建筑結(jié)構(gòu)抗震計(jì)算題實(shí)例

6彳6彳抗震習(xí)題匯總一、計(jì)算題五層鋼框架的串模及五振型圖如下，結(jié)構(gòu)自振期分是、0.2459s、、、0.1145so已知該建位于場(chǎng)地，計(jì)地震第組，設(shè)烈=?！悖?。重度=。試用底部剪力法振型分解法計(jì)框架結(jié)構(gòu)的地作用、層間剪力和層移。3.3m3.3m3.3m3.3m3.8m

?M=700tD5-0.8X10kM/m?GkN/mkN/m

4-

Mode50.114s>)1=10X13kN/m解：場(chǎng)地，設(shè)地震第一，q=O.45s7=0.9+

0.05-^0.3+6

=7

度，基本地震加速度為0.1ga（五層鋼構(gòu)）=0.04=002+=002197W

=0.08+

0.05—g0.08+1.6^

=1.0694=0.7104s>1.47；=0.63,/=小”=.。介〉(("?,")>、=0.085556

O.lst=0.087=0.12682￡2￡=ZG=0.85x(700+1000eq

x

4)x9.81=F

=a,X=0.05625x39151=22022kNeq…果數(shù)

GH

3Fnn

D

A*(mm)(nun)5686017.00.960.964980013.71.662.623980010.42.194.81298007.12.567.371

98003.82.209.574596202202.2振型周和地震響系數(shù)Mode1Mode2Mode3Mode4Mode5T,0.71040.24590.15910.12720.1145qMode1Mode2Mode3Mode4Mode55-1.41740.9665-0.85420.88814-0.6078-0.3519-1.453930.6978-0.9845-0.162021.43400.3013-0.7989-1.517211.00001.00001.0000振型參與系數(shù)=皆與

E?ii/i

Mode1Mode2Mode3Mode4Mode50.31660.28800.22600.13170.0377振型地震作用=a/jXjiGiMode1Mode2Mode3455489.55-239.57128.22-66.024651.49-146.76

66.693539.93168.49-186.59-17.892

375.58346.26-88.21-47.991174.51189.52振型層間剪力“=ZFii（位：Mode1Mode2Mode3455489.55-239.57128.22-66.0241141.04-386.34-26.3231680.97-217.84-125.0622056.55128.41-67.95-65.13-21.1412231.06121.57層間剪力Vj=qZY：（單：kN）層剪力541207.231700.021振型層間eq\o\ac(△,移)為=￡?（單位：

Mode1Mode2Mode3455-0.299-0.0834-0.483-0.0333-0.272-0.15621

-0.085-0.081-0.026振型層位

=ZAU

JI

（：Mode1Mode2Mode3455-0.299-0.0834-0.782-0.031-0.0083-1.055-0.00221

-0.894