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9. 1.0 DD+0.525 E„+0.525 Eh+0.75 L+0.75 • p,,,,,u,•A= 17.563 kip <br />16.532 <br />10. 0.6 DD-0.7 Ez,+0.7 Eh= 2.261 kip <br />0.886 <br />Comparing all the Load Combinations it is apparent that the combination 3b is <br />the critical combination. <br />The maximum lateral load on HWind:-10 kip <br />the structure due to wind is <br />The maximum lateral load on Hseismic:=1 kip <br />the structure due to <br />earthquake is <br />Load Distribution <br />Values rounded to nearest <br />higher whole number. <br />Maximum load from the load combination is, P1 Ax:=32 kip <br />Assuming 60% of the load is resisted by the 2 columns in the same line. <br />Length of the simply lsimply_supported := 23 f t <br />supported part of the beam, <br />Maximum length of the lcantilever_1:= 7 f t <br />cantilever part of the beam, <br />Load on the beam lcantilever_2 := 3.833 ft <br />connecting the 2 columns is, <br />area -load := PMAX = 0.039 kaf <br />A <br />w := area -load • 14.542 f t = 0.567 kl f <br />Maximum negative moment <br />on the simply supported M l —3002tki �" • 2 — .• <br />negative_SS '— — simpl y_supported — f p <br />portion of the beam, 10 <br />Negative moment on the Mnegative_Cantilever_1 := 2 ' lcantilever_12 =—13.904 f t -kip <br />cantilever portion of the <br />beam, <br />8of10 <br />