混凝土构件计算表格(可编程)

配筋等级Mq(kN*m)Nq(kN)ⅠⅡ、Ⅲ、Ⅳ配筋等级ⅠⅡ、Ⅲ、Ⅳ800800Nq(kN)80081401001000B(mm)5001300N(kN)1000100040008000r(mm)1500150015001500As(mm2)砼等级C60006000ftk(N/mm2)2.012.01α1fc14.314.314.314.3As(mm2)0.250.250.250.25M(kN*m)2319823198231982319853205478853990433024ρ(%)0.960.870.720.60βcfc14.3ft1.43构造配？计算配Wt截面够？2.700E+08满足Asv/s不配筋板V(kN)4.510827构造配？计算配βAsv/s0.798Ast1/sAstL(mm2)1.3374042σ3030ρteψ0.58200.3152ωmax(mm)0.130.04ρ(%)1.001.002.012.010.020.02矩形截面轴心受拉裂缝宽度验算（Nq为荷载准永久组合计算内力）sqte1330.011450.033314201e(mm)559055901340965Nei(kN*m)20623206232062320623x(mm)无解无解无解无解M(kN*m)20423204232042320423矩形截面偏压强度验算(小偏心时x可能无解，不影响计算结果）配筋等级M(kN*m)ⅠⅡⅢⅣ配筋等级ⅠⅡⅢⅣ配筋等级ⅠⅡⅢⅣT(kN*m)445V(kN)30005000500030003000N(kN)2000200020002000r(mm)1500150015001500取As'=0判别大/小偏心b大偏心(单面配筋)As(mm2)————————ρ(%)————————小偏心，取x=ξbh0，即σs=fyAs‘(mm2)576855144374————ρ(%)0.960.920.73——As(mm2)19597172555086——ρ(%)x(mm)3.27——2.88——0.85——602As=0，求As'

0.5760.5500.5180.482ρ(%)0.750.680.560.47圆截面偏压强度验算(已知N，试代入α，验证M符合要求后，所得As即为所需)fy(N/mm2)砼等级C270300360435α1fc3030303014.314.314.314.330303030α圆截面纯弯强度验算(试代入α，验证M符合要求后，所得As即为所需)rs(mm)fy(N/mm2)砼等级C1430143014301430270300360435α矩形截面剪扭强度验算(h0/b<=6；fyv即fy，fyv<=360)V(kN)B(mm)H(mm)8516001700h0(mm)fyv(N/mm2)fy(N/mm2)0.6<ξ<1.7砼等级C16502703000.8302t1矩形截面剪切强度验算(非集中荷载作用；fyv即fy，fyv<=360)B(mm)H(mm)h0(mm)fyv(N/mm)砼等级C6001700165027030βcfc14.3ft截面Vmax(kN)截面够？1.433539满足小偏心，取As=0，求As'As‘(mm2)——————ρ(%)验算As(mm2)————————ρ(%)————————ξ0.120.120.490.70——————84971.47781597As=As'As/As'(mm2)ρ(%)1518513666474571532.532.280.791.19As‘(mm2)702956861100011000ρ(%)1.170.951.831.83输入As'，求Asx(mm)564617129450σsAs(mm2)182741706624590ρ(%)3.052.840.410.00270300360435