图2-29重力荷载代表值作用下V图（kN）
图2—30 重力荷载代表值作用下N图（kN）
2.6 内力组合
各种荷载情况下得内力求得后，根据最不利又是可能得原则进行内力组合。当考虑结构塑性内力重分布得有利影响时，应在内力组合之前对竖向荷载作用下得内力进行调幅。当有地震作用时，应分别考虑恒荷载和活荷载由可变荷载效应控制得组合，由永久荷载效应控制得组合及重力荷载代表值与地震作用得组合，并比较三种组合得内力，取
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最不利者。由于构件控制截面得内力值应取自支座边缘处，为此，进行组合前，应先计算各控制截面处得内力值。
梁支座边缘处得内力值：
b
2 公式（2-10） bV边＝V?q
2 公式（2-11）
M边＝M?VM边--支座边缘截面得弯矩标准值 V边--支座边缘截面得剪力标准值
M—梁柱中线交点
柱上端控制截面在上层得梁底，柱下端控制截面在下层得梁顶。按轴线计算简图算得柱端内力值，换算成控制截面处得值。为了简化起见，采用轴线处内力值，这样算得的钢筋用量比需要的钢筋用量略微多一点[10]。
各内力组合见表2-26—2-33
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表2－2 框架梁内力组合表（一层） 单位：弯矩（kN·m）/剪力（kN）/轴力（kN）竖向荷载水平地震作用恒载杆件编号控制截面内力种类活载风荷载作用重力荷载代表永久荷载效应控制的值效应组合1.35 SGk＋1.4(0.7SQk+0.6SWK)1.2 SGk＋1.4SQk左风1+2+4a-37.1363.13-13.8623.4810.80-15.51-23.74-7.295.637.667.29-5.63132.83-22.0616.37-131.07-22.06320.88-133.830.00-320.88-133.83-132.8322.06-16.37131.0722.06-320.88133.8318.64-6.186.55-23.26-6.1812.35-39.52-18.646.18-6.5523.266.18-12.3539.520.0012.3539.52-59.7064.4635.5465.51-48.05103.0458.21-93.76右风1+2+4b-79.36113.4247.21-54.69-104.14-44.9556.5022.9744.959.901+2-63.96108.6253.14-74.18-109.74-34.5923.6924.8834.59-23.69左风1+2+4a-40.39100.7061.25-103.50-117.39-19.02-26.2424.2419.02-73.35右风1+2+4b-87.36119.2343.38-44.89-101.82-50.1573.3524.2450.1526.24内力组合可变荷载效应控制的组合1.2SGk＋0.9×1.4(SQk+SWK)地震作用效应参与的组合重力荷载重力荷载代表值+左代表值+地震右地震1.2 SGE＋1.3SEHK5+3a101.0448.6763.93-91.78-108.36379.44-158.6615.92-379.44-189.301.2 SGE＋1.3SEHK5+3b-244.32106.0321.37249.00-51.00-454.85189.3015.92454.85158.66SEHKSGK1SWKSGESQK2左震3a右震3b左风4a右风4b5组合项次左端跨中右端MV一层AB梁M30.42MVMV-43.72-63.76-20.3213.17-66.40-114.52-31.4212.7713.2731.42-12.77-24.20-9.9022.9724.20-56.50一层BC梁左端跨中右端M10.90MV20.32-13.170.000.00320.88133.83-12.35-39.52 - 46 -
表2－3 框架梁内力组合表（二层） 单位：弯矩（kN·m）/剪力（kN）/轴力（kN）竖向荷载水平地震作用恒载杆件编号控制截面内力种类活载风荷载作用重力荷载代表永久荷载效应控制的值效应组合1.35 SGk＋1.4(0.7SQk＋0.7SSK+0.6SWK)左风1+2+4a右风1+2+4b1+2内力组合可变荷载效应控制的组合1.2SGk＋0.9×1.4(SQk+SSK+SWK)地震作用效应参与的组合重力荷载重力荷载代表值+代表值+右左地震地震1.2 SGE＋1.3SEhk5+3a1.2 SGE＋1.3SEhk5+3bSGK1SQK2SEHK左震3a右震3bSWKSGE左风3a右风3b51.2 SGk＋1.4SQk左风1+2+4a右风1+2+4b组合项次二层AB梁左端跨中右端左端跨中右端MVMMVMVMMV-40.1462.8828.4142.93-63.76-18.1013.1717.7618.10-13.17-13.5823.5010.9315.5923.74-6.465.636.636.46-5.63130.88-19.4412.40-124.56-19.44304.97-123.380.00-304.97-123.38-130.8819.44-12.40124.5619.44-304.97123.3816.62-4.643.44-15.41-4.648.58-27.41-16.624.64-3.4415.414.64-8.5827.410.008.5827.41-61.5164.6134.1966.40-66.25-24.8812.7720.8624.88-12.77-53.54104.0153.0360.29-66.71-23.560.2731.1223.56-46.32-81.46111.8147.2586.18-58.91-37.9746.3231.1237.97-0.27-67.18108.3550.9273.34-43.28-30.7623.6931.5230.76-23.69-46.35102.3555.0053.89-55.63-19.96-10.9831.3919.96-58.10-88.22117.0144.9592.72-43.94-41.5758.1031.3941.5710.9896.3352.2657.15-82.25-104.77366.61-145.0725.03-366.61-175.72-243.96102.8024.91241.61-54.23-426.32175.7225.03426.32145.07二层BC梁0.000.00304.97123.38-8.58-27.41 - 47 -
表2－4 框架梁内力组合表（三层） 单位：弯矩（kN·m）/剪力（kN）/轴力（kN）竖向荷载水平地震作用恒载杆件编号控制截面内力种类活载风荷载作用重力荷载代表永久荷载效应控制的值效应组合1.35 SGk＋1.4(0.7SQk＋0.7SSK+0.6SWK)SGE5左风右风内力组合可变荷载效应控制的组合1.2SGk＋0.9×1.4(SQk+SSK+SWK)1.2 SGk＋1.4SQk左风右风地震作用效应参与的组合重力荷载重力荷载代表值+左代表值+右地震地震1.2 SGE＋1.3SEhk5+3a-216.0145.6553.36-5.87-98.39253.14-105.6925.72-253.14-162.341.2 SGE＋1.3SEhk5+3b68.58109.6329.49163.86-60.40-320.65136.3425.72320.65131.69SGK1SQKSSK2左震3aSEHKSWK右震3b左风4a右风4b组合项次左端跨中右端MVMMVMV-40.8739.7128.4542.92-63.76-18.1513.17-13.5814.9210.9615.59-23.74-6.495.636.666.495.63-109.46-24.619.18-65.28-14.61220.69-93.090.00-220.69-113.09109.4624.61-9.1865.2814.61-220.6993.09-12.15-3.11-7.34-9.30-3.115.22-16.7012.153.117.349.303.11-5.2216.700.005.2216.70-61.4364.7034.5265.831+2+4a-26.7665.6144.0665.411+2+4b-6.3570.8356.3981.03-106.72-35.2537.3331.2535.25386.181+2-68.0668.5351.0273.33-109.74-30.8723.6931.6530.8723.691+2+4a-16.7464.5141.5061.58-113.52-24.292.5231.5224.29451.041+2+4b13.8774.2258.6285.01-105.68-37.4444.6031.5237.44493.12三层AB梁-66.16-111.94-28.1312.7721.4328.13-12.77-26.489.2731.2526.48358.12三层BC梁左端跨中右端M17.83MV18.1513.170.000.00220.69113.09-5.22-16.70
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