恒载活载SGK SQK SSK M -0.75-0.390.0027.21-27.21V 29.6518.690.00-8.498.49跨中
M 31.2519.200.007.36-7.36M -14.44-8.710.00-12.5012.50V -37.47-23.010.00-8.498.49M -14.27-10.75
0.0018.75-18.75V 28.69 4.500.00-18.7518.75跨中
M -8.12-8.410.000.000.00M -11.78-10.560.00-18.7518.75V
-34.69-4.500.00-18.7518.75M
-17.91-10.420.0012.50-12.50V
37.4718.690.00-8.498.49跨中M
28.9814.650.00-7.367.36M
-0.51-1.320.00-27.2127.21V -29.65-23.010.00-8.49
8.49B
D
梁左
端
E F 梁左端右端D
E
梁左
端
右
端右
端
123左震4a 右震4b 杆
件
编
号控制截面
内力种类竖向荷载
屋面雪荷载作用水平地震作用SEHK 组合项次
SGE 1+2+3+5a
1+2+3+5b 1+21+2+3+5a 1+2+3+5b 3.13-3.13-0.94 1.24
-4.02-1.45 2.55-5.33-1.10 1.1039.0052.6657.43
59.2761.7557.7560.520.61-0.6140.8561.51
60.5064.3862.4560.93-1.92 1.92-18.80-29.65
-26.42-29.53-30.73-25.89-1.10
1.10-48.98-5
2.66
-74.06-72.22-77.19-75.35-72.581.79-1.79-19.65-28.30-31.31-32.18-28.42-32.93-1.79 1.7930.9413.4241.64
44.6540.7337.8542.360.000.00-12.33-19.20
-19.20-21.52-20.34-20.34-1.79 1.79-17.06-27.76
-24.75-28.92-29.70-25.181.79-1.79-36.94-13.42-49.74
-52.75-47.93-45.05-49.561.92-1.92-23.12-32.77
-36.00-36.08-32.20-37.04-1.10 1.1046.8252.6667.98
69.8371.1467.1369.91-0.610.6136.3152.97
53.9955.2952.4754.00-3.13 3.13-1.17-4.620.64
-2.46-6.22 1.66-1.10 1.10-41.16-52.66-63.51
-61.66-67.80-65.97-63.19左风右风左风5a 右风5b 6VGb 左风
右风框架梁内力组合表（ 四层 ）风荷载作用
重力荷载代表值效应内力组合永久荷载效应控制的组合可变荷载效应控制的组合SWK
1.35 SGk＋1.4(0.7SQk ＋0.6SWK+0.7Ssk) 1.2 SGk＋1.4SQk 1.2SGk＋0.9×1.4(SQk+SWK+SSK)
重力荷载代表值+左地
震重力荷载代表值+右地
震
6+4a6+4b
34.24-36.51
35.7657.84
58.5839.46
-38.81-6.30 -69.81-47.74 0.80-47.95 12.7661.51
-14.79-14.79
-44.85 3.90 -68.71-19.96 -11.49-43.99 45.1567.22
34.0053.13
-36.7833.97 -60.43-38.35-6.0518.64
46.6171.30
-58.71-34.02 -25.1028.52
-11.6941.94
-38.5215.11 -17.477.22
35.1959.88
1.2 S GE＋1.3S EHK 1.2 S GE＋
1.3S EHK
顺时针弯矩逆时针弯矩
-70.13-45.44
顺时针弯矩
单位：弯矩（kN·m）/剪力（kN）/轴力（kN）基于梁端弯矩的剪力调
整（地震组合）1.1
（M b l+Mb r)/l
考虑地震组合时的梁端
剪力设计值1.1
（M b l+M b r）/l+V Gb
地震作用效应参与的组
合
逆时针弯矩