第九章-柱的配筋计算.doc

第九章 柱的配筋计算91验算轴压比： 由于底层柱中柱的轴力最大，并且各柱的截面尺寸与混凝土强度相同，所以只取底层中柱进行验算 满足规范要求。梁端弯矩调整见下表：杆件节点层次M梁左M梁右M节点上M节点下1.1M梁V上V下M节（板）上M节（梁）下M节上M节下修（上）修（下）B柱572.25937.2190132.32120.4258061.816097.703040107.4733080.605014158.9329.11889.025160.262206.851761.81681.17681.60708114.803485.94531120.906468.7562596.725113206.2158.411131.992262.707291.080981.176105.75122.2509203.4892109.2432181.837787.39457145.47022251.6326.274182.943223.141305.6933105.75125.76170.2535152.7154161.1466144.5467128.9173115.63731272.1598.543229.603211.432407.759125.76104.65214.5118152.8258238.1165169.6425190.4932135.714A柱5095.6770140.147105.2447063.610104.52540114.9779086.2334640175.76588.851131.998193.341563.6167.80181.217894.0290489.60373103.737871.6829982.9902130236.274112.07164.096259.901467.80185.653103.9339116.1303122.7485137.152998.19884109.722320284.606144.449176.543313.066685.65399.236134.1706120.9708164.6316148.435131.7053118.74810306.912180.731157.737337.603299.23688.49168.8227108.1826205.7545131.8487164.6036105.47992 柱正截面承载力计算 以第二层B柱为例说明计算过程。根据B柱内力组合表，将支座中心处的弯矩换算至支座边缘并与柱端组合弯矩的调整值比较后，选出最不利内力进行配筋计算。 取20和偏心方向截面尺寸的两者中的较大值，即故取=20 确定柱的计算长度 因为，故应考虑偏心距增大系数。 取 对称配筋 为大偏压情况，则有 =再按及相应的一组计算。其结果与上一个组合一样。满足规范要求。柱的正截面配筋计算表：位置五层中柱五层边柱组合MmaxNmaxNminMmaxNmaxNminM(KN)80.60557.795570.73986.23378.02285.223N247.065292.56215.559222.572238.087167.9434e。=M/N326.2502197.5509328.1654387.4387327.7037507.4507ea202020202020ei346.2502217.5509348.1654407.4387347.7037527.4507ei/h。0.6183040.3884840.6217240.7275690.62090.9418761.0550011.0875381.0546981.0467411.0547711.036106e625.2942496.5949627.2094686.4827626.7477806.49470.051420.0608890.0448630.0463230.0495520.034953类型大偏压大偏压大偏压大偏压大偏压大偏压h。28.7954534.097925.1234325.9407927.7490719.573822as808080808080(1-0.5)0.0500980.0590350.0438570.1326530.1326530.132653(修整)0.1428570.1428570.1428570.1428570.1428570.142857As-1752.12-1811.13-1875.76-1308.57-1331.46-1419.76单侧（）0.20.20.20.20.20.2Asmin720720720720720720实配置222、218位置四层中柱四层边柱组合MmaxNmaxNminMmaxNmaxNminM(KN)96.72551.67646.70298.19965.51636.083N491.606555.313437.155435.621495.312382.215e。=M/N196.753193.05743106.8317225.423132.272294.40498ea202020202020ei216.7531113.0574126.8317245.423152.2722114.405ei/h。0.3870590.2018880.2264850.4382550.2719150.2042951.087861.1684451.1501521.0775971.1250661.166461e495.7971392.1014405.8757524.467431.3162393.4490.1023160.1155750.0909830.0906640.1030870.079549类型大偏压大偏压大偏压大偏压大偏压大偏压h。57.2967464.7217950.9504750.7716857.7286744.54722as808080808080(1-0.5)0.0970810.1088960.0868440.1326530.1326530.132653(修整)0.1428570.1428570.1428570.1428570.1428570.142857As-1180.02-1346.67-1605.06-823.456-918.538-1324.01单侧（）0.20.20.20.20.20.2Asmin720720720720720720实配置222、218位置三层中柱三层边柱组合MmaxNmaxNminMmaxNmaxNminM(KN)145.4751.35753.76665.51665.13838.838N773.915825.406660.781706.701752.196597.627e。=M/N187.966462.2202981.3673592.7068286.5971164.98702ea202020202020ei207.966482.22029101.3674112.7068106.597184.98702ei/h。0.3713690.1468220.1810130.2012620.1903520.1517631.0915721.2316221.1878711.1689691.1786541.224081e487.0104361.2643380.4114391.7508385.6411364.0310.1610710.1717880.1375250.1470820.1565510.124381类型大偏压大偏压大偏压大偏压大偏压大偏压h。90.1998896.2011777.014182.3660887.6685369.65352as808080808080(1-0.5)0.1480990.1570320.1280690.1470820.1565510.124381(修整)0.1610710.1717880.1375250.1470820.1565510.124381As-326.377-830.959-1131.09-762.191-840.718-750.746单侧（）0.20.20.20.20.20.2Asmin720720720720720720实配置222、218位置二层中柱二层边柱组合MmaxNmaxNminMmaxNmaxNminM(KN)190.4932229.60358.72164.604180.73137.357N1069.2451109.685884.511982.34241022.782814.633e。=M/N178.1567206.908366.38696167.5628176.705345.85746ea202020202020ei198.1567226.908386.38696187.5628196.705365.85746ei/h。0.3538510.4051930.1542620.3349330.3512590.1176031.0961061.0839281.220451.1015341.0968151.28917e477.2007505.9523365.431466.6068475.7493344.90150.2225370.2309530.1840890.204450.2128670.169546类型大偏压大偏压大偏压大偏压大偏压大偏压h。124.6206129.3339103.0899114.4921119.205494.945572as808080808080(1-0.5)0.1977760.2042840.1671450.204450.2128670.169546(修整)0.2225370.2309530.1840890.204450.2128670.169546As528.3661856.5913-670.46-588.103-552.372-1123.25单侧（）0.20.20.20.20.20.2Asmin720720720720720720实配置222、218位置一层中柱一层边柱组合MmaxNmaxNminMmaxNmaxNminM(KN)135.714252.16149.3676105.479234.24715.006N1425.0161425.0161112.9061317.8341317.8341032.557e。=M/N95.23683176.953144.3591880.03967177.751514.53285ea202020202020ei115.2368196.953164.35918100.0397197.751534.53285ei/h。0.205780.3517020.1149270.1786420.3531280.0616661.165261.0966931.2959021.1903641.0963031.551475e394.2808475.9971343.4032379.0837476.7955313.57690.2965820.2965820.2316240.2742740.2742740.214901类型大偏压大偏压大偏压大偏压大偏压大偏压h。166.0858166.0858129.7093153.5937153.5937120.34462as808080808080(1-0.5)0.2526010.2526010.2047990.2742740.2742740.214901(修整)0.2965820.2965820.2316240.2742740.2742740.214901As859.21211605.667-292.589-1528.32-702.883-1631.06单侧（）0.20.20.20.20.20.2Asmin720720720720720720实配置222、2189.3柱斜截面承载力计算以第一层柱为例进行计算，由前面的计算可知，上柱柱端弯矩设计值 对于三级抗震等级柱，柱底弯矩设计值 则框架柱的剪力设计值 满足规范要求 取其中取较大的柱下端值，而、不应考虑，故、为将内力组合表中查得的值除以0.8，与相应的轴力。可取 = 0该层次柱应按构造配置钢筋一层柱轴压比查规范得到，则加密区最小体积配箍率 取10,则,非加密区取箍筋210140，加密区取210100。同理可得其他各柱的配筋见配筋表：柱子箍筋配置轴号柱号M上M下VRe(0.85)*V0.2FcBH。N0.3FcA(1.05/4)FtBH。Asv/s加密区域不加密区域586.23371.68359.8991750914.2966960960222.57215444001261260-10.3984810048150482.9998.19968.7268658417.8328960960476.06115444001261260-10.4554810048150A轴3109.722131.70591.5757677839.3948960960743.64915444001261260-10.41748100481502118.748164.604107.478391356.59319609601022.78215444001261260-10.43548100481501105.479269.384110.549493966.99879609601317.83415444001261260-10.5544810048150580.06568.75656.4493447981.9431960960270.71815444001261260-10.4464810048150496.72587.3956