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RC-16-2174 (2)IND1O v2.1.O.5 '64 Design (Method 2) per ASCE 7-10 Analysis by: CEi les r itchell Company Name: Description: 10682 N.E. 11TH CT " User Input Data Structure Type Basic Wind peed (V) Struc Category (I, II, Ill, or IVL Em,osurekB, C, or pi Struc Nat Frequency (n1L Slope of Roof Slope of Roof (Theta) Type of Roof Kd (Directonality Factor) Eave Height (Eht) Ridge Height (RHt) Mean Roof Height (Ht) Width Perp. To Wind Dir (B) Width Paral. To Wind Dir (L) Building 175 II C 1 3.0 14.0 Gabled 0.85 8.50 11.50 10.00 54.00 46.75 mph Hz :12 Deg ft ft ft ft ft Calculated Parameters Type of Structure Height/Least Horizontal Dim 0.21 Flexible Structure No Charles C. Mitchell P.E. Calculated Parameters Importance Factor 1 Hurricane Prone Region (V>100 mph) Table 6-2 Values Alpha = 9.500 g _ ___ _ ___900.000 At = Bt = 0.105 1.000 Bm_= Cc = 0.650 0.200 I= 500.00 ft Epsilon = Zmin = 0.200 15.00 ft Gust Factor Category I: Rigid Structures - Simplified Method Gust1 For rigid structures (Nat Freq > 1 Hz) use 0.85 0.85 Gust Factor Category II: Rigid Structures - Complete Analysis Zm Zmin 15.00 ft •• lzm Cc * j3/z)^0.167 0.2281 • • • Lzm I*(zm/33)^Epsilon 427.09 ft • Q (1/(1+0.63*((MingL)+Ht)/Lzfny0.6311^0.5 019219: • Gust2 0.925*((1+1.7*Izm*3.4*Q)/(1+1.7*3.4*Izm)) 0!ae 9'• Gust Factor Summary "."• • • G Since this is not a flexible structure the lessor of Gust1 or Gust2 are used DY5] - '• •••• 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 • •• • • S.• • • G 3/3/2015 • • • • • • • •• • • • • • • • •• • • • • ••• • •••• • • • • • • Developed by Meca Enterprises, Inc. Copyright 2006 Charles C. Mitchell P.E. Page No. 1 of 4 B WIND10 v2.1.0.5 Detailed Wind Load Design (Method 2) per ASCE 7-10 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights Elev 0 Kz Kzt qz Ib/ft"2 Pressure (Ib/ft"2) Windward Wall* +GCpi -GCpi 15 0.85 1.00 56.57 28.28 48.65 Figure 6-6 - External Pressure Coefficients, C Loa s Dn Main Wind- Force Resistinstems (Method 2) Variable �O mula Value Units Kh 2.01*(15/zg)^(2/Alpha) 0.85 Kht Topographic factor (Fig 6-4) 1.00 Qh .00256*(V)^2*I*Kh*Kht*Kd 56.57 psf Khcc Comp & Clad: Table 6-3 Case 1 0.85 Qhcc .00256*V^2*I*Khcc*Kht*Kd 56.57 psf Walt Pressure Coefficients, Cp Surface Cp Windward Wall (See Figure 6.5.12.2.1 for Pressures) 0.8 3/3/2015 •• • • . • .. • •••• • • • • • • • • • • .• •• • -Roof Pressure Coefficients, Cp ••.• Roof Area (sq. ft.) .... Reduction Factor *.00• • Calculations for Wind. Normal to 54 ft Face Additional Runs may be req'd for other wind directions Cp Pressure (ps1f1. +GCpi -GCpi' Leeward Walls (Wind Dir Normal to 54 ft wall) Leeward Walls (Wind Dir Normal to 46.75 ft wall) Side Walls -0.50 -0.47 -0.70 -34.22 -13.86 - 32.73 -12.37 -43.84 -23.48 Roof -.Wind Normal to Ridge (Theta>=10) - for Wind Normal to 54 Mace Windward - Min Cp Windward - Max Cp Leeward Normal to Ridge Overhang Top (Windward) Overhang Top (Leeward) Overhang Bottom (Applicable on Windward only) -0.54 -0.04 -0.46 -0.54 -0.46 0.80 -36.15 -11.91 -32.30 - 25.97 - 22.12 38.47 -15.78 8.45 -11.94 - 25.97 - 22.12 38.47 • • • • • •• • .. • • • • .... • • .... • . • • • •• • • . • . I. . • • •••• • • •..• Developed by Meca Enterprises, Inc. Copyright 2006 Charles C. Mitchell P.E. Page No. 2 of 4 • WIND10 v2.1.0.5 Detailed Wind Load Design (Method 2) per ASCE 7-10 Roof - Wind Parallel to Ridge (All Theta) - for Wind Normal to 46.75 ft face Dist from Windward Edge: 0 ft to 20 ft - Max Cp Dist from Windward Edge: 0 ft to 5 ft - Min Cp Dist from Windward Edge: 5 ft to 10 ft - Min Cp Dist from Windward Edge: 10 ft to 20 ft - Min Cp Dist from Windward Edge: > 20 ft -0.18 -0.90 -0.90 -0.50 -0.30 -18.84 -53.46 -53.46 -34.22 -24.61 1.53 -33.09 -33.09 -13.86 -4.24 Kh = Kht = Qh = Theta = * Horizontal distance from windward edge Figure 6-10 - External Pressure Coefficients, GCQf Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft 2.01 *(15/zg)^(2/Alpha) Topographic factor (Fig 6-2) 0.00256* (V )^ 2* I m p Fac* Kh* Kht* Kd Angle of Roof Transverse Direction = 0.85 = 1.00 = 56.57 14.0 Deg Longitudinal Direaion • 3/3/2015 •• • • • • • • • • • • • Torsiimal Load -cases • ••• • Wind Pressures on Main Wind Force Resisting System Surface GCpf +GCpi -GCpi qh Min P Max P (psf) (psf) (psf) 1 0.48 0.18 -0.18 56.57 16.86 37.22 2 -0.69 0.18 -0.18 56.57 -49.22 -28.85 3 -0.44 0.18 -0.18 56.57_ -34.85 -14.48 -4----- -0.37 0.18 56.57 ----31.34 -- -10.97 - -0.18 5 -0.45 0.18 -0.18 56.57 -35.64 -15.27 6 -0.45 0.18 -0.18 56.57 -35.64 -15.27 1 E 0.72 0.18 -0.18 56.57 30.77 51.14 2E -1.07 0.18 -0.18 56.57 -70.71 -50.35 3E -0.63 0.18 -0.18 56.57 -45.60 -25.23 4E -0.56 0.18 -0.18 56.57 -41.64 -21.27 * p = qh * (GCpf - GCpi) Figure 6-11 - External Pressure Coefficients, GCp • • • • • •• •• •• •• • •• • •• •• • • • • • • • • • • • • • • • • • • •.•• • • • • • • • •• • • • • •• • •• • • • • • • • • • • • • • • w• Developed by Meca Enterprises, Inc. Copyright 2006 Charles C. Mitchell P.E. Page No. 3 of 4 a= WIND10 v2.1.0.5 Detailed Wind Load Design (Method 2) per ASCE 7-10 Loads on Components and Cladding for Buildings w/ Ht <= 60 ft 4 ==> 2 3 3 2 1 2 a- a a a Gabled Roof 7 < Theta <= 45 L4.00 ft 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^2) Max Min Max Min DOOR 1 6 6.67 40.02 4 0.89 J -0.99 60.74 -66.39 WINDOW 1 3 3.166 9.50 4 1.00 -1.10 66.75 -72.41 0.00 0.00 0.00 0.00 • • 0.00 - -- - - - - -- ..- • . • •-- _..._• ft • ------ — --- Note: * Enter Zone 1 through 5, or 1 H through 3H for overhangs. .. .. . . 3/3/2015 • .• • .• • . • .. • • . • • • • . • .... • • • • • • . .... • • • • . . . .. . • . . .. . . . . .. . • • • • Developed by Meca Enterprises, Inc. Copyright 2006 Charles C. Mitchell P.E. Page No. 4 of 4