建筑结构抗震计算题实例

D5-D5-0.8X106kM/m•M=1000t)4=0.8X10GkN/m!)M=1000tD3=0,8X106kN/m)M=1000tD2=0.8X106kN/m>M=1000t震习题汇总五层钢框架的层串模型及五阶振型简图如下，结构的自振周期分别是0.7104s、0.2459s、重力加速度g=9.8〃"/。试用底部剪力法、振型分解法计算框架结构的地震作用、层间剪力00.888Mode50.114sMode4-0.127s)1=10X13kN/m0.05-^7=0.9+=0.91850.3+60.1g,a=0.08=0.04(五层钢结构)=002+7W=002190.05—g%=1+=1.0690.08+1.6^介〉(("?,")>O.lst%=%=%=%==0.087；+0.07=0.1268G=0.85ZG=0.85x(700+10004)x9.81=39151kNeqxFEK=a,XG=0.05625x39151=22022kNeq底部剪力法计算结果层层数kN/(kN)3FnnDA*(mm)5487.9279.38.OOE+O549800561.78.OOE+O539800426.48.OOE+O54.81298000.18.OOE+O5198004596202.29.57振型周期和地震影响系数Mode5145Mode3Mode5145Mode3591Mode272e104459T,(sec459q0.0562490.0855560.0855560.0855560.085556q0.0562490.0855560.0855560.085556e4.00763.73e4.00763.73333.09402.1522e0.9665-0.3519-0.98450.3013e-0.8542689-0.1620-0.7989Mode5881-1.45391.6812-1.517254321振型参与系数％=2£-1.4174-0.6078978Mode3260eMode3260e166Mode317Mode2880i377Mode5-45.9953Mode5-45.9953.18-47.99Mode-66.02-17.89-88.21Mode3-186.5957.10Mode254489.5554489.5549539.938-146.763213216.46e489.551141.04e489.551141.041680.976.551.06e3-125.06-67.95e-66.0240.9623.07-65.1345.27Mode5-26.3226.85-21.14543-239.57-386.34-217.8422854325432564.12.85.3e26e261711 e284.1390941e-0.299-0.483-0.272610mme-0.299-0.782-1.055-0.894-0.524e-0.0835129-0.08145e25-0.03334-0.02610543216077-0.156-0.08522e-0.083e-0.083-0.031-0