ξ0.010.020.030.040.050.060.070.080.090.10.110.120.130.140.150.16γs0.9950.990.9850.980.9750.970.9650.960.9550.950.9450.940.9350.930.9250.92αs0.010.020.030.0390.0480.0580.0670.0770.0850.0950.1040.1130.1210.130.1390.147钢筋混凝土矩形截面受弯构件正截面受弯承载力计算系数表ξγsαsξγsαsξ0.170.9150.1550.330.8350.2750.180.910.1640.340.830.2820.190.9050.1720.350.8250.2890.20.90.180.360.820.2950.210.8950.1880.370.8150.3010.220.890.1960.380.810.3090.230.8850.2030.390.8050.3140.240.880.2110.40.80.320.250.8750.2190.410.7950.3260.260.870.2260.420.790.3320.270.8650.2340.430.7850.3370.280.860.2410.440.780.3430.290.8550.2480.450.7750.3490.30.850.2550.460.770.3540.310.8450.2620.470.7650.3590.320.840.2690.480.760.365ξ=0.121038
γs=0.9394809
γs0.490.50.510.520.5280.530.540.5440.550.5560.560.570.580.590.60.6140.7550.750.7450.740.7360.7350.730.7280.7250.7220.720.7150.710.7050.70.693αs0.370.3750.380.3850.3890.390.3940.3960.40.4010.4030.4080.4120.4160.420.426单筋矩形截面受弯构件正截面承载力计算
截面设计
单/双排筋b(mm)h(mm)γ0358002000截面复核
单/双排筋h(mm)b(mm)α135500250fc(MPa)ξbM(kN.m)h0(mm)Mu(kN.m)是否满足
1.09.60.56588.13465210.37179OKM(kN.m)α11.04032.387fc(MPa)fy(MPa)αsξ1.011.93000.1137131ξb0.121h0(mm)As(mm2)
0.56219307410.685
单筋矩形截面受弯构件正截面承载力计算
截面设计