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912 <br />Pn <br />Kz , 0.7 0.98 height factor, Exposure B and C <br />Kzt 1 Topographic factor <br />Kd 0.85 Wind Directionality factOF <br />2 1 1 Importance FactoF <br />G OES Gust Factor <br />Cnet 1.2 Net Pressure Coefficent <br />Dead 1.psf <br /> iDesign Design j <br />Panel Span <P)Down Load Up Loaa 1 <br />9 Wind Caa (psf).(Psf) 1 <br />A=---======-=---===-=--=-----7 4222*Lfmph)Emes.!Ef....skjafl-_.....leL_ __yl___.„28fu_t <br />85 8 11.0 11.2 12.2 10.6 j <br />1:2.6 1.3.690 3 12.3 12.0 1 <br />100 B 15.2 15.5 16.5 14.9 <br />105 0 16.8 17.1 18;.1 16.5 <br />8 18.4 18.8 19.8 18.2 <br />B 21.9 22.4 23.4 21.8 <br />B 25.7 26.3 27.3 2.57 <br />Patio Cover Length (L)1 85 C 15.4 15.7 16.7 15.1 <br />90 C 17.3 17.6 18.6 17.0 <br />0,1,2%pir:3EEO <br />Crom=5Emmu <br />m:2=z=53 <br />2440 Albright <br />Houston, l'X 77017 <br />(713) 946-9000 <br />Ca¢i Putnam, P. E. <br />3441 Bytink Place <br />Lynchburg, VA 24503 <br />(434> 384-2514 <br />carinutnam@comcast.net <br />i 110 <br />v li 120 <br />Furel 130 <br />Determine Snow Loads on Existing Structure <br />1 Determine Rae,f Sn6wj'Live Load, S. See General Note 14. <br />2 Dead Load = 1 psf <br />3 Add Dead and Live/Snow Loads, mulitply by half of Panel Span <br />Wall Load = (D + S) P /2 <br />4 Result is wall load in pounds per linear foot. <br />i <br />; 100 C 21.3 21.8 22.8 21.2 <br />i 105 C 23.5 24.0 25.0 23-4 <br />110 C 25.8 26.3 273 257 <br />2 120 C 30.7 31.3 32.3 30.7 1 TABLE 1 DEC 5 2011 <br />130 0 36.0 36.8 37:8 36.2 1 A <br />iMaximutn Loads:Live, Snow, Wind or Combination (75%Snow + 75%Wind +Dead Loads) <br />Determine Wind Loads on Existing Structure <br />1 Determine Wine! Load, W+ or W-- See Table 1 <br />2 Dead Load included in Down and Up loads <br />3 Mulitply W+ or W- by half of Panel Span <br />Wail Load =WP/2 <br />4 Result is Wall load in pounds per linear foot.. <br />5 Maximum Shear Load in X direction is 536 Ibf (130 mph Exposure C, 11' Panel Span) <br />Max load in Y direction (towards house) is 75 pif (130 mph Exp C, 10" u bearh) <br />Max load in Y direction due to force couple resisting lateral is 146 pif <br />(130 mph Exp C, Projection = Width) <br />Wind 8 <br />Wind Load |Live Loads (psf) <br />ISpeed (mph) Exposure (psf) t 10 20 <br />5 Roof LivelSnow + Dead Loads Ill.0 21.0 <br />85 8 11.2 116.9 24.4 <br />90 B .12.6 1 17.9 25.4 <br />100 8 15.5 1 20.2 277 <br />105 8 17.1 i 21.3 28.8 <br />110 8 18.8 { 22.6 30.1 <br />120 8 22.4 1 25.3 32.8 <br />Ground Snow Loads (psf) <br />25 30 40 60 <br />22 26.2 146 51.4 <br />25.2 28.3 34.6 47.2 <br />26.2 29.3 35.6 48.2 <br />28.4 31.6 37.9 50.5 <br />29.6 32.7 39.0 51.8 <br />30.8 34.0 40.3 52.9 <br />33.5 36..7 43.0 55.6 <br />130 8 26.3 <br />Determine Seismic Loads on Existing Structure (Excludes Roof Snow Load over 30 ps{) !85 C 15.7 <br />1 Vertical Loads and Horizontal Loads = maximum of 1 psf I 90 6 17.6 <br />i 100 C 21.8 <br />28.2 _35.7 36.4 39..6 45.9 58.5 <br />20.3 27.8 -28.5 31.7 ' 3%.0 50.6 <br />21.7 29.2 30.0 33.1 39.4 52-0 <br />24.8 32.3 33.1 36.2 42.5 55.1 <br />2 C 6.39 <br />XP. 6- i ,015 <br />Clv <br />i <br />JUN 1.t2013 <br />Combination Loads based on Equation 16-13 <br />1 Determine Combination Load, C. See Table 2 <br />3 Mulitply C by half of Panel Span <br />Wall Load =CP/2 <br />4 Result is wai! load in pounds per linear foot. <br />i 105 C 24.0 ! 26.5 34.0 34,7 37.9 44.2 56.8 j <br />i 110 C 26.3 i 28.2 35.7 36.5 39.6 45.9 58.5 1 TABLE 2 M6-2009 <br />39.5 40.2 43.4 49.7 623 1120 C 31.3 6 32.3 <br />t 130 C 36-8 1 37.8 43-6 44.3 47.5 53.8 66.4 E <br />ICC ESR 1953 (2009 IBC) 12/5/2011 Page 99 of101 <br />U