8 地震作用内力计算

乌海大学毕业设计八 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Qsk=0.657.86(7.22+3.0)+3.9(3.0+7.2)+7.87.22+10.13.9+3.97.2=0.651034=787kN2楼面活荷载标准值Q1k=Q2k=2.53.07.86+3.9(3.0+7.2)+3.9(7.23+10.1) +3.97.2+2.0(7.87.212+3.97.2 +7.810.1)=2.5332+2.0781=2397kNQ3k=Q4k=2.5332+2.0(7.87.212+3.97.2)=2.5332+2.0702=2239kN3屋盖、楼盖自重G5k=2510340.1+0.2(0.6-0.1)(7.212+3.92)+0.3(0.8-0.1)3.9+(3.93+7.86)2+(7.86+3.9)2+3.93)+(7.25+10.12+(7.22+3.0)7+3.0+7.2)+( 200.02+7(0.08+0.16)/2+170.02)1034=25201.48+1.581034=6666kNG4k=25201.48+(200.02+170.02+0.65)1034=6470kNG1k=G2k=25(332+781)0.1+0.2(0.6-0.1)(7.212+3.92+7.82) +0.3(0.8-0.1)(3.9+(3.93+7.86)2+(7.86+3.9)2+3.93)+(7.25+10.12+(7.22+3.0)7+3.0+7.2)+10.1+7.8+ (200.02+170.02+0.65)(332+781)=25214.70+1.391113=6871kN4女儿墙自重G=1.0(3.93+7.86+3.9)2+(10.1+7.2+3.0+7.2)2(180.24+170.022)=179.84.66=835kN5三五层墙柱等自重柱自重 (0.60.63.625+40.63.60.0217)39=1378kN门面积 2.61.025=65m2窗面积 2.31.824+10.11.82=136m2门窗自重 650.2+1360.4=67kN墙体自重 3.67.824+7.214+3.92+8.7+3.92+(7.8+7.2)2+3.92+4.22+10.12-(136+65)0.2418=(3.6378.4-201)4.32=5017kN 小计6462kN6二层墙柱等自重柱自重 (0.60.63.625+40.63.60.0217)40=1413kN门面积 65m2窗面积 136m2门窗自重 67kN墙自重 3.6(378.4+10.1)-2014.32=5174kN 小计6654kN7底层墙柱等自重柱自重 (0.650.654.225+40.654.20.0217)40=1923kN门面积 2.61.07+2.61.514=72.8 m2窗面积 1.86.211=122.76 m2门窗自重 72.80.2+122.760.4=64kN墙自重 4.2(7.824+7.214+10.12)-122.76-72.80.2418=4747kN 小计6734kN各层重力荷载代表值汇总如下：（二）水平地震作用计算1各层D值汇总（D单位：104kN/m）计算过程见下表层次边柱 (根)边柱D中柱 (根)中柱DD五213.08184.5145.68四213.08184.5145.68三213.08184.5145.68二213.08194.5150.18一211.94192.4186.532顶点位移计算（将重力荷载代表值Gi作为水平荷载）uT=+=3基本自振周期4基本自振周期水平地震影响系数设计地震分组第一组，场地类别类，Tg=0.35s，地震加速度0.10g，多遇地震下max=0.085结构底部剪力标准值6各层水平地震作用标准值，故不需考虑顶部附加地震作用7各层水平地震层间剪力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=0.016，故满足要求8多遇地震下弹性层间位移计算过程见下表楼层hi (m)Vi (kN)Di (104kN/m)ue (m)ee五3.6924.731.45680.000630.000181/550=0.00182四3.61879.231.45680.001290.00036三3.62620.31.45680.001800.00050二3.63169.571.50180.002100.00058一5.33499.70.86530.004040.00076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楼层边跨中跨五四三二一2 反弯点高度确定计算过程见下表楼层Ky0Iy12y23y3yhh-yh边柱五1.190.3610101.302.30四1.190.451010101.621.98三1.190.461010101.661.94二1.190.501010101.801.80一1.270.6500.6803.451.85中柱五2.390.4210101.512.09四2.390.471010101.691.91三2.390.501010101.801.80二2.390.501010101.801.80一2.550.6300.6803.341.963柱端弯矩计算（单位：kNm）44.9759.6925.4243.1378.67115.064.3698.10107.48145.6991.96145.69117170.95117170.95145.15191.04270.69325.554地震作用下的内力力图M图（