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Home My WebLink AboutPROJECT INFORMATIONa MecaWind Std v2.2.7.2 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date : 1/24/2018 Project No. LEROY Company Name : COOKE CONSTRUCTION Designed By CARL G. FORBES JOB Address : 9490 S OCEAN BLVD Description WINDOW/DOOR PRESURES City : JENSON BEACH Customer Name FLORA RES. State : FLORIDA Proj Location 170 EXP D File Location: C:\Program Files (x86)\MecaWind\LEROY FLORA. wnd Directional Procedure Simplified Diaphragm Building (Ch 27 Part 2) Basic Wind Speed(V) = 170.00 mph Structural Category = II Exposure Category = D SCANNED Natural Frequency N/A Flexible Structure No Importance Factor 1.00 Ed Directional Factor = 0.85 B r Alpha 11.50 Zg = 700.00 f At = 0.09 Bt = 1.07 t. Lucie County Am = 0.11 BM = 0.80 Cc = 0.15 1 = 650.00 ft Epsilon = 0.13 Zmin 7.00 ft Pitch of Roof = 0 : 12 Slope of Roof(Theta) _ .00 Deg h: Mean Roof Ht = 44.00 ft Type of Roof = FLAT RHt: Ridge Ht = 44.00 ft Eht: Eave Height = 44.00 ft OH: Roof Overhang at Eave= .00 ft Overhead Type No Overhang Bldg Length Along Ridge = 32.00 ft Bldg Width Across Ridge= 26.00 ft Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 26.40 ft lzm: Cc- (33/Zm)^0.167 = 0.16 L=: 1*(Zm/33)^Epsilon 632.12 ft Q:(1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.93 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.89 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 JAN S 6 2918 Topographic Adjustment 0.33*z 1.00 Kzt (0.33*z): Topographic factor at elevation 0.33*z = 1.00 Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)]^0.5 = 170.00 mph MWFRS Diaphragm Building Wind Pressures per Ch 27 Pt 2 All pressures shown are based upon ASD Design, with a Load Factor of .6 MWFRS Pressures for Wind Normal to 32 ft wall (Normal to Ridge) WALL PRESSURES PER TABLE 27.6-1 L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir = 0.81 h: Height to top of Windward Wall - 44.00 ft ph: Net Pressure at top of wall (windward + leeward) - 56.60 psf p0: Net Pressure at bottom of wall (windward + leeward) = 51.40 psf ps: Side wall pressure acting away from wall - .54 * ph -30.56 psf pl: Leeward wall pressure acting away from wall = .38 * ph = -21.51 psf pwh: Windward wall press @ top acting toward wall = ph-pl 35.09 psf pw0: Windward wall press @ hot acting toward wall = p0-pl 29.89 psf ROOF PRESSURES PER TABLE 27.6-2 h: Mean Roof Height 44.000 fi Lambda: Exposure Adjustment Factor = 1.167 Slope: Roof Slope .00 Deg - Any slope less than 9.46 Deg is treated as a 'Flat' roof per Table 27.6-2 Zone Load CaBel Load Case2 psf pef Ft% iR 2 .00 .00 3 -49.81 .00 4 -44.41 .00 5 -36.43 .00 Note: A value of '0' indicates that the zone/load case is not applicable. Notes - Normal to Ridge MWFRS Pressures for Wind Normal to 26 ft wall (Along Ridge) WALL PRESSURES PER TABLE 27.6-1 L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dix = 1.23 h: Height to top of Windward Wall 44.00 ft ph: Net Pressure at top of wall (windward + leeward) = 55.04 psf p0: Net Pressure at bottom of wall (windward + leeward) 49.78 psf ps: Side wall pressure acting away from wall = .56 * ph = -30.99 psf pl: Leeward wall pressure acting away from wall = .35 • ph = -19.52 psf pwh: Windward wall press @ top acting toward wall = ph-pl 35.52 psf pw0: Windward wall press @ hot acting toward wall p0-pl = 30.26 psf ROOF PRESSURES PER TABLE 27.6-2 h: Mean Roof Height 44.000 ft Lambda: Exposure Adjustment Factor = 1.167 Slope: Roof Slope = .00 Deg Any slope less than 9.46 Deg is treated as a 'Flat' roof per Table 27.6-2 Zone Load Casel Load Caee2 psf ps£ ------------------------ 1 .00 .00 2 .00 .00 3 -49.81 .00 4 -44.41 .00 5 -36.43 .00 Note: A value of '0' indicates that the zone/load case is not applicable. Notes - Along Ridge Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" _ = 3.00 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GOP, psf pef ----------------------------------------------------------------------- A-SINGLE HUNG 3.13 4.20 13.1 4 0.88 -0.97 49.74 -53.96 B-PICTURE WINDOW 2.70 4.20 11.3 4 0.89 -0.96 50.22 -54.43 C-SINGLE HUNG 3.06 4.20 12.9 4 0.88 -0.97 49.81 -54.03 D-PICTURE WINDOW 3.44 4.20 14.4 4 0.87 -0.96 49.43 -53.65 E-PICTURE WINDOW 3.73 4.20 15.7 4 0.87 -0.96 49.17 -53.39 F-SINGLE HUNG 3.06 4.20 12.9 4 0.88 -0.97 49.81 -54.03 I SGD 9.19 7.98 73.3 4 0.76 -0.85 44.18 -48.39 Khcc:Comp. s Clad. Table 6-3 Case 1 = 1.24 Qhcc:.00256*V-2•Khcc*Kht•Kd = 46.87 psf