地震作用内力计算

1、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=0.65 义7.8 X 6 义(7.2 义 2+3.0)+3.9 义(3.0+7.2)+7.8 义 7.2 义 2+10.1 义 3.9+3.9 X 7.2=0.65 xl034=787kN 2.楼面活荷载标准值Qk=Qk=2.5 义3.0 义 7.8 义 6+3.9 义(3.0+7.2)+3.9 义(7.2 义 3+10.1) +3.9 义 7.2+2.0 X (7.8 X 7.2 X 12+3.9 X 7.2 +7.8 X10.1)=2.5 X 332+2.0 X781=2397kN Qk=Qk=2.5 义 332+2.0 义

2、(7.8 义 7.2 义 12+3.9 义 7.2)=2.5 义 332+2.0 义 702=2239kN 3.屋盖、楼盖自重G5k=25 X 1034 X 0.1+0.2 乂 (0.6-0.1) 乂 (7.2 乂 12+3.9 乂 2)+0.3 乂 (0.8-0.1) 乂 3.9+(3.9 义 3+7.8 X 6) X 2+(7.8 义 6+3.9)义 2+3.9 义 3)+(7.2 义 5+10.1 义 2+(7.2 X 2+3.0) X 7+3.0+7.2)+( 20 X 0.02+7 X (0.08+0.16)/2+17 X 0.02) X 1034=25 X 201.48+1.58

3、X 1034=6666kNG4k=25X 201.48+(20 义 0.02+17 义 0.02+0.65)义 1034=6470kNGk=Gk=25X (332+781)义 0.1+0.2 义(0.6-0.1) 义(7.2 义 12+3.9 义 2+7.8 义 2) +0.3 义(0.8-0.1) 义(3.9+(3.9 义 3+7.8 X 6) X 2+(7.8 义 6+3.9)义 2+3.9 义 3)+(7.2 X 5+10.1 X2+(7.2 X 2+3.0) X 7+3.0+7.2)+10.1+7.8+ (20 X 0.02+17 X 0.02+0.65) X (332+781)=25

4、 X 214.70+1.39 X1113=6871kN 4.女儿墙自重G' =1.0 X (3.9 X 3+7.8 X 6+3.9) X2+(10.1+7.2+3.0+7.2) X 2 X (18 X 0.24+17 X 0.02 X 2)=179.8 X 4.66=835kN5 .三五层墙柱等自重柱自重(0.6 X 0.6 X 3.6 X 25+4X0.6 X 3.6 X 0.02 X 17) X39=1378kN 门面积 2.6 X1.0 乂25=65m窗面积 2.3 X 1.8 X 24+10.1 X 1.8 乂2=136m门窗自重 65 X 0.2+136 X0.4=67kN墙

5、体自重3.6 X 7.8 X 24+7.2 X 14+3.9 X2+8.7+3.9 X2+(7.8+7.2) X 2+3.9 义 2+4.2 X 2+10.1 X2-(136+65) X 0.24 X18=(3.6 X 378.4-201) X4.32=5017kN 小计 6462kN6 .二层墙柱等自重柱自重(0.6 X0.6 X3.6 X 25+4X0.6 X 3.6 X 0.02 X17) X40=1413kN 门面积65m2窗面积136m2 门窗自重67kN 墙自重3.6 X (378.4+10.1)-201 X4.32=5174kN小计 6654kN7 .底层墙柱等自重柱自重(0.6

6、5 X 0.65 X4.2 X25+4X 0.65 X 4.2 X 0.02 X 17) X 40=1923kN门面积 2.6 X 1.0 X 7+2.6 X 1.5 X 14=72.8 m2窗面积 1.8 X 6.2 X 11=122.76 m2门窗自重 72.8 X 0.2+122.76 X 0.4=64kN墙自重4.2 X(7.8 X24+7.2 X 14+1.1 X 2)-122.76-72.8 X.24 X 18=4747kN小计 6734kN各层重力荷载代表值汇总如下：1G5 835 6666 6462 0.5 787 11126kN 2G4G2G1687168716470 646

7、2 0.5 2239 14052kN1 164626654 0.5 2397 14628kN2 21 166546734 0.5 2397 14764kN2 2二水平地震作用计算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DED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_111261112614052111261405214052- 145 .68 10 4145.68 10

8、4145.68 10411126 14052 14052 14628 11126 14052 14052 14628 14764+4+4 150.18 10150.18 103= (7.637 17.283 26.929 35.862 79.304) 100.167m3 .根本自振周期T11.7 T ,uT 1.7 0.70.167 0.486s4 .根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,Tg=0.35s,地震加速度0.10g,多遇地震下 omax=0.081(_0135)0.9 1.0 0,08 0.060.4865 .结构底部剪力标准值FEk1Geq 0.06 0

9、.85 (11126 14052 14052 14628 14764) 3499.7kN6 .各层水平地震作用标准值T1 0.486s 1.4Tg 0.49s,故不需考虑顶部附加地震作用 gG1H114764 5.378249.2kN mG2H214682G3H314052G4H4 14052G5H511126(5.3 3.6)(5.3 3.6 2)(5.3 3.6 3)(5.3 3.6 4)130189.2kN m175650kN m226237.2kN m219182.2kN mGiHi 829507.8kN mF1F2F3F478249.2829507.8130189.2829507.8

10、175650829507.8226237.2829507.8219182.2829507.83499.73499.73499.73499.73499.7330.13kN549.27kN741.07kN954.50kN924.73kN7 .各层水平地震层间剪力V5 924.73kNV4 924.73kN 954,50 1879.23kNV3 1879.23 741.07 2620.3kNV2 2620.3 549.27 3169.57kNV13169.57 330.13 3499.7kN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入=0.016G1 178.02kN,G4 861.73k

11、N ,G2 402.85kN ,G5 1097.95kNG3 627.68kN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)E Di (104kN/m)A ue (m)0 e0e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故满足要求三一根框架内力计算KJ1 本节计算以左震为例.

12、1.层间剪力在各柱分配计算过程见下表楼层边跨中跨五3 08924.7319.55kN145.684 5924.73 28.56kN145.68四1879.233.0839.73kN145.684.5 1879.23 58.05kN145.68三2620 33.0855.40kN145.684.52620.380.94kN145.68二3169.57 65.00kN150.184.5 3169.57 94.97kN150.18一1943499.7 上9 78.46kN86.532.413499.7 97.47kN86.532.反弯点高度确定 计算过程见下表楼层Ky0Iy1o2y2c3y3yhh-

13、yh边五1.190.3610一101.302.30柱四1.190.451010101.621.98三1.190.461010101.661.94二1.190.501010101.801.80一1.270.6500.680一一3.451.85中 柱五2.390.4210一101.512.09四2.390.471010101.691.91三2.390.501010101.801.80二2.390.501010101.801.80一2.550.6300.680一一3.341.963,柱端弯矩计算单位：kN?mS44.9759.6925.4243.1378.67115.064.3698.10107.48145.6991.96145.69117170.95117170.95145.15191.04270.69325.554.地震作用下的内力力图44.9725.42104.0964.36 _171.8491.96208.96)117/270.6944.9776578.67仅7429.6830.01 ： 一59.69115.044.97_j44.9778.62104.0979.51107.4825.32 122.5811725.7643.13121.21145.6925.4278.67171.84262.15170