[2.1]3.655kN.m（4.2）74.616[4.2]78.875（8.4）[4.2]78.875（8.4）[4.2]80.741（8.4）[4.2]78.875（8.4）[4.2]78.875（8.4）[4.2]80.741（8.4）[4.2]78.875（8.4）g=0.677kN/m[4.2][2.1]78.87574.616（8.4）（4.2）3.655kN.m?=10.2382.188(29.4)5.341kN.m68.331(58.8)68.331(58.8)?=10.2370.198(58.8)68.331(58.8)g=0.677kN/m?=10.2370.198(58.8)68.331(58.8)?=10.2368.33182.188(58.8)(29.4)5.341kN.m?=10.2382.188(29.4)5.341kN.m68.331(58.8)68.331(58.8)?=10.2370.198(58.8)68.331(58.8)g=0.677kN/m?=10.2370.198(58.8)68.331(58.8)?=10.2368.33182.188(58.8)(29.4)5.341kN.m?=10.2382.188(29.4)5.341kN.m68.331(58.8)68.331(58.8)?=10.2370.198(58.8)68.331(58.8)g=0.677kN/m?=10.2370.198(58.8)68.331(58.8)?=10.2368.33182.188(58.8)(29.4)5.341kN.m?=10.2382.188(29.4)5.341kN.m68.331(58.8)68.331(58.8)?=10.2370.198(58.8)68.331(58.8)g=0.677kN/m?=10.2370.198(58.8)68.331(58.8)?=10.2368.33182.188(58.8)(29.4)5.341kN.m?=12.409?=12.409?=12.409?=12.409????
图15 竖向受荷图
注：图中所有值均为标准值，括号中数值为活荷载标准值，所有未注明单位的数值其单位为kN，方
括号中数值为雪荷载。
弯矩分配计算过程例图16所示。将各层分层法求得的弯矩图叠加，可得整个框架结构在恒载作用下的弯矩图。叠加后的框架内各节点弯矩并不一定能达到平衡，可将节点弯矩再分配一次进行修正。
0.404上层柱0.404下层柱-5.3410.192AB-112.25422.579-0.9091/21/21/20.161BA112.25411.290-1.8180.088-0.0140.339上层柱0.339下层柱0.161BC-112.254CB56.12747.50847.508-3.827-3.827-1.818-11.8180.3670.3670.175-0.030-3.857-0.030-3.857-0.014-114.086-10.01457.93147.87547.875-90.409121.712（a）0.678下层柱-5.34191.1680.322AB-129.12543.298-2.6311/21/21/20.243BA129.12521.649-5.2610.424-0.1030.514下层柱0.243BC-129.125CB64.563-11.127-5.261-15.2611.7840.847-0.218-11.345-0.103-134.489-10.10369.92792.952-87.611145.834（b）0.438上层柱0.354下层柱-5.3410.208AB-112.25424.460-1.0521/21/21/20.172BA112.25411.230-2.1040.110-0.0190.363上层柱0.293下层柱0.172BC-112.254CB56.12751.50641.629-4.439-3.583-2.104-12.1040.4610.3720.219-0.040-4.479-0.032-3.615-0.019-114.377-10.01958.25051.96741.956-88.627122.471（c）
例图16 恒荷载弯矩分配计算过程 （a）中间层（b）顶层（c）底层
例顶层A节点弯矩叠加后，不平衡，不平衡力矩
M?92.952?87.611?47.875/3?21.304kN.m,将此力矩进行分配得
MAB??(21.304?0.322?87.611)??94.471kN.m
M柱??21.304?0.678?92.952+47.875/3?94.466kN.m
修正后竖向荷载作用下整个结构弯矩图例图19（a）所示，并进而可求得框架各梁柱的剪力和轴力。
（2）楼面活荷载（或屋面作用雪荷载）作用下的内力计算
活荷载作用下的内力计算也采用分层法，考虑到活荷载分布的最不利组合，各层楼面活荷载布置有例图17所示几种组合形式。同样采用弯矩分配法计算，其最后弯矩图（标准层）例图19（b）所示。雪荷载作用时，除顶层作用雪荷载外，其余层与活荷载作用时相同。
梁端剪力计算：以第五层A?B跨梁为例（恒载作用下）
78.87578.875?A=9.664kN.mg=0.677kN/m?B=9.664kN.m?A?B
例图18 计算简图
?M?A??0
96.644?VB?7.2?78.875?2.4?78.875?4.8?0.677?7.2?3.6?143.816 VB?87.861kN
?y?0，
VC?78.875?2?0.677?7.2?87.861?74.7634kN
柱端轴力：以A轴第五层柱为例
tVCA?VA?74.616?74.7634?74.616?149.379kN
btVCA?VCA?G?149.379?10.023kN
0.404上层柱0.404下层柱0.192AB-94.0800.161BA94.0801/21/21/29.032-16.6010.797-0.1280.339上层柱0.339下层柱0.161BC0CB38.00838.00818.064-8.301-34.955-34.955-16.601-116.6013.3543.3541.593-0.270-35.225-0.270-35.225-0.128-16.729-10.12816.72941.36241.362-82.72487.180(a)0.404上层柱0.404下层柱0.192AB0.161BA0.339上层柱0.339下层柱0.161BC-94.080CB47.04-115.1477.574-3.060-3.060-1.4540.059-0.024-3.084-0.024-3.084-0.0116.1681/21/21/215.147-0.7270.11731.89331.893-15.1470.2460.2460.117-1-0.11714.53732.13932.139-78.81631.776(b)0.4040.4040.1920.161BA94.0801/21/21/29.0320.3390.3390.1610.1610.339CB94.0800.3390.161CD00.192DC0.4040.404上层柱下层柱上层柱下层柱AB-94.08038.00838.00818.064-0.1220.0490.0490.024上层柱下层柱BC-94.080-7.515上层柱下层柱1/2-15.147-31.893-31.893-15.1471/21/2-0.1220.2030.2030.722-0.0971/21/2-7.5151.443-0.0490.0090.0200.0203.0363.036-0.244-0.514-0.514-0.2440.0120.0060.0130.013-0.0490.0061/2-0.09738.05738.057-76.114102.886-0.501-0.501-101.882(c)78.714-31.690-31.690-14.522-6.1123.0563.056
例图17 活荷载（雪荷载）标准层弯矩计算过程
96.644100.32980.81865.101143.816131.70615.216(10.506)12.11061.49415.216(10.506)5.04(1.109)14.927(7.464)13.701(6.851)5.137(1.601)1.226(0.613)6.459(3.229)104.01343.51865.81658.24552.610120.916113.09281.76233.546(32.161)3.9123.91254.80248.216(49.186)101.00994.7513.1293.12952.943(53.216)46.526(46.665)46.369100.08552.71352.71360.86553.922120.916113.09284.34442.17254.80242.17251.2245.667101.00994.7513.1293.12946.3693.9123.912100.45653.95751.8460.61753.795120.916113.09284.63443.16854.80241.47551.02245.566101.00994.7513.9123.912 3.1293.12946.369121.5394.42133.70766.05564.43655.400113.23179.81226.96654.66352.84654.077101.50294.8624.5933.7063.67546.8492.96546.25816.8541.85313.4831.483(?)恒荷载作用下(?)活（雪）荷载作用下
例图19 竖向荷载作用下框架的弯矩图，单位：kN.m
例表17 恒载作用下梁端剪力及柱轴力?kN?
荷载引起的V层 AB跨 弯矩引起的VAB跨VA?VB 总剪力 AB跨柱轴力 BC跨VB?VC BC跨VB?VC BC跨 VB?VCA柱 N底 B柱 次 VA?VB VA VB N顶 N顶 N底 5 4 3 2 1 81.312 70.768 70.768 70.768 70.768 81.312 -6.549 70.768 -2.348 70.768 -2.893 70.768 -2.842 70.768 -3.765 0 0 0 0 0 74.763 87.861 81.312 68.42 73.116 70.768 149.379 159.402 310.010 320.033 470.096 480.119 630.233 640.256 789.447 801.856 249.914 259.937 474.019 484.042 698.669 708.692 923.268 933.291 1148.79 1161.199 67.875 73.661 70.768 67.926 73.610 70.768 67.003 74.533 70.768 例表18 活载作用下梁端剪力及柱轴力（kN）
层 次 荷载引起的V 弯矩引起的V AB跨总剪力 柱轴力 AB跨 BC跨AB跨 BC跨 BC跨 A柱 B柱