八地震作用内力计算（一）重力荷载代表值计算1．屋面雪荷载标准值Q sk=0.65×[7.8×6×(7.2×2+3.0)+3.9×(3.0+7.2)+7.8×7.2×2+10.1×3.9+3.9×7.2]=0.65×1034=787kN2．楼面活荷载标准值Q1k=Q2k=2.5×[3.0×7.8×6+3.9×(3.0+7.2)+3.9×(7.2×3+10.1) +3.9×7.2]+2.0×(7.8×7.2×12+3.9×7.2 +7.8×10.1)=2.5×332+2.0×781=2397kNQ3k=Q4k=2.5×332+2.0×(7.8×7.2×12+3.9×7.2)=2.5×332+2.0×702=2239kN3．屋盖、楼盖自重G5k=25×{1034×0.1+0.2×(0.6-0.1)×(7.2×12+3.9×2)+0.3×(0.8-0.1)×[3.9+(3.9×3+7.8×6)×2+(7.8×6+3.9)×2+3.9×3)+(7.2×5+10.1×2+(7.2×2+3.0)×7+3.0+7.2)]}+( 20×0.02+7×(0.08+0.16)/2+17×0.02)×1034=25×201.48+1.58×1034=6666kNG4k=25×201.48+(20×0.02+17×0.02+0.65)×1034=6470kNG1k=G2k=25×{(332+781)×0.1+0.2×(0.6-0.1)×(7.2×12+3.9×2+7.8×2)+0.3×(0.8-0.1)×[(3.9+(3.9×3+7.8×6)×2+(7.8×6+3.9)×2+3.9×3)+(7.2×5+10.1×2+(7.2×2+3.0)×7+3.0+7.2)+10.1+7.8]}+ (20×0.02+17×0.02+0.65)×(332+781)=25×214.70+1.39×1113=6871kN4．女儿墙自重G’=1.0×[(3.9×3+7.8×6+3.9)×2+(10.1+7.2+3.0+7.2)×2]×(18×0.24+17×0.02×2)=179.8×4.66=835kN5．三～五层墙柱等自重柱自重 (0.6×0.6×3.6×25+4×0.6×3.6×0.02×17)×39=1378kN门面积 2.6×1.0×25=65m2窗面积 2.3×1.8×24+10.1×1.8×2=136m2门窗自重 65×0.2+136×0.4=67kN墙体自重 {3.6×[7.8×24+7.2×14+3.9×2+8.7+3.9×2+(7.8+7.2)×2+3.9×2+4.2×2+10.1×2]-(136+65)}×0.24×18=(3.6×378.4-201)×4.32=5017kN 小计6462kN6．二层墙柱等自重柱自重 (0.6×0.6×3.6×25+4×0.6×3.6×0.02×17)×40=1413kN 门面积 65m 2 窗面积 136m 2 门窗自重 67kN墙自重 [3.6×(378.4+10.1)-201]×4.32=5174kN 小计 6654kN7．底层墙柱等自重柱自重 (0.65×0.65×4.2×25+4×0.65×4.2×0.02×17)×40=1923kN 门面积 2.6×1.0×7+2.6×1.5×14=72.8 m 2 窗面积 1.8×6.2×11=122.76 m 2 门窗自重 72.8×0.2+122.76×0.4=64kN墙自重 [4.2×(7.8×24+7.2×14+10.1×2)-122.76-72.8]×0.24×18=4747kN 小计6734kN各层重力荷载代表值汇总如下：11126kN7875.06462216666835G 5=⨯+⨯++=14052kN 22395.064626470G G 43=⨯++==14628kN 23975.06654216462216871G2=⨯+⨯+⨯+= 14764kN23975.06734216654216871G 1=⨯+⨯+⨯+=（二）水平地震作用计算1．各层D 值汇总（D 单位：104kN/m ） 计算过程见下表2．顶点位移计算（将重力荷载代表值Gi 作为水平荷载） u T =41068.14511126⨯+41068.1451405211126⨯++41068.145140521405211126⨯+++410150.1814628140521405211126⨯++++410150.181476414628140521405211126⨯++++=167m .010)304.79862.35929.26283.17637.(73=⨯++++-3．基本自振周期486s .0167.07.07.1u 7.1T T T1=⨯⨯=ψ=4．基本自振周期水平地震影响系数设计地震分组第一组，场地类别Ⅱ类，T g =0.35s ，地震加速度0.10g ，多遇地震下αmax =0.0806.008.00.1)486.035.0(9.01=⨯⨯=α5．结构底部剪力标准值7kN.3499)1476414628140521405211126(85.006.0G F eq 1Ek =++++⨯⨯==α6．各层水平地震作用标准值49s.04T .1486s .0T g 1=<=，故不需考虑顶部附加地震作用m 2kN .782493.514764H G 11⋅=⨯= m 2kN .1301893.6)3.5(14682H G 22⋅=+⨯=m175650kN2)3.63.5(14052H G 33⋅=⨯+⨯=m 2kN .2262373)3.63.5(14052H G 44⋅=⨯+⨯=m2kN .2191824)3.63.5(11126H G 55⋅=⨯+⨯=m 8kN .829507H Gi i⋅=∑13kN .3307.34998.8295072.78249F 1=⨯= 27kN .5497.34998.8295072.130189F 2=⨯= 07kN.7417.34998.829507175650F 3=⨯=50kN .9547.34998.8295072.226237F 4=⨯= 73kN.9247.34998.8295072.219182F 5=⨯=7．各层水平地震层间剪力73kN.924V 5=1879.23kN954.5073kN .924V 4=+=3kN.262007.74123.1879V 3=+=57kN .316927.5493.2620V 2=+= 7kN .349913.33057.3169V 1=+=楼层水平地震剪力最小值验算如下： 楼层最小地震剪力系数λ=0.01602kN .178G 1=∑λ，402.85kN G 2=∑λ，627.68kN G 3=∑λ73kN .861G 4=∑λ，1097.95kNG 5=∑λ故满足要求8．多遇地震下弹性层间位移 计算过程见下表故满足要求（三）一榀框架内力计算（KJ1）本节计算以左震为例。

1．层间剪力在各柱分配计算过程见下表2．反弯点高度确定计算过程见下表3．柱端弯矩计算（单位：k N∙m ）4．地震作用下的内力力图M 图（单位：kN ∙m ）182.01170.95145.69159.20122.5843.1330.01262.15145.1511711711791.96208.96208.96171.84171.84107.4864.3664.36104.09104.0978.6725.4225.4244.9744.9744.9778.6744.97107.48117145.1591.96262.15270.6929.6878.6279.51121.21157.44179.987.6512.7425.3225.7641.0959.69115.098.10145.69170.95191.04325.55V NV ，N 图（单位：kN ）5．梁端柱边弯矩（单位：kN∙m ）20.053.0181.72106.13121.3497.47113.9710.3719.5539.7355.4065.0078.4627.739.6310.3759.1925.3880.9440.7050.8961.4137.2635.7578.2876.45133.52127.34193.45188.75。