;' 3.O; ft Page 2 • • • • • •• • • ••. • • •••• • • • • • •• • •• •• • • •••• • • • •••• • • PROJECT :: CLIENT :ry JOB N° : PAGE: DESIGN BY : REVIEW BY F.B.C. 2007 Input B = ft L = ft Eave Height (H ) = 24. ft Ridge Height ( H) = 2 t2 ft Mean Roof Height ( H ) = 26.63 ft Roof Pitch = 4.00112' Roof Angle = 18.43 ° Roofing Area = 10.00 ft2 Basic Wind Speed :' 146:00 MPH Exposure : Importance : ASCE Combinations: Structure type : ENCLOSED Structure Rigidity : Rigid See Computer Output : Windward + Leeward = psf • • • • • •• • • •••• • • •••• • • •• •• • • • • • • • • • • •• • • •... • • • • • • •• •• • • • •••• • • • •• • • • • • •••• • • •••• • • • • • • • Page 3 • Structural Aid & Design Engineering Detailed Wind Load Design (Method 2) per ASCE 7 -05 Analysis by: CG Company Name: SMITH & SMITH DESIGN CORP Description: SMART RESIDENCE ENCLOSED Structure Type Building Basic Wind Speed (V) 146 mph Struc Category (I, II, III, or I` II Exposure (B, C, or C Struc Nat Frequency (n1) 1 Hz Slope of Roof 4.0 :12 Slope of Roof (Theta) 18.4 Deg Type of Roof Hipped Kd (Directonality Factor) 1 Eave Height (Eht) 24.33 ft Ridge Height (RHt) 28.92 ft Mean Roof Height (Ht) 26.63 ft Width Perp. To Wind Dir (B 25.50 ft Width Paral. To Wind Dir (L 32.67 ft Type of Structure Height/Least Horizontal Dim 1.04 Flexible Structure No Importance Factor 1 Hurricane Prone Region (V>100 mph) Table 6 -2 Values Alpha = 9.500 zg = 900.000 At = 0.105 Bt = 1.000 Bm = 0.650 Cc = 0.200 • I= 504.00 oft Epsilon = 0.200 • • Zmin = 15.00 • • • .0... • Zm 0.6 * Ht zm Lzm Q Gust2 Cc * (33/z) ^0.167 I *(zm/33) ^Epsilon (11(1 +0.63 *((B +Ht) /Lzm)^0.63)) ^0.5 0.925 *((1 +1.7 *Izm *3.4 *Q) /(1 +1.7 *3.4 *Izm)) Fa 15•95 its 0.2;58 • 2/7/2010 ••• • ••• • • • • •• • 0 ••• • • •• • • 4329 0.9260 • • ur, Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 0.8863 Fig 6 -5 Internal Pressure Coefficients for Buildings, Gcpi Condition Gc i Max + Max - Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings 0.18 1 -0.18 Developed by Meca Enterprises, Inc. Copyright 2006 SMITH SMITH DESIGN CORP Page 4 0.851 • • •••• • •••• Page No. 1 of 4 • • • • • • • • • • • •••••• • • 2/7/2010 Structural Aid & Darien Engineering Detailed Wind Load Design (Method 2) per ASCE 7 -05 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights Elev 0 Kz Kzt qz Ib /ftA2 Pressure (Ib/ftA2) Windward Wall* Leeward Wall Total Shear Moment +GCpi -GCpi +GCpi -GCpi + /-Gcpi (Kip) (Kip -ft) 28.92 0.97 1.00 53.19 26.76 45.58 -29.13 -10.31 55.89 3.26 3.74 26.63 0.96 1.00 52.27 26.14 44.95 -29.13 -10.31 55.26 5.56 9.35 25 0.95 1.00 51.58 25.67 44.48 -29.13 - 10.31 54.79 6.50 14.19 24.33 0.94 1.00 51.29 25.47 44.2 -29.13 - 10.31 54.59 12.52 29.42 20 0.90 1.00 49.21 24.06 42.88 -29.13 -10.31 53.18 19.31 73.48 15 0.85 1.00 46.32 22.09 40.91 -29.13 -10.31 51.22 38.90 558.26 Note: 1) Positive forces act toward the face and Negative forces act away from the face. Figure 6 -6 - External Pressure Coefficients, Cp Loads on Main Wind -Force Resisting Systems (Method 2) L Kh 2.01 *(Ht/zg) ^(2/Alpha) 0.96 Kht Qh Topographic factor (Fig 6-4) .00256 *(V)^2 *I *Kh *Kht *Kd 1.00 52.27 psf Khcc Comp & Clad: Table 6 -3 Case 1 0.96 Qhcc .00256*V ^2 *I *Khcc *Kht *Kd 52.27 psf Surface Cp Windward Wall (See Figure 6.5.12.2.1 for Pressures) 0.8 Developed by Meca Enterprises, Inc. Copyright 2006 SMITH SMITH DESIGN CORP Page 5 • • • • •• • • •••• • • •••• • • • • • • • • •• •• • • • • •..• • • • • •••• • •••• • • • • • •• • •• •• • • • • • • • • • • •• • • • • • • • • • • • • •..• • • • • •••• Page No. 2 of 4 • • s Structural Aid & DeoIan Engineering Detailed Wind Load Design (Method 2) per ASCE 7 -05 Roof Area (sq. ft.) Reduction Factor 1.00 Leeward Walls (Wind Dir Normal to 25.5 ft wall) Leeward Walls (Wind Dir Normal to 32.67 ft wall) Side Walls -0.44 -0.50 -0.70 -29.13 -31.62 -40.51 -10.31 -12.81 -21.69 Ridge (Theta > =10) - for:Wi d Normal to 25.5 ft f -0.69 -0.13 -0.59 -0.69 -0.59 0.80 -39.85 -15.40 -35.54 -30.44 -26.13 34.88 -21.03 3.42 -16.72 -30.44 -26.13 34.88 Windward - Min Cp Windward - Max Cp Leeward Normal to Ridge Overhang Top (Windward) Overhang Top (Leeward) Overhang Bottom SApplicable on Windward only) Roof - Wind Parallel to Ridge (Ail Theta) - for Wind', Normal to 32.67 ft face Dist from Windward Edge: 0 ft to 53.26 ft - Max Cp Dist from Windward Edge: 0 ft to 13.315 ft - Min Cp Dist from Windward Edge: 13.315 ft to 26.63 ft - Min C Dist from Windward Edge: 26.63 ft to 25.5 ft - Min Cp -0.18 -1.30 -0.70 -0.70 -17.41 1.41 -67.17 -48.35 -40.51 -21,69 -40.51 -21.69 • * Horizontal distance from windward edge Developed by Meca Enterprises, Inc. Copyright 2006 SMITH SMITH DESIGN CORP Page 6 • 2/7/2010 •••• • • • •••• • • • • • • • • • • •• •• •••• • • •••• • • • • IS • • • • • •• • • • • • • • •••• • • • •• • • • • • •••• • • Page No. 3 of 4 • • • • • • • • • • • • • • Structural Aid & Derign Engineering Detailed Wind Load Design (Method 2) per ASCE 7 -05 Figure 6 -11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/ Ht <= 60 ft a = 2.55 =_> Hipped Roof 7 < Theta <= 27 3.00 ft a Double Click on any data entry line to receive a help Screen 2/7/2010 • • • • •••• • • • • •. • • • • • • • • • Component Width (ft) Span (ft) Area (ftA2) Zone GCp Wind P•rob,(1b /ft^2) Max Min Max .... Min . ROOFING 1 1 1.00 1 0.50 -0.90 35.56...o-56.45 ROOFING 1 1 1.00 2 0.50 -1.70 35.56 • • • r68.27 e ROOFING 1 1 1.00 3 0.50 -1.70 35.56. ' • 48.27 WALL 1 1 1.00 4 _ 1.00 -1.10 61.661••••46.91 WALL 1 1 1.00 5 1.00 -1.40 61.6 -12.59 l Note: * Enter Zone 1 through 5, or 1H through 3H for overhangs. Developed by Meca Enterprises, Inc. Copyright 2006 SMITH SMITH DESIGN CORP Page 7 • • • S. • • • •... • • S. • • • • • •• • • • •••• • • • • Page No. 4 of 4 PROJECT : CLIENT : JOB N° : NCE AIITI3N PAGE : DATE : DESIGN BY : REVIEW BY : ASCE 7 -05 r_ -• QM F^F i i� 1111111 112/: V V� = a U a 3 3 er u o u 0 3 0 0 3 0 0 0 0 0 3 3 vIn ID 0.01 At i t6t,a1 Front Elevation •• • • • • • •••• Width Length Area Zone •.. •iressure . • Suction• ; • • 0 8.00: •.r••@1 *'. 10.00 10.00 10.00 .••• • • • • • • • • • • • • • •• • •••• • • Page 8 • • Structural Aid & Deiian 6naineerina, Detailed Wind Load Design (Method 2) per ASCE 7 -05 Analysis by: CG Company Name: SMITH & SMITH DESIGN CORP Description: SMART RESIDENCE FRONT ELEVATION Structure Type Building r Basic Wind Speed (V) 146 mph Struc Category (I, II, Ill, or I` II Exposure (B, C, or D) C Struc Nat Frequency (n1) 1 Hz Slope of Roof 4.0 :12 Slope of Roof (Theta) 18.4 Deg Type of Roof Hipped Kd (Directonality Factor) 1 Eave Height (Eht) 24.33 ft Ridge Height (RHt) 28.92 ft Mean Roof Height (Ht) 26.63 ft Width Perp. To Wind Dir (B 25.50 ft Width Paral. To Wind Dir (L 32.67 ft Type of Structure Height/Least Horizontal Dim 1.04 Flexible Structure No Gust1 For rigid structures (Nat Freq > 1 Hz) use 0.85 Zm lzm 0.6 * Ht d_Pat`an Importance Factor 1 Hurricane Prone Region (V>100 mph) Table 6 -2 Values Alpha = 9.500 zg = 900.000 At = 0.105 Bt = 1.000 Bm = 0.650 Cc = 0.200 I= 50Q.00 ft. Epsilon = 0.200 • • Zmin = 1 5!00•ft• Cc* (33/z) ^0.167 15.88 0.2258 ft. • Gust2 I *(zm/33) ^Epsilon (11(1 +0.63 *((B +Ht) /Lzm) ^0.63)) ^0.5 0.925*((1 +1.7 *Izm *3.4 *Q) /(1 +1.7 *3.4 *Izm)) 43149 0.d68 fly • 0.8863 G Since this is not a flexible structure the lessor of Gust1 or Gust2 are used I 0.85 Fig 6-5 Internal Pressure Coefficients for Buildings, Gcpi Condition Gcpi Max + Max - Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings 0.18 - -0.18 Developed by Meca Enterprises, Inc. Copyright 2006 SMITH SMITH DESIGN CORP Page 9 2/7/2010 • .. • •.. • • • • • • • •• • • • •... •.. • • • • • • • • • •.. • • • •.. Page No. 1 of 4 0 Structural Rid & Design Engineering • • Detailed Wind Load Design (Method 2) per ASCE 7 -05 Developed by Meca Enterprises, Inc. Copyright 2006 SMITH SMITH DESIGN CORP Page 10 2/7/2010 •••. • • • • • • • • • • • • • I. • • • • • • • •• • •• • • • • •..• • • • . ••.• • •. • • . • • • • S. •• •• • • • • • • • • • • • • • • • • • • •• • •••• • • • • Page No. 2 of 4 • Structural Rid & Design Engineering • Detailed Wind Load Design (Method 2) per ASCE 7 -05 Developed by Meca Enterprises, Inc. Copyright 2006 SMITH SMITH DESIGN CORP Page 11 2/7/2010 • • • • • • • •••• • •• • • • • • • • • •• •• • • • • •••• • • • • • • •••• • • • •• •• •••• • • • •• • • • • • • • • • • • • • • • • • • • • • • •• • •••• • • • • •••• Page No. 3 of 4 • • • Structural Aid & Deiign Engineering Detailed Wind Load Design (Method 2) per ASCE 7 -05 Figure 6 -11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/ Ht <= 60 ft a = 2.55 =_> NippEM t Hipped Roof 7 < Theta <= 27 3.00 ft a Double Click on any data entry line to receive a help Screen • • • • 2/7/2010 •••• • • •••• Component Width (ft) Span (ft) Area (ftA2) Zone GCp Wind P'4ss 3lb /ft"2). Max Min Max - : . Min 1 J WINDOW 2 4 8.00 4 1.00 -1.10 61.t;8 -66.91 K WINDOW 2 5 10.00 4 1.00 -1.10 61.e8 „,•66.91; K WINDOW 2 5 10.00 4 1.00 -1.10 61.6.81••;66.91 , KWINDOW 2 5 10.00 4 1.00 -1.10 61.11•.•266.91• Note: * Enter Zone 1 through 5, or 1H through 3H for overhangs. Developed by Meca Enterprises, Inc. Copyright 2006 SMITH SMITH DESIGN CORP Page 12 •••••• • • • • • • • • • • •• • • • • A. • • •• • • • • • • •••• • • ••• • • • • • • •. • • • • • •••• • • • • Page No. 4 of 4 PROJECT : S MA1 ONCE AitMTIQI PAGE: CLIENT: JSkIITH DESIGN BY : JOB N° : A DATE: REVIEW BY : ASCE 7-05 -11C cr •tor u , .-.. ...Ie. . *•::: "..40 t S. '', \ % 15 IW .HOT 1 Item 11' r. Type / size 111 N Rear Elevation Width Length 11 1 1 1 1 1 I 1 • • • • • • • • • • •••• • • • • a • • • • • • • Area Zone •**Pressure Sucthn...1 24.00 4 ****B 4. 7..rrrr rral 42 yogro: oo 51114201112M11„„ 2.00 5 Page 13 21.25 12.00 12.00 12.00 21.25 10.00 4 • • • Structural Aid & Design Engineering Detailed Wind Load Design (Method 2) per ASCE 7 -05 Analysis by: CG Company Name: SMITH & SMITH DESIGN CORP Description: SMART RESIDENCE LEFT ELEVATION Structure Type Building Basic Wind Speed (V) 146 mph Struc Category (I, II, III, or 1' II Exposure (B, C, or D) C Struc Nat Frequency (n1) 1 Hz Slope of Roof Slope of Roof (Theta) 4.0 :12 18.4 Deg Type of Roof Hipped Kd (Directonality Factor) 1 Eave Height (Eht) 24.33 ft Ridge Height (RHt) 28.92 Mean Roof Height (Ht) 26.63 if Width Perp. To Wind Dir (B 25.50 ft Width Paral. To Wind Dir (L 32.67 ft For rigid structures (Nat Freq > 1 Hz) use 0.85 Importance Factor 1 Hurricane Prone Region (W100 mph) Table 6 -2 Values Alpha = 9.500 I 900.000 zg = At = 0.105 Bt = 1.000 Bm = 0.650 Cc = 0.200 1= Epsilon = 506.00 0.200 ft. • • Zmin = 13.00•ft • • ••• • • Izm Cc * (33/z) "0.167 I *(zm /33) ^Epsilon (11(1 +0.63 *((B +Ht) /Lzm)^0.63)) ^0.5 • • 2/7/2010 ••• • ••• • Gust2 b 925 *((1 +1 7 *Izm *3 4 *Q)/(1 +1 7 *3.4 *Izm))_ Gust St Factor , u11mfar G Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 0.851 Fig 6-5 Internal Pressure Coefficients for Buildings, Gcpi Condition G c i Max + Max - Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings 0.18 1 -0.18 Developed by Meca Enterprises, Inc. Copyright 2006 SMITH SMITH DESIGN CORP Page 14 • • • • •• • • •••• • • • • • • • • • •••• ••• • ••• Page No. 1 of 4 • • • • • • • • • • • • • • • • • Structural Rid & Design Engineering Detailed Wind Load Design (Method 2) per ASCE 7 -05 Developed by Meca Enterprises, Inc. Copyright 2006 SMITH SMITH DESIGN CORP Page 15 2/7/2010 •••• • • • • •••• • • • • •• • • • • • • • • •• •• • • • • •••• • • • • • • •••• • •••• • • • • • •• •• •• • • • • • • • • • • • • • • •• • • •••• • • •••• • • • • • Page No. 2 of 4 • • • • • • Structural Aid & Derige Engineering, Detailed Wind Load Design (Method 2) per ASCE 7 -05 Developed by Meca Enterprises, Inc. Copyright 2006 SMITH SMITH DESIGN CORP Page 16 2/7/2010 . • • • •••• • • • • .. • . • • • • • S I •• • • • • .... • • . .... • • • . • • • • • .... .. • • • • • • • • • • • • • • • .. • .... • • • • Page No. 3 of 4 • • • Structural Aid & Deolan Engineering Detailed Wind Load Design (Method 2) per ASCE 7 -05 Fiqure 6 -11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/ Ht <= 60 ft a = 2.55 =_> 4111144V , , , 1' • • • • • • Hipped Roof 7 < Theta <= 27 3.00 ft a Double Click on any data entry line to receive a help Screen Component Width (ft) Span (ft) Area (ftA2) Zone GCp Wind Press (Ib /ft"24 Max Min Max__ • • •Min A WINDOW 2 4 8.00 4 1.00 -1.10 61.6 -66.91 • , B WINDOW 3 5 15.00 4 0.97 -1.07 60.0p,, :. 65.28 A WINDOW 2 4 8.00 4 1.00 -1.10 61.68.... -66.91 • G WINDOW 4 5 20.00 5 0.95 -1.29 58.90. •..'17.03: H WINDOW 3 5 15.00 4 0.97 -1.07 60.0. • •.155.28 H WINDOW 3 5 15.00 4 0.97 -1.07 60.06.'•.5.28' I WINDOW 3 3 9.00 5 1.00 -1.40 61.68.. • .182.59 . • Note: * Enter Zone 1 through 5, or 1H through 3H for overhangs. Developed by Meca Enterprises, Inc. Copyright 2006 SMITH SMITH DESIGN CORP Page 17 • • • • • • • • 2/7/2010 ••• • ••• • • • • • • • •• • •••• • • • • • • • • • • • • • • • • • • • • •••• • • • • Page No. 4 of 4 PROJECT : CLIENT : JOB N° : T RESIDENCE ADDITION PAGE : DESIGN BY : REVIEW BY ASCE NEW 00 NDOtU ININDOW 00 I0 5.00' Area Zone 1 Pressure 8.00 15.00 8.00' 4 20.00 6 sra 00 Page 18 15.00 15.00 9.00 • • .. • .. • • • • • • .. • • • .. • • • .... • • • • • • • Structural Aid & De,ign Engineering Detailed Wind Load Design (Method 2) per ASCE 7 -05 Analysis by: CG Company Name: SMITH & SMITH DESIGN CORP Description: SMART RESIDENCE LEFT ELEVATION Structure Type Building Basic Wind Speed (V) 146 mph Struc Category (I, II, III, or P II Exposure (B, C, or D) C Struc Nat Frequency (n1) 1 Hz Slope of Roof 4.0 :12 Slope of Roof (Theta) 18.4 Deg Type of Roof Hipped Kd (Directonality Factor) 1 Eave Height (Eht) 24.33 ft Ridge Height (RHt) 28.92 ft Mean Roof Height (Ht) 26.63 ft Width Perp. To Wind Dir (B 25.50 ft Width Paral. To Wind Dir (L 32.67 ft Type of Structure Height/Least Horizontal Dim 1.04 Flexible Structure No Importance Factor 1 1 1 Hurricane Prone Region (V>100 mph) Table 6 -2 Values Alpha = zg = 9.500 900.000 At = 0.105 Bt = 1.000 Bm = 0.650 Cc = I= 0.200 500.00 ft Epsilon = 0.200 Zmin = 15.00 f! • .. • • Gust1 For rigid structures (Nat Freq > 1 Hz) use 0.85 Zm zm 0.6 * Ht Cc * (33/z) ^0.167 2R/2010 .. • • ... • • • .. • • • ... • • • • • • Lzm I*(zm/33)AEpsilon 432.49 Q (11(1 +0.63 *((B +Ht) /Lzm) ^0.63)) ^0.5 0.9260 ft. • • • Gust2 0.925 *((1 +1.7 *Izm *3.4 *Q) /(1 +1.7 *3.4 *Izm)) 0.8863 • • 1Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 0.851 Fig 6 -5 Internal Pressure Coefficients for Buildings. Gcpi Condition Gc i Max + Max - Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings 0.18 1 -0.18 Developed by Meca Enterprises, Inc. Copyright 2006 SMITH SMITH DESIGN CORP Page 19 Page No. 1 of 4 • Structural Aid & Desige Begieeerieg • • Detailed Wind Load Design (Method 2) per ASCE 7 -05 Developed by Meca Enterprises, Inc. Copyright 2006 SMITH SMITH DESIGN CORP Page 20 2/7/2010 • • • • •••• • .. • •• • • . • .. • •• •• • • •••• • • . .... • • • •••• • • •• •• .. • • • • • • .. • • .. •• • •••• • • • • Page No. 2 of 4 • Structural Aid & Derign 6n®ineerin9 • • Detailed Wind Load Design (Method 2) per ASCE 7 -05 Developed by Meca Enterprises, Inc. Copyright 2006 SMITH SMITH DESIGN CORP Page 21 2/7/2010 ... • • • .. • .. •••• • • • • • .. • .... • .... • • . .... • • • .... • • .... .. • • • • .. • • • • • • .. • • •••• • • Page No. 3 of 4 • • • Structural Aid & Deilgn Engieeerine Detailed Wind Load Design (Method 2) per ASCE 7 -05 Fi s ure 6 -11 - External Pressure Coefficients GC Loads on Components and Cladding for Buildings w/ Ht <= 60 ft a = 2.55 =_> Hipped Roof 7 < Theta <= 27 3.00 ft a Double Click on an data ent►v line to receive a help Screen Component Width (ft) Span (ft) Area (ftA2) Zone GCp Wind Press (IbMtn). Max Min Mar: • • *Min A WINDOW 2 4 8.00 4 1.00 -1.10 61.68 -- -86.91 • B WINDOW 3 5 15.00 4 0.97 -1.07 60.0g..: A WINDOW 2 4 8.00 4 1.00 -1.10 •.65.28 61.68,x_• -66.91 G WINDOW 4 5 20.00 5 0.95 -1.29 58.98s...47.03 ; H WINDOW 3 5 15.00 4 0.97 -1.07 60.0 §,,,• - §5.28 H WINDOW 3 5 15.00 4 0.97 -1.07 60.06,•,, - 5.28 • I WINDOW 3 3 9.00 5 1.00 -1.40 61.660•,42.59 Note: * Enter Zone 1 through 5, or 1H through 3H for overhangs. Developed by Meca Enterprises, Inc. Copyright 2006 SMITH SMITH DESIGN CORP Page 22 • • • • • • •• • • 2/7/2010 • ••• • • • • • • • •• • • • • • • ••• • • •• • • • • • •• • • • •••• • • • • •••• Page No. 4 of 4 • • • PROJECT : ,$@i(AFLT R IDENCE PAGE • CLIENT : 8MIT#i &SMITH LiESJGN CORP: DESIGN BY DG JOB DESCRIPTION.: DATE : REVIEW BY C{ MWFRS APPROACH 11 WIND DATA V= 146 mph Wind speed Fig 6-1b, pg 37 I = 1.0 Importance Factor, Table 6 -1 page 73 Building Category = II Table 1 -1 pg 4 Exposure = C Page 28 Length of Building (L) = 32.67 ft Parallel to Truss / Rafter Direction Width of Building (B ) = 25.50 ft Perpendicular to Truss / Rafter Direction Mean Roof Height = 26.63 ft z = 26.63 ft Kz = 0.96 Kd = 1 Kzt= 1 slope of roof = 4.0/12 18.43° Roof Type = 2 Gable = 1, Hip = 2 q = 52.27 psf Wind pressure © mean roof height GCPi = +/- 0.18 G = 0.85 Gust Effect Factor 6.5.8.1 page 30 a = 3.00 ft MEMBER DATA s = 2.00 ft Truss / Rafter spacing Roof DL = 25.0 PSF Span = 27.67 ft Truss / Rafter Total Span Roof LL = 30.0 PSF Overhang = 2.00 ft Truss / Rafter Overhang Tributaa Height = 0.00 ft Wind Calculations GCP = 0.30 ( Roof Zone 1,2,3 Positive ) GCP = -0.80 ( Roof Zone 1,Negative ) GCP = -1.20 ( Roof Zone 2,Negative ) GCP = -2.00 ( Roof Zone 3,Negative) •11110111 GCP = -2.20 ( Overhang Zone 2,Negative) • • • •••• GCP = -2.50 ( Overhang Zone 3, Negative ) • • • •• • • • • • • • • • • • • • • • • • • • Ittr to Tress ) • ` • • • • Design Wind Pressure • MWFRS•• Components & Cladding • ROOF Overhang • • • • • • • Roof, •••••• - GCPi + GCPi ( +) Zone 1 - Zone 2 - Zone 3 - ( +) Zone 1 - Zone 2 - Zone 3 - Zone 2 - 7AR,� alai • 6.3 PSF -51.2 PSF -72.1 PSF -114.0 PSF 25.1 PSF -32.4 PSF -53.3 PSF -114.0 PSF -105.6 PSF -140.1 PSF -49.4 P• SF CP = 0.80 LB = 1.28 C, = -0.50 Windward + Leeward = 57.8 PSF ( Windward Wall Fig. 6-61 CP = 0.80•• • • • • • • • L/B = 0.7ti CP = -0.4) • : • Windward + Leeward = 5j.8 PS� (Perril'r*il + Leeward) • • • ( Leeward Wall Fla. 6-61 ( Parallel to Truss) (Internal Pressure is not a factor for Windward Connector Design •• • . •••• . • Calculations : Max. Vertical Wnd ( -) = -49.4 PSF Max. Horizontal Wind perpendicular to Truss = 57.8 PSF • • Max. Vertical Wind ( +) = 25.1 PSF Max. Horizontal Wind parallel to Truss = 57.8 PSF Max Gravity = 55.0 PSF Max. Vertical Wind Overhang = -105.6 PSF Uplift (W) = -2272 Ibs ( D) = 2452 Ibs 11 (L1 ) = 0 Ibs -1- (L2) = 0 Ibs • • Net Gravity SHEAR SHEAR Connector Properties : Combined Denomination Manufac. # Uplift Capacity L1 Capacity L2 Capacity 2 PLY ASSEMBLY ENG. CONN. 1 Units 6780 Ibs 0 Ibs 0 lbs Load Check : 0 Ibs 0.34 <1 Okll 2272 Ibs 01bs 6780 Ibs + 0 lbs -I' 0 Ibs Point Loads in GTs : Span Length = 27.7 ft REACTION UPLIFT LOAD DIST. TO SUPPORT REACTION R1 = 710 Ibs P1 = 4280 lbs L1 = 22.5 ft R1 = 799 Ibs R2= Olbs P2= Olbs L2= 0.0ft R2= Olbs R3 = 0 Ibs P3 = 0 Ibs L3 = 0.0 ft R3 = 0 Ibs R4 = 0 lbs P4 = 0 lbs L4 = 0.0 ft R4 = 0 Ibs R5 = 0 Ibs P5 = 0 Ibs L5 = 0.0 ft R5 = 0 Ibs Loads = 710 Ibs Uplift Reaction Due to Point Loads = 799 Ibs GRAVITY LOAD DIST. TO SUPPORT P1 = 3804 Ibs L1 = 22.5 ft P2= Olbs L2= 0.0ft P3 = 0 Ibs L3 = 0.0 ft P4 = 0 lbs L4 = 0.0 ft P5 = 0 Ibs L5 = 0.0 ft Gravity Reaction Due to Point Page 23 • • PROJECT : T!FtEESRgNCE PAGE : CLIENT : ItTH 8e�. (�lFP DESIGN BY JOB DESCRIPTION lr DATE: • r REVIEW BY -:,:. � . MFRS APPRO H' WIND DATA V= 146 mph Wind speed Fig 8-1b, pg 37 I = 1.0 Importance Factor, Table 6-1 page 73 Building Category = II Table 1 -1 pg 4 Exposure = C Page 28 Length of Building (L) = 32.67 ft Parallel to Truss / Rafter Direction Width of Building (B) = 25.50 ft Perpendicular to Truss / Rafter Direction Mean Roof Height = 26.63 ft z = 26.63 ft Kz = 0.96 Kd = 1 Kzt= 1 slope of roof = 4.0/12 18.43° Roof Type = 2 Gable =1, Hip = 2 q = 52.27 psf Wind pressure i mean roof height GCPi = +/- 0.18 G = 0.85 Gust Effect Factor 6.5.8.1 page 30 a = 3.00 ft MEMBER DATA s = 2.00 ft Truss / Rafter spacing Roof DL = 25.0 PSF Span = 27.67 ft Truss / Rafter Total Span Roof LL = 30.0 PSF Overhang = 2.00 ft Truss / Rafter Overhang Tributary Height = 0.00 ft Wind Calculations GCP = 0.30 ( Roof Zone 1,2,3 Positive) GCP = -0.80 ( Roof Zone 1,Negative) •••• GCP = -1.20 ( Roof Zone 2,Negative) • GCP = -2.00 ( Roof Zone 3,Negative) • • • • •• • • GCP = -2.20 ( Overhang Zone 2,Negative) • GCP = -2.50 ( Overhang Zone 3,Negative) • • • • ' • • • • ••••1 • • • • • ••••i • • • • • ••••■ • i • • • • • • • • 1 • ••••• ■ to Truss ) Design Wind Pressure • IMF*. Components & Cladding • .... Roof •••• Overhang • • Roof .... •••• -49.4 PSF - GCPi + GCPi ( +) Zone 1 - Zone 2 - Zone 3- ( +) 25.1 PSF Zone 1 - -32.4 PSF Zone 2 - -53.3 PSF Zone 3 - -114.0 PSF Zone 2 - -105.6 PSF Zgieti �• -140.1 PSF 6.3 PSF -51.2 PSF -72.1 PSF -114.0 PSF Cp = LB = C Windward + Leeward = 0.80 ( Windward Wall Fla. 6-6) Cp = 0.8001 • • • L/B = 0.781 • • C 0.5fl • • Windward + Leeward = 57.8 PSF ( PerkitiltEglAr for Windward + Leeward ) 1.28 -0.50 ( Leeward Wall Fla. 6-6 1 57.8 PSF ( Parallel to Truss) ( internal Pressure is not a factor Connector Design Max. Vertical Max Vertical Max Calculations : Wind ( -) = -49.4 PSF Max Horizontal Wind perpendicular to Truss = 57.8 PSF Wind ( +) = 25.1 PSF Max Horizontal Wind parallel to Truss = 57.8 PSF Gravity = 55.0 PSF Max. Vertical Wind Overhang = -105.6 PSF -4979 Ibs 4858 Ibs 0 Ibs O lbs Net Uplift (W) = Gravity ( D) = SHEAR o (L1 ) = SHEAR -1- (L2) = Connector Properties : Combined Denomination Manufac. # Uplift Capacity L1 Capacity L2 Capacity 2 PLY ASSEMBLY ENG. CONN. 1 Units 6780 Ibs 0 Ibs 0 Ibs Load Check : 4979 Ibs 0 lbs 0Olbs 0.73 <1Okll 0 Ibs 6780 Ibs + 0 Ibs + Point Loads in GT's : Span Length = 27.7 ft UPLIFT LOAD DIST. TO SUPPORT REACTION 3117 Ibs P1 = 4280 Ibs L1 = 5.0 ft R1 = 3507 Ibs Olbs P2= Olbs L2= 0.0ft R2= Olbs 0 Ibs P3 = 0 Ibs L3 = 0.0 ft R3 = 0 Ibs 0 Ibs P4 = 0 Ibs L4 = 0.0 ft R4 = 0 Ibs 0 Ibs P5 = 0 Ibs L5 = 0.0 ft R5 = 0 Ibs 3117 Ibs U .lift Reaction Due to Point Loads = 3507 Ibs GRAVITY LOAD DIST. TO SUPPORT REACTION P1 = 3804 Ibs L1 = 5.0 ft R1 = P2= Olbs L2= 0.0ft R2= P3 = 0 Ibs L3 = 0.0 ft R3 = P4 = 0 Ibs L4 = 0.0 ft R4 = P5 = 0 Ibs L5 = 0.0 ft R5 = Gray Reaction Due to Point Loads = Page 24 PROJECT : $MART E$IDENCE PAGE • CLIENT : - SMFT11 &'SMITH DEN CORP DESIGN BY : DC JOB DESCRIPTION.: GT1 DATE : REVIEW BY : MWFRsAPPROACH WIND DATA V= 146 mph Wind speed Fig 6 -1b, pg 37 I = 1.0 Importance Factor, Table 6 -1 page 73 Building Category = 11 Table 1 -1 pg 4 Exposure = C Page 28 Length of Building ( L) = 36.17 ft Parallel to Truss 1 Rafter Direction WIdth of Building (B ) = 105.83 ft Perpendicular to Truss / Rafter Direction Eave Height = 12.00 ft z = 15.00 ft Kz = 0.85 Kd = 1 Kzt= 1 slope of roof = 0.0/12 0.00° Roof Type = 2 Gable =1, Hip = 2 q = 46.32 psf Wind pressure @ mean roof height GCPi = +/ -0.18 G = 0.85 Gust Effect Factor 6.5.8.1 page 30 a = 3.62 ft MEMBER DATA s = 3.67 ft Truss / Rafter spacing Roof DL = 30.0 PSF Span = 17.00 ft Truss / Rafter Total Span Roof LL = 30.0 PSF Overhang = 0.00 ft Truss / Rafter Overhang Tributary Height = 0.00 ft Wind Calculations GCP = 0.30 ( Roof Zone 1,2,3 Positive ) GCP = -0.80 ( Roof Zone 1,Negative) GCP = -1.21 ( Roof Zone 2,Negative) ••••• • Design Wind Pressure • Components & Cladding • • • • M MWFR6 • Roof • Overhang :• - GCPi + + GCPi • ( +) Z Zone 1 - Z Zone 2 - Z Zone 3 - ( ( +) Z Zone 1 - Zone 2- Z Zone 3- Z Zone 2- Z Zone48 - • ••• • 5.7 PSF - -45.5 PSF - -64.3 PSF - -101.4 PSF 2 22.4 PSF - -28.8 PSF -47.6 PSF - -101.4 PSF - -93.6 PSF - -123il PSFl - -43.8 P3F• • Cp = 0.80 ( ( Windward Walt Fia. 6-61 C Cp = 0.84 • : • • Page 25 PROJECT: CLIENT : JOB DESCRIPTION. : WIND DATA V= 146 mph I= 1.0 Building Category = II Exposure = C Length of Building (L) = 28.92 ft Width of Building (B) = 24.33 ft Mean Roof Height = 26.63 ft z= 26.63 ft Kz = 0.96 Kd = 1 Kzt = 1 slope of roof = 4.0/12 Roof Type = 2 q = 52.27 psf GCPi = +1- 0.18 G = 0.85 a= 3.00 ft Wind speed Fig 6-1b, pg 37 Importance Factor, Table 6-1 page 73 Table 1 -1 pg 4 Page 28 Parallel to Truss / Rafter Direction Perpendicular to Truss / Rafter Direction 18.43° Gable = 1, Hip = 2 Wind pressure t mean roof height Gust Effect Factor 6.5.8.1 page 30 s= 2.00 ft Span = 22.50 ft Overhang = 2.00 ft Tributary Height = 7.33 ft MEMBER DATA Truss / Rafter spacing Truss / Rafter Total Span Truss / Rafter Overhang Roof DL = 25.0 PSF Roof LL = 30.0 PSF Wind Calculations GC, = 0.30 GC, = -0.80 GC, = -1.20 GC, = -2.00 GC, = -2.20 GC, = -2.50 ( Roof Zone 1,2,3 Positive ) ( Roof Zone 1,Negative ) ( Roof Zone 2,Negative ) ( Roof Zone 3,Negative) ( Overhang Zone 2,Negative ) ( Overhang Zone 3,Negative • • • • • •• • • •••• • • •••• • • • • • •• •• C,, = 0.80 LB= 1.19 C, = -0.50 Windward + Leeward = 57.8 PSF ( Windward Wall Flo. 6-61 • • • • • • • •••• ••• • • e • • • • • • • • • CP = 0.80 • • • • LB= 0.84 ••o• • •••• • • ( Leeward Wall Fiq. 6-6) Cp = -0.50 • • ( Parallel to Truss) Windward + Leeward = 57.8 PSF ( Perper&rihcutarto Truss ) ( Interval Pressure is not a factor for Windward + Leeward ) •• • • Connector Design Calculations : Max. Vertical Wind ( -) = -49.4 PSF Max Vertical Wind ( +) = 25.1 PSF Max Gravity = 55.0 PSF Net Uplift ( W ) _ -1269 Ibs Gravity ( D ) = 1458 Ibs SHEAR n (L1) = 503 Ibs SHEAR -L (L2) = 424 Ibs Connecta Max Horizontal Wind perpendicular to Truss = 57.8 PSF Max. Horizontal Wind parallel to Truss = 57.8 PSF Max. Vertical Wind Overhang = -105.6 PSF Denomination Design Wind Pressure •••••• •• Components & Cladding • • •' MWFRS Roof Overhang • •• •• • • Roof • • - GCP1 + GCP! ( +) Zone 1 - Zone 2 - Zone 3 - ( +) Zone 1 - Zone 2 - Zone 3 - Zone 2 - Zone 3 - 6.3 PSF -51.2 PSF -72.1 PSF -114.0 PSF 25.1 PSF -32.4 PSF -53.3 PSF -114.0 PSF -105.6 PSF -140•: n; , -49.4 PSF C,, = 0.80 LB= 1.19 C, = -0.50 Windward + Leeward = 57.8 PSF ( Windward Wall Flo. 6-61 • • • • • • • •••• ••• • • e • • • • • • • • • CP = 0.80 • • • • LB= 0.84 ••o• • •••• • • ( Leeward Wall Fiq. 6-6) Cp = -0.50 • • ( Parallel to Truss) Windward + Leeward = 57.8 PSF ( Perper&rihcutarto Truss ) ( Interval Pressure is not a factor for Windward + Leeward ) •• • • Connector Design Calculations : Max. Vertical Wind ( -) = -49.4 PSF Max Vertical Wind ( +) = 25.1 PSF Max Gravity = 55.0 PSF Net Uplift ( W ) _ -1269 Ibs Gravity ( D ) = 1458 Ibs SHEAR n (L1) = 503 Ibs SHEAR -L (L2) = 424 Ibs Connecta Max Horizontal Wind perpendicular to Truss = 57.8 PSF Max. Horizontal Wind parallel to Truss = 57.8 PSF Max. Vertical Wind Overhang = -105.6 PSF Denomination Manufac. # Uplift Capacity L1 Capacity L2 Capacity NVHTA22H NU -VUE 1 Units 31171bs 15751bs 21751bs Combined Load Check : 12691bs 5031bs 4241bs 3117 Ibs + 1575 Ibs + 2175 Ibs° 0.92 <1 Ok!! Page 26 PROJECT : SMART RESIDENCE PAGE : CLIENT : SMITH & SMITH DESIGN CORP DESIGN BY : i C,'. JOB DESCRIPTION.: T2 DATE : REVIEW BY : C3 4 MWFR$ APPROACH WIND DATA V= 146 mph Wind speed Fig 6-1b, pg 37 I = 1.0 Importance Factor, Table 6 -1 page 73 Building Category = 11 Table 1 -1 pg 4 Exposure = C Page 28 Length of Building ( L) = 28.92 ft Parallel to Truss / Rafter Direction Width of Building (B ) = 24.33 ft Perpendicular to Truss / Rafter Direction Mean Roof Height = 26.63 ft z= 26.63 ft Kz = 0.96 Kd = 1 Kzt= 1 slope of roof = 4.0/12 18.43° Roof Type = 2 Gable =1, Hip = 2 q = 52.27 psf Wind pressure © mean roof height GCPi = +/- 0.18 G = 0.85 Gust Effect Factor 6.5.8.1 page 30 a = 3.00 ft MEMBER DATA s = 2.00 ft Truss / Rafter spacing Roof DL = 25.0 PSF Span = 5.00 ft Truss / Rafter Total Span Roof LL = 30.0 PSF Overhang = 2.00 ft Truss / Rafter Overhang Tributary Height = 7.33 ft Wind Calculations GCP = 0.50 ( Roof Zone 1,2,3 Positive ) •••• GCP = -0.90 ( Roof Zone 1,Negative) • • • •••• GCP = -1.70 ( Roof Zone 2,Negative) • • • •• • • GCP = -2.60 ( Roof Zone 3,Negative) • •• GCP = -2.20 ( Overhang Zone 2,Negative) • GCP = -3.70 ( Overhang Zone 3, Negative ) • •••.. • • • •• ••• • • • • • • • • • • • • • • • • • • • •••• • • •••• • •••• • to Truss ) • Design Wind Pressure • • •••••• Components & Cladding • • • • MWFRS Roof Overhang • •• .• • • • Roof • • •• -GCPi +GCPi ( +) Zone 1 - Zone 2 - Zone 3 - ( +) Zone 1 - Zone 2 - Zone 3 - Zone 2 - Zone 3 - 16.7 PSF -56.5 PSF -98.3 PSF -145.3 PSF 35.5 PSF -37.6 PSF -79.5 PSF -145.3 PSF -105.6 PSF - 202 .$1'$6 -: -49.4 PSF CP = 0.80 LB= 1.19 CP = -0.50 Windward + Leeward = 57.8 PSF (,Windward Wall Fia. 641, • • • CP = 0.80 • • • LB= 0.84 •••• i •••• CP = -0.50 • Windward + Leeward = 57.8 PSF ( PerpeRci(cular + Leeward ) ( Leeward Wall Fia. 6-6) ( Parallel to Truss) ( Internal Pressure is not a factor for Windward Connector Design Calculations : Max. Vertical Wind ( -) = -49.4 PSF Max. Horizontal Wind perpendicular to Truss = 57.8 PSF Max Vertical Wind ( +) = 35.5 PSF Max Horizontal Wind parallel to Truss = 57.8 PSF Max. Gravity = 55.0 PSF Max. Vertical Wind Overhang = -105.6 PSF Uplift ( W) = -579 Ibs (D ) = 495 Ibs 11 (L1 ) = 503 Ibs 1- (L2) = 424 Ibs Net Gravity SHEAR SHEAR Connector Properties : Combined Denomination Manufac. # Uplift Capacity L1 Capacity L2 Capacity NVHTA22 NU -VUE 1 Units 2649 Ibs 1575 Ibs 2175 lbs Load Check : 4241bs 0.73 <1 Oki! 579 Ibs 503lb$ 2649 Ibs 1 1575 Ibs + 2175 Ibs Page 27 PROJECT: CLIENT : JOB DESCRIPTION. : T V= 146 mph 1= 1.0 Building Category = 11 Exposure = C Length of Building ( L) = 28.92 ft Width of Building (B) = 24.33 ft Mean Roof Height = 26.63 ft z = 26.63 ft Kz = 0.96 Kd = 1 Kzt= 1 slope of roof = 4.0/12 Roof Type = 2 q = 52.27 psf GCPi = +/- 0.18 G = 0.85 a = 3.00 ft DATE: WIND DATA Wind speed Fig 6 -1b, pg 37 Importance Factor, Table 6 -1 page 73 Table 1 -1 pg 4 Page 28 Parallel to Truss / Rafter Direction Perpendicular to Truss / Rafter Direction 18.43° Gable = 1, Hip = 2 Wind pressure © mean roof height Gust Effect Factor 6.5.8.1 page 30 PAGE: DESIGN BY C? REVIEW BY: ; C RS APPROACH s = 2.00 ft Span = 7.00 ft Overhang = 2.00 ft Tributar I- Ieiaht = 7.33 ft MEMBER DATA Truss / Rafter spacing Truss / Rafter Total Span Truss / Rafter Overhang Roof DL = 25.0 PSF Roof LL = 30.0 PSF Wind Calculations GCP = 0.46 GCP = -0.88 GCp = -1.59 GCP = -2.47 GCP = -2.20 GC, = -3.44 ( Roof Zone 1,2,3 Positive ) ( Roof Zone 1,Negative ) ( Roof Zone 2,Negative ) ( Roof Zone 3,Negative ) ( Overhang Zone 2,Negative ) ( Overhang Zone 3.Neaative • • • • • •• • • • • • • • • •• •• Design Wind Pressure •• • • • Components & Cladding • •MWFR$ • Roof Overhang • • • • , Zone•3 . • • Roof • • - GCPI + GCPi ( +) Zone 1 - Zone 2 - Zone 3 - ( +) Zone 1 - Zone 2 - Zone 3 - Zone 2 - 14.5 PSF -55.3 PSF -92.7 PSF -138.6 PSF 33.3 PSF -36.5 PSF -73.9 PSF -138.6 PSF -105.6 PSF - 1895.P8F.. -49.4 PSF Cp = 0.80 LB = 1.19 Cp = -0.50 Windward + Leeward = 57.8 PSF ( Windward Wall Fla. 6-61 • • •••• • • • • • • • • • • • • •••• • • • C 0 . 8 0 ' • • • LB= 0.84: ••• • • ( Leeward Wall FIq. 6-6) Cp = -0.50 • • • • • • • • ( Parallel to Truss) Windward + Leeward = 57.8 PSF • ( PerApitIvOi to Truss ) ( Internal Pressure is not a factor for Windward + Leeward ) Calculations : Max. Vertical Wind ( -) = -49.4 PSF Max Vertical Wind ( +) = 33.3 PSF Max. Gravity = 55.0 PSF Net Uplift ( W) = -658 Ibs Gravity (D ) = 605 Ibs SHEAR II (L1) = 503 Ibs SHEAR J- (L2) = 424 Ibs Connecto Properties : Connector Design • • • • Max. Horizontal Wind perpendicular to Truss = 57.8 PSF Max Horizontal Wind parallel to Truss = 57.8 PSF Max Vertical Wind Overhang = -105.6 PSF Denomination Manufac. # Uplift Capacity L1 Capacity L2 Capacity NVHTA 22 NU -VUE 1 Units 2649 Ibs 1575 Ibs 2175 Ibs Combined Load Check 6581bs 5031bs 4241bs 2849 Ibs i 1575 Ibs + 2175 Ibs° 0.76 <1 Oki! Page 28 • PROJECT : {ART RESIDE NCE' CLIENT : JE MITH JOB N °:2B3 INPUT DATA : LOADS • fc = Ec = 3122.02 ksi FY = b =. h= cover = d = 28.50 In IcR = 8100.00 in4 Sxx = 540.00 in3 FROM ROOF : WTRIBUTARY = 0 DL = 175.00 Ibs /ft LL = 210.00 Ibs /ft FROM FLOOR : WTRIBUTARY = : DL = 810.00 Ibs /ft LL = 240.00 Ibs/ft FROM STAIR/BALCONY : WTRIBUTARY = DL = 0.00 Ibs /ft LL = 0.00 Ibs /ft FROM GROUND SLAB : WTRIBUTARY = 0 00: DL = 0.00 Ibs /ft LL = 0.00 Ibs /ft FROM DECK/EXTERIORS : WTRIBUTARY = DL = 0.00 Ibs /ft LL = 0.00 Ibs /ft TOTAL LOAD : DL = 2226.67 Ibs /ft LL = 450.00 Ibs /ft DATE : 3/4� Area = 240.00 in2 %Cr. = F.S. = 1.34 WIND LOAD : WTRIBUTARY, ft HORIZ. WIND = 0.00 Ibs /ft GLASS WALL : THICKNESS = HEIGHT = DL = 0.00 Ibs /ft PAGE: DESIGN BY : 010 REVIEW BY : AC1 318-05 INPUT DATA • SPAN 1 = 9 3;ff'i Iyy = 576.00 in4 Windward + Leeward = Concr. Weight = Reinf. Wall = Glass Weight = DESIGN LOADS ROOF: DL = 25.00 pi LL = 30.00 p` INTERMEDIATE FLQQ,R : • DL.= 135 t €r • • • •tL 3; STAfig BL )LCONIE „ •• • • • • • • , • •• •• •• • MASONRY WALL : HEIGHT = 10.00 ft DL = 1000.00 Ibs /ft SELFWEIGHT : AREA = 1.67 ft2 DL = 241.67 Ibs /ft LOAD CASE TO USE Qu = 3392.00 Ibs /ft W = 0.00 Ibs /ft •••• POOL DECK & EXT. SLAB : DL LL =:0.00 ( For Vertical Load ) ( For Horizontal Load ) • • • • • • • • • Page 29 PROJECT: CLIENT : JOB N° • DATE: PAGE : DESIGN BY : REVIEW BY : + ACI 318 45 LOADS • SHEAR MOMENT : • • • • .... • . • . ( FOR ULTIMATE LOAD ) REACTIONS SUPPORT 1 SUPPORT 2 TOTAL = TOTAL = IMMEDIATE DEFLECTION CHECK : AMAX = 0.0150 in AALLOWABLE ( DEAD LOAD ONLY ) irk Ok Page 30 PROJECT : SMART RESIDENCE CLIENT : JSMITH JOB N° : 2B-3 INPUT, fc = Fy = b= d= Mu _ Vu = 3.00 ksi 60.00 ksi 8.00 in 28.50 in 0.00 ft-kips 15.82 kips Light weight concrete factor (NW =1, LW =.75) _ 1.00' • • CRACK CONTROL: Ma = Cover = TORSION: Tu = h = 27.00 in NEGLECT TORSION, Dist to CL Tie = 0.00 ft -kips 1.50 in ft-kips # of bars 1#4 1 #5 1 #6 1 #7 1 #8 1 #9 1 #10 1 #11 BEAM BOTTOM As 0.20 in2 0.31 in2 0.44 in2 0.60 in2 0.79 in2 0.99 in2 1.23 in2 1.48 in2 CONCRETE BEAM DESIGN BENDING As = 0.00 in2 AS MIN = 0.00 in2 AS MAx = 3.66 in2 SHEAR OvVc = 18.73 k VS (REQ.) = 0.00 k Tat = 9 At/s = 0 Av +2At/s = 0 Av +2At(m) = 0 AI /4 = 0 Total As = 0 REINFORCING STIRRUPS Size 2 Iegs #3@ 14.2 in #4@ 14.2 in #5@ 14.2 in #6@ 14.2 in Max Rebar Spacing for crack control = 11.25 in p = 0.00000 P MIN = 0.00000 per= 0.01604 TORSION .13 ft-kips .00 in2 .00 in2 .01 in2 .00 in2 .00 in2 4 legs 14.2 in 14.2 in 14.2 in 14.2 in BEAM REINFORCING Use2 #5Top Use 2 # 5 Bottom Use Stirrups # 3 @ 10" PAGE: DESIGN BY : REVIEW BY : ACt 318-05 Av /5= 0.00 in2 Av /SMIN= 0.01in2 •••• • • •••• • • • • •• • • • • • • • •• • •• • •••• • • • • •••• • •••• • • • • • •(Tor ip 1, %el all 4 feces) (As Olus•AI74) • • • • • •• • • •••• • • • • • • • • • • • • • Page 31 eto INPUT, fc = Fy = b= d= Mu = Vu = 3.00 ksi 60.00 ksi 8.00 in 28.50 in 36.91 ft-kips 15.82 kips Light weight concrete factor (NW =1, LW =.75) = 1 00 • CRACK CON ROL: Ma = .63 ft-kips Cover = 1.50 in TORSION. Tu = i . 0 ft -kips h = 27.00 in NEGLECT T RSION Dist to CL Tie = _ 1.60 in PROJECT: CLIENT : JOB N° : CONCRETE BEAM DESIGN BENDING As = 0.29 in2 As MIN = 0.39 in2 As Max = 3.66 in2 sHEAR OvVc = 18.73 k Vs (REQ.) = 0.00 k p = 0.00128 P MIN = 0.00171 per= 0.01604 TORSION, TcR = 9.13 ft-kips At/s = 0.00 in2 Av +2At/s = 0.00 in2 Av +2At(m) = 0.01 in2 AI /4 = 0.00 in2 Total As = 0.29 in2 BEAM BOTTOM REINFORCING # of bars As 2#4 0.39 in2 2 #5 0.61 in2 1 #6 0.44 in2 1 #7 0.60 in2 1 #8 0.79 in2 1 #9 0.99 in2 1 #10 1.23 in2 1 #11 1.48 in2 STIRRUPS Size 2 legs 4 legs #3 @ 14.2 in 14.2 in #4@ 14.2 in 14.2 in #5@ 14.2 in 14.2 in #6@ 14.2 in 14.2 in Max Rebar Spacing for crack control = 14.34 in BEAM REINFORCING Use 2 # 5 Top Use 2 # 5 Bottom Use Stirrups # 3 @ 10" PAGE: DESIGN BY : REVIEW BY : AGI 318 -05 Av /S= 0.00in2 AV / S MIN = 0.01 in2 • • • • • •••• • • • • • •• • • • • • • • • • •• • • • • • •••• • • • • • • •••• • •••• • • • • • (Torsion steel all 4•faceg) • (As mluseAli4) •• `• • • • • • •• • • •••• • • •••• b • • Page 32 DIAM. AREA A's 0.61 in2 As = 0.61 in2 Ec = 3122.02 ksi Es 2 PROJECT : SMART I DENCE CLIENT : JSMITH' JOB N° : 2B-3 DATE : 3/4! DEFLECTION CALCULATION CENTROID LOCATION AND Io FOR UNCRACKED SECTION : n = 9.29 A's PAGE : DESIGN BY : 010 REVIEW BY : ACI 318-05 E fl= ts Gr n area (in2) n *area y, (in) yi *n *area 1 (in4) d (in) d2 (in2) d2 *n *area 1038.75 9.29 0.61 5.70 1.50 8.55 0.00 -13.50 182.25 As 9.29 0.61 5.70 28.50 162.44 0.00 13.50 182.25 1038.75 Ac 240.00 240.00 15.00 3600.00 18000.00 0.00 0.00 251.40 3770.99 18000.00 y= 15.00 in I9 = 20077.49 in4 CENTROID LOCATION AND Ixx FOR CRACKED SECTION : al = 1.00 a2 = 2.70 a3 = -41.88 y= 5.26 in IcR = 3538.30 in4 CRITICAL RATIO OF MOMENT OF INERTIA : IcR /I9= 0.176 HEIGHT OF COMPRESSION BLOCK : R, = 0.85 ........... _ _ _ ....... . E = 0. -ir al = 17.34 a2 = 16.57 a3 = - 130.50 c = 2.31 in t *Alt 0.00 • • 24177/4'9 • .• •• • • • • • • • •• •• • •••• • • •••• • •• • • • • • • • • •••• • • • • • •• •• •• • • • • • • • • • • • • 1 •• • • •••• • • • • •••• • • • • • • _ 1 by; +in -1 (y -d'r+ (d -yY 3 Page 33 PROJECT : CLIENT : JOB N° : t .RESIDENCE PAGE: DESIGN BY : REVIEW BY : ACL, 318-05 CRACKING MOMENTS AND NON - FACTORED MOMENT AT MAX. DEFLECTION POINT : fr = 0.41 ksi MCR+ = 549.84 in -kips MOR = 549.84 in -kips Ma+ = 331.60 in -kips Ma = 0.00 in -kips le = 20077.49 in4 IMMEDIATE DEFLECTION CHECK : AMAX = 0.0069 in ( DEAD LOAD + LIVE LOAD ) AALLOWABLE = 3111_ in Ok LONG TERM DEFLECTION CHECK : 5 years or ..... 3 mots.,...... ............. ....a 1.0 p' = 0.003 AA = 1.76 •••• •••• • • • •••••• •••• • •••• • • • • • • • •• •. •• • ••••i AMAX = 0.0122 in ( DEAD LOAD + LIVE LOAD ) LIALLOWABLE • • • • •••eo • • • • • • • • • • • • • Page 34 PROJECT : SMART RESIDENCE CLIENT : JMITH' JOB N° : 28-2 INPUT DATA : LOADS • • fc = Ec = 3122.02 ksi FY = b= h= cover = d = 14.50 in IcR = 1228.80 in4 Sxx = 153.60 in3 FROM ROOF : WTRIBUTARY = DL = 175.00 Ibs /ft LL = 210.00 Ibs /ft FROM FLOOR : WTRIBUTARY = DL = 405.00 Ibs /ft LL = 120.00 Ibs /ft FROM STAIR/BALCONY : WTRIBUTARY = DL = 0.00 Ibs /ft LL = 0.00 Ibs /ft FROM GROUND SLAB : WTRIBUTARY = DL = 0.00 Ibs /ft LL = 0.00 Ibs /ft FROM DECK/EXTERIORS : WTRIBUTARY = DL = 0.00 Ibs /ft LL = 0.00 Ibs /ft TOTAL LOAD : DL = 708.89 Ibs /ft LL = 330.00 Ibs /ft Area = 128.001n2 %Cr. = F.S. = 1.34 00° WIND LOAD : WTRIBUTARY = HORIZ. WIND = 0.00 Ibs /ft GLASS WALL: THICKNESS = HEIGHT = DL = 0.00 Ibs /ft PAGE: DESIGN BY : DCC. M12010' REVIEW BY : CG ACI 318 INPUT DATA : SPAN 1 = IW = 307.20 in4 Windward + Leeward = Concr. Weight = Reinf. Wall = Glass Weight = MASONRY WALL : HEIGHT = 0.00 ft DL = 0.00 Ibs /ft SELFWEIGHT : AREA = 0.89 ft2 DL = 128.89 Ibs/ft LOAD CASE TO USE Qu = 1378.67 Ibs /ft W = 0.00 Ibs /ft ROOF: DESIGN LOADS DL = 2,p* LL = 30.00 If INTERMEDIATE FLOOR : DL = LL0 s STAIRS $ BACONIES•:• • DL•= r tL4 ••••••• GROUN1 kQ'OR • DL := It • • • POOL DECK & EXT. d • 1 LL = 0.0 ( For Vertical Load ) ( For Horizontal Load ) • •••• • ••*• • • .001 • ••••1 ••••11 0 ••004 • • • • 0 • • Page 35 PROJECT :4 CLIENT : JOB N° : PAGE : DESIGN BY : REVIEW BY : ACI 318-05 LOADS: MOMENT : M = Mme+ = 22i2 ft.k# Vmm = 7.»1 kips T, _ 0Mkp AMAX — tin •••• • • • • • •• •••• � • • •••• • • ••••i • • • •••• ••••I • • • • •• • ••••■ FOR ULTIMATE LOAD ) REACTIONS SUPPORT 1 SUPPORT 2 • • •••• • • • •••• • • • • • • • • • DL = DL = TOTAL = TOTAL = IMMEDIATE DEFLECTION CHECK : ( USING IcR ESTIMATED ) ( DEAD LOAD ONLY ) Ok Page 36 PROJECT : SST REIDENCE CLIENT : ,!SMITH JOB N° : 2B -2 INPUT, = 3.00 ksi Fy = 60.00 ksi b= 8.00 in d= 14.50 in Mu = 0.00 ft-kips Vu = 7.81 kips Light weight concrete factor (NW =1, LW =.75) = ' 00 CRACK CONTROL: Ma = ft-kips Cover = 1.50 in TORSION: Tu =.00'ft-kips h= 13.00in NEGLECT TORSION Dist to CL Tie = 1 CONCRETE BEAM DESIGN BENDING As = 0.00 in2 AS MIN = 0.00 in2 As MAx = 1.86 in2 SHEAR QJvVc = 9.53 k VS (REQ.) = 0.00 k /4/2010 p = 0.00000 P MIN = 0.00000 per= 0.01604 TORSION Teri = 3.53 ft-kips At/s = 0.00 in2 Av +2At/s = 0.00 in2 Av +2At(m) = 0.01 in2 AI /4 = 0.00 in2 Total As = 0.00 in2 BEAM BOTTOM REINFORCING # of bars As 1 #4 0.20 in2 1 #5 0.31 in2 1 #6 0.44 in2 1 #7 0.60 in2 1 #8 0.79 in2 1 #9 0.99 in2 1 #10 1.23 in2 1 #11 1.48 in2 STIRRUPS Size 2 legs 4 legs #3@ 7.2 in 7.2 in #4@ 7.2 in 7.2 in #5 @ 7.2 in 7.2 in #6 @ 7.2 in 7.2 in Max Rebar Spacing for crack control = 11.25 in PEAM REINFORCING Use 2 #5Top Use 2 # 5 Bottom Use Stirrups # 3 @ 7" PAGE : DESIGN BY REVIEW BY : AC! 318-05 Av /S= 0.00 in2 Av / S MIN = 0.01 in2 • • • • •• • • ••••• • •••• • • • • • • •• •• • (Torsion %feral all 4 !mt. (As plus AV42 • .•• • • • • • •• •• •• • • 1 • • ffr0 • • •••• A 7; 17) •••• • • ••••I • • • ••••1 • • • ••••i • • • • • • • t- Page 37 PROJECT: CLIENT : JOB N° : DATE PAGE : DESIGN BY : 0 REVIEW BY : ACI 318 -05 INPUT f,= Fy = b= d= Mu = Vu = 3.00 ksi 60.00 ksi 8.00 in 14.50 in 22.12 ft-kips 7.81 kips Light weight concrete factor (NW =1, LW =.75) _ 00 CRACK CONTROL: Ma = Cover = ft-kips .......... 1.50 in TORSION: Tu = tL h = 13.00 in NEGLECT TORSION, Dist to CL Tie = m 1,50 10'' ft -kips # of bars 2#4 2 #5 1#6 1 #7 1 #8 1 #9 1 #10 1 #11 CONCRETE BEAM DESIGN. BE DING As = 0.35 in2 As MIN = 0.39 in2 As mAx = 1.86 in2 SHEAF OvVc = 9.53 k Vs (REQ.) = 0.00 k p = 0.00303 P MIN = 0.00333 pMAx= 0.01604 TORSION Tat = 3.53 ft -kips At/s = 0.00 in2 Av +2At/s = 0.00 in2 Av +2At(m) = 0.01 in2 AI /4 = 0.00 in2 Total As = 0.35 in2 BEAM BOTTOM REINFORCING STIRRUPS As Size 0.39 in2 #3 @ 0.61 in2 #4 @ 0.44 in2 #5 @ 0.60 in2 #6 @ 0.79 in2 0.99 in2 1.23 in2 1.48 in2 6.5 Max Rebar Spacing for crack control = 11.49 in 2 legs 7.2 in 7.2 in 7.2 in 7.2 in 4 legs 7.2 in 7.2 in 7.2 in 7.2 in glEAM REINFORCING, Use 2 # 5 Top Use 2 # 5 Bottom Use Stirrups # 3 @ 7" Av / S = 0.00 in2 Av / S MIN = 0.01 in2 • • • • • •• • •••• •••• • • • • • •• •• (TorsiQI9ste€l all 44faces) (As plug711P4) • • • •• •• •••• • • • •• • • • • • •• •• • •••• • • b ••••4 • • • • • • ••••• •••••• • • ••••• • h Page 38 A's = As = • DIAM. AREA Ec = 3122.02 ksi Es = 2 0.61 in2 0.61 in2 PROJECT : SMART`RESIDI NCE CLIENT :.SMITH JOB N° : 2B-2 DEFLECTION CALCULATION CENTROID LOCATION AND Io FOR UNCRACKED SECTION : n = 9.29 n= Er DATE: PAGE:' DESIGN BY : 4/2010' REVIEW BY : ACI 318 -05 n area (in2) n *area y, (in) yi *n *area 1 (in4) d (in) d (i Al s As Ac 9.29 0.61 5.70 1.50 8.55 0.00 -6.50 42.25 9.29 0.61 5.70 14.50 82.64 0.00 6.50 42.25 128.00 128.00 8.00 1024.00 2730.67 0.00 0.00 139.40 y =8.00 in Iy = 3212.28 in4 1115.19 2730.67 CENTROID LOCATION AND Ixx FOR CRACKED SECTION : al = 1.00 a2 = 2.70 a3 = -21.93 y= 3.53 in IcR = 824.17 in4 CRITICAL RATIO OF MOMENT OF INERTIA : lc / Ig = 0.257 HEIGHT OF COMPRESSION BLOCK : • R, = 0.85 E = J.10t, al = 17.34 a2 = 16.57 a3 = - 130.50 b al a2 d2 *n *area 240.81 240.81 0.00 481.61 • • • • • •••• • • • • • • .. •. .• • • • • .. .. • .. • . • .. fir --W +( -1 i it -d' +rtA (d -y • c = 2.31 in 3 • • • • • •• • • • • •••• • • • • • • . • • • • • • Page 39 PROJECT: CLIENT : JOB N° : 8 PAGE: DESIGN BY : REVIEW BY : ACI 318 -t5 CRACKING MOMENTS AND NON - FACTORED MOMENT AT MAX. DEFLECTION POINT : fr = 0.41 ksi MCR+ = 164.95 in -kips MCR = 164.95 in -kips Me+ = 198.73 in -kips Me = 0.00 in -kips le = 2189.80 in4 IMMEDIATE DEFLECTION CHECK : AMAX = 0.0560 in AALLOWABLE (9 -10) (9-9) ( DEAD LOAD + LIVE LOAD ) Ok LONG TERM DEFLECTION CHECK : = 2.0 years or mom_ ..... ..... ..—.......... 2.0 p' = 0.005 Ao= 1.58 AMAX = 0.0885 in AALLOWABLE = k 12 rp s ................ ............................... ..4.1■41,144 441.1.4 .................... >....> ..,.. >.,. >..>..,. >. ...........> 1 ( DEAD LOAD + LIVE LOAD ) Ok •••• • • ▪ .... ▪ • • • • • • •• •• • • • • • • •••• • • • •• •• • • • • • • • • •• • •••• • •• •• • • • • • • •••• •••... • •••• • •...1•••• • • •••• • • Page 40 • Reinforced concrete column capaoi Materials: Concrete fc = Steel fy = Ultimate conc. strain cc = Design Code: Resistance Factors Confinement: 6t 0i ksi ksi ACI 318 -02 n Section Properties: Height = Ac= le _ Ybc = Reinforcing bars: Bar Area = No.bars = E(As) = As /Ac = 4)3_ .... ... ................ Spiral 36 in 1417.3 in2 153071 inA4 18 in 0.9 0.31 in2 4 ( <100) 1.24 in2 0.09% 0.31'" 2 0.31 18.19 1.50 3 0.31 -18.19 34.50 4 0.31 18.19 34.50 Ec = 4,070 ksi E.= 29,000 ksi = 0.75 Width = 39.37008 in AT = 1424.9 in2 IT = 155138.9 inA4 YbT = 18.00 in 00 Axial Force /Bending Moment Interaction Diagram 4Pn, Kip • • • • • • Positive moment corresponds to tension in bottom fibers of the section Positive axial force is compressive force • • • • Factored Loads Description Cap 12 achy D xtt rapacity 787 0% Page 41 • Project: SMART RESIDENCE Engineer: Date: DC Project# Subject: COLUMN 1 Checker: Date: Page: Reinforced concrete column capaoi Materials: Concrete fc = Steel fy = Ultimate conc. strain cc = Design Code: Resistance Factors Confinement: 6t 0i ksi ksi ACI 318 -02 n Section Properties: Height = Ac= le _ Ybc = Reinforcing bars: Bar Area = No.bars = E(As) = As /Ac = 4)3_ .... ... ................ Spiral 36 in 1417.3 in2 153071 inA4 18 in 0.9 0.31 in2 4 ( <100) 1.24 in2 0.09% 0.31'" 2 0.31 18.19 1.50 3 0.31 -18.19 34.50 4 0.31 18.19 34.50 Ec = 4,070 ksi E.= 29,000 ksi = 0.75 Width = 39.37008 in AT = 1424.9 in2 IT = 155138.9 inA4 YbT = 18.00 in 00 Axial Force /Bending Moment Interaction Diagram 4Pn, Kip • • • • • • Positive moment corresponds to tension in bottom fibers of the section Positive axial force is compressive force • • • • Factored Loads Description Cap 12 achy D xtt rapacity 787 0% Page 41 • • V= Importance (I) _ Category = Exposure = L= B= Mean Roof Height = Pitch = 0= PROJECT: CLIENT : JOB NO. : fi Rl3 `li WIND CALCULATIONS (A.S.C.E. 7 -05 ) mph; Wind speed Fig 6 -1b, pg 37 Importance Factor, page 73 Table 1 -1 pg 4 Page 28 f+7 ft Length of Building 7 ft' Width of Building 63 ff Mean Roof height PAGE: DESIGN BY : REVIEW BY : Reinf. Spacing Wall Height Eff. Wind Area GCp + Zone 4&5 GCp - Zone 4 GCp - Zone 5 2.00 ft 13.00 ft 56.33 ft2 0.859 - 0.965 -1.147 :=q (acp_ acpi 9h = 52.27 psf 18.43° Zone 4 + P = 54.32 psf z = 26.63 Zone 4 - P = -59.84 psf Kz = 0.96 Table 6-3, Case 2, pg 75 Zone 5 + P = 54.32 psf Kd = 1 Table 6-6 pg 76 Zone 5 - P = -69.34 psf Kzt = 1: Fig 6-4 pg 47 GCPi =.... Enclosed. 0.18, Partially Open 0.55 . .. - - - - ... .. .. .. .. Masonry Wall Calculation dbffi= # 4 Bar Diameter s = Bar Spacing hWas= 1� Floor Height Zone = > , "E. Location for Windload w = 59.84 psf Wind Load P = 2375 lbs/ft Gravity Load into Wall r4teel Prop,rtle4 Es = 2.90E+07 psi Fy = .60.14 psi' Fs = 240100 psi' Elements Properties Concrete Masonry Properties EM = 1.4 E+06 psi modulus of elasticity of masonry, Section 1.8.2.2.1 fm = 1500.00 psi; net area compressive strength of concrete masonry Fb = 500.00 psi allowable compressive stress in masonry due to bendm$/axml leading hammy = &00 in Overall depth of section for nominal 8" masonry. dmaso"ry = r€°00 i ; Bar is to be placed at the center of wall • tfacenhea = -- --I Ae The width of compression block is the lesser of the following bl =24.00 in b2 = 48.00 in b3 = 72.00 in fill cell spacing 6 x wall thickness maximum as allowed by code •••• • • •••• • • • • • •• •• • * Nominal thickness of faceshell •••• • • 30.0 in2 Net a r e a considered f o r loading, f a c e shells mt f ler foot pit • • • Compare these values and choose the least value A44.443.3.1 •• • • • g• • • • • • • • • • • • • • • • • b = 24.00 in The width of the compression block allowed t ar.. a Physical Prmert1es • b ~ ,..gip - -7--) -- - - " ". "� erftofwall Ir = 1.95 in4 12= 345.63 in4 At= 15.0 in2 h0 = 3.38 in FA' = 335 psi FA2 = 870 psi A2 = 30.0 in2 r= 3.39 in h,,,„11/r_ 45.96 -- ---- _- -- ---_ FA = 334.59 psi hwalUr < 99 1 Masonry 1.1 ati :n_ 111 .. ∎ . . Page 42 •• • • • •••• • • •••• •• • • • • PROJECT : CLIENT : JOB NO. : [DENCE DATE: PAGE: DESIGN BY : REVIEW BY : n = 21.48 b =24.00 in dbar = #5 Abar= 0.31 in' rho = 0.003196 k= 0.308197 Es / EM The width of the compression block allowed Bar Diameter Bar Area Ratio of Area of steel to uncracked section k x d a,y= 1.23 in Location of neutral axis from outside face of Block j = 0.89727 j x dart'= 3.59 inch Distance between tension & Compression forces Determination of Maximum Moment •• ∎•••••B••I■••••••••••1•••�••�••••••••�•• r CASE 1 Case = £ 1 Choose 1, 2 or 3 CASE 2 CASE 3 MMAx= 30340 ft.in -> MINI = 2879 &in _ MFEc= 27461 fain P� 2375.00lbs per ft Checking Allowable Stresses _ .Actine Stress Allowa.......in.. le Stress • ••• • • fs 24.94 ksi 1.33F5 32.00 ksi OK!! • • • "" • fA +fB 651 psi 1.33Fb 666.67 psi OK!! • • • • • • • fa 79.17 psi 1.33FA 446.11 psi OK!! • • • • • • ..�..�..�..�..�..�. .. ∎..�..�.. .•y.•..�..p..�... -.:1 • • • Gravity Load into Wall Calculation • •.......................... Item Width,,R Unit Load Total Load High Roof .00 ft` 55.00 Of 385.00 lbs/ft Item Hei t Unit Load Total Load 2nd Floor Wall 0.ft. psf " 800.00 lbs/ft Item Height Unit Load Total Load 2nd Floor Point Load 10.00 ft x.00lbs 0.00 lbs/ft Item WidthrRTR Unit Load Total Load 2nd Floor Slab 1.50 ft 100 ti0 ij 150.00 lbs/ft tern Widthr•,R Unit Load Total Load Low Roof ! 00 ft 0.00 psf +, 0.00 lbs/ft Item Height Unit Load Total Load 1st Floor Wall 80ps`x 1040.00 lbs/ft Item Height Unit Load Total Load 2nd Floor Point Load 13.00 ft O.00 I s 0.00 lbs/ft P= • • •• •• • • • • • • • • j• • • 2375.00 Ibs/ft I • • • • •• • • •4 •• • • •• • • •• •••• • • • •••• • • • •••• • •••• • ••• • • ••• •••• • • • Page 43 • • ••• • ••• • • PROJECT: CLIENT : JOB NO. : INPUT DATA Enclosure Clasification V (mph) Exposure Length of Building (ft) Width of Building (ft) Mean Roof height (ft) z Kz Kd Kzt roof pitch O dbar N hwaa le b = Opening = Spacing = h = Zone = CMU fy P w Tributary Width Wind Input = 2 Open = 0, Partially Enclosed = 1, Enclosed = 2 mph = 1.0 Category II .............. = C 32.67 ft 25.50 ft = 26.63 ft 26.63 ft = 0.96 18.4 ° Masonry Input 1 4/12;_ 2615 Ibf • 62.7 psf = 3.00 bar size # of vertical bars adjacents to the opening, one in each fully grouted cell height of wall effective length factor Width of Jamb Opening Width distance between adyacent reinforcing @ the opening nominal block size - choose 8, 10 or 12 only t block strength - choose 1250, 1900, 2800, 3750 or 4800 only reinforcing steel grade total axial load applied on jamb wind load (if applicable) from Sheet 2 Tributary Width for wind calculations ANALYSIS Steel Properties EB = 2.9 E +07 psi fy = 60000 psi Fa = 24000 psi Masonry Properties fm Em Fb hmasomy d�somy 1500 psi • 1.4 E +06 psi • 500.0 psi = 7.63 inch 3.81 inch 1.25 inch modulus of elasticity of steel, Section 1.8.2.1 yield stress of steel allowable stress in the steel, Section 2.3.2.1 • • • • • •• • • •.•• • • •••• • • • • • •• •• • ■••• • • net area compressive strength of concrete masonry - TYPE A ms V8RTAR or*. • • • modulus of elasticity of masonry, Section 1.8.2.2.1 • • • • • • allowable compressive stress in masonry due to bending and/tar•xiaitl•ading, Secti142 j.2%2 actual depth of section for nominal 8 °, 10" or 12° masonry • • • bar placed at the center of wall • • • • t faceahe a faceshell thickness • • • Ae = 122.0 sq. in. net area considered for axial loading, face shells mortared + pouted coPts Jamb Moment of Inertia. Radius of Gyration and Allowable Axial Stress moment of inertia = 591 in "4 radius of gyration = 2.20 inch hwawr = 46.34 < 99 Fa1 = 334 psi Fa2 = 856 psi Not used Wind Ioadina analysis n b A(steel) M p k k x dmasonry j x dmasonry 21.48 16.00 inch • 0.614 sq. in. • 20394 Ibf"in • 0.01006 0.476 • 1.81 inch 0.841 • 3.21 inch Es/Em width of compression block jamb area of steel in jamb moment on pier due to wind pressure ratio of area of steel to uncracked section Location of neutral axis from outside face of block OK - Neutral axis falls within face shell • • • • •••• • • P •••• < T- --'_-.---'-_ Length of lever arm between centers of compression and tension • • • • • • • • • • • • • • • •••• • • •••• Page 44 •• • •••• • •••• • • Allowable Bendina Stress in Masonry 667 psi 1.33 x Fb Allowable Bending Stress In Steel. 32 ksi 1.33 x FB Allowable Axial Stress in Masonry 334 psi Fa Acting Bending Stress in Masonry 438 psi fb Actina Bending Stress in Steel 10ksi fe Acting Axial Stress in Masonry 21 psi Checkina Combined Stress in Masonry 21 psi 4. 438 psi = 0.72 < 1 Okll 334 psi 667 psi fa I fb Fa Fla < 1 Note: Design is based on ACI 530-05 Design assumes fully grouted 8" cell for each vertical bar Design assumes that either Type M or S mortar is used Design conservative due to: 1) restraining action of masonry adjacent to pier above and/or below opening is not considered 2) effective length factor used conservatively estimates degree to which end conditions are fixed Calculated Values To Obtain "P" Location Width / Height High Roof 2nd floor Wall Floor Slab Low Roof 1st Floor Wall Point Load Note: Unit Load W 192.5 Ibsfft 800.0 lbs/ft 75.0 Ibs/it 0.0 Ibsfft 240.0 Ibs/tt 0.0 Ibsfft 1307.5 Ibsfft P = 2615 Ibf In case of several floor slab system, multiply tributary width by the number of floors fb < 1.33Fb Oki! fs < 1.33Fs Oki! fa < Fa Oki! • • • • • •• • • Component and Cladding Presspnes. in accordance with ASCE 7 -05 wI mean roof height < 60 ft. Method 2 qh = 52.27 psf GcP1 = +/- 0.18 a = 3.00 ft Fr= 1.00 •••• • • • • • • •• •• • • •• •• • •• • qh = 0.00256 x KZ x Kd x K,r x I x V2 ( Wind Pressure at Mean Roof Height )4(6-1N page 27 Fig. 6 -5 page 47 page 37 Reduction Factor base on Roof Slope Item • • • • • • • • • • •• • • •••• • • • •• • • • • •••• • • •••• •• •• • • •• • •• • •••• • • GCp width height Area (Zone 486) - GCp (zone 4) - GCp Zone 4 Zone 5 (zone 5) +P (Psf) -P (Psf) +P (Psf) -P (Psf) Masonry Jamb 36.0 in 10.0ft 33.3 0.917 -1.020 -1.250 57.33 -62.73 57.33 -74.75 Note; 1) When O < 10° the GCp values have been reduced by 10% 2) Width is equal to half of opening width plus half of masonry reinforcing spacing Page 45 • ••• • ••• • •• • •• ••• • • • ••• • ••• • I Oh.. ijIiI- I I I II I I I I I I Ii 1 "Oil • • • • • •• • • Component and Cladding Presspnes. in accordance with ASCE 7 -05 wI mean roof height < 60 ft. Method 2 qh = 52.27 psf GcP1 = +/- 0.18 a = 3.00 ft Fr= 1.00 •••• • • • • • • •• •• • • •• •• • •• • qh = 0.00256 x KZ x Kd x K,r x I x V2 ( Wind Pressure at Mean Roof Height )4(6-1N page 27 Fig. 6 -5 page 47 page 37 Reduction Factor base on Roof Slope Item • • • • • • • • • • •• • • •••• • • • •• • • • • •••• • • •••• •• •• • • •• • •• • •••• • • GCp width height Area (Zone 486) - GCp (zone 4) - GCp Zone 4 Zone 5 (zone 5) +P (Psf) -P (Psf) +P (Psf) -P (Psf) Masonry Jamb 36.0 in 10.0ft 33.3 0.917 -1.020 -1.250 57.33 -62.73 57.33 -74.75 Note; 1) When O < 10° the GCp values have been reduced by 10% 2) Width is equal to half of opening width plus half of masonry reinforcing spacing Page 45 • ••• • ••• • •• • •• ••• • • • ••• • ••• • PROJECT : CLIENT : JOB N° : PAGE : DESIGN BY : REVIEW BY : FBC 2007 FMC 36 "x 16" : FROM ROOF: WIDTH TRIBUTARY = 7.00 f. DL = 175.00 Ibs /ft LL = 210.00 Ibs /ft FROM 1ST FLOOR : ..____..... ...... ......................... WIDTH TRIBUTARY 1'83 't DL = 174.17 Ibs /ft LL = 73.33 Ibs /ft FROM WALL : HEIGHT = 23.00 ft DL = 1840.00 Ibs /ft TOTAL LOAD: DL = 2249.17 Ibs /ft LL = 323.33 Ibs /ft .... • • • • • + •••• •.•. • •• • • • • • •. •• •• •••• • • . •••• •••• •••• • • • • •••. • • • .... • • . •• •• • • • . • • • • • • •• • •••• •••• Page 46 PROJECT : S T RED CLIENT : ;JS I IITH JOB N° : ENCE ADDITION PAGE DESIGN BY : C DATE : REVIEW BY : CG 2007 FMC 36 "x 14" : FROM ROOF: FROM 2ND FLOOR : WIDTH TRIBUTARY = 1 .50 ft DL = 60.00 Ibs /ft LL = 40.00 Ibs /ft FROM 1ST FLOOR : ........... ............................... WIDTH TRIBUTARY =' DL = 285.00 Ibs /ft LL = 120.00 Ibs /ft FROM WALL : HEIGHT = 2300 ; a DL = 1840.00 Ibs /ft TOTAL LOAD: DL = 2360.00 Ibs /ft LL = 370.00 Ibs /ft •••• • • • • •••• •••• • • • • • • • • • • •• • •• •.•• • • • •••• • • e • • • •••• • •••• • •••• • • • •• • • • • • • • • • • • • • •• • • • •••• •••• • • • Page 47 PROJECT : CLIENT : JOB N° : PAGE: DESIGN BY : REVIEW BY : ACC 2007 F40 "x 40 "x 16" : FROM ROOF: FROM 2ND FLOOR : AREA TRIBUTARY'. DL = 2.97 kips LL = 0.88 kips FROM 1ST FLOOR : ____ .........._....___.__.......... AREA TRIBUTARY = .00 fr2 DL = 0.57 kips LL = 0.24 kips FROM WALL : HEIGHT = 23400 ft LENGTH = 6.67 ft DL = 1.84 kips TOTAL LOAD: DL = 6.58 kips LL = 2.56 kips •••• • • • • • • •. •••• •••• • • • • • • • • • .• •• • • • • • • •••• •••• • • • Page 48 PROJECT : SMART RESIT CLIENT : JOB NO.: F 36X71 DATE: PAGE : DESIGN BY : D REVIEW BY : INPUT: Width = Depth = Slab Thickness = Wall Thickness = Top of Footing = section Volume Force Wind 1 1.94 cu.ft 194.44 88 2 1.94 cu.ft 194.44 88 3 4.00 atfl 900.00 Ibs 4 0.78 cu.ft 118.87 ths 5 2375.00 @s Uplift 167% 859.908bs -29.0 In -7.01n -18.0 In -18.0 In -18.0 In Length = Soil Height = = Fy = Moment -5839. 00-In -1381. Ibi -In - 10800.511 -In - 2100. ON -In - 42750. Ibf -In Total Load = 3480.56 Ibs) Total Moment = 62650. Ibf -in Location Overturning Moment Soil Weight Left Side Soil Weight Right Side Footing Selfweight Slab on Top Selfweight Superimposed Load from 0.6DL + Wind CHECKING SOIL PRESSURE Location of resultant = Eccentricity = qmb, = qm. = Qepovmble = 18.00 in from footing edge 0.00 in eccentricity shall be < 1392.2 psf 1392.2 psf Okl I 6.00 in CHECKING WIDE ACTION BEAM SHEAR Critical Point = clear cover = Width = acting shear stress = allowable shear stress = 2.00 in from center line 30011; 13.00 In effective depth 16.00 in 11.68 psi 82.16 psi -1 J a 1 REINFORCING Pu Mu AF sxx cis LF MO Pb PMIN P-: w MAUOWABI.E As 4486 Ibf 3589. Ibf -in 360.00 in2 338.00 ins 23.08 psi 16.00 in 35450 Ibs.in 0.021 0.016 0.0018 0:113 0.026 35576 Ibs.in 0.21 in2 SHORT DIRECTION Rebar 91"t! Rebar Area 0.31 in2 Seacizi 18 in O/C b d P • • • • • •• • • •••• • • •••• • • 36.00in•• •• 13.00 in • • 0.0013• • • • • • • •• • As 0.62 in2 • LONG DIRECTION Rebar WE Rebar Area 0.31 in2 # of Bars 3 Units •••• • •••• • • • • • •• •• • • • • •••• • • • •• • • • • • •••• • • •••• UPLIFT CALCULATIONS Design Uplift = Roof Weight = Wall Weight = 2nd Floor Slab Weight = Footing Weight = Soil Weight = Floor Slab Weight = Total Gravity = 660 Ibs/ft ( From 0.6DL + W equation ) 70 Ibs/ft ( using 10 Ibs of DL ) 1840 Ibs/ft ( using full wall weight ) 150 Ibs/ft ( using tributary load ) 600 Ibs/ft ( using full footing weight ) 389 Ibs/ft ( using 100 Ibs of DL ) 117 Ibs/ft ( using area of slab equal to area of footing ) 3096 Ibs/ft Okll • • • • • • • • .• ••••• • • • • Page 49 • • • • • High Roof = High Level Point Load = 2ntl Floor Wall = 2nd Floor Slab = Low Roof = Lower Level Point Load = 1• Floor Wail = PROJECT CUENT::.;;,:' JOB NO height / WTRIB ........______ ............... 7.0'ft 23.Oft Unit Load 66 psf Ibf 80 psf 100 psf 0 psf 1111°) ft 0 110 #1 80 psf Total Gravity Load = High Roof Uplift = Low Roof Uplift = 7.0 ft 0.0 ft as Total Uplift Load = Total Load 385 Ibs/ft 0 Ibs/ft 800 Ibs/ft 150 Ibs/ft 0 Ibs/ft 0 Ibs/ft 1040 Ibs/ft 2375 Ibs/ft 395 Ibs/ft 0 Ibs/ft 395 Ibs/ft F.S. CALCULATIONS High Roof = 2. Floor Wall = 2nd Floor Slab = Low Roof = 1• Floor WaII = "'. Total DL LL 245 psf 70 psf F.S.= (1.2DL +1.6LL) /(DL +LL) F.S. = 1.29 EFFECTIVE WIDTH CALCULATIONS Wall Thickness = 8.00 in Effective Depth = 13.00 in Footing Width = 36.00 in Effective Width = 30.00 in Design Width = 30.00 in :I ._.._.._.._.._.._.._.._.._..— Use Footing 36. x 16., with 3.5 Cotinuous and • 5. 18• c.c. S.D. • • • • • •• • • •••• • • • • •• • • •• •• • • • • • • • • • • •• • •••• • • •••• • • • • • •• •• • • • • •••• • • • •• • • • • •••• • • •••• • Page 50 •••• • • • •••• • •••• • ••• • • ••• • PROJECT : SMART RESIDENCE CLIENT : .SMITH, JOB NO INPUT DATA COLUMN WIDTH COLUMN DEPTH BASE PLATE WIDTH BASE PLATE DEPTH FOOTING CONCRETE STRENGTH REBAR YIELD STRESS AXIAL DEAD LOAD AXIAL LIVE LOAD LATERAL LOAD (0 =WIND, 1= SEISMIC) WIND AXIAL LOAD SURCHARGE SOIL WEIGHT FOOTING EMBEDMENT DEPTH FOOTING THICKNESS ALLOW SOIL PRESSURE FOOTING WIDTH FOOTING LENGTH BOTTOM REINFORCING c1 02 b1 b2 fa' fy PDT Pu PLAT CIS Ws Df T Qa B L . .i 27 in in kai = 80 t k s i 0 Wind,ASD ff. , k, ASD 0 ksf = 0,11,.,.,.f. kcf = 3.a3333 ft THE PAD DESIGN IS ADEQUATE. in ksf ft PAGE: DESIGN BY : REVIEW BY : DESIGN SUMMARY FOOTING WIDTH FOOTING LENGTH FOOTING THICKNESS LONGITUDINAL REINF. TRANSVERSE REINF. B L T 4 # 4 # = 4.00 = 4.00 = 16 5 @ 5 @ ft ft in 14 in o.c. 14 in o.c. ea c, b U L 1 ANALYSIS DESIGN LOADS (IBC SEC.1605.3.2 & ACI 318-05 SEC.9.2.1) CASE 1: DL + LL P = 9 kips CASE2: DL +LL +1.3W P = 9 kips CASE 3: DL + LL + 0.65 W P = 9 kips CHECK SOIL BEARING CAPACITY (ACI 318-05 SEC.15.2.2) CASE 1 P gMAx = BL +qs +(0.15 — ws)T= 0.62 ksf, q Max < 1.2DL +1.6LL 1.2 DL+LL+ 1.6 W 0.9 DL+ 1.6 W CASE 2 0.62 ksf, CASE 3 0.62 ksf k Q a , [Satisfactory] where k = 1 for grovity loads, 4/3 for lateral loads. DESIGN FOR FLEXURE (ACI 318-05 SEC.15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 122, & 12.5) P— fy 0.85 14 Y 1 +I Mu 0.383bd fc Alta = 0.85/3,fc Eu f y Eu +et • • Pu • _ • .12 Pu =• •10 kigs• • Pu •t -••••6 •••• • • kips. ••• •••• • • •••• • • •• •• • • • • • • • • • • •• • per„= MIN(0.0018T , 3p) kips,• •• • • • • •••• • • • •• • • • • • ••••• •••• 1011 • •• • •• •• •• •• • •• • Page 51 •••• • • • •••• • •••• • LONGITUDINAL TRANSVERSE d 12.69 12.38 b 48 48 q a, ax 0.75 0.75 Mu 1.15 4.16 p 0.000 0.000 Pints 0.000 0.000 As 0.03 0.10 ReqD 1 # 5 1 # 5 Max Spacing 18 in o.c. 18 in o.c. USE 4 # 5 @ 14 in o.c. 4 # 5 © 14 In 0.0. Pmax 0.015 0.015 Check pprod < p [Satisfactory] [Satisfactory] kips,• •• • • • • •••• • • • •• • • • • • ••••• •••• 1011 • •• • •• •• •• •• • •• • Page 51 •••• • • • •••• • •••• • • • CHECK FLEXURE SHEAR (ACI 318-05 SEC.9.3.2.3, 15.5.2, 11.1.3.1, & 11.3) OVn =24t' fc You have to change computer to use this program, or contact DTL to fix it. CHECK PUNCHING SHEAR (ACI 318-05 SEC.15.5.2, 11.12.1.2, 11.12.6, & 13.5.3.2) ibVn =(2 ±Y) b fcAp = 196.96 kips where 0 = 0.75 (ACI 318 -02, Section 9.3.2.3 ) P. = ratio of long side to short side of concentrated Toad bo = cj+c2 +b1 +b2 +4d = 120.1 in AP = b0 d = 1505.3 inz y = MIN(2 , 4 / fie , 40 d / b0) = 1.2 V P rl_ 1 (bi +c� dlrbz cz d1J 1 = u= u,maxLL BL 2 Jl 2 J 7.78 ft -kips < ¢V„ 3.38 [Satisfactory] (coned) Page 52 •••• • • • • •••• • • • • •• • • • • • • • • •• •• • • • • •••• • • • •••• • • • •• •• • • •• • • • •• • • • • • • • • • • • • • • • •• • • • • • • • • • • •••• • • • • LONGITUDINAL TRANSVERSE Vu -0.55 1.90 ¢ 0.75 0.75 Wu 50.0 48.8 Check V„ < ¢V„ [Satisfactory] [Satisfactory] CHECK PUNCHING SHEAR (ACI 318-05 SEC.15.5.2, 11.12.1.2, 11.12.6, & 13.5.3.2) ibVn =(2 ±Y) b fcAp = 196.96 kips where 0 = 0.75 (ACI 318 -02, Section 9.3.2.3 ) P. = ratio of long side to short side of concentrated Toad bo = cj+c2 +b1 +b2 +4d = 120.1 in AP = b0 d = 1505.3 inz y = MIN(2 , 4 / fie , 40 d / b0) = 1.2 V P rl_ 1 (bi +c� dlrbz cz d1J 1 = u= u,maxLL BL 2 Jl 2 J 7.78 ft -kips < ¢V„ 3.38 [Satisfactory] (coned) Page 52 •••• • • • • •••• • • • • •• • • • • • • • • •• •• • • • • •••• • • • •••• • • • •• •• • • •• • • • •• • • • • • • • • • • • • • • • •• • • • • • • • • • • •••• • • • • PROJECT : CLIENT : JOB N° : T RESJDECE TATITI)ESIGN CORP DATE: „.„ %%ANDS 7- 1 12. 14n ••••••'" • • "r N-I.F I ....... MN. F.HhOli—A I "F1'..*:AL) 111C., 9) iiti 1 FF TC XAki V A— GE133 FUG: .1,CAMI, —13 rlimor num L.• i• • r Ersuirtr "Hug) SECTION ( A B. F. (FUR AAA.; NIH DEP7H LET E.E. DEE IS NO NEED FOR ortoem BOTTOM OF BEAK PAGE: DESIGN BY : REVIEW BY : 2 PLY GT Compression Surface : TWO PLY T RU SS — LAO* Compression at to plate Analysis Bearing Width = a.00 iiII. ( GT width ) Bearing Length = 4.00 in ( Plate Width ) Bearing Area = 12.00 in3 Wood Capacity in Compression = 666 psi Max. Uplift due to Compression = 6780.00 Ibs • • • • • • • • • 11 • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • •••• • • • • • ( 2"x 4" Comp. perpendieultt to grain')' • • • • • • • • • • • • • • • • • • • • • ID • • • • • • • • • • • • • ••• • • • • • • • • • • Page 53 • • PROJECT : CLIENT : JOB N° : PAGE : DESIGN BY : REVIEW BY : Properties for : D.4.1.1 co Nn > Nu ¥PVn >Vu 2 PLY GT Bending at plates due to eccentricity Eccentricity = Steel Art Sxx = 0.58 in FY =:36;k FB = 21.60 ksi MiviAx = 12.42 ft-kips Max. Uplift due to Ecentricity = 99360.001bs Anchor Bolt Design as per ACI -302 • • Nu = 889 ibs (to consider serPrelcentric jr I' Vu = 771bs • • • • • • D.4.4 ( Strength Reduction Factors) ••••• • • • For Bolt Use c) Anchor governed by concrete breakout, side face blowout, pullout, SP pfrout strengtb. . • • •• •• •• • • • • Condition A Condition B i) Shear Loads : 0.75 0.70 ii) Tension Loads : 0.75 0.70 • • • • • • • • • • •• • • • • • • •••• • • • Note : 1) Condition A applies where the potential concrete feilure surface are crossed by supplementary reinforcement 2) Condition B applies where such supplementary reinforcement is not provided 3) Strength Reduction Factors are for Service Loads Page 54 •••• • • • •••• • •••• • ••• • • ••• •••• • • • •••• • •••• • •••• • • • •••• • • ••. • • ••• • PROJECT : CLIENT : JOB N° : SIDENCE PAGE : ITIT DESIGN CORP DESIGN BY : DATE: REVIEW BY : 2' PLY GT Will Use Condition : A cp = 0.75 cp = 0.75 TENSION D.5.1.2 Nominal Strength of an anchor or group of anchor in tension shall not exceed: Ns =n Aso Fut n = Number of Anchors A38 = Effective cross section area of an Anchor Fut = Shall not be greater than 1.9 Fy or 125 ksi n= 1 AS0 = 0.31 in2 Fut = 58.00 ksi N$ = 17.98 kips ( For Shear ) ( For Tension ) ( D -3 ) ( For 5/8" Anchor Bolt ) D.5.2.1 Nominal Concrete breakout Strength Nob or Ncbg of an anchor or group of anchor in tensibht' %tali not • •••• • • •• • • • • •• •• • • exceed : For a single anchor : Ncb = (An /Ano) 2413 N No = 9 he42 het= Length of Emb. An = From Fig. RD.5.2.1(b) ACI 318 -02 / 413 Nb = k /fc het1.5 ••■04 ) • • •• •• • • • • • • • • •• • • • • •l • • • •••• • • • •• • • • • • •••• • • •• • •• • Page 55 • ••• • • • •••• • •••• • • PROJECT CLIENT : JOB N° : S C( DATE : PAGE : DESIGN BY : REVIEW BY : k = 24 Cast in place anchors k = 17 Post Installed anchors 4'2= 1 if cmin > 1.5 he Cmin = Min. Edge distance of Bolt Cmin = 9.00 <1.5he 4/2= 0.7 +(0.3 Cmin /1.5hef) "2 = 1 = 1.25 Cast in place anchors 4/3= 1.40 Post Installed anchors he= 6. i in Arlo = 324.00 in2 An = 324.00 in2 4'2= 1 *3= 1.40 f°= 501 psi Nb = 24.94 kips NCb = 34.92 kips D.5.3.1 The Nominal Pullout Strength Npn of an anchor i Npn = ‘1,4Np (D -12 ) Np= 0.9fCehdo (D -14) 3 do< eh < 4.5 d° a = 1 ( worst case for section cracked ) do= 0.63 in ( Anchor Bolt Diameter ) eh= 4.5d°= 2.81 in Np = 7.91 kips Npn = 7.91 kips cpNn= 5.93 kips 2 PLY GT • • • • •••• • • • •• • • • • . • •• •• • • ••••• • • • • •••• • • •• •• • • •••• ►• • • • • • • p •• • • •••• • • • • • • • • • • • • • • • • •• • •••• • • • •••• • • • • • Page 56 •••• •' • •••• • •••• • ••• • • ••• •••• • PROJECT : CLIENT : JOB N° : ENCE :.DEED DATE : PAGE: DESIGN BY : REVIEW BY : 2 PLY GT SHEAR D.6.1.2 Nominal Strength of an anchor or group of anchor in Shear shall not exceed: VS = 0.6 (D -18 ) n = Number of Anchors Ase = Effective cross section area of an Fu1= Shall not be greater than 1.9 Fy or n= 1 ASe = 0.31 in2 ( For 5/8" Anchor Bolt ) Fu1= 58.00 ksi V$ = 10.79 kips D.6.2.1 Nominal Concrete breakout Strength Vcb or Vcbg of an anchor or group of anchor in shear shall not exceed For a single anchor : ( Shear Perpendicular to the edge ) Vcb = (Av / Avo) 'I`6 'I`7 Vb (D-20) Av. = 4.5c12 (D -22) c1= edge distance Av = From Fig. RD.6.2.1(b) ACI 318 -02 / 421 Vb = 7 (I / do )0.2 dofc (c1)1.5 ( D -23 ) +6= 1 if c2 > 1.5 c1 'I'6= 0.7 +0.3(c2/1.5c1) ifc2 <1.5c1 416= 1 4/7 = 1 c1= 9.00 in Avo = 364.50 Av = 162.00 in` do = 0.625 in fc = 5000.00 psi Vb = 11.61 kips Worst case ( Anchor Bolt Diameter ) Vcb = 5.16 kips • • • • •••• • • • •• • • •• •• • ••••• • • • •••• • • •• •• • • • • • • • • • • •• • • •.•• • • • •• • • • • • • • • • .1 •I •• • • • •• •••• • •••• Page 57 •' • . • • •••• • • PROJECT : SMART RESIDENCE CLIENT : SMITH & SM.TI. DESIGN CO)~ JOB N° : DATE : PAGE: DESIGN BY : REVIEW BY : CG 2_PLY GT D.6.3.1 The Nominal Pryout Strength Von of an anchor in shear shall not exceed : Vcp = t cpNcb (D -28 ) Ncb = (An/An0) '2 3 Nb (D-4) Kop = 2 ( for her > 2.5 in ) Ncb = 34.92 kips Vcp = 69.84 kips 3.87 kips D.7.3 Interaction of tensile and 1.2 889.89 3675.47 i 5932.62 + 3868.92 - 1.1 OK!. D.8.1 Minimum Distance center to center 4 do = 2.50 in D.8.2 Minimum Edge Distance 6 d° = 3.75 in Max. Uplift due to Tension = 10678.71 Ibs Max. Uplift due to Shear = 7350.94 Ibs MAXIMUM ALLOWABLE UPLIFT = 6780.00 Ibs • •••• • • • • •• • • • • .. •• •• • • •••• • • • 014M' • IN • • • • • • • • • 0 •• • •••• . • • •••• • • • • ▪ • • • • .... • • •••• .• • • Page 58 • ID • BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Nu -Vue Industries, Inc. 1055 E. 29 Street Hialeah, Florida 33013 SCOPE: This NOA is being issued wider the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division 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 NVSNP, NV/NVTH, NVHC, NVSTA and NVHTA Steel Wood Connectors. APPROVAL DOCUMENT: Drawing No. NU -5, titled "Skewed Nail Plate, NV358 & NV458 witjiBeatle NVTH Straps, NVTH/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & NV i;;A%eavy D A/. Anchors with Seat ", sheets 1 through 4 of 4, dated 04/15/04, with last revision dated 0'74/04Q,9J prepare 1.b Nu -Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -I .County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dalie County Product Control Division. • MISSILE IMPACT RATING: None • • • • • • .. LABELING: Each unit shall bear a permanent label with the manufacturer's name or:logG). ity, state incf following statement: "Miami -Dade County Product Control Approved ", unless otherwise tided herein. . RENEWAL of this NOA shall be considered after a renewal application has been flail agaihere ltas 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 renews and revises NOA # 04- 0510.03 and consists of this page 1 and evidence page E -1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. MIAMI -DADE COUNTY, FLORIDA Mh 1'RO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 372 -6339 www.miamidade.gov/bnildingcode • • • • • MIAMI•DADE COUNTY APPROVED 7 /t3/0 9 Page 59 NOA No. 09- 0721.05 Expiration Date: December 23, 2014 Approval Date: September 30, 2009 Page 1 • • • • • Nu -Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBNII'I 1 ED A. DRAWINGS 1. Drawing No. NU -5, titled "Skewed Nail Plate, NV358 & NV458 with Double NVTH Straps, NVTH/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & NVHTA Heavy Duty Anchors with Seat ", sheets 1 through 4 of 4, dated 04/15/04, with last revision dated 07/05/09, prepared by Nu -Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS "Submitted under NOA # 04- 0510.03" Test reports on wood connectors per ASTM D1761 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. Report No. Wood Connector Direction Date 1. PT # 03 -4482 NVSNP3 Downward 09/15/03 2. PT # 03 -4625 NVHCL/R Up& Sideways 01/21/04 3. PT # 04 -4641 NVSTA -24H Up& Sideways 03/17/04 4. PT # 04 -4698 NVTH24 Up& Sideways 04/15/04 •••• 5. PT # 03 -4590 NVTH26/NV458 Sideways ;1201103 ••••• • 6. PT # 04 -4642 NVHTA -24H Up& Sideways 03/22/04 . • . 7. PT # 03 -4543 NVTH2O/NV358 Up& Sideways ,). ?! 103 .. • • • C. CALCULATIONS •••• • • • • •••• • • • • • 1. Report of Design Capacities, dated 06/30/09, sheets 1 through 12 'a t2,.prepart, • • • signed and sealed by Vipin N. Tolat, P.E. • • •'• "Submitted under NOA # 04-05103" 03" • • • 2. Report of Design Capacities dated 04/27/04, sheet 1 through 12, prepared, signed and sealed by Vipin N. Tolat, P.E. D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E -1 Page 60 • • • • • • • • • ••• • • • • • •••• • • •••• B Carlos M.`Utrera, P.E. Product Control Examiner NOA No. 09 -0721.05 Expiration Date: December 23, 2014 Approval Date: September 30, 2009 • Nu -Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENT 1. Statement letter of code conformance, no financial interest and no change of product, dated 07/08/09, issued, signed and sealed by Vipin N. Tolat, P.E. G. OTHER 1. Notice of Acceptance No. 04- 0510.03, issued to Nu -Vue Industries, Inc., approved on 12/23/.04 and expiring on 12/23/09. E -2 Page 61 • • • • • • .••• •• • • • • • • •• •• • •••• • • • • •• •• • • • • • • • • • •• • • • • • • • • • e •• • • • • • • • •• • • • • • • • • • •••• • • • • •••• Carlo: M. Utrera, P.E. Product Control Examiner NOA No. 09- 0721.05 Expiration Date: December 23, 2014 Approval Date: September 30, 2009 • • 3. 3Y2 19fe 1Yi Ifs Hole pattern Is mirror linage of the oppelte side Holes )ion dla. e 1o94.• te" 3;r 9fe TABLE 1 SKEWED NAIL PLATE Supported Trues Top & bottom chord Product Code Steel Gauge Fastener Schedule Schedule Loads (Ibs) Each End Gravity Uplift NVSNP3 18 (6) ed x or 594 594 For Uplift, use two NVSNP3, one at top chord and one at bottom chord of the supporting and supported Trusses in compliance with section 2321.7 of the FBC. Notes: 1. Use 6 nail holes in each flange. 2. Do not bend nail plate more than once. NVSNP3 Installation •• ••• • • • • • • • • • •• •• •• • • • • ••• 3. Supporting member shall be in the acute angle side with•clther•fldhge 'behind. the• • end of supported member (see sketch.) • ••• • ••• • ••• • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • e82e • • • • •• •• •P ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • 0 •• • • General Notes; 1. Steel shall conform to ASTM A653, structural grade 33 (Min. yield 33 ksi) and a minimum galvanized coating of G 60 per ASTM A525. 2. Allowable loads are based on Latest Editions of National Desing specifications (NDS) for wood construction and Florida Building Code (FBC). 3. Design loads are for Southern Pine species with a specific gravity of 0.55. Allowable loads for other species shall be adjusted accordingly. 4. Common wire nail values are based on NDS and have been reduced for Penetration Depth factor. 5. Allowable loads for wind uplift have been increased by a duration factor of 1.6 for anchors into wood only. Load values shown are, without 33% steel stress increase. 6. Allowable Toads for more than a single connection cannot be added together. A design load which is divided into components in the direction given must be evaluated as follows: Actual Uplift qctua L Actual L Allowable Uplift + Allowable 1 +Allowable L2 -1.0 7. Allowable loads are based on 1Y2" thick wood members unless otherwise noted. 8. All tie beams and grouted concrete masonry shall comply with FBC. Concrete for tie beams and grout and mortar for concrete masonry shall be a minimum of 2500 psi. Concrete masonry shall comply with ASTM C9O. 9. All tests have been conducted in accordance with ASITE•aa- 2gvVoi. •mmp1y6e with *M * Building Code A wiesaceNo Prodooteesel VIPIN N. TOLAT, PE (CIVIL) FL. REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77088 fret)' 9 0 '.i. �✓rx:tilJ Nu — Vu e Industries, Inc. 1063 -1059 Sast 29 Street Hialeah, Florida 33013 Phone: (305) 694 -0397 Fax (305) 894 -0998 SKEWED NAIL PLATE DWG 11: NU -5 Sheet: 1 of 4 Date: APRIL 18, Revisions: July 5, 2009 • • • TABLE 2: NV358 — 14G Double NVTH Straps with 2 ply 18G seat Assembly Product Code 14G Strap Product Code Dimension H (inches) NV358 -12 NV358 -14 NV358 -16 NV358 -20 NV358 -22 NV358 -24 NS/THIS 12 NVTH18 14 NVTH2O 16 NVTH24 20 NVTH26 22 NVTH28 24 NV358 -26 NVTH30 26 NV358 -32 NVTH36 32 NV358 -44 NVTH48 44 Total No. of Fasteners in 2 Straps 10d x 3° Total No. of Fasteners In Seat 10d x 3" Allowable Loads (Ibs) Uplift L1 L2 8 8 2245 1961 1839 10 8 2525 2208 2068 12 8 2806 2452 2298 14 8 3086 2697 2528 18 8 3367 2942 2758 Notes: 1. Minimum embedment into concrete 2. Nails are necesary In straps and sect to achieve design loads. 3. See Note 6 (Sheet 1) for combined load. 4. Nails through chords shall not force the truss plate on the opposite side. UPLIFT 140 NVTH Truss plate required to •s 0 b t'Yn toil • • • TABLE 3: NV458 — 14G Double NVTH Straps with 3 ply 18G seat Assembly Product Code 14G Strap Product Code Dimension H (inches) NV458 -12 NV458 -14 NV458 -18 NV458 -20 NV458 -22 NV458 -24 NVTH16 12 NVTH18 14 NVTH2O 18 NVTH24 20 NVTH28 22 NVTH28 24 NV458 -26 NVTH30 26 NV458 -32 NVTH36 32 NV458-44 NVTH48 44 3' NV358 4% NV488 1 215" 13i 316'NV358 5J6'NV458 Side Vied • • •• Rechr • • • • • • •• Concrete Tie Beam Re Beam termed with Concrete Mad llasnr • • • • • • •• • • • • ••• • Page 83 • • • • • • • • • • • •• •• • • • .. ••• • • • • • • • • • • • • • •• •• ••• • • • • • • ••• • • • • • ••• • • • • ••• • • • • • • • • • •• •• Total No. of Fasteners in 2 Straps 10d x 3° Total No. of Fasteners in Seat 10d x 3" Allowable Loads (Ibs) Uplift L1 L2 8 8 2245 2783 2078 10 8 2525 3131 2338 12 8 2808 3479 2597 14 8 3086 3827 2857 16 8 3387 4175 3117 Holes Dia3fa Holes Die %" - -`i 18G Seat Detail NV358 and NV458 majcr ammo •cmNy®8•iSterFlaNs > Mi•povoeNe Nu — Vu e Industries. Inc. 1053 -1059 East 29 Street Hialeah, Florida 33013 Phone: (305) 694 -0397 FOX (305) 694 -0398 NV358 & NV458 WITH DOUBLE NVTH STRAPS DWG #: NU -5 Sheet: 2 of 4 Date: Revisions: APRIL 15. 2004 duly 5. 2009 Truss plate required to transfer load to bottom chord NVTH 111' TABLE 5 HURRICANE CLIPS Perpendicular to wall L2 Reinforcements Required Parallel to wall L1 Concrete Tie Beam or Tie Beam formed with concrete filled masonry Product Fasteners 10d x 1Yt' Allowable Loads (Ibs) Cie Description Gouge Header Joist Uplift LI L2 NMHCR HURRICANE CUP — RIGHT 18 6 6 525 253 333 NVHCL HURRICANE CUP — LEFT 18 6 6 525 253 333 For Uplift, use two clips, one on each side to comply with section 2321.7 of the FBC Cross — Section 1 TABLE 4 Truss Anchors NVTH and Riveted Truss Anchors with Seat NVTHS H Length (in) Product Code Gauge seat Gauge strap No. of Fasteners in Strap 10d x 1.5° Maximum Allowable Load (Ibs) Uplift L1 L2 12 NVTH -16 NVTHS 212 18 14 14 NVTH -18 NVTHS 214 18 14 16 NVTH -20 NVTHS 216 18 14 18 NVTH -22 NVTHS 218 18 14 20 NVTH -24 NVTHS 220 18 14 22 NVTH -26 NVTHS 222 18 14 24 NVTH -28 NVTHS 224 18 14 26 NVTH -30 NVTHS 226 18 14 32 NVTH -36 NVTHS 232 18 14 44 NVTH -48 NVTHS 244 18 14 Truss plate required to transfer load to bottom chord • ••• • • • • • • • • • • • • 0 •• • • • • • • • • • • • • • • Ile ?Wide &Wass Code Awesome iIodiCmaai • • 4411.P00064:•• • • • • • • ••• • • • • • • • • • • • • • •• •• ••• • • • • • • ••• • • • • • •• • • • • • ••• • • • • • • • • • •• •• 5 1032 560 525 6 1222 671 630 7 1275 783 735 8 1329 783 735 9 1383 783 735 10 1437 783 735 11 1490 783 735 12 1544 783 735 13 1598 783 735 NVTH, NVTHS Nu — Vu e Industries, Inc. 1083 -1059 East 29 Street Hialeah. Florida 93013 Phone: MI) 894 -0397 Fax (305) 694 -0398 NVTH / NVTHS ANCHORS & NVHC HURRICANE CUPS DWG #: NU -5 Sheet 3of4 Date: APEB. 15. 2004 Revisions: July 5, 2009 • TABLE 6 TABLE 7 NVSTA —Heavy Duty Anchors with 14G NVTH Straps and 1 ply 20G seat NVHTA —Heavy Duty Anchors with 14G Double NVTH Straps and 1 ply 20G seat Assembly Product Code 14G Strap Product Code Dimension H (inches) Total No. of Fasteners in Strop 10d x iJ2" Total No. of Fasteners in 20 GA. Seat 10d x 1)r Allowable Loads (Ibs) Uplift 6 Lt 6 L2 6 NVSTA -12H NVTH16 12 5 8 1308 700 1049 8 8 1426 760 1144 NVSTA -14$ NVTH18 14 7 6 1545 823 1239 NVSTA-16H NVTH2O 16 8 8 1864 887 1335 9 6 1783 950 1430 NVSTA -2014 NYTH24 20 11 NVSTA -22H NVTH26 22 1.-24.--1 o p 7 r NVSTA-24H NYTH28 24 NVSTA -26H NVTH30 26 54- • A' NVSTA -32H NVTH36 32 Holes DM. . NVSTA -44H NVTH48 44 PN 4• Mtn. Concrete Embedment. 1Y2 UPLIFT 200 Seat NVSTA 1211 throght 44H re° y4" sat 0.2o3•X 1" Pin Y•dia. +— Trues plate required to transfer uplift to bottom chord Reinforced Canerete tie bean Mtn. 2#5 Top & bottom H 11 4" Min. Concrete Embedment. T:e • irp • • • • •• FT Assembly Product Code 14G Strap Product Code Dimension H (inches) NVHTA -12H NVIH16 12 NVHTA -14H NVTH18 14 NVHTA -16H NVTH2O 16 NVHTA -20H NVTH24 20 NVHTA -22H NVT1428 22 NYHTA -24H NVTH28 24 NVHTA -26H NVTH30 26 NVHTA -32H NViH38 32 NVHTA -44H NVTH48 44 NVHTA 1214 throght 44H • • •• • • • • • • • • • ••• • trgel pi to thquired to transfer udlIft to`bo5Tom•dtord. Reinforced Concrete tie NO 2O •• es-- • •• ••• • Tp Ali b • • • U • • • • • • • • • • • • • • • •• • •• • • • • • •• • ... • Page 65 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • 00 ••, ••• • • • 000 • • Total No. of Fasteners in two Straps 10d x 1)a" Total No. of Fasteners in 20 GA. Seat 10dx1)¢" Allowable Loads (lbs) Uplift 5 Uplift s L1 L2 e 10 6 1772 2078 1050 1450 12 6 1994 2338 1181 1831 14 6 2215 2598 1312 1812 16 6 2437 2858 1444 1994 18 6 2658 3117 1575 2175 Notes: 1. Nails are necessary in straps and seat to achieve. desing loads. 2. See note 6, sheet 1 for combined loading. 3. Nails through chords shall not force the truss plates. 4. For general notes, see sheet 1. 5. For higher uplift loads, concrete shall be 3000 psi. 6. Based on min. 2500 psi concrete. PRODUCT ILEVLSLID complying with*, RAY BefldiesCode Accepts= • i - 1 f. By % Pmittm••o1 VIPIN N. TOLAT, PE (CIVIL) 37« REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77088 Lc' 4 1.49_111011 riq Ls 20Side ewe Nu — Vu e Industries, Imo. 1085 -1089 East 29 Street Hialeah, Florida 33013 Phone: (805) 894 -0597 Fez (305) 694 -0598 NVSTA & NVHTA HEAVY DUTY ANCHORS WITH SEAT DWG #: NU -5 Sheet: 4 of 4 Date: Revisions: APRIL i5, 2004 July 6, 2009 • • BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Nu -Vue Industries, Inc. 1055 E. 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 by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division 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 NVJH, NVTP/H, NVSO and NVHC Wood Connectors. : • • MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 372 -6339 www.maimidade.tov/buildingcode •• • •••• • • •••• • • APPROVAL DOCUMENT: Drawing No. NU -3, titled "NVJH Joist Supports, NVTP &JIVTPH nee'.: Anchors, NVSO 236 Joist Hanger, NVHC 43 & NVHC 43/2 Hurricane Clip ", sheets 1 threa.3 of 3, dated 07/10/03, with last revision # 3 dated 04/27/05, prepared by Nu -Vue Industries, Inc., sigpedd sealeg Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control renewal stamp wittrtht Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Dit szd$.: • " :' . •• •• • •• • MISSILE IMPACT RATING: None • • LABELING: Each unit shall bear a permanent label with the manufacturer's name or le • gcit o, city, state ; • following statement: "Miami -Dade County Product Control Approved ", unless otherwise nottd here& RENEWAL of this NOA shall be considered after a renewal application has been filed and there hat 1.44D • 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 renews NOA # 05- 0516.01 and consists of this page 1 and evidence page E -1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 08- 0828.02 Expiration Date: January 1, 2014 Approval Date: October 23, 2008 Page 1 • • • Nu -Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. NU -3, titled "NVJH Joist Supports, NVTP & NVTPH Plate Anchors, NVSO 236 Joist Hanger, NVHC 43 & NVHC 43/2 Hurricane Clip ", sheets 1 through 3 of 3, dated 07/10/03, with last revision # 3 dated 04 /27/05, prepared by Nu -Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA # 05-0516.01" B. TESTS Test reports on wood connectors per ASTM D1761 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. Report No. Wood Connector Direction Date 1. PT # 03 -4303 NVTP4 Upward 04/21/03 2. PT # 03 -4343 NVTP4H Upward 05/05/03 3. PT # 03 -4344 NVTP4 Upward 05/01/03 4. PT # 03 -4345 NVTP4H Upward 05/02/03 5. PT # 03 -4349 NVS0236 Up & Down 05/19/03 • • • • • • • • • • 6. PT # 03 -4357 NVS0236 Up & Down •Q$t2Q/03 • . • 7. PT # 03 -4358 NVJH24 Up & Down •®5134/03 • •.'.: 8. PT # 03 -4385 NVJH26 Up & Down •85t30/03 • 9. PT # 03 -4386 NVS0236 Up & Down .05?13/03 • ' • • 10. PT # 03-4387 NVJH28 Up & Down • OM/03 • . , . . • • . • .. "Submitted under NOA # 03- 0730.03" • • •.• • • • . • • • • • • C. CALCULATIONS • • • . • 1. Report of Design Capacities, dated 07/22/03, sheets 1 through 13 (1 13, preparg,„ • • signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA # 03- 0730.03" 2. Report of Design Capacities, dated 0713/05, sheets 1 through 5 of 5, prepared, signed and sealed by Vipin N. Tolat, F.E. "Submitted under NOA # 05- 0516.01" D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E -1 Page 67 ohjee Carlos M. Utrera, P.E. roduct Control Examiner NOA No. 08-0828.02 Expiration Date: January 1, 2014 Approval Date: October 23, 2008 • • Nu -Vue Industries. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENT 1. Statement letter of code conformance, no financial interest and no change of product, dated 08/21/08, issued, signed and sealed by Vipin N. Tolat, P.E. G. OTHER 1. Notice of Acceptance No. 05- 0516.01, issued to Nu -Vue Industries, Inc., approved on 09/29/05 and expiring on 01/01/09. E -2 Page 68 • 0000 • • • • .••• • • • .• • • • • • • • 0• •. • • • • • 0000 • • • • • • •0•• • 0000 •• •• •• • • • • • • • • • • • • • • • • • • • • • • •• • 00•• • • • • Carlos M. Utrera, P.E. oduct Control Examiner NOA No. 08- 0828.02 Expiration Date: January 1, 2014 Approval Date: October 23, 2008 • • TABLE 1 • JOIST SUPPORTS ' 18 G NVJH JOIST SUPPORTS Allowable Loads (Ibs} tGrudey Product Code , intension inales1 H • BS • Joist 5•ize" Double , Header Slze ' Single Header Size Fasteners ' t Wait tool„ - '• , W • Double,- • Header Single .' Header `foists , : �°�. Av. aka • Headers - NVJH24 13y 3i . 3 2x4 2xb • 2 -2x44 , 2 -2x6 ' 2x4 2x6 � 6-10d 8-lad x or i-1od k la- �%�}• -744. -- - ' WJH26 1 `7j3 'S 3, . 2x8 • L;2',48 • 10-1 IO toe i tY^6 -10d: u .(240 t (24 0 821 NV.H28 .138' .63.44 3 , 2x8 2x10' 2x12 2-2x8 2 -2x10 . 2 -2x12 2944 - 2910 • 2912 14-10d 14-105 x l 7-lad • 11c t73C, (736 W79 • �. Single Header , 1 -2X i ' General Notes: 1. Steel shall conform to ASTM A653, structural grade 33 (Min. yield 33 kst) and• a minimum galvanized coating of G 60 per AS TM A525. • 2. Allowable loads are based on National Desing specifications (NDS) for wood constrnctionF � Edltlon. ava o4 1^ to,rldo (3144: tcJ♦v� �'d-�' 2o4C•`2O 7 2oe 3. Design loads are for Southern Pine species with a specific gravity of 0.55. ' Allowable loads for other species shall be adjusted accordingly. - 4. Nail values are based on NDS table gig, G 0.55 and have been reduced ' for Penetration Depth factor... • 5. Allowable loads'for wind uplift and lateral loads have already been increased by a duration factor of 60% for anchor nail No• increase is 3"_._d Mardi Header 2 -2X - allowed for *steel stress. •• ••• • • . • • •• •• • • • • • • • . • •• •• •• • • • : • • • • • • •• • . •.• • • • • • • • •• • ••• •• • •_ .. •• NVJH 26 as shown ' NVJH 214 dt 28 , similar bait witlla different • • ... vl� • • • • • • • • • • , • ' • • .• ' .e • . •si • • • .• • •• • _:;tj� • . • • • - ••tlt •ssrt1_i. • - • • • • • • • • • • • • • R:• • • e88_:..- • ` 6. Allowable loads for more than a single connetion cannot be added ' together. A design Load which be divided into components in the direction ' given must be evaluated as follows: • • Actual Unlift + Actual L1 + Actual L2 < =1.0 Allowable Uplift Allowable LI Allowable L2 7. Allowable loads are base on 1 thick wood members unless otherwise noted. 8. All tests have been conducted in accordanc't rigiaD -1761. amositautethe navies orb Aping= to "5-05I6; • Expisses By VIPIN N. TOLAT, PE (CIVIL) FL REG'. *12847 15123 LANTER CREEK LANE HOUSTON, TX 77068 e;.• -f wank- / l �7 �% r19xM1 1 ri 114 P/ U Industries. • Ina... . ' 1051 -1069 East 29 Street Ilialeab, Fladda 33013 (305) 694 -0397 FA10 006)694 -0398 NVJH JOIST SUPPORTS DWG# NU-3 Sheet: 1013' Date: . TRIM lq, 2003 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • • tr# TABLE 2 - TOP PLATE ANCHORS' NVTP & NVTPH Size , Product Code Gauge . Dimensions (in) • A . 8 • 2x4/4x4, NVTP4 , ' 20 • 3r • B. • 2x8 /4x6, NVTP8 . 20 • 51" • 8" ' 2x8/4x8, NViP8 • 20 • 7i" • 8" ' 2x4/4x4• NV1P4H • 18 _ 31" ' 8" • 24/44. NViP6H . 18 . 5r • 8". 2x8 /4x8' NV)P8H ' 18 - 7r , 8" ' Notes: • 1. See General Notes, Sheet 1. 2. One half of all specified fasteners shall be used on each side of the stud - to achieve tabulated values. Stud 2 x 4 Minimum •• • •• • •• •• • • • •• • • ••• • •••• • • • • •• TABLE 3 NVSO 236, 16 GAUGE, HEAVY DUTY ' FACE MOUNT JOIST HANGER • Joist Size Total number of fasteners • Product 10d x 1 Ye" Wind f'e R. -55 ' code • Max. Uplift Capacity (Ibs) ssAVtTY 6 , 8 ' 10 - 12 • NVTP 4,6,8 • 828. 1087 , 1346 • 1605 • NVTP 4H.6H.8H 938' 1207, (474 (745 Notes: • 1. See General Notes, Sheet 1. 2. One half of all specified fasteners shall be used on each side of the stud - to achieve tabulated values. Stud 2 x 4 Minimum •• • •• • •• •• • • • •• • • ••• • •••• • • • • •• TABLE 3 NVSO 236, 16 GAUGE, HEAVY DUTY ' FACE MOUNT JOIST HANGER • Joist Size Header Size • • Fasteners , Allowable Loads (Lbs.) • Header . Joist • ssAVtTY Uplift 2x6-8 2 -2x8 2 -2x10' 2 -2x12 14-10d • 6-10d • 175 1108 , 14-16d • 6-18d • 1875 , 1279 , :440 X. • tad- Sere►e 6-18d , $.00 , 1217 - Notes: 1. See General Notes, Sheet 1. 1)i" Header 2-2X MMhnum • ••• • ••• • • • • • • .• • • • • • • • • • • • • • • • • • • •• • • • • • • • •• • •• • ' • • • raga • . ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • BOLT HOLES 1/2° DIA. NAIL HOLE 3/16" DIA. VIP)N N. TOLAT, PE (CIVIL) PL. REG. # 12847 15123 LANTER CREEK LANE HOUSTON, TX 77068 Joist 1 -2X Minimum Mtn. •48dlbpa `,E uri•.•.114140r1da = »m" • Nu ®Vue raa�eo-tee raG 1053 -1069 Fast 29 Straet 16aksh. Florida 33013 (305) 694 -0397 FAX: (306) 694 -0398 NVTP & NV1PH PLATE ANCHORS, NVSO 236 301ST HANDER DWG 48 NU -3 Sheet: 2 of 3 Date: RIX 10, 2009 Revisions: (1) 11/10/03 (2)1E/11/03 (3)04/27/05 • • • TABLE 4 18 Gauge NVHC 43 & NVHC 43/2 HURRICANE CLIP. PRODUCT FASTENERS • DESIGN LOADS (LBS) HEADER JOIST • UPLIFT LI ' L2 • CODE DESCRIPTION NVHC 43 • Hurricane Gip — wide • 9 -1 Od • 9-10d, '6/37* 407. 308 t NVHC 43/2 ' Hurricane Clip - WMex2 ' 10 -10d' 10 -10d' 1. 917 547, 432 Notes: ' *For Uplift, use two clips, one on each ' side to comply with section 2321.7 of . 1. See General Notes, Sheet 1. r • the FBC 2004 ' NVHC 43/2 •• • • •• •• • • • • • • • • • • • • • • NVHC 43 UPUFT —2X(1) "YRde) i N it 4.S Q.c. s L2 evte.r agn mnk Slats., •• �j elitiO • • • ! • • • • • • • • •• • • • • • ■ •• • • • • • •• • Page 70•• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 0 •• • • • ••• • • VIPIN N. TOLAT, PE (CIVIL) FL. REG. # 12847 151231ANTER CREEK LANE HOUSTON, TX 77068 Nu 1Y ue Industries. Inc. 1053 -1059 East 29 Street Hialeah. Florida 33013 (305) 694 -0397 FAX (3061684 -0398 NVHC 43 & NVHC 43/2 HURRICANE CLIP. DWG #= Sheet: Date: Revisions: (1)11/10/03 (2) 12/11/03 NU -3 3 of 3 IULY 10, 2003 (3) 4/27/05 • • MIAMN[.AD►E COUNTY BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Nu -Vne Industries, Inc. 1053 -1059 East 29 Street Hialeah, Florida 33013 SCOPE: MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 372 -6339 www.miamidade.gov/buildingcode This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division 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 Bui141itrg • Code, including the High Velocity Hurricane Zone. • •'. "' DESCRIPTION: Series NVTA, NVTAS, NVBH, NVUH, NVRT and NVTH Wood,tpj peetorst..'. APPROVAL DOCUMENT: Drawing No. NU -2, sheets 1 through 4, titled "NVTA ancIA'AS, NVBH 24 and NVUH, NVRT and NVTH", dated 02/13/03, with last revision on 07/19/06, prepared by"lIu -VuO • Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade Counrroduct Control revision stamp with the Notice of Acceptance (NOA) number and expiration date by th �. ta�rr''i- DadeLoarnty Product Control Division. • MISSILE IMPACT RATING: None • LABELING: Each unit shall bear a permanent label with the manufacturer's name or loot city, stare and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herem. • 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 renews NOA # 05- 0701.04 and consists of this page 1 and evidence pages El and E2, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. APPROVED' e 72 NOA No: 08-0326.11 Expiration Date: August 21, 2013 Approval Date: May 22, 2008 Page 1 • Nu -Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. NU -2, sheets 1 through 4, titled "NVTA and NVTAS, NVBH 24 and NVUH, NVRT and NVTH", dated 02/13/03 with last revision on 07/19/06, prepared by Nu -Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA No. 05- 0701.04" B. TEST Test reports on wood connectors per ASTM D1761 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. and S. E. Black, P.E. Report No. Wood Connector Direction Date 1. PT 02 -4073 NVTA Upward 11/06/02 2. PT 02 -4075 NVTA Upward 11/07/02 3. PT 02 -4074 NVTA Upward 11/06/02 4. PT 02 -3938 NVTA Upward 08/06/02 5. PT 03 -4177 NVRT36 Upward 02/03/03 6. PT 03 -4202 NVRT36 -T Upward 02/19/03 7. PT 03 -4271 NVRT36 -T Upward • • 08211$4 8. PT 03 -4270 NVRT24 -T Upward • • •' • 03127/0 9. PT 02 -4095 NVUH26 Up & Downward f1111I 10. PT 02 -4096 NVBH24 Up &Downward • 12/03/02 • • 11. 31- 22456.0002 NVTA & NVTAS Lateral ••••• Or/l4g/ 12. PT 04 -4698 NVTH24 Upward Parallel/PerpMdd1tular 0'4 /15/04 13. PT 04 -5036 NVTH24 Upward Load • • • • • • 13t0/04 • • • C. CALCULATIONS Report of Design Product Model 1. NVBM24 2. NVRT 3. NVTA & NVTAS 4. NVTA & NVTAS 5. NVRT Capacities prepared by V. No. of Pages 7 through 8 9 through 14 1 through 6 1 through 14 15 through 15 "Submitted under NOA No. 04-1202.01" N. Tolat, P.E. Date Signature • • • • 05/05/03 V. N. Tolat, P.E 05/05/03 V. N. Tolat, P.E. 05/05/03 V. N. Tolat, F.E. 02/06/03 V. N. Tolat, P.E. 07/07/03 V. N. Tolat, P.E. • • • • • • • • • • • • •• • •••• D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E -1 Page 73 arlos M. Utrera, P.E. Product Control Examiner NOA No: 08- 0326.11 Expiration Date: August 21, 2013 Approval Date: May 22, 2008 • • • • • • • • • • 410 Nu -Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED EMATERIAL CERTIFICATIONS E. STATEMENTS 1. No Financial Interest and code compliance letter issued by Vipin N. Tolat, P.E., on 03/26/03 signed and sealed by V. N. Tolat, P.E. "Submitted under NOA No. 04-1202.01" 2. Letter to Nu -Vue Industries issued by Building Code Compliance Office on 08/10/04 and signed by C. F. Font, P.E. "Submitted under NOA No. 04-1202.01" G. OTHER •••• 1. Notice of Acceptance No. 08- 0326.11, issued to Nu -Vue Industries, Ins., apprbyedsck 09/14/06 and expiring on 08/21/08. •• • • • • • • • •• •• E -2 Page 74 • • • s •••• • • • • • • ••■• • • • •••• • • • • • •• •• •• • • • • • • • • • •. • • • • • • • • •• • •••• • • •••• Carlos M. Utrera, P.E. Product Control Examiner NOA No: 08-0326.11 Expiration Date: August 21, 2013 Approval Date: May 22, 2008 • • • • TABLE 1 Truss Anchors NVTA and Riveted Truss Anchors with Seat NVTAS H Length (in) Product Code Gauge seat Gouge strap 16 NVTA -18 NVTAS 212 20 14 18 NVTA -18 NVTAS 214 20 14 20 NVTA -20 NVTAS 218 20 14 22 NViA -22 NVTAS 218 20 14 24 NViA -24 NVTAS 220 20 14 26 NVTA -26 NVTAS 222 20 14 28 NViA -28 NViAS 224 20 14 30 NVTA -30 NVTAS 226 20 14 36 NViA -36 NVTAS 232 20 14 48 NViA -48 NVTAS 244 20 14 No. of Fasteners each strap 10d Maximum Allowable Load (Ibs) L2 Single & Double Straps Uplift Single Strap Uplift Doubler NVTA L1 Single & Double Strops 5 757 1514 250 500 6 805 1610 250 500 7 854 1708 250 500 8 902 *1804 250 500 9 951 *1902 250 500 10 999 *1998 250 500 11 1048 *2096 250 500 12 1096 *2192 250 500 13 1145 *2290 250 500 14 1193 *2290 250 500 *Note: For 8 or more nails per strap, use double truss for double straps. General Notes: 1. Steel shall conform to ASTM A653, structural grade 33 (Mtn. yield 33 ksi) and a minimum galvanized coating of G 80 per ASTM A525. 2. Aliowabie loads are based on National Dosing specifications (NDS) for wood construction, 2001 Edition and Florida Building Code 2004. 3. Design loads are for Southern Pine species with a specific gravity of 0.55. Allowable loads for other specks shall be adjusted accordingly. 4. Noil values are based on NOS table 11P. 0-0.55 for common wire nails and have been reduced for Penetration Depth facto CD. 5. Allowable loads for wind uplift have already been increased by a duration factor of 1.8 for anchor nags. 335 steel stress increase is not used in the tabulated values. 6. Allowable loads for more than one direction for a single comectton cannot be added together. A design load which can be divided Into components in the directions given must be evaluated as follows AilJMMaele ft + n rale`11 + ggsgo, 7. Allowable toads are based on 1r thick wood members unless otherwise noted. 8. All tie beams and grouted concrete masonry shall comply with chapters 19 and 21 of 2004 FBC. Concrete for tle beans and grout and motor for concrete masonry shall be a min. of 2500 pet Concrete masonry shall comply with ASTM 9. All testa have been conducted In accordance with ASTM D -1781. • • • • ▪ • • • •• • • • • •` • • • • • • • • • • •• •• •• • • • •• • ••• • • • • • • • • • • • • f VTA • 1 °•• • • e• • H • • • • • • • • • • • • • • ••• e TABLE 2 Truss Anchors NVTA and Riveted H Length (in) Product Code Gauge seat Gouge strap 16 NVTA -16 NVTAS 212 20 14 18 NVTA -18 NVTAS 214 20 14 20 NVTA -20 NVTAS 216 20 14 22 NVTA -22 NVTAS 218 20 14 24 NVTA -24 NVTAS 220 20 14 26 NVTA -26 NVTAS 222 20 14 28 NVTA -28 NVTAS 224 20 14 30 NVTA -30 NVTAS 226 20 14 38 NVTA -36 NVTAS 232 20 14 48 NVTA -48 NVTAS 244 20 14 Perpendicular to wall No. of Fasteners each strop 10d x 1.5° Maximum Allowable Load (Ibs) Uplift Single Strap Uplift Double MP Ea' L1 Single & Double Straps L2 Single & Double Straps 5 1032 2238 250 800 8 1127 2254 385 565 7 1136 2272 520 630 8 1144 *2288 520 630 8 1153 *2308 520 630 10 1161 *2.322 520 830 11 1170 *2340 520 630 12 1178 *2356 520 830 13 1187 *2374 520 830 *Note: For 8 or more nails per strap. use double truss for double straps. PROBUCTAXVISED CY• ill ■. isphatiai #ice • r Reinforcements Required 1111111411101 Porallel Lt to wall VIPIN N. TOLAT, PE (CIVIL) FL. REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77088 2 'ate Concrete Tie Beam or Tie Beam formed with concrete filled masers compitNe ribfloolds 4 /` 0 2r —44-- Holes Dia. A" NVTA. NVTAS u — Vu e Industries, Inc. 1053 -1059 East 29 Street Hialeah, Florida 33013 PHONE: (305) 694 -0397 FAX (305) 694 -0398 NVTA AND NVTAS TRUSS ANCHORS DWG #: NU -2 Sheet: 1 of 4 Date: FEB. 13, 2003 Revisions: July 7, 2003 June 15, 2005 Jan. 10, 2006 July 19, 2006 Page 75 ••• It • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • • • • TABLE t NVRT Flat and Twisted Rafter Ties Length (in) Product Code Gauge 12 NVRT -12 14 16 NVRT -16 14 18 NVRT —t8 14 20 NVRT -20 14 22 NVRT -22 14 24 NVRT -24 14 30 NVRT -30 14 36 NVRT -38 14 48 NVRT -48 14 16d Fasteners Maximum Up ift Load (Ibs) TOTAL „paged. Flat lies Twisted Ties a 4 725 724 10 5 861 860 12 6 998 996 14 7 1135 1132 Notes: 1. Specify "F" for Flat and °T° for Twisted when ordering. 2. Fastener values are based on a minimum 1r thick wood members. 3. • Indicates no. of naffs in each connected wood member. 4. See General Notes, sheet 1. LENGTH •i HALF HALF Connected Connected to truss ± to wall LENGTH UPLIFT • �{� a •• • I 2�" N Reinforcement required TABLE 6 NVRT Twisted Rafter Ties to Concrete Tie Beams or Concrete Filled Masonry Length (in) Product Code Gauge 12 NVRT -12 14 16 NVRT -18 14 18 NVRT -18 14 20 NVRT -20 14 22 NVRT -22 14 24 NVRT -24 14 30 NVRT -30 14 36 NVRT -36 14 48 NVRT -48 14 No. of 16d nails to Wood Framing No. of ," diameter Tapcons to Concrete Maximum Uplift Load (Ibs) 4 6 722 5 7 858 6 8 991 7 9 1125 Notes: pwMes 1. ITW topcons shall be embedded a minimum of 14" into concrete tiebeam or tiebeam formed with concrete filled masonry. ITW tapcons shall have a min. edge distance of 2i° and minimum spacing of 13° as shown. 2. See General Notes, sheet 1. 3. All tapeone must be in the same row space at 14" on centers. Do not use holes in the opposite row. Strap must be long enough to accommodate required topcons. • ••• • ••• • • 4 Beam Crmr wl • • eineretp • • • • • converts tie bqpm • • • • H s •• Page 78 • • • • • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • WIN N. TOLAT, PE (CIVIL) FL. REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 4 "4 "4" 0 0 — o o — NVRT Anchor Holes dia. it" Do not Use circled holes 14" 16d } " "Tapcons [1r Nu — Vu e Industries, Inc. 1053 -1059 East 29 Street Hialeah, Florida 33013 PHONE (305) 694 -0397 FAX: (305) 894 -0398 NVRT FLAT AND TWISTED RAFTER TIES DWG #: Sheet Dote: Revisions:July 7. 2003 June 15, 2005 NU -2 3 of 4 FEE. 13, 2003 Jan. t9, 2008 July 19, zoa • • • 1120.ix 1. Truss plate required to transfer loud to bottom chord slot ]fiN. 4° EMIL NVTH 1y�. Truss plate required to transfer Toad to bottom chord Reinforcements Required x; s Double Stiap Double Truss Concrete Tie Beam or Tie Beam formed with concrete filled masonry +F' 00100001 Reinforcements �RaquMed WOW Single Strap Single Truss Concrete Tie Beam or Tie Beam formed with concrete filled masonry Nags on Front & Back Shag be off centered 5 Nags In Front (11bn.) Nails 10d x 1.5° •• ••• • • • • • •• • •• • • • 1 • 11 3 wow.. ,rte s r {� . •' • • • • • • • •• • • •• • • • •• • • •• • _• • • • • • • • •• • • • • Ceao Tit • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • 000 • • TABLE 7 Truss Anchors NVTH H Length (in) Product Code Gauge seat Gauge strap 12 NVTH -16 18 14 14 NVTH -18 18 14 18 NVTH -20 18 14 18 NVTH-22 18 14 20 NVTH -24 18 14 No. of Fasteners in each Strap 10d x 1.5" Maximum Uplift Loads (Ibs) Single Strap on Single Truss Double Straps on Double Truss 5 1032 2064 6 1222 2444 7 1275 2550 8 1329 2658 9 1383 2766 10 1437 2874 22 NVTH -26 18 14 24 NVTH-28 18 14 26 NVTH -30 18 14 32 NVTH -36 18 14 44 NVTH -48 18 14 71P39 N. TOLAT, PE (CIVIL) FL. REG. # 12847 18123 LANTERN CREEK LANE HOUSTON, T% 77088 11 1490 2980 12 1544 3088 13 1598 3196 NVTH Nu — Vu e Industries. Ina. 1053 -1059 East 29 Street Hialeah, Florida 33013 Phone: (305) 894 -0397 Far (305) 894 -0398 DWG #: NU -2 Sheet: 4 of 4 NVTH ANCHORS Date: Revisions: JULY 19, 236 • • • TABLE 3 NVBH 24 BUTTERFLY HANGER Notes: 1. Use all specified fasteners in schedule to achieve values indicated 2. Values are based on 1r header and Joist thickness. 3. See General Notes. Sheet 1. SYMM.® Mid Span 2& DOWNWARD LOAD •• ••• • • • • • • • • • •• ••• •• • • • •• • • • • • •• TABLE 4 NVUH 26 JOIST HANGER A 0 W 1c GAUGE FASTENER SCHEDULE ALLOWABLE LOADS (Ibs.) x El o GRAVITY LOADS 2x4 NVBH24 18 12 5 1113 Notes: 1. Use all specified fasteners in schedule to achieve values indicated 2. Values are based on 1r header and Joist thickness. 3. See General Notes. Sheet 1. SYMM.® Mid Span 2& DOWNWARD LOAD •• ••• • • • • • • • • • •• ••• •• • • • •• • • • • • •• TABLE 4 NVUH 26 JOIST HANGER A PRODUCT CODE GAUGE I FASTENER SCHEDULE ALLOWABLE LOADS (Ibe.) q' s n.- x 5, DOWNWARD GRAVITY LOADS WAND UPUFT LOAD 2x6 NVUH28 14 20 10 2233 1213 Notes: 1. Use all specified fasteners in schedule to achieve values indicated. 2. Values are based on 3" header thickness and i3' Joist thickness. 3. See General Notes. Sheet 1. • ••• • ••• • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • •0 • •• • •• • • • 5} VIPIN N. TOLAT, PE (CIVIL) FL. REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 SYMM.® Mid Span UPUFT Nu — Vu e Industries, Inc. 1053 -1059 East 29 Street Hialeah. Florida 33013 PHONE (305) 894 -0397 FAX (305) 694 -0398 NVBH 24 AND NVUH 26 HANGERS DWG #: NU -2 Sheet Date: Revisions: July 7, 2003 June 15, 2005 2 of 4 FEB. 13, 2003. 10, 2008 July 19, 2008 Page 78•• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • • • MIAM:I�DiAQ • COUNTY BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Nu -Vne Industries, Inc. 1055 East 29th Street Hialeah, FL 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division 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. MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 372 -6339 www.miamidade.aov/buildinecode, .... • • . . .• .••• • DESCRIPTION: Series AB, NVSTA, NVHTA, NVTHJ, IKE, NVTT and NVHCt37 Wood bnpeCtors APPROVAL DOCUMENT: Drawing No. NU -1, titled "Truss and Top Plate AnchAars:,.sheets 1 thrpugh 4 • of 4, dated 02/18/08, prepared by Nu -Vue Industries, Inc., signed and sealed by Vip rN.Tolat, PE., bearing • the Miami -Dade County Product Control Revision stamp with the Notice of Acceptacximber and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None • • • LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city,stateand • following statement: "Miami -Dade County Product Control Approved ", unless othetwisp'goted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there blyi 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 # 03- 0224.10 and consists of this page 1 and evidence page E -1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. •••• • • • • • .. .. •. • • • • • • Page 79 NOA No. 08- 0325.02 Expiration Date: May 22, 2013 Approval Date: June 5, 2008 Page 1 • • • Nu -Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. NU -1, titled "Truss and Top Plate Anchors ", sheets 1 through 4 of 4, dated 02/18/08, prepared by Nu -Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS Test reports on wood connectors per ASTM D1761 -88 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. Report No. Wood Connector 1. 05 -5195A AB -5 2. 05 -5196A AB -7 3. 04 -4995 NVTHJ -26 4. 04 -4996 NVTHJ -28 5. 05 -5612 IKE -I 6. 06 -5622 IKE -2 7. 04 -4908 NVTT 8. 03 -4631 NVTT 9. 08 -6711 NVHC -37 C. CALCULATIONS 1. Shear value of common wire nails and steel plate tensile calculati'tJ prepared by Vipin N. Tolat, P.E., Consulting Engineer, dated 03/20/08, signed"aifdealed by�Vipin • N. Tolat, P.E. • Load Direction Fl and F2 Fl and F2 Upward Upward Upward, L1 and L2 Upward, L1 and L2 Upward and Ll Upward and Ll Upward, Ll and L2 Date 06/03/05 06/11/05 01/31/05 01/31/05 03/20/06 05/01/06 07/21/04 06/21/04 03/14/08 • • •• • • • • •••• • • • •• • • • D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS • • •' • 1. None. F. STATEMENTS 1. Code conformance letters, issued by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. • • •• •• • • • • • • •••• • • • • • • •••• •••• G. OTHER 1. Notice of Acceptance No. 03- 0224.10, issued to Nu -Vue Industries, Inc., approved on 04/17/03 and expiring on 05/22/08. E -1 Page 80 "rot --00q=' C a os Utrera, P.E. Product Control Examiner NOA No. 08- 0325.02 Expiration Date: May 22, 2013 Approval Date: June 5, 2008 • •• • • • • • • • •• • • • • • • • AB-7 18 Gauge Angle Clips. AB-5 Typical lnstallallon Product Code Dimensions (inches) Fastener Schedule Alowable Loads (lbs) W1 W2 L Header Joist F1 F2 ABS 1X 236 5 3- 10dx14" 3- 10dx13" 511 595 AB7 1%i 2°/r6 7 4- 10dx134" 4- IOdxW2" 582 794 Notes: Nail wider angle leg to Joist and Shorter leg to Header. •• 4100 • • • • • • • • • • • •• ••• •• • • • •• • • • •• GENERAL NOTES: I. Steel shall conform to ASTM A653, structural grade 33 (Mm. yield 33 ksi) and a minimum galvanized coating of G 60 per ASTMA525. 2. Allowable loads are based on National Desing specifications (NDS) for wood construction, 2001/2005 Edition. 3. Design loads are for Southern Pine spew with a specific gravity of 0.55. Allowable loads for other species shall be adjusted accordingly. 4. Common wire nail values are based on NDS table 11P, 0=0.55 and have been reduced for Penetration Depth factor P/1 0D. 5. Allowable loads for wind uplift have already been increased by aduuatian factor of 60% for anchor nail. Load values shown are without 33% steel stress increase. 6. Allowable loads for more than a single connection cannot be added together. A design load which is divided into components in the direction given must be evaluated as follows: Actual Uplift + eAllowabla Uplift Allowable +All wable Lx=1.0 7. Allowable loads are based on 1K" thick wood members unless otherwise noted 8. All tie beams and grouted concrete masonry shall comply with chapter 21 of FBC. Concrete for tie bears and grout and mortar for concrete masonry shall be a minimum of 2500 psi. Concrete masonry shall comply with ASTM C90. 9. All tests have been conducted in accordance with ASTM D -1761. • ••• • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • •• • • • • • •• • ••• • Page 81 VIPIN N. TOLAT. PE (CIVIL) FL REG. # 12847 15123 LANTERN CREEK LANE HOUSTON. TX 77068 PRODUCTaavtasD as oomplYl�waheoPiodr Pt•dgetCcatrol Nu —Vue industries, be. 1053 -1059 East 29 Shed Hialeah, Florida 33013 (305) 694-0397 Fax: (305) 6940398 TRUSS AND TOP PLATE ANCHORS DWG #: NU -1 Shed: 1 of 4 Date: Feb 18, 2,008 Revisions: 410• • • • • 4141• • • • • • • • • • • • • • OS* • • • • • • • • • • • • • • 00 •• • • • •• 410 8•• • • • •4141 • • • • • Deep Seat Truss Anchor.. They are designed to resist lateral and uplift forces. The snap is made of 14 gauge steel and the seats of 20 gauge steel. UPLIFT 40010. i` rl� nots�ry`�prc eo 4:1 Assembly Product Code Damon H (inches) Total No. of Fasteners 10dx ° TotalNo. of Fasteners in 20G lid" Allowable Loads (Ibs) Upla L1 6 L2 6 NVSTAI2 12 5 6 1046 700 1049 6 6 1141 760 1144 NVSPA16 16 7 6 1236 823 1239 NVSTA20 20 8 6 1331 887 1335 9 6 1426 950 1430 NVSTA22 22 1444 NVSTA24 24 Holden Double Strap Riveted Truss Anchor.. They are designed of 14 gauge steel plates to resist lateral and uplift forces. The seats are made of 20 gauge steel. UPLIFT Assembly Product Coda Dimension H (inches) Total No. of Fastenem in two Straps ltd a lW Total No. of Fasteners in 20 GA. Seat 10d 13" Allowable Loads (Ow) 6 Uplift s Uplift 6 Ll 6 L2 NYHTA12 12 10 6 1506 1766 1050 1450 12 6 1695 1987 1181 1631 NVHTA16 16 14 6 1883 2208 1312 1812 NVHTA20 20 16 6 2071 2429 1444 1994 18 6 2259 2649 1575 2175 NVETA22 22 Notes: rat0�craevl 1. Nails are necessary in straps and seat to achieve, desing 1oat NV13TA24 24 2. See note 6, sheet 1 for combined loading. Ascagerace Noe 1_ s___— L— LJ...1...i1 ....s4w.., 4...4.....e .,1 as Ex Age .• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • ••• • ••• • • • • • • • • • • • • • • • • •• • • • •• • •a • • • • • • • • • • • • • • • • •• • ••• • Page 82 uu..•'�: vava.n avow .........ee i......... 4. For general notes, see sheet 1. 5. For higher uplift loads, concrete shall be 3000 psi. 6. Based on min. 2500 psi concrete. VIPIN N. TOLAT, PE (CIVIL) FL REG. # 12847 15123 LANTERN CREEK LANE HOUSTON. TX 77068 Nu —Vue h,d>,I»A.. 1053 -1059 East 29 Street IHialeah, Florida 33013 (305) 694-0397 Fax (305) 694 -0398 TRUSS AND TOP PLATE ANCHORS DWG #: NU -1 Sly 2 of 4 Date: Feb 18, 2,008 Revisions: ••• • • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • ••• • • • • • • • • • • • • • •• •• • • 12 Gauge NVTHJ Truss Hip & Jack Hanger 20G Stud Plate Ties NVTHJ -28 similar U.S. Patent No. 4,964,253 Product Code Allowable Loads (lbs) S. Pine Nail Schedule �N Loads Header is 161 (e) � Nail 1 aek a l l c a Plate Uplift Ll L2 MB 1 1'4YTffi26 1478 16 4 3 7 2 3 5 NVTBJ28 1931 20 5 4 9 2 3 5 : For 1 -2x mein 10dxl%" nails can be used ••••••• • • • • • • • NVTHJ -28 as sheik', NVTHJ -28 aimilar Typ. • • UPLIFT 1e-2 TYPICAL IKE1 INSTALATION Product Code Dimensions (inches) Fasteners Allowable Loads (lbs) W H L Stud Plate Uplift Ll L2 MB 1 11 5 3 z 6-10d 4-10d 787 337 337 IKE 2 1% 6s/ 3'14 6-10d 7 -10d 932 451 318 • •• •• • • e•• •• • • • PRODUCT swam ENO9: -6'f_ , aphelion No ! ral. a • ••• • ••• *Sy / %.—r- • • • • • • • e,ocaoaa • • • • • • • navin • • • • • • •• • • • • • •• •_• •• • •• • • • ••• • Page 83 VIPIN N. TOLAT, PE (CIVIL) FL REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, D( 77068 Nu -Vue Imo, 1053 -1059 East 29 Street Hialeah, Florida 33013 (305) 694-0397 Fax: (305) 694-0398 TRUSS AND TOP PLATE ANCHORS DWO#: NU -1 Sheet 3 of 4 Date: Feb 18, 2,008 Revision& ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • • • • 18 Gauge NVTI' Sanibel Truss Strap Product Code Dimes (inches) Fasteners Schedule Allowable Loads (lbs) W B H L Truss Top Plaice Masonry Uplift Li NVTf -1 136 13 14 13 2- tOdal3a" 6-108 — 968 543 NV rr 2 13f6 1% 14 13 2-1 1" — 1 ii" Tapcans 1584 465 1. 1- 10da154" nazi is placed on each side of tho Truss and 3- l0dnails in each leg are placed in two top plates. 2. 3-1 "dia. x 134" long, 134" embedment tapcons are placed in each leg and into tins hol low concrete masonry. Maintain 234" edge distance from top oftbe block and spacing of 3" between the tapcona. muds fUPLIFT 1.1 •• ••• • • • • • •• • • • • • N'4T1AsSb..n• • • ••• • •)WTf -21 aMptwo•rebe macaw wW *won anchors mead of WoodPietasaadnafls. • • • • • • • • • ••• • ••• • • • • • • • • • • • • • • • • • • • •• • • • • • •• • •• • •• • •�ti Page 84 ••• • • • • • • • • • • • • • •• •• ••• • • • • • • ••• • • • • • • ••• ••• • • • • • • • • • • • • •• •• 18 Gauge NVHC 37 5WAY Grip Clip, (520) Ti VIPIN N. TOLAT, PE (CIVIL) FL. REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 Nu —Vue lea 1053 -1059 East 29 Sheet }Tialeah. Florida 33013 (305) 694-0397 Fax: (305) 694-0398 TRUSS AND TOP PLATE ANCHORS DWO0: NU -1 Sheet: 4 of 4 Data Feb 18, 2,008 Revisions: Nall Schedule Allowable Design Loads OW Product Code Deseiplion otHeader or= Uplift LI L2 NVHC 37 5 Way clip. 16 -8dor 16-104 12 -8dor 12.10d 702 560 637 VIPIN N. TOLAT, PE (CIVIL) FL. REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 Nu —Vue lea 1053 -1059 East 29 Sheet }Tialeah. Florida 33013 (305) 694-0397 Fax: (305) 694-0398 TRUSS AND TOP PLATE ANCHORS DWO0: NU -1 Sheet: 4 of 4 Data Feb 18, 2,008 Revisions: • MIAMIDADE COUNTY BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA United Steel Products Company 14305 Southcross Drive # 200 Burnsville, MN 55306 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division 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. MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 372 -6339 www.maimidade.Eov/buildingcode DESCRIPTION: Series MSH Wood Connectors. .... • • ' .. APPROVAL DOCUMENT: Drawing No. 0103MD, titled "MSH SERIES (ADJUStABL'E ST]AAP• HANGERS) ", sheets 1 and 2 of 2, dated 12/14/04, with revision #1, prepared by Uniiec1 tee 1 Proddc"ts'• Company, signed and sealed by R. W. Lutz, P.E., bearing the Miami -Dade County Pruchcit Control Renewal • stamp with the Notice of Acceptance number and expiration date by the Miami -Dade es: wry Pro wt4©ntrol • Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name ar ld'ge: city, Mate and following statement: "Miami -Dade County Product Control Approved ", unless otherwise aloted htfd•ifi? • • • • .... • • • • • .• • •• •. • • • • • • • RENEWAL of this NOA shall be considered after a renewal application has been fired and them has b; en • 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 renews NOA # 05- 0105.04 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 Carlos M. Utrera, P.E. Page 85 • NOA No. 08- 0303.06 Expiration Date: May 22, 2013 Approval Date: April 24, 2008 Page 1 • • • United Steel Products Company NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. 0103MD, titled "MSH SERIES (ADJUSTABLE STRAP HANGERS) ", sheets 1 and 2 of 2, dated 12/14/04, with revision #1, prepared by United Steel Products Company, signed and sealed by R. W. Lutz, P.E. "Evidence Submitted under NOA # 05- 0105.04" B. TESTS Test reports on wood connectors per ASTM D1761, signed Caudel, P.E & J. D. Lee, P.E. Report No. Connector Load Direction 1. P11 # 02- 3927 -2 MSH 29 Up & Down 2. PTI # 02 -3924 MSH 218 Up & Down 3. P11 # 02 -3925 MSH 222 Up & Down 4. P11 # 02 -3923 MSH 213 -2 Up & Down 5. P11 # 02 -3926 MSH 413 Up & Down 6. P11 # 02 -3931 MSH 418 Down "Evidence Submitted under NOA # 05- 0105.04" C. CALCULATIONS Calculated Capacities prepared by R. W. Lutz PE. Product Model No. of Pa es Date Si niter . . 1. MSH 29 1 through 3 12/27/02 R. . Luta, P.E.• • 2. MSH 218 9 through 9 01/30/03 R. W. Lutz, P.E. 3. MSH 222 4 through 5 01/08/03 R. W !Lutz, P.E . " ". 4. MSH 213 -2 6 through 6 01/21/03 R. W. Lutz, P.E. '. 5. MSH 413 7 though 8 01/28/03 R. W. Lutz, P.E. 6. MSH 418 9 through 8 01/28/03 R. W. Lutz, P.E. "Evidence Submitted under NOA # 05- 0105.04" and sealed by C.R. Date 11/26/02 10/21/02 12/16/02 10/31/02 11/18/02 12713/02 •"' • •••• •••• •• •• • • • • • •• • • • •••• • • • •• • D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E -1 Page 86 1/3//°4 Carlos M. Utrera, P.E. Product Control Examiner NOA No. 08- 0303.06 Expiration Date: May 22, 2013 Approval Date: April 24, 2008 • • United Steel Products Company NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. No Financial Interest letter issued by USP Lumber Connectors, dated 01/31/03 signed by R. W. Lutz, P.E. 2. Code Compliance letter issued by USP Lumber Connectors, dated 01/30/03 signed and sealed by R. W. Lutz, P.E. 3. Letter requesting revision issued by Product Control Section on 10/25/04 and signed by C. F. Font. "Evidence Submitted under NOA # 05- 0105.04" 4. Statement letter of conformance issued by United Steel Products Company, dated 02/27/08, signed and sealed by Robert W. Lutz, P.E. 5. No change letter issued by United Steel Products Company, dated 02/27/08, sigu1 by • Robert W. Lutz, P.E. • • • •• • • • • • • •• •• • • • G. OTHER ••••• • 1. Notice of Acceptance No. 05- 0105.04, issued to United Steel ProduetsComPdsij�, - approved on 02/24/05 and expiring on 05/22/08. • • • • • . • • • • • • E -2 Page 87 • • • • • • • • • • •• • • • • • ••••• ••••• • •• • • • • • • • • • • • • lYi. Utrera, P.E. Carlos , Product Control Examiner NOA No. 08- 0303.06 Expiration Date: May 22, 2013 Approval Date: April 24, 2008 • • •• ••• • • • • • •• •• • • ••• • • 0 PRODUCT REVISED mmTptiftwithdorkodia am a5tr:Ilk: LOAD SHARE FASTENING SYSTEM I EMI' 't--716 ?Wed Cadre 711a k itibbticr RIMMED 11 * TOP MOUNT "` ' , proomictimmi FACE MOUNT *INDICATES JOIST SLANTED NAILING DIMENSIONS MOUNTING CONDITION FASTENER SCHEDULE ALLOWABLE LOADS (Lbs.) PRODUCT CODE GA W D H B FW HEADER TOP FACE JOIST DF -L SYP FLOOR I UPLIFT 100% 133% . *MSH29 18 1 5/8 2 1/4 8 3/4 5 2 1/4 ( TOP-MAX (4) 10d J6) 10d [4) 10d 2785 - - * MSH213 18 1 5/8 2 1 /4 12 3/4 5 2 1/4 FACE -MAX -- -- (20' 10d (4) 10d 2660 - - TOP -MAX (4) 1 Od 6' 1 Od l Od 2785 - -- * MSH218 18 1 5/8 2 1/4 16 3/4 5 2 1/4 FACE -MAX - -- (�6) 1 Od (4) (4) 1 Od 2660 - - TOP -MAX (4) 10d (6) l Od (4) 10d 1 2785 - - MSH222 18 1 5/8 1 3/4 23 10 13/16 1 3/4 FACE -MAX - - (22) 10d (4) Od x 1-1/2 - - - - TOP-MAX (4) 10d (6 10d (4) 10d x 1-1/2 2015 - - MSH179 18 1 13/16 2 1/2 8 11/16 4 15/16 2 1/4 FACE -MAX - -- (18 10d (4) 10d 2515 - -- TOP -MAX (4) 10d 6 10d (4) 2785 - - MSH318 18 2 9/16 1 3/4 18 10 3/8 1 3/4 FACE -MAX -- - (16 1 Od 10d x 1-1/2 - - TOP -MAX (4) 10d (6) 10d (4) 10d x 1-1/2 2015 - - GENERAL NOTES 1) STEEL SHALL CONFORM TO ASTM A653 STRUCTURALGRADE3, • • • • • AND A MINIMUM GALVANIZED COATING OF G90. • • • 21 FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE'WE13.: • • 1 3) ALLOWABLE LOADS HAVE BEEN INCREASED FORWIND LOW* ••. • .. CONDITION. NO FURTHER INCREASE IS ALLOWABLE. 4) ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION (G= 0.55 OR BETTER AND MOISTURE CONTENT OF 19% OR LESS). ALL TESTS • • '' • PERFORMED IN ACCORDANCE WITH ASTM D1761. • • . • • 5) PENETRATION IS ASSUMED TO BE 1 1/2" INTO WOOD 0051 8;• • •; 1 5/8" OR MORE INTO WOOD 1•tEAD1;.R• • • •• 6) ALLOWABLE UPLIFT LOADS NOT LISTED ARE LESS THAN 700# AND DO NOT COMPLY WITH SEC. 2321.7 OF FBC, AND ARE THEREFORE EXCLUDED FROM USE. ••• • • • • • • • • • • OP* • • • • • REV. #1 • • • •• • •• • • •• . • UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE MONTGOMERY. MN. 56069 PHONE (507)364 -7333 ` • • • • e ,• • . •' [ ` • vG (:� • • • • • • • • • • • NAME: MSH SERIES (ADJUSTABLE STRAP HANGERS HANGERS) DATE 12 -14-04 ROBERT W LUTZ PROFESSIONAL ENGINEER (STRUCTURAL, FLORIDA REG. NO. 55409 SHEET: 1 OF 2 DRAWING NO.# 01 03MD MDADE • •• ••• • • • • • •• •• • • ••• • • PRODUCT CODE DIMENSIONS GA W D H B MOUNTING CONDITION FASTENER SCHEDULE HEADER TOP FACE JOIST ALLOWABLE LOADS (Lbs.) DF -L / SYP FLOOR UPLIFT 100% 133% MSH322 18 29/16 1 3/4 22 1/2 10 3/8 FACE -MAX (22) 10d (4) 10d x 1 1/2 TOP -MAX (4) 10d (6) l0d [4) 10d x 1 1/2 2015 *MSH213 -2 16 3 1/8 21 /4 143/16 7 13/16 FACE -MAX (14) 10d (6) l0d 2220 1360 TOP -MAX (4) 10d (6) 10d (4) 10d 3395 1360 MSH218 -2 16 3 1/8 1 3/4 17 3/4 10 1/16 FACE -MAX (16) 10d (4) 10d 1950 TOP -MAX MSH222 -2 16 3 1/8 1 3/4 221 /4 10 1 /16 FACE-MAX (4) 10d L6) 10d (4) 10d 2015 (22) 10d (_4) 10d 2015 TOP -MAX *MSH413 16 3 9/16 1 3/4 14 7 5/8 FACE -MAX (4) 1_0d (6) 10d (4) 10d 2015 (14) 10d (6) 10d 2220 1245 TOP -MAX (4) 10d (6) 10d (6) 10d 3150 1245 *MSH418 16 3 9/16 1 3/4 171/2 7 5/8 FACE -MAX (18) 1Od (6) 10d 2440 1245 TOP -MAX TOP -MIN (4) 10d (4) 10d (6) 10d_ 2 10d 6j 10d (6) 10d 3150 1245 2190 *MSH422 16 3 9/16 1 3/4 21 1/2 7 5/8 FACE -MAX (22) 10d (6) 10d 2440 1245 TOP -MAX (4) 10d (6) 10d (6) 10d 3150 1245 TOP -MIN (4) 10d 12) 10d (6) 10d 2190 GENERAL NOTES 1) STEEL SHALL CONFORM TO ASTM A653 STRUCTURALGRADE 33, AND A MINIMUM GALVANIZED COATING OF G90. 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED. 3) ALLOWABLE LOADS HAVE BEEN INCREASED FORWIND LOAD• ••• CONDITION. NO FURTHER INCREASE IS ALLOWABLE. • • 4) ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGII• •: SPECIFICATIONS FOR WOOD CONSTRUCTION (G= 0.55 OR•EVT P: AND MOISTURE CONTENT OF 19% OR LESS). ALL TESTS PERFORMED IN ACCORDANCE WITH ASTM D1761. 5) PENETRATION IS ASSUMED TO BE 1' 1/2" INTO WOOD 301sT- 8 1 5/8" OR MORE INTO WOOD 1.1E. DER. ••• • 6) ALLOWABLE UPLIFT LOADS NOT LISTED ARE LESS THAN 770 • AND DO NOT COMPLY WITH SEC.2321.7 OF FBC, AND AR •• THEREFORE EXCLUDED FROM USE. • • • •• • • •• • • • • •• • • • • • •• • ••• • • • • • • • • • • • • • • • •• •• ••• • • scouriying witb the Naas lauedies Code ;Wig • • • •• • • ••• • • • • • • • • • •• 1. • • •• • • • • • • • • • • •• • • • • • • • • • • • ProdaCtCootrel REV. #1 PRODUC.7 REVISED g� ray •S-O • • s --4111111111N. I UNITED STEEL PRODUCTS COMPANY 703 -ROGERS DRIVE, MONTGOMERY, MN. 56069 PHONE (507) 364 -7333 NAME MSH SERIES (ADJUSTABLE STRAP HANGERS) DATE 12 -14 -04 ROBERT W LUTZ PROFESSIONAL ENGINEER (STRUCTURAL FLORIDA REG. NO. 55409 SHEET: 20F2 DRAWING NO.# 0103MD MDADE • • • • • •• •• ••• • •