发布时间 : 星期二 文章某旅馆八层框架结构设计计算书 土木工程专业毕业设计 毕业论文更新完毕开始阅读3db9a24ca617866fb84ae45c3b3567ec102ddc9f
框架柱配筋计算柱编号E—8E—7E—6E—5E—4E—3E—2E—1F—8F—7F—6F—5F—4F—3F—2F—1G—8G—7G—6G—5G—4G—3G—2MKNm76.5879.6697.13108.62121.80122.81186.41347.3086.4699.50135.03164.50175.39191.92320.80227.6676.1295.63131.62163.18177.26195.79276.80NKN172.04438.20714.97999.581292.711591.541942.272313.68238.11552.19886.211237.501597.771974.832380.792825.06191.05446.20714.87992.381274.601569.931885.18表19xmm18.0145.8874.87104.67135.36166.65169.48201.8924.9357.8292.80129.58167.31206.79207.75246.5120.0146.7274.86103.91133.47164.39164.50e0mm4451821361099477961503631801521331109713581398214184164139125147eamm2020202020202020202020202020202020202020202020eimm46520215612911497116170383200172153130117155101418234204184159145167ζ11.001.001.001.001.001.001.001.001.001.001.001.001.001.001.000.851.001.001.001.001.001.001.00l0mm41254125412541254125412552505500412541254125412541254125525055004125412541254125412541255250l0/h8.258.258.258.258.258.258.759.178.258.258.258.258.258.258.759.178.258.258.258.258.258.258.75ζ21.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00η1.051.111.141.171.191.231.261.201.061.111.131.141.171.191.201.281.051.091.111.121.141.151.18emm693429383356341324351408610427399380357344390334646461431412386372402a'mm4545454545454545454545454545454545454545454545Asmm233056<0-317-403-511-1258-57532365-55-85-156-98-790-150830515610357-18-10-725Asmm233056<0-317-403-511-1258-57532365-55-85-156-98-790-150830515610357-18-10-725配筋按构造配置钢筋
柱编号H—8H—7H—6H—5H—4H—3H—2H—1MKNm62.9373.8392.85113.55130.07131.25156.73157.84NKN148.24388.08644.12917.681203.321498.241813.922179.45e0mm425190144124108888672eamm2020202020202020eimm44521016414412810810692ζ11.001.001.001.001.001.001.001.00l0mm41254125412541254125412552505500l0/h8.258.258.258.258.258.258.759.17ζ21.001.001.001.001.001.001.001.00η1.051.111.131.151.171.211.291.36emm44521016414412810810692xmm15.5240.6467.4596.09126.00156.88158.28190.18a'mm4545454545454545Asmm226372<0<0<0<0<0<0Asmm226372<0-1637-2152-2730-3650-4362配筋按构造配钢筋
八、罕遇地震作用下弹塑性变形验算
1．罕遇地震作用下的层间剪力
由抗震规范查得罕遇地震的地震影响系数最大值αmax=0.72,多遇地震作用下 αmax=0.12，罕遇地震与多遇地震的地震影响系数之比为0.72/0.12=6。故将表6中的层间剪力乘以6，得到多遇地震作用下的层间剪力。见表20
罕遇地震作用下的层间剪力 表20
层次 多遇地震下层间剪力（KN） 罕遇地震下层间剪力（KN）
2．楼层受剪承载力计算 （1）构件实际正截面承载力。
按框架梁、柱的实际配筋面积及材料强度标准值(柱还应包括对应于重力荷载代表值的轴向力)，下面一底层为例进行说明，其中fyk=400KN/m2。 HG跨梁：左端
上下'Mbu?Mbu?Asfyk(h0?as)?1900?400?(510?40)?357.2KNm
8 7 6 5 4 3 2 1 85.86 136.94 196.80 249.06 291.72 325.77 352.65 368.78 515.16 821.76 1180.8 1494.3 1750.3 1954.6 2115.9 2212.6 右端
上'Mbu?Asfyk(h0?as)?1140?400?(510?40)?214.3KNm
下'Mbu?Asfyk(h0?as)?1520?400?(510?40)?285.8KNm
H柱
Mcu?Asfyk(h0?as')?0.5NGhc(1?NG)
?1bchcfck其中NG为重力荷载代表值下的轴力，对于底层H柱顶NG=1696.78KN 柱底NG=1753.75KN 则
M底cu1753.75?103?1607.68?400?（555?45）?0.5?1753.75?10?600?（1?）
1.0?600?600?26.83