8 地震作用内力计算.docx

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1、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=0.65X7.86X(7.2X2+3.0)+3.9X(3.0+7.2)+7.87.22+10.1X3.9+3.97.2=0.651034=787kN2 .楼面活荷载标准值Qik=Q2k=2.53.0X7,8X6+3.9Q(3.0+7.2)+3.9(7.23+10.1)+3.9Q7.2+2.OX(7.87.212+3.9X7.2+7.8X10.1)=2.53322.0781=2397kNQ3k=Q4k=2.5X332+2.0(7.87.212+3.97.2)=2.5X332+2.0X702=2239kN3 .屋盖、楼盖自重G

2、5k=251034X0.1+0.2G(0.6-0.1)(7.212+3.92)+0.3(0.8-0.1)G3.9+(3.9X3+7.86)2+(7.86+3.9)X2+3.93)+(7.25+10.1X2+(7.2X2+3.0)X7+3.0+7.2)+(200.02+7X(0.08+0.16)/2+170.02)X1034=25201.48+1.581034=6666kNG4k=25201.48+(200.02+170.02+0.65)1034=6470kNGik=G2k=25X(332+781)X0.1+0.2X(0.6-0.1)(7.212+3.9X2+7.8X2)+0.3(0.8-0.1

3、)X(3.9+(3.9X3+7.86)2+(7.8X6+3.9)X2+3.9X3)+(7.25+10.12+(7.22+3.0)X7+3.0+7.2)+10.1+7.8+(200.02+170.02+0.65)(332+781)=25X214.70+1.39X1113=687IkN4 .女儿墙自重G,=1.0(3.93+7.86+3.9)2+(10.17.2+3.0+7.2)2(180.24+170.022)=179.84.66=835kN5 .三五层墙柱等自重柱自重(0.60.63.6X25+40.63.60.0217)39=1378kN门面积2.61.025=65m2窗面积2.31824+

4、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+3.9X2+(7.8+7.2)X2+3.92+4.2X2+10.1X2-(136+65)X0.24X18二(3.6X378.4-201)X4.32=5017kN小计6462kN6 .二层墙柱等自重柱自重(O.60.63.625+4O.63.60.0217)40=1413kN门面积65m2窗面积136而门窗自重67kN墙自重3.6X(378.4+10.1)-201X4.32=5174kN小计6654kN7 .底层墙柱等自重柱自重(O.650.654.225+40.654.

5、20.0217)40=1923kN门面积2.61.07+2.61.514=72.8m2窗面积18X6.2X11=122.76m2门窗自重72.80.2+122.760.4=64kN墙自重4.2X(7.8X24+7.2X14+10.1X2)-122.76-72.8X0.24X18=4747kN小计6734kN各层重力荷载代表值汇总如下：G5=835+6666+-X6462+0.5787=11126kN52G3=G4=6470+6462+0.52239=14052kNG2=6871+-6462+-X6654+0.5X2397=14628kN222G1=6871+-6654+-X6734+0.5X2

6、397=14764kN1 22（二）水平地震作用计算1各层D值汇总（D单位:IOWm）计算过程见下表层次边柱（根）边柱D中柱（根）中柱DD五213.08184.5145.68四213.08184.5145.68三213.08184.5145.68二213.08194.5150.18211.94192.4186.532 .顶点位移计算(将重力荷载代表值Gi作为水平荷载)1112611126140521112614052+14052UT=1+145.68104145.68IO4145.68IO415O.181O4+11126+14052+14052+14628+11126+14052+14052+

7、14628+14764150.18104二(7.637+17.283+26.929+35.862+79.3M)1O3=0.167m3 .基本自振周期T1=1.7u7=1.70.70.167=0.486s4 .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,多遇地震卜C1max=O.08=()910x0.08=0.06,0.4865 .结构底部剪力标准值FEk=Gcq=0.06X0.85(11126+14052+1052+14628+14764)=3499.7kN6 .各层水平地震作用标准值T1=0.486s1.4Tg=0.49s,故不需考

8、虑顶部附加地震作用G1H1=147645.3=78249.2kNmG2H2=14682X(5.3+3.6)=130189.2kNmG3H3=14052(5.3+3.62)=175650kNmG4H4=14052(5.33.63)=226237.2kNmG5H5=11126(5.3+3.64)=219182.2kNmZGiHi=829507.8kNmF1=7824923499.7=330.13kN829507.8F2=130189.2ccr.CCFZX3499.7=549.27kN829507.8“565X3499.7=741.07kN829507.8226237.2X34997=954.5Ok

9、N829507.8&91监X3499.7=924.73kN829507.87.各层水平地震层间剪力V5=924.73kNV4=924.73kN+954.50=1879.23kNV3=1879.23+741.07=262().3kNV2=26203+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=0.016G1=178.02kN,AG2=402.85kN,=627.68kNG4=861.73kN,=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hi(m)Vi(kN)Di(104k

10、Nm)Ue(m)Oee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()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QQQ924.73=19.55kN145.6845924.73=28.56kN145.68四1879.23=39.73kN145.684

11、51879.23=58.05kN145.68三3OR26203-=55.40kN145.68452620.3=80.94kN145.68二3083169.57X=65.kN150.18453169.57X=94.97kN150.181943499.7=78.46kN86.532413499.7Xw=97.47kN86.532 .反弯点高度确定计算过程见下表楼层KyoIy(X2Y2(X3y3yhh-yh边柱五1.190.3610101.302.30I四1.190.451010101.621.98三1.190.461010101.661.94二1.190.501010101.801.80一1.27

12、0.6500.6803.451.85中柱五2.390.4210101.512.09四2.390.471010101.691.91三2.390.501010101.801.80二2.390.501010101.801.802.550.6300.6803.341.963 .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（单位：kNm）19.5510.3727.7320.09.6310.3739.7325.3859.1953.0137.2635.7555.4040.7080.9481.7278.2876.4565.0050.89113.97106.13133.52127.3478.4661.4197.47121.34193.45188.75ZZZZZZ-ZZZVNV,N图（单位：kN）5 .梁端柱边弯矩（单位：kNm）41.8626.5724.0196.4871.0163.61159.63109.098.06193.69142.17127.36243.73161.56145.61