【《H中学实验楼建筑机构中梁柱截面设计及节点验算计算案例》2100字】

H中学实验楼建筑机构中梁柱截面设计及节点验算计算案例目录TOC\o"1-3"\h\u17950H中学实验楼建筑机构中梁柱截面设计及节点验算计算案例 1314251.1框架梁 140241.2框架柱 51.1框架梁以第一层AB框架梁的计算为例,说明计算方法和步骤。1、梁的最不利内力梁的最不利内力如下：跨间：支座A：支座B：调整后剪力：2、梁的正截面受弯承载力计算1)考虑跨间最大弯矩处按T形截面设计，翼缘计算宽度按跨度考虑，取，，，梁内纵向钢筋选用HRB335（）属第一类T形截面。下部跨间截面按单筋T形截面计算：，满足适筋梁条件实配钢筋428，配筋率：，满足要求。梁端截面受压区相对高度：满足抗震设计要求。2)考虑两支座处下部跨间截面428钢筋伸入支座，，再计算相应的受拉钢筋，即：支座A上部：实配钢筋：222+225，2支座Bl上部：实配钢筋：222+225，满足配筋率要求。满足梁的抗震构造要求。3、梁斜截面受剪承载力计算1)验算截面尺寸,，属于厚腹梁；可知，截面符合条件。2)验算是否需要计算配置箍筋故：按计算需要配置箍筋。梁配筋见下表：表29框架梁纵向钢筋计算表楼层截面M(kN·m)计算钢筋(mm2)实配钢筋(mm2)配筋率ρAs'AsAs'As5A支座258.141387.85222+225(1742)428(2463)0.62%0.707B支座左161.63868.98222+225(1742)428(2463)0.62%0.707B支座右215.611159.19222+225(1742)428(2463)0.62%0.707AB跨间448.302295.13428(2463)0.88%0.290BC跨间121.56616.17428(2463)0.88%0.2904A支座312.081677.85222+225(1742)428(2463)0.62%0.707B支座左92.64498.06222+225(1742)428(2463)0.62%0.707B支座右171.87924.03222+225(1742)428(2463)0.62%0.707AB跨间479.382456.61428(2463)0.88%0.290BC跨间152.29772.67428(2463)0.88%0.2903A支座224.781208.49222+225(1742)428(2463)0.62%0.707B支座左333.061790.65222+225(1742)428(2463)0.62%0.707B支座右175.54943.76222+225(1742)428(2463)0.62%0.707AB跨间475.182434.77428(2463)0.88%0.290BC跨间148.09751.26428(2463)0.88%0.2902A支座309.941666.34222+225(1742)428(2463)0.62%0.707B支座左68.48368.17222+225(1742)428(2463)0.62%0.707B支座右176.06946.56222+225(1742)428(2463)0.62%0.707AB跨间475.182434.77428(2463)0.88%0.290BC跨间148.09751.26428(2463)0.88%0.2901A支座296.111591.99222+225(1742)428(2463)0.62%0.707B支座左82.63444.25222+225(1742)428(2463)0.62%0.707B支座右183.82988.28222+225(1742)428(2463)0.62%0.707AB跨间469.932407.51428(2463)0.88%0.290BC跨间142.84724.48428(2463)0.88%0.290表30框架梁箍筋计算表楼层梁跨最不利剪力V(kN)截面是否满足QUOTE0.25βcbh是否计算配筋加密区实配钢筋非加密区实配钢筋非加密区配筋率ρ5AB168.78858.00满足264.26否2φ8@1002φ8@2000.20％BC314.75858.00满足264.26是2φ8@1002φ8@2000.20％4AB161.95858.00满足264.26否2φ8@1002φ8@2000.20％BC319.61858.00满足264.26是2φ8@1002φ8@2000.20％3AB163.6858.00满足264.26否2φ8@1002φ8@2000.20％BC99.13858.00满足264.26是2φ8@1002φ8@2000.20％2AB164.12858.00满足264.26否2φ8@1002φ8@2000.20％BC319.5858.00满足264.26是2φ8@1002φ8@2000.20％1AB165.59858.00满足264.26否2φ8@1002φ8@2000.20％BC317.31858.00满足264.26是2φ8@1002φ8@2000.20％1.2框架柱1、柱截面尺寸验算下表给出了框架柱各层剪跨比和轴压比计算结果。由表可见，各柱的剪跨比及轴压比符合规范要求。表31各柱的剪跨比和轴压比验算楼层柱号B(mm)(mm)(N/mm2)(kN/m)N(kN)(kN)5A60056014.3258.14251.43134.783.420.05B60056014.3120.69202.2463.713.380.044A60056014.3152.35411.9888.563.070.09B60056014.379.47383.9948.542.920.083A60056014.3154.51575.5895.402.890.12B60056014.381.04620.349.932.900.132A60056014.3183.28739.7104.813.120.15B60056014.388.7856.5752.663.010.181A60056014.3112.82905.2856.573.560.19B60056014.360.951091.6827.373.980.232、柱正截面承载力计算以第一层A柱为例说明：最不利组合一(调整后)：附加偏心距和偏心方向截面尺寸的1/30两者中的较大值，即：600/30=20mm，故取20mm柱的计算长度初始偏心距长细比，故应考虑偏心距增大系数；又,取，得轴向力作用点至受拉钢筋合力点之间的距离：对称配筋：为大偏压情况。2)最不利组合二：取。初始偏心距：同理可求得：，，故为小偏心受压轴向力作用点至受拉钢筋合力点之间的距离：计算时，应符合及；由于，故可按构造配筋，且应符合，单侧配筋率，选420（）总配筋率（柱截面纵向钢筋的最小配筋率）3、柱斜截面受剪承载力计算以第一层A柱为例进行计算，由前可知，框架柱的剪力设计值：V=56.57kN轴压比n=0.19，考虑到地震作用组合的柱轴向压力设计值故取故该层柱应按构造配置箍筋。柱端加密区的箍筋选用双肢8＠150和附加箍筋，由上可得一层柱底的轴压比n=0.19，查表得，最小配筋率特征值，则最小配筋率取8，,则，根据构造要求取加密区箍筋为双肢8＠100，加密区的范围：底层柱上端600mm，底层柱根1800mm,非加密区还应满足s＜15d=300mm，故箍筋取双肢8＠200。表29框架柱配筋计算表楼层柱号内力M(kN·m)N(kN)l0(mm)e0(mm)ea(mm)ei(mm)l0/hηns偏心性质e(mm)As'(mm2)实配钢筋5AMmax158.14251.433400628.9620.00648.965.671.02大偏心901.41436.22416(804)Nmax177.91250.043400711.5321.00732.535.671.02大偏心984.00473.59416(804)BMmax120.69202.243400596.7722.00618.775.671.02大偏心869.15338.32416(804)Nmax85.45202.243400422.5223.00445.525.671.03大偏心694.70270.37416(804)4AMmax134.17411.983400325.6724.00349.675.671.04大偏心597.63473.74416(804)Nmax152.35411.983400369.8025.00394.805.671.03大偏心641.83508.81416(804)BMmax77.56383.993400201.9826.00227.985.671.06大偏心473.36349.66416(804)Nmax79.47383.993400206.9627.00233.965.671.05大偏心478.32353.32416(804)3AMmax154.51575.583400268.4428.00296.445.671.04大偏心540.07598.06416(804)Nmax154.13575.583400267.7829.00296.785.671.04大偏心539.37597.29416(804)BMmax81.04620.303400130.6530.00160.655.671.08小偏心401.09720.00416(804)Nmax80.48620.303400129.7431.00160.745.671.08小偏心400.11720.00416(804)2AMmax155.81739.703400210.6432.00242.645.671.05大偏心481.79685.56416(804)Nmax183.28739.703400247.7833.00280.785.671.05大偏心519.11738.73416(804)BMmax81.65856.57340095.3234.00129.325.671.10小偏心364.79720.00416(804)Nmax88.70856.573400103.5535.00138.555.671.09小偏心373.15720.00416(804)1AMmax112.82905.283400124.6236.00160.625.671.08小偏心394.59720.00416(804)Nmax70.20905.28340077.5537.00114.555.671.11小偏心346.24720.00416(804)BMmax60.951091.68340055.8338.0093.835.671.14小偏心323.47720.00416(804)Nmax33.571091.68340030.7539.0069.755.671.18小偏心296.41720.00416(804)表30框架柱箍筋计算表楼层柱号N(kN)(kN)<0加密区实配钢筋(mm2)加密区长度(mm)非加密区实配钢筋(mm2)非加密区配筋率ρ5A251.43134.781441.44满足是φ8@100(503)500φ8@200(251)0.20％B202.2463.711441.44满足是φ8@100(503)500φ8@200(251)0.20％4A411.9888.561441.44满足是φ8@100(503)500φ8@200(251)0.20％B383.9948.541441.44满足是φ8@100(503)500φ8@200(251)0.20％3A575.5895.401441.44满足是φ8@100(503)500φ8@200(251)0.20％B620