第四章 水平地震作用計算及位移內(nèi)力分析

1、揚州市某辦公樓設計揚州大學畢業(yè)設計1第四章第四章水平地震作用計算及位移內(nèi)力分析水平地震作用計算及位移內(nèi)力分析對于高度不超過40m，以剪切變形為主且質(zhì)量和剛度沿高度分布比較均勻的結(jié)構(gòu)，以及近似于單質(zhì)點體系的結(jié)構(gòu)，可以采用底部剪力法的簡化方法計算水平地震作用。底部剪力法適用于本工程。此法是將結(jié)構(gòu)簡化為作用于各樓層位置的多質(zhì)點葫蘆串，結(jié)構(gòu)底部總剪力與地震影響系數(shù)及各質(zhì)點的重力荷載代表值有關。為計算各質(zhì)點的重力荷載代表值，先分別計算各樓面層梁板

2、柱的重量，各樓層墻體的重量，然后按以樓層為中心上下各半個樓層的重量集中于該樓層的原則計算各質(zhì)點的重力荷載代表值。水平地震作用計算還涉及結(jié)構(gòu)的自振周期，本工程采用假想頂點位移法確定。水平作用下內(nèi)力及位移分析均采用D值法計算。一一重力荷載代表值計算重力荷載代表值計算1.1.各層梁、板、柱自重標準值見下表：各層梁、板、柱自重標準值見下表：柱重力荷載標準值層數(shù)柱編號截面尺寸mm凈高mgk(kNm)數(shù)量GkikNGki總和kNKZ14505003

3、.65.62524486KZ24506003.66.7512291.61GZ2402403.61.44946.66824.26KZ14505003.65.62524486KZ24506003.66.7512291.62GZ2402403.61.441051.84829.44KZ14505003.65.62524486KZ24506003.66.7512291.63GZ2402403.61.441051.84829.44KZ1450500

4、3.65.62524486KZ24506003.66.7512291.64GZ2402403.61.441051.84829.44KZ14505003.65.62524486KZ24506003.66.7512291.65GZ2402403.61.441051.84829.44KZ1為框架柱，GZ為構(gòu)造柱揚州市某辦公樓設計揚州大學畢業(yè)設計32.2.墻自重標準值墻自重標準值：一層軸線號凈跨高度數(shù)量面積門窗數(shù)量面積門窗自重重量16.952.

5、95120.5000077.915.152.95115.1900057.7336.952.95117.421.42.213.11.23267.445.152.95115.1900057.7345.152.95115.1900057.7355.252.95115.4900058.855.152.95115.1900057.7375.052.95114.9000056.615.152.95115.1900057.7395.052.95114

6、.9000056.615.152.95115.1900057.73106.952.95117.421.42.213.11.23267.445.152.95115.1900057.73126.952.9519.526.11.81114.39240.585.152.9515.925.151.819.33.70826.21衛(wèi)生間2.83.618.190.92.111.90.75631.88A3.453.15941.923.451.895622

7、.356181.643.453.1520.341.733.14218.5569.87B83.3246.641.42.226.22.464179.70C3.453.1517.091.23.213.81.51228.443.453.15215.581.42.226.22.46461.653.453.15221.7400082.593.453.1518.890.92.2120.79234.56D3.453.151070.882.11.8103

8、815.12284.453.453.1516.462.12.114.41.76426.30衛(wèi)生間3.453.319.500.92.111.90.75636.84合計1813.69二層16.952.95118.520.92.2120.79271.185.152.95115.1900057.73A3.453.151151.233.451.8116827.324222.01B83.3246.641.42.226.22.464179.7083.