受弯梁求解

2500P(KN)0500200000025050075010001250150017502000225025000.000.000.000.000.000.000.000.000.000.000.00P(KN)0500200000025050075010001250150017502000225025000.000.000.000.000.000.000.000.000.000.000.00P(KN)0500200000025050075010001250150017502000225025000.000.000.000.000.000.000.000.000.000.000.00q(KN/m)30025001250125037.537.5025050075010001250150017502000225025000.008.4415.0019.6922.5023.4422.5019.6915.008.440.00q(KN/m)0300400500200000025050075010001250150017502000225025000.000.000.000.000.000.000.000.000.000.000.00q(KN/m)0300400500200000025050075010001250150017502000225025000.000.000.000.000.000.000.000.000.000.000.000.008.4415.0019.6922.5023.4422.5019.6915.008.440.00二、一个集中力P一、截面信息二、一个集中力P距左端距离a(mm)梁长l(mm)距右端距离b(mm)距左端距离x(mm)弯距Mx(KN·m)左端支座反力RA=Pb/l(KN)右端支座反力RB=Pa/l(KN)距左端距离x(mm)弯距Mx(KN·m)二、一个集中力P距左端距离a(mm)距右端距离b(mm)左端支座反力RA=Pb/l(KN)右端支座反力RB=Pa/l(KN)距左端距离x(mm)弯距Mx(KN·m)三、一段均部荷载q距左端距离a(mm)距右端距离b(mm)左端支座反力RA=Pb/l(KN)右端支座反力RB=Pa/l(KN)左端支座反力RA=qcb/l(KN)右端支座反力RB=qca/l(KN)距左端距离x(mm)弯距Mx(KN·m)距左端最近距离d(mm)均部范围c(mm)均部中点距左端距离a(mm)均部中点距右端距离b(mm)左端支座反力RA=qcb/l(KN)右端支座反力RB=qca/l(KN)距左端距离x(mm)弯距Mx(KN·m)三、一段均部荷载q距左端最近距离d(mm)均部范围c(mm)均部中点距左端距离a(mm)均部中点距右端距离b(mm)叠加弯距Mx(KN·m)左端支座反力RA=qcb/l(KN)右端支座反力RB=qca/l(KN)距左端距离x(mm)弯距Mx(KN·m)三、一段均部荷载q距左端最近距离d(mm)均部范围c(mm)均部中点距左端距离a(mm)均部中点距右端距离b(mm)0.008.4415.0019.6922.5023.4422.5019.6915.008.440.000.005.0010.0015.0020.0025.00050010001500200025003000Mx(KN·m)x(mm)叠加弯距Mx1000P(KN)10005005000.5000.500312.5687.5010020030040050060070080090010000.0031.2562.5093.75125.00156.2587.5018.75-50.00-118.75-187.50P(KN)05005000.5000.50000010020030040050060070080090010000.000.000.000.000.000.000.000.000.000.000.00P(KN)05005000.5000.50000010020030040050060070080090010000.000.000.000.000.000.000.000.000.000.000.00q(KN/m)103004005005001.292.71010020030040050060070080090010000.000.130.260.390.470.450.320.10-0.17-0.44-0.71q(KN/m)030040050050000010020030040050060070080090010000.000.000.000.000.000.000.000.000.000.000.00q(KN/m)030040050050000010020030040050060070080090010000.000.000.000.000.000.000.000.000.000.000.00α=a/lβ=b/l简支座反力RA=Pb2(3-β)/2l2(KN)固支座反力RB=Pa(3-α2)/2l(KN)距左端最近距离d(mm)均部范围c(mm)弯距Mx(KN·m)三、一段均部荷载q左端支座反力RA=qc(12b2l-4b3+ac2)/8l3(KN)简支座反力RA=Pb2(3-β)/2l2(KN)固支座反力RB=Pa(3-α2)/2l(KN)距简支端距离x(mm)弯距Mx(KN·m)左端支座反力RA=qc(12b2l-4b3+ac2)/8l3(KN)右端支座反力RB=qc-RA(KN)距简支端距离a(mm)均部范围c(mm)均部中点距右端距离b(mm)右端支座反力RB=qc-RA(KN)距左端距离x(mm)弯距Mx(KN·m)距左端最近距离d(mm)均部中点距左端距离a(mm)左端支座反力RA=qc(12b2l-4b3+ac2)/8l3(KN)距左端距离x(mm)右端支座反力RB=qc-RA(KN)三、一段均部荷载q距左端距离x(mm)弯距Mx(KN·m)距左端最近距离d(mm)均部范围c(mm)均部中点距左端距离a(mm)均部中点距右端距离b(mm)距固定端距离b(mm)α=a/lβ=b/l均部中点距左端距离a(mm)均部中点距右端距离b(mm)三、一段均部荷载q二、一个集中力P距简支端距离x(mm)弯距Mx(KN·m)距固定端距离b(mm)二、一个集中力P一、截面信息二、一个集中力P距简支端距离a(mm)梁长l(mm)距简支端距离a(mm)距固定端距离b(mm)距简支端距离x(mm)弯距Mx(KN·m)简支座反力RA=Pb2(3-β)/2l2(KN)固支座反力RB=Pa(3-α2)/2l(KN)α=a/lβ=b/l0.0031.3862.7694.14125.47156.7087.8218.85-50.17-119.19-188.21-250.00-200.00-150.00-100.00-50.000.0050.00100.00150.00200.00020040060080010001200Mx(KN·m)x(mm)叠加弯距Mx0.0031.3862.7694.14125.47156.7087.8218.85-50.17-119.19-188.21叠加弯距Mx(KN·m)200.001000P(KN)10005005000.5000.50050050001002003004005006007008009001000-125.00-75.00-25.0025.0075.00125.0075.0025.00-25.00-75.00-125.00P(KN)05005000.5000.50000010020030040050060070080090010000.000.000.000.000.000.000.000.000.000.000.00P(KN)05005000.5000.50000010020030040050060070080090010000.000.000.000.000.000.000.000.000.000.000.00q(KN/m)103004005005002201002003004005006007008009001000-0.47-0.27-0.070.130.280.330.280.13-0.07-0.27-0.47q(KN/m)030040050050000010020030040050060070080090010000.000.000.000.000.000.000.000.000.000.000.00q(KN/m)030040050050000010020030040050060070080090010000.000.000.000.000.000.000.000.000.000.000.00距右端距离b(mm)距左端距离x(mm)弯距Mx(KN·m)左支座反力RA=Pb2(1+2α)/l2(KN)右支座反力RB=Pa2(1+2β)/l2(KN)α=a/lβ=b/l距左端距离x(mm)弯距Mx(KN·m)二、一个集中力P一、截面信息二、一个集中力P距左端距离a(mm)梁长l(mm)距左端距离a(mm)距右端距离b(mm)α=a/lβ=b/l左支座反力RA=Pb2(1+2α)/l2(KN)右支座反力RB=Pa2(1+2β)/l2(KN)距右端距离b(mm)α=a/lβ=b/l右支座反力RB=Pa2(1+2β)/l2(KN)均部中点距右端距离b(mm)二、一个集中力P三、一段均部荷载q距左端距离x(mm)弯距Mx(KN·m)左端支座反力RA=qc(12b2l-8b3+c2l-2bc2)/4l3(KN)距左端距离a(mm)左支座反力RA=Pb2(1+2α)/l2(KN)左端支座反力RA=qc(12b2l-8b3+c2l-2bc2)/4l3(KN)右端支座反力RB=qc-RA(KN)三、一段均部荷载q距左端距离x(mm)弯距Mx(KN·m)均部中点距左端距离a(mm)均部中点距右端距离b(mm)距左端距离x(mm)三、一段均部荷载q距左端最近距离d(mm)均部范围c(mm)弯距Mx(KN·m)左端支座反力RA=qc(12b2l-8b3+c2l-2bc2)/4l3(KN)右端支座反力RB=qc-RA(KN)距左端最近距离d(mm)均部范围c(mm)均部中点距左端距离a(mm)右端支座反力RB=qc-RA(KN)距左端距离x(mm)弯距Mx(KN·m)距左端最近距离d(mm)均部范围c(mm)均部中点距左端距离a(mm)均部中点距右端距离b(mm)-125.47-75.27-25.0725.1375.28125.3375.2825.13-25.07-75.27-125.47-150.00-100.00-50.000.0050.00100.00150.00020040060080010001200Mx(KN·m)x(mm)叠加弯距Mx-125.47-75.27-25.0725.1375.28125.3375.2825.13-25.07-75.27-125.47叠加弯距Mx(KN·m)150.00一、原始数据梁截面宽度b(mm)250混凝土强度等级C30梁截面高度h(mm)600受力钢筋强度设计值fy(N/mm2)360构件受力特征系数αcr2.1箍筋强度设计值fyv(N/mm2)210纵向受拉钢筋表面特征系数ν0.7钢筋弹性模量ES(N/mm2)2.0E+05二、常规数据混凝土轴心抗压设计值fc(N/mm2)14.3混凝土抗拉标准值ftk(N/mm2)2.01系数α11.00梁有效高度h0=h-35(mm)565三、截面配筋弯距M(KN·m)510.00剪力V(KN)238.00截面抵抗矩系数αS=M/α1fcbh020.4469几肢箍2γS=(1+(1-2αS)1/2)/20.6630箍筋直径d(mm)10钢筋面积AS=M/γSfyh0(mm2)3782.1箍筋间距s(mm)150钢筋直径d(mm)25斜截面受剪承载力VCS(KN)327.77钢筋数量8斜截面