抗震框架柱内力组合

1、表 框架梁内力组合层 次截 面荷载静力组合（SG+100%SQ）地震组合（SE+SG）恒荷载SG活荷载SQ1.35SG+SQ1.2SG+1.4SQ SESG 1.3SE+1.2SG 内力一 层AM-27.30-7.54-44.39-43.32205.81-31.07230.27230.27V38.6810.7762.9961.49-79.7944.06-50.85-50.85B左M-28.86-8.02-46.97-45.85-177.19-32.86-269.78-269.78V39.3310.9764.0662.5579.7944.81157.50157.50B右M-8.37-2.07-1

2、3.37-12.94179.33-9.40221.84221.84V12.622.5119.5418.66-140.6713.87-166.22-166.22MABM18.735.2630.5529.8414.3121.36236.49236.49MBCM-0.80-0.41-1.49-1.530.00-1.00223.73223.73二 层AM-28.76-7.98-46.81-45.69195.24-32.75214.51214.51V38.8610.8163.2661.76-76.6244.26-46.49-46.49B左M-29.46-8.26-48.03-46.92-172.55-3

3、3.59-264.62-264.62V39.1410.9363.7762.2776.6244.61153.14153.14B右M-7.69-1.81-12.19-11.76174.63-8.59216.71216.71V12.622.7819.8119.03-145.5314.00-172.38-172.38MABM17.704.9228.8128.1211.3520.16221.06221.06MBCM-0.12-0.14-0.31-0.350.00-0.19218.43218.43三 层AM-28.72-8.02-46.79-45.69185.89-32.73202.38202.38V38

4、.8010.8563.2361.75-68.4844.22-35.96-35.96B左M-29.68-8.10-48.16-46.95-142.81-33.73-226.13-226.13V39.2010.8963.8162.2868.4844.64142.60142.60B右M-7.46-1.98-12.05-11.72144.54-8.45177.76177.76V12.622.7819.8119.03-120.4514.00-139.78-139.78MABM17.604.9828.7428.1021.5420.09208.93208.93MBCM0.11-0.32-0.17-0.310

5、.00-0.05179.45179.45四 层AM-28.72-8.02-46.79-45.69139.00-32.73141.43141.43V38.8010.8563.2361.75-52.9944.22-15.82-15.82B左M-29.68-8.10-48.16-46.95-115.33-33.73-190.40-190.40V39.2010.8963.8162.2852.9944.64122.46122.46B右M-7.46-1.98-12.05-11.72116.13-8.45140.83140.83V12.622.7819.8119.03-97.2814.00-109.66-1

6、09.66MABM17.604.9828.7428.1011.8420.09147.97147.97MBCM0.11-0.32-0.17-0.310.00-0.05142.52142.52五 层AM-29.28-7.70-47.23-45.9289.60-33.1376.7276.72V38.8610.7863.2561.73-33.3044.269.829.82B左M-29.94-8.11-48.53-47.28-70.25-33.99-132.12-132.12V39.1410.9563.7962.3033.3044.6196.8296.82B右M-7.20-1.96-11.68-11.3

7、871.10-8.1882.6182.61V12.622.7819.8119.03-59.3014.00-60.29-60.29MABM17.195.1428.3528.3527.829.6819.7683.3583.35MBCM0.37-0.300.200.030.000.2284.2584.25六 层AM-22.42-2.14-32.40-29.8942.42-23.4826.9726.97V34.942.7449.9049.9045.75-15.3436.3023.6223.62B左M-24.94-2.07-35.75-32.83-31.21-25.98-71.75-71.75V35.9

8、92.7151.3051.3046.9915.3437.3564.7664.76B右M-8.91-0.54-12.57-11.4431.59-9.1830.0530.05V9.710.6913.8012.62-26.6310.06-22.55-22.55MABM18.87-1.3024.1824.1820.835.6118.2231.6631.66MBCM-3.08-0.12-4.28-3.860.00-3.1431.8931.89注：1.承载力抗震调整系数RE，梁受弯时取0.75,受剪时取0.85； 2.考虑地震的往复性，需将SE进行组合； 3.规定柱弯矩下侧受拉为正，剪力以能使杆件顺时针转

9、动为正，轴力以受拉为正；反之为负； 4.SG为重力荷载代表值作用下结构产生的内力，其中已进行梁端弯矩调幅并算至柱边；SG=SG+50%SQ； 5.弯矩单位为KNm；剪力单位为kN。五 层B右内力组合取值1.2SG-1.3SE梁端+Mmax梁端-Mmax梁端Vmax跨中+Mmax-304.83-304.83447.97447.97114.41114.41230.27230.27-304.83-304.83118.81156.60156.60156.60156.600190.91190.91444.11444.11190.91190.91-269.78-269.780-49.95-49.95157

10、.50157.500-244.41-244.413 36 60 0. .5 58 8213.32213.32221.84221.84-244.41-244.410199.52199.523 38 89 9. .0 07 7199.52199.520197.48197.48236.49236.490223.73223.73无无解解0-293.11-293.11429.22429.22111.65111.65214.51214.51-293.11-293.110152.72152.72152.72152.720184.01184.01427.43427.43184.01184.01-264.62-

11、264.620-46.08-46.08153.14153.140-237.33-237.333 34 47 7. .2 23 3205.72205.72216.71216.71-237.33-237.330205.99205.993 37 71 1. .6 66 6205.99205.990190.73190.73221.06221.060218.43218.43无无解解0-280.93-280.93383.87383.87100.89100.89202.38202.38-280.93-280.930142.09142.09142.09142.090145.18145.18381.72381.

12、72145.18145.18-226.13-226.130-35.45-35.45142.60142.600-198.04-198.042 28 85 5. .6 64 4172.29172.29177.76177.76-198.04-198.040173.39173.393 30 09 9. .3 38 8173.39173.390151.93151.93208.93208.930179.45179.450.110.110-219.97-219.97297.26297.2680.3580.35141.43141.43-219.97-219.970121.96121.96121.96121.9

13、60109.46109.46295.11295.11109.46109.46-190.40-190.400-15.31-15.31122.46122.460-161.11-161.112 22 26 6. .8 83 3140.72140.72140.83140.83-161.11-161.110143.27143.272 25 50 0. .5 58 8143.27143.270116.20116.20147.97147.970142.52142.520.110.110-156.24-156.24187.09187.0954.2154.2176.7276.72-156.24-156.2409

14、6.4096.4096.4096.40050.5350.53185.23185.2350.5350.53-132.12-132.12010.2410.2496.8296.820-102.25-102.251 13 35 5. .0 09 990.7890.7882.6182.61-102.25-102.250表 框架梁内力组合地震组合（SE+SG）93.8993.891 15 57 7. .5 54 493.8993.89057.3357.3383.3583.35084.2584.250.370.370-83.33-83.3388.4388.4330.8130.8126.9726.97-83.

15、33-83.33063.5163.5163.5163.5109.409.4083.0783.079.409.40-71.75-71.75024.8824.8864.7664.760-52.08-52.084 48 8. .8 83 349.5949.5930.0530.05-52.08-52.08046.6946.698 80 0. .8 82 246.6946.69014.5914.5931.6631.6631.8931.89无无解解 3.规定柱弯矩下侧受拉为正，剪力以能使杆件顺时针转动为正，轴力以受拉为正；反之为负； 4.SG为重力荷载代表值作用下结构产生的内力，其中已进行梁端弯矩调幅并算至柱边；SG=SG+50%SQ；90.7890.780.8239.79-239.790-91.2491.240-198.16198.16091.24-91.240168.8-168.80-140.67140.6700000224.7-224.70-83.283.20-174.65174.65083.2-83.20148.78-148.780-123.98123.9800000200.25-200.250-72.1272.120-145.9145.9072.12-72.120124.29-1