某五層教學(xué)樓建筑結(jié)構(gòu)框架結(jié)構(gòu)配筋計算過程案例目錄TOC\o"1-3"\h\u19394某五層教學(xué)樓建筑結(jié)構(gòu)框架結(jié)構(gòu)配筋計算過程案例 157731.1框架梁配筋計算 123461.1.1.截面尺寸： 1137051.1.2.材料強度： 127703混凝土等級C25 131615fc=11.9N/mm2ft=1.27N/mm2 2162871.1.3.配筋率： 2147251.2框架柱配筋計算 11257171.2.1.截面尺寸： 115995b×h0=500×465mm 11107951.2.2.材料強度： 1123094混凝土等級C30 113998fc=14.3N/mm2ft=1.43N/mm2 11254661.2.3.框架柱端彎矩和剪力調(diào)整： 12321561.2.4.框架柱配筋計算： 14225981.3.1荷載計算 19200991.3.2配筋計算 195323A板 1921480 191.1框架梁配筋計算1.1.1.截面尺寸：邊跨：梁端b×h0=250mm×565mm（h0=h-35）跨中bf’×h0=2200mm×565mm（h0=h-35）中跨：梁端b×h0=250mm×365mm（h0=h-35）跨中bf’×h0=900mm×365mm（h0=h-35）1.1.2.材料強度：混凝土等級C25fc=11.9N/mm2ft=1.27N/mm2鋼筋等級縱向受力筋HRB335fy=300N/mm2箍筋HPB235fy=210N/mm21.1.3.配筋率：縱向受力筋:支座截面ρmin=0.25%>55×ft/fy=0.233%ρmax=2.5%>55×ft/fy=0.23%跨中截面ρmin=0.2%>45×ft/fy=0.19%箍筋:ρsv=0.26×ft/fyv=0.00157加密區(qū):應(yīng)滿足規(guī)范要求。1.1.4.計算公式：(3)抗彎承載力計算計算公式五層邊跨中跨左端跨中右端左（右）端跨中負彎矩正彎矩負彎矩正彎矩負彎矩正彎矩M(kN·m)61.437.38112.8261.44-6.3927.384.96-6.13αS0.0647-90.01350.06470.00670.06910.00350.0155ξ0.0669-90.01360.06690.00680.07160.00350.0156As(mm2)374.9743.56670.16375.0337.83259.3445.3856.42實配面積7637637637637637637637633"183"183"183"183"183"183"183"18計算公式四層邊跨中跨左端跨中右端左（右）端跨中負彎矩正彎矩負彎矩正彎矩負彎矩正彎矩M(kN·m)116.0331.17110.62100.3216.7243.2129.07-1.55αS0.12220.00380.01320.10560.00200.10900.02040.0039ξ0.01370.00380.01330.11190.00200.11570.02060.0039As(mm2)732.41185.42657.00626.9398.74418.85268.2414.18實配面積7637637637637637637637633"183"183"183"183"183"183"183"18計算公式三層邊跨中跨左端跨中右端左（右）端跨中負彎矩正彎矩負彎矩正彎矩負彎矩正彎矩M(kN·m)155.6973.52110.22137.2449.2663.1948.49-1.88αS0.16390.00880.01320.14450.00590.15940.03400.0047ξ0.18020.00880.01330.15680.00590.17470.03460.0048As(mm2)1009.46435.67654.61878.56291.48632.31450.6217.21實配面積1473763763147376314737637633"253"183"183"253"183"253"183"18計算公式二層邊跨中跨左端跨中右端左（右）端跨中負彎矩正彎矩負彎矩正彎矩負彎矩正彎矩M(kN·m)189.14106.49111.88161.3272.9777.9963.40-1.90αS0.19920.01270.01340.16990.00870.19680.04440.0048ξ0.22430.01280.01350.18740.00880.22120.04550.0048As(mm2)1256.8462.31664.541050.16432.40800.83592.4617.39實配面積1473763763147376314737637633"253"183"183"253"183"253"183"18計算公式一層邊跨中跨左端跨中右端左（右）端跨中負彎矩正彎矩負彎矩正彎矩負彎矩正彎矩M(kN·m)195.32122.43119.18165.4884.3884.9066.87-3.97αS0.20570.01460.01430.17420.01010.21420.04690.0100ξ0.23280.01480.01440.19280.01010.24400.04800.0101As(mm2)1304.10727.67708.211080.46500.36883.06625.7136.44實配面積1473763763147376314737637633"253"183"183"253"183"253"183"18（4）框架梁抗剪計算：設(shè)計剪力取組合和調(diào)整剪力，：=0.85=1.1=1.2五層四層邊跨中跨邊跨中跨左端右端左（右）端左端右端左（右）端組合104.39109.0728.84120.24122.0448.83調(diào)整93.4393.4331.40113.55113.5549.46336.18336.18217.18336.18336.18217.180.19590.2274-0.18030.30270.31490.0082S515.70444.14—333.64320.7812345.13實配箍筋雙肢Φ8@100雙肢Φ8@100雙肢Φ8@100雙肢Φ8@100雙肢Φ8@100雙肢Φ8@100三層二層邊跨中跨邊跨中跨左端右端左（右）端左端右端左（右）端組合129.28124.1968.65133.46134.9583.96調(diào)整129.50129.5069.10141.16141.1683.92336.18336.18217.18336.18336.18217.180.36510.36510.21320.44370.44370.3683S276.61276.61473.64227.61227.61274.24實配箍筋雙肢Φ8@100雙肢Φ8@100雙肢Φ8@100雙肢Φ8@100雙肢Φ8@100雙肢Φ8@100一層框架梁跨中截面按構(gòu)造配進雙肢Φ8@100邊跨中跨左端右端左（右）端組合136.79138.9189.14調(diào)整145.26145.2689.10336.18336.18217.180.47140.47140.4224S214.23214.23239.13實配箍筋雙肢Φ8@100雙肢Φ8@100雙肢Φ8@1001.2框架柱配筋計算1.2.1.截面尺寸：b×h0=500×465mm1.2.2.材料強度：混凝土等級C30fc=14.3N/mm2ft=1.43N/mm2鋼筋等級縱向受力筋HRB335fy=300N/mm2箍筋HPB235fy=210N/mm21.2.3.框架柱端彎矩和剪力調(diào)整：=1.1=1.1（以下調(diào)整均未乘以）、按柱端組合彎矩比值確定。節(jié)點左梁右梁上柱下柱6—81.9190.10-00.001.20090.105—154.71170.180.397767.680.6023102.504—207.59228.350.422796.520.5773131.833—252.19277.410.4372121.280.5628156.132—260.43286.470.5091145.840.4909140.631————281.92——節(jié)點左梁右梁上柱下柱1281.9236.51130.27-00.001.200130.2711133.7657.61210.510.369977.870.6301132.6410182.9984.25293.960.4214123.870.5786170.099215.09103.99350.990.4598161.390.5402189.608220.64113.20367.220.5436199.620.4564167.607————327.93——層邊柱53.390.1067.681.152.5943.3102.5096.521.166.1833.3131.83121.281.184.3723.3156.13145.841.1100.6614.55140.63281.921.1102.15層中柱53.3130.2777.871.169.3843.3132.64123.871.185.5033.3170.09161.391.1110.4923.3189.60199.621.1129.7414.55167.60327.931.1119.801.2.4.框架柱配筋計算：①、偏壓計算公式：大偏壓構(gòu)件（）小偏心構(gòu)件（）計算如下：的大值最小配筋率：全截面每側(cè)(底層500mm)抗震折減系數(shù)：頂層=0.75其他層=0.8層柱位內(nèi)力(m)(mm)(mm)(mm)(')(mm)ξ(mm2)實配M(KN.m)N(KN)5邊柱123.49185.784.87520664.71684.711.046501.210.056541.374Ф2068.63233.354.87520294.11314.111.101130.840.070236.684Ф20中柱126.71212.554.87520596.14616.141.051432.560.064534.544Ф2059.63285.404.87520208.83228.831.13845.410.086100.474Ф204邊柱125.67464.834.87520270.36290.361.109107.010.140308.474Ф2063.24527.214.87520119.95139.951.226386.520.159-174.394Ф20中柱150.00495.514.87520302.72322.721.098139.350.149428.214Ф2056.11637.784.8752087.98107.981.292354.550.192-327.234Ф203邊柱155.93759.774.87520205.23225.231.140471.800.229-207.224Ф2062.65820.914.8752076.3296.321.328342.890.247-412.574Ф20中柱182.04770.734.87520236.19256.191.123502.760.232-54.844Ф2055.72990.334.8752056.2676.261.414322.830.298-560.904Ф202邊柱176.041067.214.87520164.95184.951.171431.520.321-373.644Ф2075.251114.634.8752067.5187.511.361334.080.335-455.714Ф20中柱209.291071.994.87520195.24215.241.147461.810.322-167.614Ф2065.451342.864.8752048.7468.741.49315.310.404-581.424Ф201邊柱245.151417.835.25020172.91192.911.190444.530.426-109.334Ф2520.531416.545.2502014.4934.492.062286.110.426-876.214Ф25中柱285.161347.855.25020211.57231.571.158483.190.405168.004Ф2518.101704.445.2502010.6230.622.196282.240.513-841.944Ф25框架柱均為構(gòu)造配筋。②、框架柱抗剪計算：計算公式或框架柱最小體積配箍率：抗震折減系數(shù)：=0.85五層四層邊柱中柱邊柱中柱上端下端上端下端上端下端上端下端185.78217.27212.55244.14464.83496.42495.51527.1152.5952.5969.3869.3866.1866.1885.5085.50664.95664.95664.95664.95664.95664.95664.95664.95-0.542-0.561-0.412-0.430-0.583-0.601-0.434-0.452三層二層邊柱中柱邊柱中柱上端下端上端下端上端下端上端下端759