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Excel Engineering, Inc. 11/18/2009 Page # <br /> Building Roof Diaphragm Design : Wind parallel to ridge <br /> : Analytical Method -All Heights (ASCE 7-06) 1 <br /> (positive pressure acts Inward, negative acts outward) <br /> : Building dimension parallel to wind direction (eave) = 84.7 It (L) ASCE 6.3 <br /> : Building dimension normal to wind direction (gable) = 141.3 ft (B) ASCE 6.3 <br /> : Height above ground level = 25.00 ft (z) ASCE 6.3 <br /> : Roof pitch = 0.00 /12 (r) <br /> : Design velocity = 110.0 mph (V) ASCE F6 -1 <br /> : Parapet height = 9.00 ft (hp) <br /> : Roof rise = (B/2)(r/12) = ..-. 0.00 ft (y) <br /> : Mean roof height = 18.00 ft (h) <br /> : Velocity pressure @ z (case 2) = 17.51 psf (qz) ASCE E6 -15 <br /> : Velocity pressure e) h (case 2) = 15.41 psf (qv) ASCE E6 -15 <br /> : Gust effect factors 0.82 (G) ASCE E6.4 <br /> : Internal pressure coefficient = .. 0.18 (GCp) ASCE F6-5 <br /> : Pressure coefficients: Windward wall = 0.80 (Cp) ASCE F6-8 <br /> Roof (0 to h12) = •0.90 (Cp) ASCE F6-6 <br /> Roof (h/2 to h) • -0.90 (Cp) ASCE F6 -8 <br /> Roof (h to 2h) = -0.50 (Cp) ASCE F8-6 <br /> Roof (> 211) = -0.30 (Cp) ASCE F6-6 <br /> Leeward wall = -0.50 (Cp) ASCE F8-8 <br /> Side walls = -0.70 (Cp) ASCE F6-6 <br /> Windward parapet = 1.50 (GCp„) ASCE 6.5.12.2.4 <br /> Leeward parapet = -1.00 (GCp,,) ASCE 6.5.12.2.4 <br /> - GC q +GC <br /> : Windward wall design pressure = ((g ((g = 14.29 8.74 psf (P1) ASCE E6 -17 <br /> : Windward parapet design pressure = (Qz)(GCp„) = 2626 26.26 psf (Pip) ASCE E6-20 <br /> : Leeward wall design pressure = ((q„ 2 )(G)(Cp)) -((q„ 2)(GC0)) _ -3.56 -9.11 psf (P2) ASCE E6-17 <br /> : Leeward parapet design pressure = (g _ -17.51 -17.51 psf (P2p) ASCE E6 -20 <br /> : Side wall design pressure = ((gh2)(G)(Cp)) _ -6.09 -11.64 psf (P5) ASCE E6 -17 <br /> : Horizontal force at eave = ((h12)(P1- P2)) +((hp)(P1 p - P 2 p)) = J I - `." 536.75 plf (HRe) S 31 _ <br /> : Horizontal force at peak = ((y)(PI -P2)) = 4.00 0.00 pif (HRp) <br /> : Total force transferred to shearwall = (( (HRe))(B /2))+((1/2)(HRp)(B/2))) = controda.over minimum 37929.4 Ib (V) <br /> : Diaphragm unit shear = (V)/(L) = controle.over minimum 447.97 plf (v) <br /> : Minimum Method (IBC 1609.11) <br /> : Horizontal force at eave = (10 psf)(h/2 +hp) = 170.00 plf (HRem) <br /> : Horizontal force at peak = (10 psf)(y) = 0.00 pif (HRem) <br /> : Total force transferred to shearwall = ((( HRem)(B/2)) +((1/2)(HRpm)(B/2))) = 12013.1 Ib (V„„,) <br /> : Dlaphragm unit shear= (VV,,,)/(L) = 141.8B pif (v <br /> : Roof r ck Design I 06 <br /> As - ra o•= (B/L fi 67 s 4.00 <br /> H <br /> oof Pau): 1.5B -22 y' r -/s° Puddle cis = 6 f j;�teDESIQNI`�' <br /> PHttelrn: 36/4 . e".• Hlltl EDN 'S = y," - -•�•, 207.7 "pif :DESIGN 6 ' 0 <br /> Sidegsp: (1) # TEK Bar =. <br /> : Chord Design <br /> : Max .compression force = max((( HRpm)( B )) /(12L) +(((HRem)(B /(8L),((( HRp )(13 +(((HRe)(B 15827.81 lb (C) <br /> : Max. tension force = max((( HRpm)( B )) /(12L) +(((HRem)(B /(8L),((( HRp )(B /(12L)+(((HRe)(B = 15827.81 lb (T) <br /> Using: 1 L4X4X1/4 Steel Angle (n) <br /> : Allowable compressive force = REDESIGN 14600:0 Ib (C') AISC -13 T4-12 <br /> Allowable tensile force = (_6)(FyXA) = O.K. 41904.0 lb (T') <br /> : Chord area = 1.94 1n (A) " <br /> : Chord allowable yield stress = 36000.00 psi (Fy) <br /> F:1Job Files1914790 Aspen Dental - Zephyrhitl FLlarch caics12006 IBC analytical wind - steel - flat -1 story High Parapet.xis <br />