土木工程毕业设计地震作用内力计算

1、八地震作用内力计算(一)重力荷载代表值计算屋面雪荷载标准值Qsk=0.65 X 7.8 X 6 X (7.2 X 2+3.0)+3.9 X (3.0+7.2)+7.8 X 7.2 X 2+10.1 X 3.9+3.9 X 7.2=0.65 X 1034=787kN楼面活荷载标准值Q1k=Q2k=2.5 X 3.0 X 7.8 X 6+3.9 X (3.0+7.2)+3.9 X (7.2 X 3+10.1) +3.9 X 7.2+2.0 X (7.8 X 7.2 X 12+3.9X7.2 +7.8 X 10.1)=2.5 X 332+2.0 X 781=2397kN Q3k=Q4k=2.5X33

2、2+2.0X (7.8X7.2X 12+3.9X7.2)=2.5X332+2.0X702=2239kN屋盖、楼盖自重G5k=25 X (1034 X 0.1+0.2 X (0.6-0.1) X (7.2 X 12+3.9 X 2)+0.3 X (0.8-0.1) X 3.9+(3.9 X 3+7.8 X 6) X 2+(7.8 X 6+3.9) X 2+3.9 X 3) + (7.2 X 5+10.1 X 2+(7.2 X 2+3.0) X 7+3.0+7.2) + ( 20X0.02+7 X (0.08+0.16)/2+17 X 0.02) X 1034=25 X 201.48+1.58 X

3、 1034=6666kNG4k=25X201.48+(20X0.02+17X0.02+0.65) X 1034=6470kNG1k=G2k=25 X (332+781) X 0.1+0.2 X (0.6-0.1) X (7.2 X 12+3.9 X 2+7.8 X 2) +0.3 X (0.8-0.1) X (3.9+(3.9 X 3+7.8 X 6) X 2+(7.8 X 6+3.9) X 2+3.9 X 3) + (7.2 X 5+10.1 X 2+(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+

4、781)=25 X 214.70+1.39 X 1113=6871kN女儿墙自重G =1.0X (3.9X3+7.8X6+3.9) X2+(10.1+7.2+3.0+7.2) X2 X (18X0.24+17 X0.02X 2)=179.8 X4.66=835kN三五层墙柱等自重柱自重(0.6X0.6X3.6X25+4X0.6X3.6X0.02X 17) X39=1378kN门面积 2.6X 1.0X25=65m2窗面积 2.3X1.8X 24+10.1X1.8X 2=136m2门窗自重 65 X 0.2+136X 0.4=67kN墙体自重(3.6 X 7.8 X 24+7.2 X 14+3.

5、9 X 2+8.7+3.9 X 2+(7.8+7.2) X 2+3.9 X 2+4.2 X 2+10.1 X 2-(136+65) X 0.24X 18=(3.6 X 378.4-201) X 4.32=5017kN 小计 6462kN二层墙柱等自重 柱自重(0.6X0.6X3.6X25+4X0.6X3.6X0.02X 17) X40=1413kN门面积65m2窗面积136m2门窗自重67kN墙自重3.6X (378.4+10.1)-201 X4.32=5174kN小计 6654kN7 .底层墙柱等自重柱自重(0.65 X 0.65 X 4.2 X 25+4 X 0.65 X 4.2 X 0.

6、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 1.8X6.2X 11=122.76 m2门窗自重 72.8X0.2+122.76X0.4=64kN墙自重4.2X (7.8X24+7.2X14+10.1X2)-122.76-72.8X0.24X 18=4747kN小计 6734kN各层重力荷载代表值汇总如下：G5 = 835 + 6666 + 2 x 6462 + 0.5 x 787 = 11126kNG3 = G4 = 6470 + 6462 + 0.5 x 2239 = 14052kNG2 = 6871 + 2

7、 x 6462 + 2 x 6654 + 0.5 x 2397 = 14628kNG1 = 6871 + 2 x 6654 + 2 x 6734 + 0.5 x 2397 = 14764kN(二)水平地震作用计算各层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五213.08184.5145.68四213.08184.5145.68三213.08184.5145.68二213.08194.5150.18一211.94192.4186.53顶点位移计算(将重力荷载代表值Gi作为水平荷载)1112611126 +1405211126 +14052 +140

8、52Urr=1+ 厂 145 .68 x 10 4145 .68 x 10 4145.68 x 10 4+ 11126 +14052 +14052 +14628 + 11126 +14052 +14052 + g + M764150.18 x 104150.18 x 104=(7.637 +17.283 + 26.929 + 35.862 + 79.304) x 10-3 = 0.167m基本自振周期T1 = 1.7；u = 1.7 x 0.7 x*，0.167 = 0.486s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，Tg=0.35s,地震加速度0.10g,多遇地震瞄=

9、0.080.35=()0.9 x 1.0 x 0.08 = 0.060.486下g结构底部剪力标准值FEk = a G = 0.06 x 0.85 x (11126 +14052 +14052 +14628 +14764) = 3499.7kN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G* = 14764 x 5.3 = 78249.2kN - mG2H2 = 14682 x (5.3 + 3.6) = 130189.2kN - mG3H3 = 14052 x (5.3 + 3.6x 2) = 175650kN -mG4H4 = 140

10、52 x (5.3 + 3.6 x 3) = 226237.2kN - mG5H5 = 11126 x (5.3 + 3.6 x 4) = 219182.2kN - m G H = 829507.8kN - mi i78249.2 x 3499.7 = 330.13kN829507.8130189.2 x 3499.7 = 549.27kN829507.8175650 x 3499.7 = 741.07kN829507.8226237.2829507.8x 3499.7 =954.50kN219182.2829507.8x 3499.7 = 924.73kN各层水平地震层间剪力V5 = 924

11、.73kNV4 = 924.73kN + 954.50 = 1879.23kNV3 = 1879.23 + 741.07 = 2620.3kNV2 = 2620.3 + 549.27 = 3169.57kNV1 = 3169.57 + 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=0.016CL G1 = 178.02kN, 人&2 =402.85kN, 人Lg3 =627.68kN人Lg4 =861.73kN, xEG5 = 1097.95kN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 (m)乂 (kN)ED. (104kN/m) u

12、e (m)eee e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。1 .层间剪力在各柱分配计算过程见下表楼层边跨中跨五308924.73 x= 19.55kN145.684.5924.73 x= 28.56kN145.68四3-081879.23 x=

13、 39.73kN145.684.51879.23 x= 58.05kN145.68三3082620.3 x= 55.40kN145.684.52620.3 x= 80.94kN145.68二3083169.57 x= 65.00kN150.184.53169.57 x= 94.97kN150.18一1.943499.7- = 78.46kN86.532.413499.7 x= 97.47kN86.532.反弯点高度确定 计算过程见下表楼层KyIy1a2a3yhh-yh五1.190.3610一101.302.30四1.190.451010101.621.98边 一一 柱1.190.4610101

14、01.661.94二1.190.501010101.801.80一1.270.6500.6803.451.85五2.390.4210101.512.09四2.390.471010101.691.91中 一三 柱2.390.501010101.801.80二2.390.501010101.801.80一2.550.63一00.680一一3.341.963.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44.97,71530178.29.68 _-59.6944.9767.48.1544.9744.971046225.4225.42171.121.21145.6910171.84208157170.9511791.96-91.96208.96179.98262.191.041179541.09262.