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Kz 0.7 <br />Kzt 1 <br />Kd 0.85 <br />1 <br />G O.858/0 Existing <br />Cnet 1..2 <br />11 <br />Panel Span (P) <br /> .' 'll==I. .='ll.-Il:..=-.-Il.=='=/==..g'//a=*I.'==/='/.2/ ./==I.'I=.I.'.=.Ill/=.=I='l=/I /=Il.J. <br />V»'V:VV»'v™/Vi/Va4V'»'VIv «VVV Header <br />Patio Cover Length (L) <br />Metals Building Prcducts <br />5005 Veteran's Memorjal Hwy <br />Holbrook, NY 11741 <br />(63'i) 563-4000 <br />Carl Putnam, P. E. <br />3441 Ivylink Place <br />Lynchburg, VA 24·503 <br />(434) 384-2514 <br />cariputnam@comcastmet <br />Dead 1 <br />1 Wind <br />I'Speed (mph) Exposure <br />110 B <br />115 B <br />120 B <br />9 130 B <br />140 B <br />110 C <br />115 C <br />120 0 <br />130 C <br />0.98 height factor, Exposure B and C <br />Topographic factor <br />Wind Directionality factor <br />Importance Factor <br />Gust Factor <br />Net Pressure Coefficent <br />Psf <br /> Desig;n Design t <br />Down Load Up Load i <br />C&C (psf)(psf) i <br />qh (psf) (psf)W+W- i <br />4,™nW·I'*'- "I. I·-.I'J.*#.''&'-'¥/'U4.#..-IWI.--*Il-Im'4../*-Mw.iuw 'I---*'.INeA.-v.- I <br />18.4 11.3 12.3 10.7 1 <br />20.1 12.3 13.3 11.7 1 <br />21.9 1,3.4 14.4 1°2.8 i <br />25.7 105.8 16:8 15.2 i <br />29.9 18.3 193 1*7:7 1 <br />25.8 15.8 16.8 15.2 <br />28.2 17.3 18.3 16.7 <br />30.7 18.8 19.8 18.2 <br />36.0 22.1 23.1 21.5 i <br />¥ LCD I <br />Determine Snow Loads on Existing Structufe 1 140 C 41.8 25:6 26:6 25.0 <br />TABLE 11 Determine Roof Snow/Live Load, S. See General Note 3. <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 , Combination Loads:-Snow + Wind +Dead Loads <br />Wind 4 Result is wall load in pound& per linear foot. i <br />1 Wind Load 1 Live Loads (pst) <br />FEB <br />Ground Snow Loads (psf) i <br />Determine Wind Loads on Existing Structure <br />1 Determine Wind 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 />Wall Load =WP/2 <br />4 Result is wall load in pounds per linear foot. <br />5 IViaximum Shear Load in X direction is 296 ibf (140 mph Exposure C, 17' Panel Span) <br />Max load in Y direction (towards house) is 52 pif (140 mph Exp C, 10" I beam) <br />Max load in Y direction due to force couple resisting lateral is 102 plf <br />(140 mph Exp C, Projection = Width) <br />Determine Seismic Loads on Existing Structure (Excludes Roof Snow Load over 30 psf} <br />1 Vertical Loads and Horizontal Loads = maximum of 1 psf <br />i <br />t <br />i <br />Speed (mph) Exposure (psn <br />Roof Live /Snow Loads + Dead <br />110. B 11:3 <br />115 B 12.3 <br />120 B 13.4 <br />1;30 B 15.8 <br />140 B 18.3 <br />110 C 15.8 <br />115 Ci 17.3 <br />120 C 18.8 <br />130 C 22.1 <br />140 ' C 25.6 <br />TABLE 2 <br />% <br />$ <br />i <br />10 20 25 30 40 60 <br />11 21 22 26.2 34.6 51.4 1 <br />17.0 24.5 25.2 28.4 34.7 47.3 2 <br />17.7 25.2 26.0 29.1 35.4 48.0 i <br />18.6 26.1 26.8 30.0 36.3 48.9 . <br />20.3 27.8 28.6 31.7 38.0 50.6 <br />22.2 29.7 30.5 33.6 39.9 52.5 1 <br />20.3 27.8 28.6 31.7 38.0 50.6 <br />21.4 28.9 29.7 32.8 39.1 51.7 i <br />22.6 30.1 30.8 34.0 40.3 52.9 <br />25.0 32.5 33.3 36.4 42.7 55..3 5 <br />27.7 35.2 35.9 39.1 45.4 58.0 | <br />Combination Loads based on Equation 16-11 <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 wail load in pounds per linear foot. <br />Misc6-2012 <br />ICC ESR 1953 (201;2 IBC> 2/24/20.14 - Page 104 of,1.[16- 1 - . ... ....... <br />3 <br />Y <br />b <br />·-:43©iN ·:--ejvfFigure 1