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（3）梁斜截面受剪承载力计算
?REVmax?223.87KN?0.2?cfcbh0?0.2?1.0?14.3?250?510?364.65KN 故截面尺寸满足要求。
对于HG、FE跨，梁端加密区箍筋取4肢φ8@100,箍筋用HRB235级钢筋 （fyv=210N/mm2）,则
0.42ftbh0?1.25fyvAsvh0s201?510 100?0.42?1.43?250?510?1.25?210??345.67KN?185.95KN加密区长度取0.85m,非加密区箍筋取4肢φ8@150，对于箍筋设置满足要求。 对于GF跨，梁端加密区箍筋取4肢φ10@100,箍筋用HRB235级钢筋 则
0.42ftbh0?1.25fyvAsvh0s314?360 100?0.42?1.43?250?360?1.25?210??350.78KN?223.87KN由于跨度小，加密区长度取整跨。 其余计算过程见表17
框架梁配筋计算Asv?REV?0.42ftbh0Asv?层次截面?REV0.2?cfcbh0()实配钢筋s1.25fyvh0sHG左G右F左F右EHG左G右F左F右EHG左G右F左F右EHG左G右F左F右EHG左G右F左F右EHG左G右F左F右EHG左G右F左F右54.5555.6052.3162.5971.5468.4482.3482.7261.7069.97101.93100.4099.54100.0293.28101.67107.55105.87118.16118.64121.28129.67112.06110.81130.99131.47140.06148.46120.45119.21140.86141.51162.90171.49126.50125.26162.91163.62206.12212.96136.82表17梁端加密区非加密区(?sv%)实配钢筋双肢φ8@150(1.01)双肢φ8@150(1.02)双肢φ8@150(1.03)双肢φ8@150(1.04)双肢φ8@150(1.05)双肢φ8@150(1.06)双肢φ8@150(1.02)双肢φ8@150(1.03)双肢φ8@150(1.04)双肢φ8@150(1.05)双肢φ8@150(1.06)双肢φ8@150(1.07)双肢φ8@150(1.08)双肢φ8@150(1.09)双肢φ8@150(1.10)双肢φ8@150(1.11)双肢φ8@150(1.12)双肢φ8@150(1.13)双肢φ8@150(1.14)双肢φ8@150(1.15)双肢φ8@150(1.16)双肢φ8@150(1.17)双肢φ8@150(1.18)双肢φ8@150(1.19)双肢φ8@150(1.20)双肢φ8@150(1.21)双肢φ8@150(1.22)双肢φ8@150(1.23)双肢φ8@150(1.24)双肢φ8@150(1.25)双肢φ8@150(1.26)双肢φ8@150(1.27)双肢φ8@150(1.28)双肢φ8@150(1.29)双肢φ8@150(1.30)双肢φ8@150(1.31)双肢φ8@150(1.32)双肢φ8@150(1.33)双肢φ8@150(1.34)双肢φ8@150(1.35)双肢φ8@150(1.36) 8765432364.65364.65257.4257.4364.65364.65364.65364.65257.4257.4364.65364.65364.65364.65257.4257.4364.65364.65364.65364.65257.4257.4364.65364.65364.65364.65257.4257.4364.65364.65364.65364.65257.4257.4364.65364.65364.65364.65257.4257.4364.65-0.16-0.16-0.18-0.10-0.04-0.060.040.05-0.11-0.050.190.180.170.180.120.190.230.220.310.310.330.400.270.260.410.410.470.540.330.320.480.490.640.710.370.360.640.650.971.020.45双肢φ8@100(1.01)双肢φ8@100(1.01)双肢φ8@100(1.01)双肢φ8@100(1.01)双肢φ8@100(1.01)双肢φ8@100(1.01)双肢φ8@100(1.01)双肢φ8@100(1.02)双肢φ8@100(1.03)双肢φ8@100(1.04)双肢φ8@100(1.05)双肢φ8@100(1.06)双肢φ8@100(1.07)双肢φ8@100(1.08)双肢φ8@100(1.09)双肢φ8@100(1.10)双肢φ8@100(1.11)双肢φ8@100(1.12)双肢φ8@100(1.13)双肢φ8@100(1.14)双肢φ8@100(1.15)双肢φ8@100(1.16)双肢φ8@100(1.17)双肢φ8@100(1.18)双肢φ8@100(1.19)双肢φ8@100(1.20)双肢φ8@100(1.21)双肢φ8@100(1.22)双肢φ8@100(1.23)双肢φ8@100(1.24)双肢φ8@100(1.25)双肢φ8@100(1.26)双肢φ8@100(1.27)双肢φ8@100(1.28)双肢φ8@100(1.29)双肢φ8@100(1.30)双肢φ8@100(1.31)双肢φ8@100(1.32)双肢φ8@100(1.33)双肢φ8@100(1.34)双肢φ8@100(1.35)层次截面HG左?REV0.2?cfcbh0185.45185.95223.87231.16157.16156.28Asv?REV?0.42ftbh0A?(sv)实配钢筋s1.25fyvh0s0.810.821.101.150.600.60梁端加密区非加密区实配钢筋(?sv%)364.65364.65257.4257.4364.65364.65双肢φ8@100(1.37)双肢φ8@150(1.38)双肢φ8@100(1.38)双肢φ8@150(1.39)双肢φ8@100(1.39)双肢φ8@150(1.40)双肢φ8@100(1.40)双肢φ8@150(1.41)双肢φ8@100(1.41)双肢φ8@150(1.42)双肢φ8@100(1.42)双肢φ8@150(1.43) 1G右F左F右E（二）柱的配筋计算 （1）剪跨比和轴压比验算
表给出了框架梁各层剪跨比和轴压比计算结果，其中剪跨比λ也可取Hn/(2h0)，表中的Mc、Vc和N不应考虑承载力抗震调整系数。由表18可见，各柱的剪跨比和轴压比均满足规范要求。
柱的剪跨比和轴压比验算 表18
层次 b(mm)h0(mm)fc(N/mm2)Mc(KNm)8765432187654321876543218765432150050050050050050060060050050050050050050060060050050050050050050060060050050050050050050060060045545545545545545555555545545545545545545555555545545545545545545555555545545545545545545555555519.119.119.119.119.119.119.119.119.119.119.119.119.119.119.119.119.119.119.119.119.119.119.119.119.119.119.119.119.119.119.119.178.6692.29116.06141.94162.59164.06195.91197.2995.15119.53164.53203.99221.58244.73346.00291.22108.07124.38168.79205.63219.24239.90401.00284.58Vc(KN)39.1043.4750.6058.2068.6776.95110.77117.5550.9672.4299.30122.95141.81156.14167.18141.3958.6663.8775.7089.92101.22113.00131.28139.1348.4755.1169.1881.2190.8096.6496.46110.44N(KN)185.30485.10805.151147.111504.151872.812267.402724.32238.81557.74893.591240.481593.251962.422356.472789.95297.64690.241107.761546.881997.212468.532975.993531.32215.05547.75893.721249.471615.891989.432375.642823.74McVch04.424.675.045.365.204.693.193.024.103.633.643.653.433.443.733.714.054.284.905.034.764.675.503.694.343.973.863.673.693.493.122.83Nfcbh00.0430.1120.1850.2640.3460.4310.3560.4280.0550.1280.2060.2850.3670.4520.3700.4390.0680.1590.2550.3560.4600.5680.4680.5550.0490.1260.2060.2880.3720.4580.3740.44495.7399.57121.42135.78152.26153.51167.09173.27 由表18可知剪跨比均满足>2的要求，轴压比均满足<0.8的要求。 （2）、柱的计算长度
对于现浇楼盖，底层柱计算长度l0=1.0H,其余层l0=1.25H。 （3）、计算柱的纵向受力钢筋
柱的纵向钢筋均采用HRB400级钢筋，其抗拉和抗压设计值fy,fy’都为360N/mm2下面是几个有代表性的柱的配筋计算过程，其余柱的计算结果见表和表 ① E轴柱8层柱（M=76.58KNm,N=172.04KN）
l0=1.25H=1.25×3300=4125mm