【《某公司职工宿舍楼建筑结构的构件截面设计计算案例》3000字】

某公司职工宿舍楼建筑结构的构件截面设计计算案例目录TOC\o"1-3"\h\u6560某公司职工宿舍楼建筑结构的构件截面设计计算案例 1254561.1梁截面设计 137451.1.1正截面承载力计算 2127681.1.2斜截面承载力计算 5239681.2柱截面设计 7199871.2.1轴压比 7176841.2.2正截面承载力计算 7237331．柱顶配筋 8242791.2.3斜截面承载力计算 121.1梁截面设计梁支座边缘弯矩计算公式：M=BV/2+M1梁支座边缘弯矩的详细计算见表6-1。表6-1梁支座边缘弯矩截面位置MVB边缘弯矩M1（kN·m）A-6214.67124.880.6177.21A-5422.28171.320.6370.88A-4553.43189.010.6496.73A-3623.81209.850.6560.86A-2725.96233.020.6656.05A-1606.80224.030.6539.59B-左6113.22121.220.676.85B-左5153.53169.660.6102.63B-左4183.31184.760.6127.88B-左3199.82200.190.6139.76B-左2223.82231.360.6154.41B-左1196.39222.530.6129.63B-右6135.2787.350.6109.07B-右5323.62391.720.6206.10B-右4464.16394.120.6345.92B-右3442.74585.640.6267.05B-右2520.91646.650.6326.92B-右1429.23573.950.6257.051.1.1正截面承载力计算混凝土采用C35级混凝土：fc=16.7N/mm2，ft=1.57N/mm2纵向受力钢筋采用HRB400级钢筋：fy=360N/mm2箍筋采用HRB335级钢筋：fy=300N/mm2以一层AB框架梁为例，按矩形截面计算，梁的尺寸为300mm×800mm，取mm，，。由表6-1可知：截面最不利弯矩M=656.5kN·m。则：因为<，所以满足要求mm2构件的最小配筋率：>同时>。抗震等级分组为二级时最小配筋率：0.3%且配筋率取两者中的较大值，配筋率取0.3%。所以构件最小配筋率都满足要求。配筋528，其钢筋截面面积As=3079mm2，且满足要求。跨中截面按T形梁进行设计。边跨跨中弯矩：kN·m翼缘宽度确定按计算跨度：mm按梁净距：mm按翼缘高度：mm>0.1，所以不考虑。取最小bf’值为：2333mm。判断T形截面kN·m>kN·m计算钢筋面积因为<，所以满足要求。mm2>最小配筋率0.25%，符合要求。配筋6`18，截面面积AS=1527mm2，且符合承载力要求。除示例外其余正截面承载力计算如下表6-2所示，配筋率不满足<时，按构造配筋进行配筋计算，即：mm2配筋414，AS=615mm2表6-2框架梁正截面承载力计算矩形截面层数截面|M|6A177.210.0610.063409.59B左76.860.0270.02775.63B右109.070.0380.038153.205A370.880.1280.1381865.74B左102.630.0350.036135.48B右206.100.0710.074557.114A496.730.1720.1903442.89B左127.880.0440.045211.33B右345.920.1200.1281614.443A560.860.1940.2174457.78B左139.760.0480.050252.97B右267.050.0920.097946.662A656.050.2270.2616250.95B左154.410.0530.055309.63B右326.920.1130.1201436.221A539.590.1860.2084104.58B左129.630.0450.046217.22B右257.050.0890.093875.33续表6-2框架正截面承载力计算矩形截面层数截面是否大于实际配筋实配面积6A0.18%否414615B左0.03%否414615B右0.07%否4146155A0.82%是6201884B左0.06%否414615B右0.24%否4146154A1.51%是6283695B左0.09%否414615B右0.71%是62836953A1.96%是6324826B左0.11%否414615B右0.42%是63248262A2.74%是5406283B左0.14%否414615B右0.63%是54062831A1.80%是7284310B左0.10%否414615B右0.38%是7284310表6-3框架梁T形截面承载力计算楼层位置Mbfh0判断截面类型6AB跨161.1523337602766.2410.056BC跨11.59667760790.8610.0045AB跨244.1023337602766.2410.084BC跨10.53667760790.8610.0044AB跨244.8523337602766.2410.085BC跨10.53667760790.8610.0043AB跨278.6223337602766.2410.096BC跨10.53667760790.8610.0042AB跨329.8023337602766.2410.114BC跨10.53667760790.8610.0041AB跨329.7523337602766.2410.114BC跨10.53667760790.8610.004续表6-3框架梁T形截面承载力计算楼层位置是否大于实际配筋实配面积6AB跨0.057337.680.15%否414615BC跨0.00417.00.01%否4146155AB跨0.088787.320.35%是225982BC跨0.00414.00.01%否4146154AB跨0.089792.290.35%是225982BC跨0.00414.00.01%否4146153AB跨0.1011032.870.45%是2281232BC跨0.00414.00.01%否4146152AB跨0.1211462.510.64%是5201570BC跨0.00414.00.01%否4146151AB跨0.1211462.050.64%是5201570BC跨0.00414.00.01%否4146151.1.2斜截面承载力计算本设计二级抗震，剪力设计值：kN验算截面尺寸：<4因为>319.07kN所以截面尺寸满足要求。验算是否需配置箍筋：因为<319.07kN所以需配置箍筋，即：mm2根据混凝土结构设计的配筋规范，采用双肢箍筋Ф8@200，比较的值，所以：因为所以符合要求。箍筋配筋率：因为所以符合要求。在加密区箍筋间距为100mm，采用双肢Ф8@100，比较/s的值，所以：，因为，所以均满足要求。1.2柱截面设计1.2.1轴压比以底层柱A柱为例，求剪跨比和轴压比：柱宽度为600mm有效高度为mmC40混凝土：N/mm2柱端弯矩设计值：柱端剪力计算值：柱轴力：N=2625.05kN柱剪跨比：取轴压比极限值0.75。柱轴压比：，符合要求。柱的轴压比和剪跨比的确定见下表6-4。表6-4柱的轴压比与剪跨比柱位楼层柱宽有效高度fcMcVcN柱剪跨比柱轴压比A柱655051019.1237.57109.29443.364.30.08A柱555051019.1301.13151.35819.993.90.15A柱455051019.1368.63185.441253.953.90.23A柱355051019.1386.49211.191697.963.60.32A柱255051019.1417.77228.602156.573.60.40A柱160056019.1268.59239.042598.052.00.40B柱660056019.1303.50150.73526.484.90.09B柱560056019.1402.46215.181264.044.60.21B柱460056019.1495.72267.052148.164.50.36B柱360056019.1568.95306.253147.684.50.53B柱260056019.1614.07332.744223.164.50.71B柱165061019.1532.78366.725285.613.20.741.2.2正截面承载力计算以底层A柱为例，其余各柱配筋结果见下表6-5所示。混凝土采用C40混凝土：fc=19.1N/mm2，ft=1.71/mm2纵向受力钢筋采用HRB400级钢筋：fy=360N/mm2箍筋HPB300级钢筋：fy=270N/mm2取有效高度h0=560mm。采用对称配筋，地震等级分组为二级时，Mc=1.5Mb。柱顶配筋kN·mN=1773.66kNmmmm因为x<，所以属于大偏压破坏类型，则。mm，mm2mmmm所以按照构造配筋。本设计中所有纵向受力钢筋ρmin为0.8%，故：mm2选用528，As=3079mm2其余计算结果见下表6-5、6-6：表6-5框架A柱正截面承载力计算楼层654截面位置柱顶柱底柱顶柱底柱顶柱底Mmax237.57151.86301.13220.55386.63275.78N443.36465.20819.99841.831253.951278.10b550550550550550550L04.54.54.54.54.54.5h550550550550550550h051051051051051051042.2044.2878.0680.14119.37121.67264.18264.18264.18264.18264.18264.18破坏大偏压大偏压大偏压大偏压大偏压大偏压9.389.389.389.389.389.38e0535.84326.44367.24261.99308.33215.77ea20.0020.0020.0020.0020.0020.00ei555.84346.44387.24281.99328.33235.771.0071.0111.0101.0131.0111.016794.73585.25626.11520.65566.94474.55-1307.31-1369.63-2338.12-2396.12-3434.01-3492.79是否构造配筋是是是是是是实配钢筋628628628628628628实配面积369536953695369536953695配筋率1.32%1.32%1.32%1.32%1.32%1.32%最小配筋率0.80%0.80%0.80%0.80%0.80%0.80%表6-5框架A柱正截面承载力计算楼层321截面位置柱顶柱底柱顶柱底柱顶柱底Mmax386.49350.58417.77358.28268.59649.62N1697.971719.802156.572391.282598.052625.05b550550550550600600L04.54.54.54.55.165.16h550550550550600600h0510510510510560560161.63163.71205.29227.63226.71229.06264.18264.18264.18264.18290.08290.08破坏大偏压大偏压大偏压大偏压大偏压大偏压9.389.389.389.388.608.60e0227.62203.85193.72149.83103.38247.47ea20.0020.0020.0020.0020.0020.00ei247.62223.85213.72169.83123.38267.471.0151.0171.0181.0221.0301.014486.33462.65452.57408.56387.08531.21-4454.13-4501.84-5399.58-5841.47-5780.15-5822.78是否构造配筋是是是是是是实配钢筋832832832832832832实配面积643464346434643464346434配筋率2.29%2.29%2.29%2.29%1.91%1.91%最小配筋率0.80%0.80%0.80%0.80%0.80%0.80%表6-6框架B柱正截面承载力计算楼层654截面位置柱顶柱底柱顶柱底柱顶柱底Mmax303.50235.97402.46352.17495.72445.43N526.48548.321264.041285.882148.162170.00b600600600600600600L04.54.54.54.54.54.5h600600600600600600h056056056056056056045.9447.85110.30112.21187.45189.35290.08290.08290.08290.08290.08290.08破坏大偏压大偏压大偏压大偏压大偏压大偏压8.608.608.608.608.608.60e0576.47430.35318.39273.87230.76205.27ea20.0020.0020.0020.0020.0020.00ei596.47450.35338.39293.87250.76225.271.0071.0111.011.0131.0111.016860.65715.30601.78557.70513.52488.87-1407.23-1463.43-3177.60-3226.69-4988.01-5028.70是否构造配筋是是是是是是实配钢筋536536536536536536实配面积508950895089508950895089配筋率1.51%1.51%1.51%1.51%1.51%1.51%最小配筋率0.80%0.80%0.80%0.80%0.80%0.80%表6-6框架B柱正截面承载力计算楼层321截面位置柱顶柱底柱顶柱底柱顶柱底Mmax568.95518.66614.07559.75532.78896.73N3147.683169.524223.164245.005285.615312.61b600600600600650650L04.54.54.54.55.165.16h600600600600650650h0560560560560610610274.67276.57368.51370.42425.74427.92290.08290.08290.08290.08315.98315.98破坏大偏压大偏压小偏压小偏压小偏压小偏压8.608.608.608.607.947.94e0180.75163.64145.41131.86100.80168.79ea20.0020.0020.0020.0021.6721.67ei200.75183.64165.41151.86122.47190.431.0151.0171.0181.0221.0301.014463.76446.76428.39415.20411.14478.10-6625.35-6656.55-7901.85-7922.85-8380.61-8395.26是否构造配筋是是是是是是实配钢筋740740740740740740实配面积879687968796879687968796配筋率2.62%2.62%2.62%2.62%2.22%2.22%最小配筋率0.80%0.80%0.80%0.80%0.80%0.80%1.2.3斜截面承载力计算以底层A柱斜截面承载力为例，其余各柱计算见下表6-7。根据上面的计算可求：kN剪跨比因为故取kN故按构造配筋。ρmin为：加密区采用Ф10@100，非加密区采用Ф10@200。箍筋配筋率为：因为=0.64%所以符合要求。除底层A柱斜截面承载力外，其余承载力见下表6-7所示：表6-