柱的内力组合表
S Gk S Qk S GE
Ｍ
18.86 3.5520.635-5.644 5.644-37.97237.972Ｎ773.9148.15847.975-10.2910.29-72.2872.28Ｖ-8.2-1.5-8.95 6.38-6.3842.94-42.94Ｍ
12.3 2.313.45-18.618.6-125.2125.2Ｎ773.9148.15847.975-10.2910.29-72.872.8Ｖ-8.2-1.5-8.95 6.38-6.3842.94-42.94Ｍ
0.7 4.37 2.885-10.4610.46-70.63270.632Ｎ1365.9368.561550.18 1.81-1.8115.12-15.12Ｖ-0.27-1.9-1.227.9-7.953.24-53.24Ｍ
0.35 2.85 1.775-19.5419.54-131.9131.9Ｎ1365.9368.561550.18 1.81-1.8115.12-15.12Ｖ-0.27-1.9-1.227.9-7.953.24-53.24Ｍ
-21.929-1.5-22.679-10.4610.46-70.63270.632Ｎ1543.83931740.3-1.8 1.8-15.1215.12Ｖ9.530.59.787.9-7.953.24-53.24Ｍ
-14.3-0.75-14.675-19.5419.54-131.9131.9Ｎ1543.8
393
1740.3
-1.81
1.81
-15.12
15.12
右震5b
风载
水平地震作用
(2)重力荷载代表值
(3)
左风4a
右风4b
左震5a
柱下端
内力类型
恒载(1)杆件编号控制截面柱上端
柱下端
柱上端
柱下端
柱上端
竖向荷载
S wk
S Ehk
活载
Ｖ9.530.59.787.9-7.953.24-53.24Ｍ
-17.879-8.43-22.094-5.644 5.644-37.97237.972Ｎ778.9190.87874.33510.29-10.2985.52-85.52Ｖ8.03 3.679.865 6.38-6.3842.94-42.94Ｍ
-12.65-5.5-15.4-18.618.6-125.2125.2Ｎ778.9190.87874.33510.29-10.2985.52-85.52Ｖ
8.03
3.67
9.865
6.38
-6.38
42.94
-42.94
下端
柱上端
柱下端
2. 底层柱下端截面组合的弯矩设计值应乘以《建筑抗震设计规范》GB50011-2010第6.2.3条规定的增大
3. 11a(b)栏：采用经级差调整后的柱端弯矩（10栏内的值）对剪力进行级差调整。
4. 如果是角柱，尚需满足《建筑抗震设计规范》GB50011-2010第6.2.6条的规定。
注：1. 框架顶层梁柱节点及轴压比小于0.15的梁柱节点无需进行柱端弯矩设计值的级差调整。
框架柱内力组合表 单位：弯矩（KN·m）∕剪力、轴力（KN） 第
Ehk
Eh S γ
19.9915 6.719522.9860.86618.772 5.580.948
-37.13901-27.65709-37.6178-21.8146-37.99776-28.51584-75.8764
1247.21121229.9241136.13861107.32661210.54161193.25441160.378
19.79639.077922.1646 4.300620.13329.414867.66
-38.0915-6.8435-46.61 5.47-38.504-7.256-181.24
1247.21121229.9241136.13861107.32661210.54161193.25441160.378
19.79639.077922.1646 4.300620.13329.414867.66
值的级差调整。
11-2010第6.2.3条规定的增大系数。
差调整。
的规定。
力、轴力（KN） 第 页；共页
G S
Sγ=
12a左震12b 右震13a左震13b 右震
-41.2479.44-41.2479.44738.8848
889.2272
1127.4464
1144.7336
48.94100211-67.0726736848.94100211-67.07267368-152.4848186.056-152.4848186.056738.344
889.768
1127.4464
1144.7336
110.4710021-67.07267368110.4710021-67.07267368-112.9248105.104-112.9248105.1041503.8976
1472.448
2156.5844
2153.5436
73.02022737-72.1637052673.02022737-72.16370526-176.1136180.544-176.1136180.5441503.8976
1472.448
2156.5844
2153.5436
73.02022737-72.1637052673.02022737-72.16370526-122.0894.48-122.0894.481654.9632
1686.4128
2401.248
2404.272
80.51954526-64.2933221180.51954526-64.29332211-196.6432160.0144-196.6432160.01441654.9632
1686.4128
2401.2396
2404.2804
选取有地震作用组合的结果或内力级差调整后的结果
M:12a(b)=γRE *10a(b)
N:12a(b)=γRE *9a(b) V:12a(b)=
γRE *11a(b)
选取地震作用组合的轴力和经过级差调整后的弯矩、剪力结果进行承载力调
整
承载力抗震调整最终设计值
80.51954526-64.2933221180.51954526-64.29332211
-82.0838.64-82.0838.64 928.3024750.42081210.54161193.2544 68.35442526-47.6693557968.35442526-47.66935579 -188.4896150.0512-188.4896150.0512 928.3024750.42081210.54161193.2544 68.35442526-47.6693557968.35442526-47.66935579