【《南昌市元天住宅小区娱乐中心的建筑及结构设计》17000字】

、梁、柱截面设计8.1梁截面设计,不受限制；；，故最小值。按第一类T型截面进行计算。满足要求，实配钢筋2C25+2C20（）。将跨中截面的2C25+2C20全部伸入支座，作为支座负弯矩作用下的受压钢筋，据此计算支座上部受拉钢筋数量。实配钢筋2C20+2C22（1388mm2）<AS配筋满足要求。支座：实配钢筋2C25+2C18（1484mm2）<AS配筋满足要求。BC跨梁：计算方法同上，计算结果：跨中截面，实际配筋2C25+2C18（）；支座截面，实际配筋2C20+2C22（）,支座截面，实际配筋2C20+2C22（）。1~5层AB跨和BC跨和CD跨梁的纵筋配置见表8-1。梁斜截面受剪承载力计算AB跨梁两端支座截面剪力值相差较小，所以两端支座截面均按，确定箍筋数量。因故截面尺寸满足要求。加密区选择双肢C8@100（），非加密区选择双肢C8@150。1~5层AB跨和BC跨梁的箍筋配置见表8-2。框架梁控制截面纵向钢筋计算结果表8-1层次截面控制弯矩ξ计算配筋实配钢筋A's/Asρ/%As/mm2A's/mm2As/mm2A's/mm24支座A-147.19<067015213C187634C2215210.500.33%Bl-252.36<0114915212C22+2C1812694C2215210.830.55%Br-245.31<0111713882C20+2C1811372C20+2C2213880.820.50%6060Cl-250.71<0114213882C22+2C1812692C20+2C2213880.910.55%Cr-252.76<0115115212C22+2C1812694C2215210.830.55%D-156.15<071115213C187634C2215210.500.33%AB347.810.03214994C2215210.66%BC309.220.02913302C20+2C2213880.61%CD347.130.03214964C2215210.66%3支座A-244.62<0111417422C20+2C1811372C25+2C2217420.650.50%Bl-351.170.11159917422C25+2C2016102C25+2C2217420.920.70%Br-379.900.025173020112C25+2C2217424C22+1C2520110.870.76%Cl-365.610.025173020112C25+2C2217424C22+1C2520110.870.76%Cr-343.240.007156313882C25+2C2016102C20+2C2213881.160.70%D-240.49<0109513882C20+2C1811372C20+2C2213880.820.50%AB395.350.03717082C25+2C2217420.76%BC458.800.04319884C22+1C2520110.88%CD305.170.02813132C20+2C2213880.61%2支座A-259.65<0118214912C22+2C1812692C25+2C1814910.850.55%Bl-277.68<0126414912C22+2C1812692C25+2C1814910.850.55%Br-274.42<0125014912C22+2C1812692C25+2C1814910.850.55%Cl-277.72<0126514912C22+2C1812692C25+2C1814910.850.55%Cr-288.55<0131414912C20+2C2213882C25+2C1814910.930.61%D-248.14<0113014912C20+2C1811372C25+2C1814910.760.50%AB344.160.03214832C25+2C1814910.65%BC339.010.03114612C25+2C1814910.65%CD345.940.03214912C25+2C1814910.65%1支座A-248.52<0113216102C20+2C1811372C25+2C2016100.710.50%Bl-305.60<0139216102C25+2C1814912C25+2C2016100.930.65%Br-288.97<0131614912C20+2C2213882C25+2C1814910.930.61%Cl-288.71<0131514912C20+2C2213882C25+2C1814910.930.61%Cr-304.78<0138815212C20+2C2213884C2215210.910.61%D-248.35<0113115212C20+2C1811374C2215210.750.50%AB349.770.03215082C25+2C2016100.70%BC339.010.03114612C25+2C1814910.65%CD350.250.03215104C2215210.66%注：1、表中的C均表示三级钢“C”框架梁箍筋计算结果表8-2层次截面γREV0.2βcfcbh0梁端加密区非加密区/kN/kN实配钢筋实配钢筋4A、Bl237.69655.655>γREV0.57双肢C8@100双肢C8@1506262Br，Cl217.94655.655>γREV0.45双肢C8@100双肢C8@150Cr，D231.19655.655>γREV0.53双肢C8@100双肢C8@1503A、Bl301.79655.655>γREV0.93双肢C8@100双肢C8@150Br，Cl316.52655.655>γREV1.01双肢C8@100双肢C8@150Cr，D276.30655.655>γREV0.78双肢C8@100双肢C8@1502A、Bl255.13655.655>γREV0.66双肢C8@100双肢C8@150Br，Cl244.60655.655>γREV0.6双肢C8@100双肢C8@150Cr，D253.36655.655>γREV0.65双肢C8@100双肢C8@1501A、Bl267.62655.655>γREV0.73双肢C8@100双肢C8@150Br，Cl247.65655.655>γREV0.62双肢C8@100双肢C8@150Cr，D260.60655.655>γREV0.7双肢C8@100双肢C8@150注：1、表中的C均表示三级钢“C”8.2柱截面设计（1）柱正截面受压承载力计算柱正截面受压承载力计算第一层A轴柱计算方法如下：纵筋选用HRB400级钢筋（），箍筋选用HPB300级钢筋（），混凝土强度等级C35（，），C30。取。从A轴柱的内力组合表7-15中选取下面两组内力进行截面配筋计算：第1~5纵向钢筋计算结果与实际配筋见表8-3框架柱纵向受力钢筋计算结果列表表8-36363楼层A柱B柱C柱B柱计算配筋实际配筋计算配筋实际配筋计算配筋实际配筋计算配筋实际配筋++++++++4253512C18（3054）253512C18（3054）253512C18（3054）288012C18（3054）3253512C18（3054）253512C18（3054）253512C18（3054）288012C18（3054）2253512C18（3054）253512C18（3054）253512C18（3054）288012C18（3054）1253512C18（3054）253512C18（3054）253512C18（3054）288012C18（3054）2）柱斜截面受剪承载力计算由表7-11可见，第一层A柱的最大剪力，相应的轴力2285.12。偏心受压柱，第一层A柱斜截面计算如下：N=2285.12>,取N=2116.73故按构造配筋。采用井字复合箍筋，加密区配置4C8@100，非加密区4C8@200，满足要求。取混凝土保护层厚度为20mm，则柱端箍筋加密区体积配筋率：>0.4，满足要求。4C8@100各层柱箍筋计算及实配结果见表8-4。框架柱箍筋计算结果表8-4层次层次γREV0.2βcfcbh0N0.3fcA最小配筋特征值λvfc/fyv实配箍筋(ρv%)/kN/kN/kN/kN/%加密区非加密区A柱496.741113.6486.651803.60-0.3560.050.204C8@1004C8@200370.741113.61107.001803.60-0.6370.050.204C8@1004C8@200283.961113.61689.861803.60-0.7270.050.204C8@1004C8@200161.391302.62285.121803.60-0.9280.0550.264C8@1004C8@2006464B柱440.541113.6849.491803.60-0.7100.050.204C8@1004C8@200340.901113.61727.961803.60-0.9360.050.204C8@1004C8@200252.111113.62533.131803.60-0.9040.0620.254C8@1004C8@200158.251302.63334.341803.60-0.9450.0670.314C8@1004C8@200C柱440.311113.6849.001803.60-0.7110.050.204C8@1004C8@200339.111113.62056.701803.60-0.9640.050.204C8@1004C8@200252.791113.62845.511803.60-0.9010.0670.274C8@1004C8@200159.321302.63646.291803.60-0.9370.0740.344C8@1004C8@200D柱4106.191113.6514.901803.60-0.3200.050.204C8@1004C8@200360.321113.61242.051803.60-0.7200.050.204C8@1004C8@200284.891113.61885.171803.60-0.7520.050.204C8@1004C8@200161.481302.62541.511803.60-0.9270.0510.244C8@1004C8@2009、基础设计9.1初步确定基础尺寸采用柱下独立基础，采用C30混凝土，HRB400级钢筋，基础顶面标高为-0.85m。基础持力层为稍密卵石层，地基承载力特征值300kPa。A柱基础编号为JC-A，B柱基础编号为JC-B,C柱基础编号为JC-C,D柱基础编号为JC-D。由表7-6、7-7可得：基础尺寸统计表（mm）表9-1基础编号LBJC-A65065028002800600475600475300300JC-B65065035003500725700725700400300JC-C65065035003500725700725700400300JC-D650650280028006004756004753003009.2基础净反力可见JC-B基础高度满足要求。基础冲切验算表表9-26565柱边冲切柱号VPmaxPminh0atabamF是否满足A柱33.89383.45312.950.550.651.751.2457.9785660.66满足B柱19.98364.11340.870.650.651.951.3768.9601845.845满足C柱13.59379.10361.290.650.651.951.3800.6046845.845满足D柱8.22376.81366.970.550.651.751.2450.0552660.66满足台阶冲切柱号VPmaxPminh0atabamF是否满足A柱33.89383.45312.950.251.62.11.85328.8051462.9625满足B柱19.98364.11340.870.352.052.752.4426.6943840.84满足C柱13.59379.10361.290.352.052.752.4444.2538840.84满足D柱8.22376.81366.970.251.62.11.85323.1166462.9625满足9.3配筋计算柱边最大弯矩偏安全地按最大反力计算，JC-A：因基础L=B=2.8m，故两方向可相同配筋。实际配筋C16@160，一侧钢筋根数：JC-B：因基础L=B=2.8m，故两方向可相同配筋。实际配筋C20@160，一侧钢筋根数：JC-C：因基础L=B=2.8m，故两方向可相同配筋。实际配筋C2