简支梁、悬壁梁配筋计算

横梁断面(m）柱断面高(H)3.18宽（b）0.81宽(B)9.35高（h）0.30.500荷载项目集中P1(t)集中P2(t)土荷载q土均布荷载03.18数值55-2.601.75-0.500.5x3.775板重（T/m)梁重砼q1（T/m)人群q2（T/m)合计q-0.50-0.5y1.80.90.60.251.75土容重(t/m3)1.8土摩擦角(t/m3)22VA13.18HAVB13.18HB距离横梁弯距Ｍ距离竖梁弯距Ｍ备注0-17.56左角00.00底部3.1215.031/31.06-1.571/30.004.67520.44跨中1.59-3.23跨中Ｍ9.35-17.56右角3.18-17.56左角一、正截面配筋计算建筑物等级三级安全系数K1.50剪力Q轴力N砼强度C25Rw(kg/cm2)150.00I级钢筋Rg(kg/cm2)2800.00保护层厚(cm)4.001横梁配筋计算h0（cm)27.00b(cm)80.00跨中Mmax20.44A0=KM/(bh2Rw)0.350520.02668试算（或查附表Ⅱ-2）得α0.0271μ=αRw/Rg0.00145KM(105)3066329Ag=μbh0(cm2)3.1316153.9121846.8okA,=(KM-0.4bh02Rw)/(R,g(h0-a,))0.00左边角Mmax17.56A0=KM/(bh2Rw)0.301040.02955试算（或查附表Ⅱ-2）得α0.0300μ=αRw/Rg0.00161KM(105)2633472Ag=μbh0(cm2)3.4716153.9111692.9okA,=(KM-0.4bh02Rw)/(R,g(h0-a,))0.00右边角Mmax17.56A0=KM/(bh2Rw)0.301040.02955试算（或查附表Ⅱ-2）得α0.0300μ=αRw/Rg0.00161KM(105)2633472Ag=μbh0(cm2)3.4716153.9111692.9okA,=(KM-0.4bh02Rw)/(R,g(h0-a,))0.002竖柱配筋计算h047.00b100.00跨中Mmax3.23A0=KM/(bh2Rw)0.055380.00548488试算（或查附表Ⅱ-2）得α0.0055μ=αRw/Rg0.00029KM(105)484459Ag=μbh0(cm2)0.6414113.1101131okA,=(KM-0.4bh02Rw)/(R,g(h0-a,))0.00上部Mmax17.56根数根数总面积（mm2)总面积（mm2)截面面积（mm2)截面面积（mm2)最小配筋率验证最小配筋率验证钢筋直径（φ)钢筋直径（φ)钢筋直径（φ)钢筋直径（φ)截面面积（mm2)截面面积（mm2)刚架结构计算简图最小配筋率验证最小配筋率验证总面积（mm2)总面积（mm2)根数根数-1-0.500.511.522.533.54-1A0=KM/(bh2Rw)0.301040.02955试算（或查附表Ⅱ-2）得α0.0300μ=αRw/Rg0.00161KM(105)2633472Ag=μbh0(cm2)3.4716153.981231.2okA,=(KM-0.4bh02Rw)/(R,g(h0-a,))0.00总面积（mm2)截面面积（mm2)根数最小配筋率验证钢筋直径（φ)9.359.351111.33.18000009.359.353.783.785.585.58-0.50.003.188.183.188.18计算简图1357911刚架支座支座2荷载1荷载２梁结构横梁断面(m）柱断面高(H)3.18宽（b）0.81宽(B)9.35高（h）0.40.5荷载项目集中P1(t)集中P2(t)土荷载q土均布荷载数值552.601.95a3.775板重（T/m)砼q1（T/m)人群q2（T/m)合计qb1.80.90.80.251.95土容重(t/m3)1.8土摩擦角(°)22V114.12H1-7.01V214.1214.12H211.15距离横梁Ｍ(t-m)备注距离左竖梁Ｍ(t-m)备注0-21.89左角0.009.19底部3.1212.641/31.060.261/34.67518.30跨中1.59-5.03跨中Ｍ6.2312.642/32.12-10.612/39.35-21.89右角3.18-21.89左角Q值-7.01-7.47-8.05一、正截面配筋计算-8.85建筑物等级三级-11.15安全系数K1.50剪力Q轴力N砼强度C25Rw(kg/cm2)150.00I级钢筋Rg(kg/cm2)2800.00保护层厚(cm)4.001横梁配筋计算h037.00b80.00跨中Mmax18.30A0=KM/(bh2Rw)0.167060.12848试算（或查附表Ⅱ-2）得α0.1380μ=αRw/Rg0.00739KM(105)2744470根数总面积（mm2)钢筋直径（φ)截面面积（mm2)Ag=μbh0(cm2)21.8820254.592290.5A,=(KM-0.4bh02Rw)/(R,g(h0-a,))0.00左边角Mmax21.89A0=KM/(bh2Rw)0.199840.14864317试算（或查附表Ⅱ-2）得α0.1617μ=αRw/Rg0.00866KM(105)3283051Ag=μbh0(cm2)25.6420254.5102545A,=(KM-0.4bh02Rw)/(R,g(h0-a,))0.00右边角Mmax21.89A0=KM/(bh2Rw)0.199850.14862656试算（或查附表Ⅱ-2）得α0.1617μ=αRw/Rg0.00866KM(105)3283142Ag=μbh0(cm2)25.6420254.5102545A,=(KM-0.4bh02Rw)/(R,g(h0-a,))0.002左竖柱配筋计算h047.00b100.00跨中Mmax5.03A0=KM/(bh2Rw)0.045900.033422试算（或查附表Ⅱ-2）得α0.0340μ=αRw/Rg0.00182KM(105)754103Ag=μbh0(cm2)5.3914113.191017.9A,=(KM-0.4bh02Rw)/(R,g(h0-a,))0.00左下部Mmax9.19A0=KM/(bh2Rw)0.083890.00021998试算（或查附表Ⅱ-2）得α0.0002μ=αRw/Rg0.00001KM(105)1378178Ag=μbh0(cm2)0.0318201.1102011A,=(KM-0.4bh02Rw)/(R,g(h0-a,))0.003右竖柱配筋计算h047.00b100.00跨中Mmax-4.70A0=KM/(bh2Rw)-0.042950.00021998试算（或查附表Ⅱ-2）得α0.0002总面积（mm2)总面积（mm2)总面积（mm2)总面积（mm2)根数根数根数根数截面面积（mm2)截面面积（mm2)截面面积（mm2)截面面积（mm2)钢筋直径（φ)钢筋直径（φ)钢筋直径（φ)钢筋直径（φ)μ=αRw/Rg0.00001KM(105)-705571Ag=μbh0(cm2)0.0318201.1102011A,=(KM-0.4bh02Rw)/(R,g(h0-a,))0.00右下部Mmax9.19A0=KM/(bh2Rw)0.083890.00021998试算（或查附表Ⅱ-2）得α0.0002μ=αRw/Rg0.00001KM(105)1378224Ag=μbh0(cm2)0.0318201.1102011A,=(KM-0.4bh02Rw)/(R,g(h0-a,))0.00总面积（mm2)总面积（mm2)根数根数截面面积（mm2)截面面积（mm2)钢筋直径（φ)钢筋直径（φ)009.359.3511103.183.180000-118.3510.353.783.785.580000.003.188.183.18结点1H311.15杆端12212332H4-7.01抗弯劲度K1.261.260.430.43距离右竖梁Ｍ(t-m)备注分配系数0.750.250.250-21.89右角传递系数0.500.500.500.501.06-10.231/3-6.714.541.59-4.70跨中Ｍ-4.546.712.120.462/3-14.2114.213.189.19底部-1.320.88小计-1.320.88-25.4625.46点２分配和传递9.1718.346.243.12点３分配和传递-3.52-7.03点２分配和传递1.312.620.890.45点３分配和传递-0.06-0.11点２分配和传递0.020.040.010.01点３分配和传递-0.001-0.002Σ(t-m)9.1921.89-21.8921.89最小配筋率验证固端弯矩计算简图结点弯矩分配计算23234ok最小配筋率验证ok最小配筋率验证ok最小配筋率验证ok最小配筋率验证ok-101-10123456789最小配筋率验证ok最小配筋率验证ok1.405.588.183.775备注434431.261.260.750.500.500.00-21.89P1产生的弯距0.47-15.50P2产生的弯距0.94-9.54均布荷载产生的弯距1.40-4.01-0.881.32土压力产生弯距1.871.10-0.881.322.345.782.8110.04-20.67######3.2713.873.7417.27-0.33-0.174.2118.084.6818.30-0.005######5.1418.08-21.89-9.195.6117.276.0813.876.5510.047.015.787.481.107.95-4.018.42-9.548.88-15.509.35-21.89结点弯矩分配计算3格梁支座支座2荷载191011荷载1荷载2梁结构高（h）0.8宽（b）1梁跨(B)9.35荷载数值集中P1(t)集中P2(t)均布荷载集中荷载1552.25a3.775砼q1（T/m)人群q2（T/m)合计qb1.820.252.25VA15.52HAVB15.52HB横梁左角Ｍ（t-m)跨中Ｍ（t-m)右角Ｍ（t-m)q-16.3916.39P1-6.714.54P2-4.546.71小计-27.6515.8227.65一、正截面配筋计算建筑物等级三级安全系数K1.50砼强度C25Rw(kg/cm2)150.00I级钢筋Rg(kg/cm2)2800.00保护层厚(cm)4.001横梁配筋计算h077.00b100.00跨中Mmax15.82A0=KM/(bh2Rw)0.026680.02668试算（或查附表Ⅱ-2）得α0.0271μ=αRw/Rg0.00145KM(105)2372477Ag=μbh0(cm2)11.1618201.1102011A,=(KM-0.4bh02Rw)/(R,g(h0-a,))0.00左端Mmax27.65A0=KM/(bh2Rw)0.046630.046848试算（或查附表Ⅱ-2）得α0.0480μ=αRw/Rg0.00257KM(105)4146910Ag=μbh0(cm2)19.8018201.191809.9钢筋直径（φ)钢筋直径（φ)截面面积（mm2)截面面积（mm2)根数根数总面积（mm2)总面积（mm2)A,=(KM-0.4bh02Rw)/(R,g(h0-a,))0.00右端Mmax27.65A0=KM/(bh2Rw)0.046630.00021998试算（或查附表Ⅱ-2）得α0.0002μ=αRw/Rg0.00001KM(105)4146910Ag=μbh0(cm2)0.0918201.1102011A,=(KM-0.4bh02Rw)/(R,g(h0-a,))0.00钢筋直径（φ)截面面积（mm2)根数总面积（mm2)009.359.351111.800000000009.3