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1、各层楼集中质量代表值见图3-4：（2）确定梁、柱线刚度： 横向框架梁的线刚度计算：梁的混凝土采用C35，N/mm2，梁的折算惯性矩。为整体现浇楼板对梁的截面惯性矩增大系数。考虑到有现浇楼面作为梁的有效翼缘，增大梁的有效刚度，减少框架的侧移，所以对现浇楼面的边框架梁惯性矩取，中框架梁，为梁的截面惯性矩。具体计算见表3-6： 梁的线刚度计算表 表3-6（mm2）（mm）（mm4）边框架梁中框架梁（mm4）（Nmm）（mm4）（Nmm）300800750012.8101019.210108.06101025.610101.081011300800720012.8101019.210108.40101
2、025.610101.121011 柱的侧移刚度D值如下表3-7及表3-8：中框架柱的侧移刚度计算表 表3-7层数层高（m）轴线位置（m2）（m4）（kNm）（kN/m）84.2A6008008.06410141.9210110.560.2228571.43B7008009.40810142.2410110.980.3350111.86C6008008.06410141.9210110.580.2329493.0974.2A6008008.06410141.9210110.560.2228571.43B7008009.40810142.2410110.980.3350111.86C600800
3、8.06410141.9210110.580.2329493.09待添加的隐藏文字内容364.2A6008008.06410141.9210110.560.2228571.43B7008009.40810142.2410110.980.3350111.86C6008008.06410141.9210110.580.2329493.0954.2A6008008.06410141.9210110.560.2228571.43B7008009.40810142.2410110.980.3350111.86C6008008.06410141.9210110.580.2329493.0944.2A600
4、8008.06410141.9210110.560.2228571.43B7008009.40810142.2410110.980.3350111.86C6008008.06410141.9210110.580.2329493.0934.2A6008008.06410141.9210110.560.2228571.43B7008009.40810142.2410110.980.3350111.86C6008008.06410141.9210110.580.2329493.0924.2A6008008.06410141.9210110.560.2228571.43B7008009.4081014
5、2.2410110.980.3350111.86C6008008.06410141.9210110.580.2329493.0914.8A6008008.06410141.6810110.640.4337784.09B7008009.40810141.9610111.120.5253004.81C6008008.06410141.6810110.670.4438281.25边框架柱的侧移刚度计算表 表3-8层数层高（m）轴线位置（m2）（m4）（kNm）（kN/m）84.2A6008008.06410141.9210110.420.1722668.24B6008008.06410141.921
6、0110.740.2735100.55C6008008.06410141.9210110.440.1823443.2274.2A6008008.06410141.9210110.420.1722668.24B6008008.06410141.9210110.740.2735100.55C6008008.06410141.9210110.440.1823443.2264.2A6008008.06410141.9210110.420.1722668.24B6008008.06410141.9210110.740.2735100.55C6008008.06410141.9210110.440.182
7、3443.2254.2A6008008.06410141.9210110.420.1722668.24B6008008.06410141.9210110.740.2735100.55C6008008.06410141.9210110.440.1823443.2244.2A6008008.06410141.9210110.420.1722668.24B6008008.06410141.9210110.740.2735100.55C6008008.06410141.9210110.440.1823443.2234.2A6008008.06410141.9210110.420.1722668.24B
8、6008008.06410141.9210110.740.2735100.55C6008008.06410141.9210110.440.1823443.2224.2A6008008.06410141.9210110.420.1722668.24B6008008.06410141.9210110.740.2735100.55C6008008.06410141.9210110.440.1823443.2214.8A6008008.06410141.6810110.480.4034576.61B6008008.06410141.6810110.980.5043456.38C6008008.0641
9、0141.6810110.500.4035000.00注：表3-7，表3-8中一般层：，； 底层：，。 各类D值汇总见下表3-9：各层D值汇总表 表3-9层数（kN/m）81.5210671.2410661.2410651.2410641.2410631.2410621.2410611.24106各层总和：1.02107梁柱线刚度见图3-5，图3-6：（3）计算基本自振周期：将各层集中质量假定为水平荷载作用于各楼层标高处计算各层位移，见表3-10：假想位移计算表 表3-10层数（kN）（kN）（mm）（mm）813233.1813233.181244187.7610.64423.1671601
10、9.8129252.991244187.7623.51412.52616019.8145272.801244187.7636.39389.01516019.8161292.611244187.7649.26352.63415324.3576616.961244187.7661.58303.36315324.3591941.311244187.7673.90241.78215612.70107554.011244187.7686.45167.78115972.46123526.471516767.4681.4481.44根据JGJ3-2002式（B.0.2）：s（4）水平地震作用计算： 由地质报
11、告可知，该建筑场地的场地类别为类，设计地震分组为第一组，查JGJ3-2002表3.3.7-2得s，该建筑的地震基本烈度为7度，查JGJ3-2002表3.3.7-1得水平地震影响系数最大值，则有：总重力荷载代表值为：kN kN， 查JGJ3-2002表B.0.1，因为s，所以可得顶部附加地震作用系数为：，则顶部附加作用为：kN，由JGJ3-2002式（B.0.1-3），计算各层的水平地震作用，具体计算见表3-11： 各层地震作用及楼层地震剪力 表3-11层数（m）（kN）（kN）（kN）834.213233.18452574.650.870.191222.311222.31730.016019.
12、81480594.300.870.20721.921944.23625.816019.81413311.100.870.17620.852565.08521.616019.81346027.900.870.15519.783084.86417.415324.35266643.720.870.11400.543485.40313.215324.35202281.440.870.09303.863789.2529.015612.70140514.300.870.06211.074000.3214.815972.4676667.810.870.03115.174115.49注：只加入主体的顶层，即第
13、8层。水平地震作用图见图3-7：第四节 側移验算一、风荷载作用下的侧移验算：荷载作用下的变形验算（取一榀框架），按弹性方法计算楼层之间位移和结构顶点位移，具体计算见下表4-1：风荷载侧移验算表 表4-1层数（mm）（mm）（kN）（mm）限值8420034200108176.37 19.59 0.18 1/231921/5507420030000108176.37 56.23 0.52 1/80801/5506420025800108176.37 90.09 0.83 1/50431/5505420021600108176.37 121.19 1.12 1/37491/550442001740
14、0108176.37 149.28 1.38 1/30431/5503420013200108176.37 173.99 1.61 1/26111/550242009000108176.37 195.60 1.81 1/23221/550148004800129070.15 217.19 1.68 1/28521/550由上表计算可知，风荷载作用下的侧移满足规范要求。二、水平地震作用变形验算：多遇地震作用下，层间弹性位移验算见表4-2：多遇地震侧移验算表 表4-2层数（mm）（kN）（mm）限值备注842001244187.761222.310.981/42751/550层间剪力、位移示意图7
15、42001244187.761944.231.561/26881/550642001244187.762565.082.061/20371/550542001244187.763084.862.481/16941/550442001244187.763485.402.801/14991/550342001244187.763789.253.051/13791/550242001244187.764000.323.221/13061/550148001516767.464115.492.711/17691/550由上表计算可知，多遇地震作用下的弹性侧移满足规范要求。第五节 框架内力分析（计算KJ
16、5一榀）一、竖向荷载作用下内力计算（分层法）：1计算简图：框架各构件在计算简图中均用单线条表示（详见计算简图5-1）。框架结构的跨度即梁跨取顶层柱截面形心间距离。框架柱在基础顶面嵌固，首层柱高取基础顶面至二层搂面之间的高度，其余各层柱取层高。荷载传递按以下路线进行： 板 次梁 主梁 柱 基础 地基。2恒荷载作用下的内力计算（二次弯矩分配法）：（1）计算简图见图3-1：（2）固端弯矩的计算： 将框架梁看成两端固接的梁计算固端弯矩，现以顶层为例：kNmkNmkNmkNm具体计算见下表5-1：恒载作用下KJ5梁固端弯矩计算表 表5-1层数标高轴线位置（kN/m）跨度（m）（kNm）（kNm）833.
17、6AB18.487.5-86.63-86.63BC18.487.2-79.83-79.83729.4AB16.497.5-77.30-77.30BC16.777.2-72.45-72.45625.2AB16.497.5-77.30-77.30BC16.777.2-72.45-72.45521AB16.497.5-77.30-77.30BC16.777.2-72.45-72.45416.8AB21.297.5-99.80-99.80BC17.497.2-75.56-75.56312.6AB21.297.5-99.80-99.80BC17.497.2-75.56-75.5628.4AB19.007.5-89.06-89.06BC16.637.2-71.84-71.8414.2AB18.897.5-88.55-88.55BC16.637.2-71.84-71.84注：梁端弯矩以梁下侧受拉为正，反之为负。（3）分配系数的计算：分配系数根据梁、柱相对线刚度（见上图3-5，图3-6）计算，由于除底层柱底是固定的以外，其他柱都是弹性支承，为了减少误差，将上层各柱线刚度乘以0.9加以修正，并将上层各柱的传递系数修正为1/3，底层各柱的传递系数为1/2。
