某公司職工宿舍樓建筑結(jié)構(gòu)的構(gòu)件截面設(shè)計計算案例目錄TOC\o"1-3"\h\u6560某公司職工宿舍樓建筑結(jié)構(gòu)的構(gòu)件截面設(shè)計計算案例 1254561.1梁截面設(shè)計 137451.1.1正截面承載力計算 2127681.1.2斜截面承載力計算 5239681.2柱截面設(shè)計 7199871.2.1軸壓比 7176841.2.2正截面承載力計算 7237331．柱頂配筋 8242791.2.3斜截面承載力計算 121.1梁截面設(shè)計梁支座邊緣彎矩計算公式：M=BV/2+M1梁支座邊緣彎矩的詳細計算見表6-1。表6-1梁支座邊緣彎矩截面位置MVB邊緣彎矩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正截面承載力計算混凝土采用C35級混凝土：fc=16.7N/mm2，ft=1.57N/mm2縱向受力鋼筋采用HRB400級鋼筋：fy=360N/mm2箍筋采用HRB335級鋼筋：fy=300N/mm2以一層AB框架梁為例，按矩形截面計算，梁的尺寸為300mm×800mm，取mm，，。由表6-1可知：截面最不利彎矩M=656.5kN·m。則：因為<，所以滿足要求mm2構(gòu)件的最小配筋率：>同時>。抗震等級分組為二級時最小配筋率：0.3%且配筋率取兩者中的較大值，配筋率取0.3%。所以構(gòu)件最小配筋率都滿足要求。配筋528，其鋼筋截面面積As=3079mm2，且滿足要求?？缰薪孛姘碩形梁進行設(shè)計。邊跨跨中彎矩：kN·m翼緣寬度確定按計算跨度：mm按梁凈距：mm按翼緣高度：mm>0.1，所以不考慮。取最小bf’值為：2333mm。判斷T形截面kN·m>kN·m計算鋼筋面積因為<，所以滿足要求。mm2>最小配筋率0.25%，符合要求。配筋6`18，截面面積AS=1527mm2，且符合承載力要求。除示例外其余正截面承載力計算如下表6-2所示，配筋率不滿足<時，按構(gòu)造配筋進行配筋計算，即：mm2配筋414，AS=615mm2表6-2框架梁正截面承載力計算矩形截面層數(shù)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續(xù)表6-2框架正截面承載力計算矩形截面層數(shù)截面是否大于實際配筋實配面積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形截面承載力計算樓層位置Mbfh0判斷截面類型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續(xù)表6-3框架梁T形截面承載力計算樓層位置是否大于實際配筋實配面積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斜截面承載力計算本設(shè)計二級抗震，剪力設(shè)計值：kN驗算截面尺寸：<4因為>319.07kN所以截面尺寸滿足要求。驗算是否需配置箍筋：因為<319.07kN所以需配置箍筋，即：mm2根據(jù)混凝土結(jié)構(gòu)設(shè)計的配筋規(guī)范，采用雙肢箍筋Ф8@200，比較的值，所以：因為所以符合要求。箍筋配筋率：因為所以符合要求。在加密區(qū)箍筋間距為100mm，采用雙肢Ф8@100，比較/s的值，所以：，因為，所以均滿足要求。1.2柱截面設(shè)計1.2.1軸壓比以底層柱A柱為例，求剪跨比和軸壓比：柱寬度為600mm有效高度為mmC40混凝土：N/mm2柱端彎矩設(shè)計值：柱端剪力計算值：柱軸力：N=2625.05kN柱剪跨比：取軸壓比極限值0.75。柱軸壓比：，符合要求。柱的軸壓比和剪跨比的確定見下表6-4。表6-4柱的軸壓比與剪跨比柱位樓層柱寬有效高度fcMcVcN柱剪跨比柱軸壓比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正截面承載力計算以底層A柱為例，其余各柱配筋結(jié)果見下表6-5所示?；炷敛捎肅40混凝土：fc=19.1N/mm2，ft=1.71/mm2縱向受力鋼筋采用HRB400級鋼筋：fy=360N/mm2箍筋HPB300級鋼筋：fy=270N/mm2取有效高度h0=560mm。采用對稱配筋，地震等級分組為二級時，Mc=1.5Mb。柱頂配筋kN·mN=1773.66kNmmmm因為x<，所以屬于大偏壓破壞類型，則。mm，mm2mmmm所以按照構(gòu)造配筋。本設(shè)計中所有縱向受力鋼筋ρmin為0.8%，故：mm2選用528，As=3079mm2其余計算結(jié)果見下表6-5、6-6：表6-5框架A柱正截面承載力計算樓層654截面位置柱頂柱底柱頂柱底柱頂柱底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破壞大偏壓大偏壓大偏壓大偏壓大偏壓大偏壓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是否構(gòu)造配筋是是是是是是實配鋼筋628628628628628628實配面積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柱正截面承載力計算樓層321截面位置柱頂柱底柱頂柱底柱頂柱底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破壞大偏壓大偏壓大偏壓大偏壓大偏壓大偏壓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是否構(gòu)造配筋是是是是是是實配鋼筋832832832832832832實配面積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柱正截面承載力計算樓層654截面位置柱頂柱底柱頂柱底柱頂柱底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破壞大偏壓大偏壓大偏壓大偏壓大偏壓大偏壓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是否構(gòu)造配筋是是是是是是實配鋼筋536536536536536536實配面積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柱正截面承載力計算樓層321截面位置柱頂柱底柱頂柱底柱頂柱底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破壞大偏壓大偏壓小偏壓小偏壓小偏壓小偏壓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是否構(gòu)造配筋是是是是是是實配鋼筋740740740740740740實配面積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斜截面承載力計算以底層A柱斜截面承載力為例，其余各柱計算見下表6-7。根據(jù)上面的計算可求：kN剪跨比因為故取kN故按構(gòu)造配筋。ρmin為：加密區(qū)采用Ф10@100，非加密區(qū)采用Ф10@200。箍筋配筋率為：因為=0.64%所以符合要求。除底層A柱斜截面承載力外，其余承載力見下表6-7所示：表6-