医院门诊楼土木工程毕业设计

第一部分一般设计中国矿业大学2011届本科生毕业设计第（2-4-9）确定。（2-4-8）（2-4-9）其中ζ为结构的阻尼比，取ζ＝0.05。FEk＝α1Geq＝0.05808×5323.193＝309.17kN因为：T＝0.571s>1.4Tg＝1.4×0.40＝0.56s，所以需要考虑顶部附加水平地震作用，按式2-4-10计算：△Fn＝δnFEk（2-4-10）式中δn—顶部附加地震作用系数；△F—顶部附加水平地震作用。δn可由抗震规范中表5.2.1查得：δn＝0.08T＋0.01＝0.08×0.5709＋0.01＝0.05567△F5＝δnFEk＝0.05567×309.17＝17.21kN各质点的水平地震作用按下式计算：（2-4-11）计算各质点的水平地震作用及相应楼层剪力的过程和结果见表2-4-4。表2-4-4各质点水平地震作用及相应楼层剪力计算表层号hi（m）Hi（m）Gi（kN）GiHi（kN·m）Vi（kN）53.619.251292.7124884.6680.3306113.73113.7343.615.651216.9519045.2680.253073.87187.6033.612.051216.9514664.2480.194856.88244.4723.68.451216.9510283.2280.136639.88284.3614.854.851319.026397.2470.085024.81309.17（a)水平地震作用分布(kN)(b)层间剪力分布(kN)图2-4-15横向水平地震作用及楼层地震层间剪力分布风荷载计算本部分参考规范：《建筑结构荷载规范》（GB50009-2001）（2006年版），以下简称荷载规范。对于垂直于建筑物表面上的风荷载标准值，当计算主要承重结构是，按下式计算：（2-4-12）式中—风荷载标准值（）；—高度处的风振系数；—风荷载体型系数；—风压高度变化系数；—基本风压（）。由《建筑结构荷载规范》，徐州地区重现期为50年的基本风压：，地面粗糙度为C类。风载体型系数由《建筑结构荷载规范》第7.3节查得：=0.9（迎风面）和=-0.5（背风面）。《建筑结构荷载规范》规定，对于高度大于30m，且高宽比大于1.5的房屋结构，应采用风振系数来考虑风压脉动的影响。本设计中，房屋高度H<30m，H/B=18.75/16.2=1.16<1.5，则不需要考虑风压脉动的影响，取=1.0。将风荷载换算成作用于框架每层节点上的荷载，如下表2-4-5。表2-4-5风荷载计算层次518.751.01.40.8150.3522.328.918.91415.151.01.40.7430.3525.929.4418.35311.551.01.40.740.3525.929.4027.7527.951.01.40.740.3525.929.4037.1514.351.01.40.740.3528.6210.3847.53其中，为一榀框架各层节点的受风面积，取上层的一半和下层的一半之和，顶层取到女儿墙顶，底层只取到下层的一半。注意底层的计算高度应从室外地面开始计算。图2-4-16等效节点集中风荷载（kN）水平荷载作用下结构侧移计算地震作用下的位移验算用D值法来验算：框架第i层的层间剪力Vi、层间位移（△ui）及结构顶点位移u分别按式2-5-1～2-5-3来计算：（2-5-1）（2-5-2）（2-5-3）计算过程见表2-5-1，表中计算了各层的层间弹性位移角，其中θe＝△ui/hi表2-5-1横向水平地震作用下的位移验算层数5113.73877921.29536001/27804187.60877922.13736001/16853244.47877922.78536001/12932284.36877923.23936001/11111309.17710864.34948501/1115由表2-5-1中可以看到最大层间弹性位移角为1/1111<1/550,满足要求。风载作用下的位移验算选取轴线③对应的框架，根据水平荷载，计算层间剪力，再依据层间侧移刚度，计算出各层的相对侧移和绝对侧移。计算过程见表2-5-2。表2-5-2风荷载作用下框架层间剪力及侧移计算层次58.918.91877920.1011/3547249.4418.35877920.2091/1722339.4027.75877920.3161/1138929.4037.15877920.4231/8507110.3847.53710860.6691/7254由表2-5-2可以看出，风荷载作用下框架的最大层间位移角为1/7254＜1/550，满足规范要求。内力计算恒荷载标准值作用下的内力计算（1）恒载M的计算梁端和柱端弯矩采用弯矩二次分配法来计算，计算时先对各节点不平衡弯矩进行第一次分配，向远端传递（传递系数为1/2），然后对由于传递而产生的不平衡弯矩再进行分配，不再传递，到此为止。对于各节点，与节点相连的各杆件均为固接，因此杆端近端的转动刚度S=4i，i为杆件的线刚度，分配系数为S11/∑S1i。现举例说明底层轴线D对应节点的各杆件分配系数求解，求解过程见表2-6-1。表2-6-1节点分配系数求解示例节点位置各杆件线刚度分配系数i上＝i右＝i下＝轴线A梁上分布荷载由矩形和梯形两部分组成，在求固端弯矩时可直接根据图示荷载计算，也可根据固端弯矩相等的原则，先将梯形分布荷载以及三角形分布荷载，转化为等效均布荷载，转化方法示意见图2-6-1。图2-6-1固端弯矩求解方法示意图梯形荷载化为等效均布荷载的公式：（2-6-1）式中——梯形荷载腰部投影和总长度比值；——梯形荷载最大值。三角形荷载化为等效均布荷载的公式：（2-6-2）各梁固端弯矩是由各种简单荷载下的梁固端弯矩叠加所得，现对顶层各梁的固端弯矩进行求解，其余各层的求解方法相同，此处不再赘述。DC跨固端弯矩计算部分：部分：部分：叠加得CB跨固端弯矩计算部分：部分：叠加得BA跨荷载分布较复杂，经结构力学求解器计算得其余各层计算方法方法同上，计算后将对应的固端弯矩值列于弯矩二次分配表中，进行竖向恒荷载下内力M的求解。恒荷载下的M图见图2-6-2。恒载弯矩二次分配见图2-6-3。图2-6-2手算恒载弯矩M（kN·m）中国矿业大学2011届本科生毕业设计第51页上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.5640.4360.280.3630.3570.3570.3630.280.4360.564偏心矩偏心矩偏心矩偏心矩20.30-76.4776.47-24.63-11.4711.4723.50-91.9788.21-24.5831.6824.49-11.30-14.65-14.4120.3520.6915.96-27.74-35.8910.80-5.6512.25-5.6910.17-7.219.07-13.877.98-13.22-2.90-2.25-4.68-6.07-5.974.284.363.362.292.9639.58-59.8872.73-26.42-21.6828.9034.12-86.5270.73-46.150.3610.3610.2780.2060.2660.2660.2620.2620.2660.2660.2060.2780.3610.36114.49-74.3374.33-23.32-8.238.2324.33-100.7993.38-20.1321.6021.6016.64-8.81-11.38-11.38-11.2117.8818.1518.1514.06-20.36-26.44-26.4415.8410.80-4.418.32-7.33-5.698.94-5.6010.359.07-10.187.03-17.94-13.22-8.03-8.03-6.18-0.87-1.13-1.13-1.11-0.95-0.97-0.97-0.756.718.718.7129.4224.38-68.2872.96-19.83-18.20-11.6119.5527.5326.26-97.6786.75-35.67-30.950.3610.3610.2780.2060.2660.2660.2620.2620.2660.2660.2060.2780.3610.36114.49-74.3374.33-23.32-8.238.2324.33-100.7993.38-20.1321.6021.6016.64-8.81-11.38-11.38-11.2117.8818.1518.1514.06-20.36-26.44-26.4410.8010.80-4.418.32-5.69-5.698.94-5.609.079.07-10.187.03-13.22-13.22-6.21-6.21-4.78-1.21-1.56-1.56-1.54-0.62-0.63-0.63-0.495.407.017.0126.2026.20-66.8872.62-18.63-18.63-12.0419.8826.6026.60-97.4085.44-32.66-32.660.3610.3610.2780.2060.2660.2660.2620.2620.2660.2660.2060.2780.3610.36114.49-74.3374.33-23.32-8.238.2324.33-100.7993.38-20.1321.6021.6016.64-8.81-11.38-11.38-11.2117.8818.1518.1514.06-20.36-26.44-26.4410.8010.59-4.418.32-5.69-5.638.94-5.609.078.97-10.187.03-13.22-12.97-6.13-6.13-4.72-1.22-1.58-1.58-1.56-0.59-0.60-0.60-0.475.336.926.9226.2726.06-66.8272.61-18.65-18.59-12.0619.9126.6226.52-97.3885.37-32.75-32.490.3540.3720.2740.2030.2630.2760.2580.2580.2630.2760.2030.2740.3540.37214.49-74.3374.33-23.32-8.238.2324.33-100.7993.38-20.1321.1822.2616.40-8.68-11.25-11.81-11.0417.6017.9418.8313.85-20.07-25.93-27.2510.800.00-4.348.20-5.690.008.80-5.529.070.00-10.046.93-13.220.00-2.29-2.40-1.77-2.30-2.97-3.12-2.921.671.701.791.321.732.232.3429.7019.86-64.0571.55-19.92-14.93-13.3821.9928.7220.62-95.6681.96-36.92-24.919.93-7.4610.31-12.45图2-6-3恒载弯矩二次分配图中国矿业大学2011届本科生毕业设计第57页图2-6-4机算恒载作用下的弯矩图（kN·m）通过对比可以看出，利用PKPM计算得到M值与手算M值之间DC跨部分误差较小，由于对分布荷载的细节处理存在差异，对于BA梁跨和下层柱，存在一定误差。（2）恒载作用下的梁端剪力、跨中弯矩及柱的剪力、轴力计算梁端剪力梁端剪力可以根据简支梁上竖向荷载引起的剪力与梁端弯矩引起的剪力相叠加而得。不同分布荷载在简支梁上引起的剪力，按图2-6-5计算，此处定义梁端剪力向上为正：图2-6-5分布荷载在简支梁上引起的剪力计算示意图弯矩引起的剪力，计算原理是杆件弯矩平衡，此处定义梁端剪力向上为正，即：（2-6-3）表2-6-2恒载作用下的梁端剪力（kN）层次由荷载产由弯矩产生恒载下梁端总剪力DC跨CB跨BA跨DC跨CB跨BA跨DC跨CB跨BA跨DCCBBADCCBBADCCBBA561.4161.4119.5419.5471.4569.33-1.951.95-2.412.412.39-2.3959.4663.3617.1321.9573.8466.94462.5562.5514.3414.3480.5875.98-0.710.71-2.652.651.65-1.6561.8463.2611.6916.9982.2374.33362.5562.5514.3414.3480.5875.98-0.870.87-2.612.611.81-1.8161.6863.4211.7316.9582.3974.17262.5562.5514.3414.3480.5875.98-0.880.88-2.622.621.82-1.8261.6763.4311.7216.9682.4074.16162.5562.5514.3414.3480.5875.98-1.141.14-2.872.872.08-2.0861.4163.6911.4717.2182.6673.90梁的跨中弯矩梁跨中弯矩可以根据简支梁上竖向荷载引起的跨中弯矩与梁端弯矩引起的跨中弯矩相叠加而得，此处跨中弯矩定义为梁下端受拉为正。计算过程见表2-6-3。.表2-6-3恒载跨中弯矩(kN·m)层次(|Ml|+|Mr|)/2简支梁情况竖向荷载产生的跨中M恒载跨中弯矩DCCBBADCCBBADCCBBA566.3025.2978.63117.0918.07138.3650.79-7.2259.73470.6215.5892.21112.9712.87149.2542.35-2.7157.04369.7515.9691.42112.9712.87149.2543.22-3.0957.83269.7215.9891.38112.9712.87149.2543.25-3.1157.87167.8017.6888.81112.9712.87149.2545.17-4.8160.44将计算结果填入手算恒载弯矩M图2-6-2内。柱的轴力顶层柱顶轴力由节点剪力和节点集中力叠加得到，柱底轴力为柱顶轴力加上柱的自重。其余层轴力计算同顶层，但需要考虑该层上部柱的轴力的传递。计算结果见表2-6-4。表2-6-4恒载作用下柱轴力(kN)层次D柱C柱B柱A柱上下上下上下上下5221.89251.84277.49307.44283.80313.75263.55293.504429.58459.53568.97598.92607.58637.53528.85558.803637.11667.06860.65890.60931.48961.43794.00823.952844.64874.591152.331182.281255.401285.351059.141089.0911051.901099.921444.021492.041579.831627.851324.031372.05注：N下＝N上＋柱自重,其中第一层柱自重为48.02，2～5层为29.95。柱的剪力柱的剪力计算按式2-6-4计算，计算结果见表2-6-5。 （2-6-4）表2-6-5恒载作用下柱剪力(kN)层次D柱C柱B柱A柱5-19.1612.85-17.1322.734-14.0510.23-14.6817.673-14.5710.36-14.7818.172-15.4910.69-15.3519.281-6.144.62-6.387.70手算竖向荷载下的轴力和剪力图分别见图2-6-6～图2-6-7，机算竖向荷载下的轴力和剪力图分别见图2-6-8～图2-6-9。图2-6-6恒载作用下的轴力图（kN）图2-6-7恒载作用下的剪力图（kN）图2-6-8机算恒载作用下的轴力图（kN）图2-6-9机算恒载作用的下的剪力图（kN）通过对比可以看出，利用PKPM计算得到N值与手算结果误差较小。V值在DC跨部分误差较小，由于对分布荷载的细节处理存在差异，对于BA跨和下层柱，存在一定误差。活荷载标准值作用下的内力计算由于竖向活载下的内力计算方法与竖向恒载内力计算方法相同，这里不再详细介绍，只给出计算表格和内力图。中国矿业大学2011届本科生毕业设计第58页上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.5640.4360.280.3630.3570.3570.3630.280.4360.564偏心矩偏心矩偏心矩偏心矩3.06-19.5819.58-6.19-2.812.815.89-23.4822.76-3.779.327.20-2.96-3.84-3.785.285.374.14-8.28-10.712.98-1.483.60-1.232.64-1.891.80-4.142.07-3.43-0.85-0.65-1.40-1.82-1.791.511.531.180.590.7711.45-14.5118.82-6.89-5.747.718.70-22.3017.14-13.370.3610.3610.2780.2060.2660.2660.2620.2620.2660.2660.2060.2780.3610.3613.06-19.5819.58-6.78-3.523.526.42-23.4822.76-3.775.965.964.59-1.91-2.47-2.47-2.433.553.603.602.79-5.28-6.86-6.864.662.98-0.962.30-1.92-1.231.77-1.222.681.80-2.641.39-5.36-3.43-2.41-2.41-1.86-0.19-0.24-0.24-0.24-0.16-0.17-0.17-0.132.052.672.678.216.53-17.8019.78-4.63-3.95-4.425.696.125.24-23.4620.93-9.54-7.620.3610.3610.2780.2060.2660.2660.2620.2620.2660.2660.2060.2780.3610.3613.06-19.5819.58-6.78-3.523.526.42-23.4822.76-3.775.965.964.59-1.91-2.47-2.47-2.433.553.603.602.79-5.28-6.86-6.862.982.98-0.962.30-1.23-1.231.77-1.221.801.80-2.641.39-3.43-3.43-1.81-1.81-1.39-0.33-0.43-0.43-0.420.070.070.070.051.521.971.977.147.14-17.3419.63-4.13-4.13-4.605.925.475.47-23.2820.39-8.31-8.310.3610.3610.2780.2060.2660.2660.2620.2620.2660.2660.2060.2780.3610.3613.06-19.5819.58-6.78-3.523.526.42-23.4822.76-3.775.965.964.59-1.91-2.47-2.47-2.433.553.603.602.79-5.28-6.86-6.862.982.92-0.962.30-1.23-1.221.77-1.221.801.78-2.641.39-3.43-3.36-1.79-1.79-1.38-0.33-0.43-0.43-0.420.070.070.070.061.501.951.957.167.10-17.3219.63-4.13-4.12-4.605.925.485.46-23.2720.38-8.34-8.270.3540.3720.2740.2030.2630.2760.2580.2580.2630.2760.2030.2740.3540.3723.06-19.5819.58-6.78-3.523.526.42-23.4822.76-3.775.856.154.53-1.88-2.44-2.56-2.393.493.563.742.75-5.20-6.72-7.062.980.00-0.942.26-1.230.001.75-1.201.800.00-2.601.37-3.430.00-0.72-0.76-0.56-0.56-0.73-0.77-0.720.520.530.550.410.560.730.768.115.39-16.5519.40-4.40-3.33-4.886.335.894.29-22.9319.49-9.42-6.302.69-1.662.14-3.15图2-6-10活载弯矩二次分配中国矿业大学2011届本科生毕业设计第62页图2-6-11活载作用下的弯矩图（kN·m）（2）活载作用下的梁端剪力、跨中弯矩及柱的剪力、轴力计算梁端剪力表2-6-6活载作用下的梁端剪力（kN）层次由荷载产生由弯矩产生活载作用下总剪力DC跨CB跨BA跨DC跨CB跨BA跨DC跨CB跨BA跨DCCBBADCCBBADCCBBA515.1215.124.54.517.6417.28-0.650.65-0.660.660.78-0.7814.4715.773.845.1618.4216.50415.1215.125.635.6317.6417.28-0.300.30-0.420.420.38-0.3814.8215.425.216.0518.0216.90315.1215.125.635.6317.6417.28-0.350.35-0.440.440.44-0.4414.7715.475.196.0718.0816.84215.1215.125.635.6317.6417.28-0.350.35-0.440.440.44-0.4414.7715.475.196.0718.0816.84115.1215.125.635.6317.6417.28-0.430.43-0.480.480.52-0.5214.6915.555.156.1118.1616.76梁的跨中弯矩表2-6-7（a）活载跨中弯矩(kN·m)层次|Ml|+|Mr|/2简支情况下竖向荷载产生的跨中M活载作用下跨中弯矩DCCBBADCCBBADCCBBA516.676.7219.7230.154.535.6213.48-2.2215.90418.795.0522.1930.155.6335.6211.360.5813.43318.495.2621.8430.155.6335.6211.660.3713.78218.485.2621.8230.155.6335.6211.670.3713.80117.985.6121.2130.155.6335.6212.170.0214.41考虑到活荷载的不利布置，统一将跨中弯矩乘以1.2的放大系数。表2-6-7（b）考虑活载不利布置后跨中弯矩(kN·m)层次活载作用下跨中弯矩DCCBBA516.18-2.6719.08413.630.6916.11314.000.4516.54214.010.4416.55114.610.0317.29将计算结果填入手算活载弯矩M图2-6-11内。柱的轴力计算结果见表2-6-8。表2-6-8活载作用下柱轴力(kN)层次D柱C柱B柱A柱538.9569.1270.6746.63478.25143.94146.1193.663117.50218.80221.63140.632156.75293.66297.15187.601195.92368.56372.80234.49柱的剪力表2-6-9活载作用下柱剪力(kN)层次D柱C柱B柱A柱5-5.463.20-4.126.374-3.802.24-2.974.423-3.972.29-3.044.622-4.222.37-3.154.911-1.671.03-1.331.95竖向活荷载下的轴力和剪力图分别见图2-6-12～图2-6-13。图2-6-12活载作用下的轴力图（kN）图2-6-13活载作用下的剪力图（kN）顶层雪荷载标准值作用下的内力计算由于顶层雪荷载下的内力计算方法与竖向恒载内力计算方法相同，这里不再详细介绍，只给出计算表格和内力图。中国矿业大学2011届本科生毕业设计第96页上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.5640.4360.280.3630.3570.3570.3630.280.4360.564偏心矩偏心矩偏心矩偏心矩0.54-3.433.43-1.08-0.490.491.03-4.113.98-0.661.631.26-0.52-0.68-0.660.920.940.73-1.45-1.872.98-0.260.63-1.230.46-0.331.80-0.720.36-3.43-1.53-1.190.040.050.05-0.27-0.27-0.211.341.733.08-3.623.58-1.86-0.640.822.47-4.324.23-3.570.3610.3610.2780.2060.2660.2660.2620.2620.2660.2660.2060.2780.3610.3613.06-19.5819.58-6.78-3.523.526.42-23.4822.76-3.775.965.964.59-1.91-2.47-2.47-2.433.553.603.602.79-5.28-6.86-6.860.812.98-0.962.30-0.34-1.231.77-1.220.471.80-2.641.39-0.94-3.43-1.03-1.03-0.79-0.51-0.66-0.66-0.650.420.420.420.330.831.071.075.757.92-16.7319.45-3.47-4.37-4.836.274.495.82-23.0019.70-6.72-9.210.3610.3610.2780.2060.2660.2660.2620.2620.2660.2660.2060.2780.3610.3613.06-19.5819.58-6.78-3.523.526.42-23.4822.76-3.775.965.964.59-1.91-2.47-2.47-2.433.553.603.602.79-5.28-6.86-6.862.982.98-0.962.30-1.23-1.231.77-1.221.801.80-2.641.39-3.43-3.43-1.81-1.81-1.39-0.33-0.43-0.43-0.420.070.070.070.051.521.971.977.147.14-17.3419.63-4.13-4.13-4.605.925.475.47-23.2820.39-8.31-8.310.3610.3610.2780.2060.2660.2660.2620.2620.2660.2660.2060.2780.3610.3613.06-19.5819.58-6.78-3.523.526.42-23.4822.76-3.775.965.964.59-1.91-2.47-2.47-2.433.553.603.602.79-5.28-6.86-6.862.982.92-0.962.30-1.23-1.221.77-1.221.801.78-2.641.39-3.43-3.36-1.79-1.79-1.38-0.33-0.43-0.43-0.420.070.070.070.061.501.951.957.167.10-17.3219.63-4.13-4.12-4.605.925.485.46-23.2720.38-8.34-8.270.3540.3720.2740.2030.2630.2760.2580.2580.2630.2760.2030.2740.3540.3723.06-19.5819.58-6.78-3.523.526.42-23.4822.76-3.775.856.154.53-1.88-2.44-2.56-2.393.493.563.742.75-5.20-6.72-7.062.980.00-0.942.26-1.230.001.75-1.201.800.00-2.601.37-3.430.00-0.72-0.76-0.56-0.56-0.73-0.77-0.720.520.530.550.410.560.730.768.115.39-16.5519.40-4.40-3.33-4.886.335.894.29-22.9319.49-9.42-6.302.69-1.662.14-3.15图2-6-14顶层雪载弯矩二次分配图2-6-15顶层雪载作用下的弯矩图（kN·m）（2）顶层雪载作用下的梁端剪力、跨中弯矩及柱的剪力、轴力计算梁端剪力表2-6-10顶层雪载作用下的梁端剪力（kN）层次由荷载产生由弯矩产生顶层雪载作用下总剪力DC跨CB跨BA跨DC跨CB跨BA跨DC跨CB跨BA跨DCCBBADCCBBADCCBBA52.652.650.790.793.093.020.01-0.01-0.060.060.01-0.012.662.640.730.853.103.01415.1215.125.635.6317.6417.28-0.410.41-0.480.480.50-0.5014.7115.535.156.1118.1416.78315.1215.125.635.6317.6417.28-0.350.35-0.440.440.44-0.4414.7715.475.196.0718.0816.84215.1215.125.635.6317.6417.28-0.350.35-0.440.440.44-0.4414.7715.475.196.0718.0816.84115.1215.125.635.6317.6417.28-0.430.43-0.480.480.52-0.5214.6915.555.156.1118.1616.76梁的跨中弯矩表2-6-11（a）顶层雪载跨中弯矩(kN·m)层次|Ml|+|Mr|/2简支情况下梁上竖向荷载产生的跨中弯矩跨中弯矩DCCBBADCCBBADCCBBA53.600.734.275.280.796.231.680.061.96418.095.5521.3530.155.6335.6212.060.0814.27318.495.2621.8430.155.6335.6211.660.3713.78218.485.2621.8230.155.6335.6211.670.3713.80117.985.6121.2130.155.6335.6212.170.0214.41考虑到活荷载的不利布置，统一将跨中弯矩乘以1.2的放大系数。表2-6-11（b）考虑活载不利布置后跨中弯矩(kN·m)层次跨中弯矩DCCBBA52.020.072.35414.470.1017.12314.000.4516.54214.010.4416.55114.610.0317.29将计算结果填入顶层雪载弯矩M图2-6-15内。柱的轴力计算结果见表2-6-12。表2-6-12顶层雪载作用下柱轴力(kN)层次D柱C柱B柱A柱56.9412.0412.198.73446.1386.9287.8155.64385.38161.78163.33102.612124.63236.64238.85149.581163.80311.53314.49196.47柱的剪力表2-6-13顶层雪载作用下柱剪力(kN)层次D柱C柱B柱A柱5-2.451.48-1.932.864-4.182.36-3.144.873-3.972.29-3.044.622-4.222.37-3.154.911-1.671.03-1.331.95顶层雪载下的轴力和剪力图分别见图2-6-16～图2-6-17。图2-6-16顶层雪载下的轴力图（kN）图2-6-17顶层雪载下的剪力图（kN）风荷载作用下的内力计算（1）计算方法用D值法（改进的反弯点法）进行计算，其步骤为：1）求各柱反弯点处的剪力；2）求各柱反弯点高度；3）求各柱杆端弯矩和梁端弯矩；4）求各柱轴力和梁剪力。（2）第i层和第m柱所分配的剪力按式2-6-5：（2-6-5）式中Vim—i层m柱分担的剪力，Dm—柱m的抗侧刚度；∑D—i层所有柱的抗侧刚度之和；Vi—i层的总剪力。（3）反弯点位置计算框架柱反弯点位置按式2-6-6计算：Y＝yh＝（y0+y1+y2+y3）h（2-6-6）式中Y—反弯点高度，即反弯点到柱下端的距离；y—反弯点高度比，即反弯点高度与柱高的比值；h—计算层柱高；y0—标准反弯点高度；y1—上下梁线刚度变化时反弯点高度比修正值；y2、y3—上、下层柱高变化时反弯点高度比修正值。反弯点位置计算过程见表2-6-14、表2-6-15。表2-6-14边柱反弯点位置层号h/mKy0y1y2y3yyh/m53.60.7720.300000.301.0843.60.7720.400000.401.4433.60.7720.450000.451.6223.60.7720.5000-0.0370.461.6714.850.7350.7150-0.01400.703.40表2-6-15中柱反弯点位置层号h/mKy0y1y2y3yyh/m53.61.7560.38780000.38781.4043.61.7560.43780000.43781.5833.61.7560.48780000.48781.7623.61.7560.50000.51.8014.851.6710.58290000.58292.83（4）左风作用下内力1．框架柱端弯矩计算：柱端弯矩按式2-6-7～式2-6-8计算。（2-6-7）（2-6-8）按照以上方法计算所得的风荷载作用下的各柱柱端弯矩见表2-6-16。表2-6-16（a）风荷载作用下边柱弯矩、剪力计算表层次/m/kN(N/mm)y53.68.9187792163581.660.7720.31.794.1843.618.3587792163583.420.7720.44.927.3933.627.7587792163585.170.7720.458.3810.2423.637.1587792163586.920.7720.4631911.5413.3814.8547.53710861540310.300.7350.7005734.9914.96注：表中、的单位为kN·m，的单位为。表2-6-16（b）风荷载作用下中柱弯矩、剪力计算表层次/m/kN(N/mm)y53.68.9187792275382.791.7560.38783.906.1643.618.3587792275385.761.7560.43789.0711.6533.627.7587792275388.701.7560.487815.2916.0523.637.15877922753811.651.7560.520.9820.9814.8547.53710862014013.471.6710.582938.0727.24注：表中、的单位为kN·m，的单位为。2.风荷载作用下的梁端弯矩及柱轴力计算梁端弯矩、剪力及柱轴力按照下列公式计算。（2-6-9）（2-6-10）（2-6-11）（2-6-12）具体计算结果表2-6-17。表2-6-17左风作用下梁端弯矩、剪力及柱轴力层次边梁走道梁柱轴力D柱C柱B柱A柱54.182.716.61.043.453.4532.30-1.04-1.261.261.0449.186.846.62.438.718.7135.81-3.47-4.644.643.47315.1611.056.63.9714.0714.0739.38-7.44-10.0410.047.44221.7515.956.65.7120.3120.31313.54-13.16-17.8717.8713.16126.521.216.67.2327.0127.01318.00-20.38-28.6528.6520.38注：表中、单位为kN·m，为，为。3.风荷载作用下的框架内力图根据上面计算结果，得出左风作用下弯矩图见图2-6-18，梁端剪力和柱轴力见图2-6-19。图2-6-18左风作用下弯矩图（kN·m）图2-6-19左风荷载作用下框架梁端剪力和柱轴力图（kN）地震作用下的内力计算1．水平地震作用下的柱弯矩及剪力计算：计算原理同风荷载作用下方法相同，此处不再赘述。计算过程见下表。表2-6-18（a）地震作用下边柱弯矩、剪力计算表层次/m/kN(N/mm)y53.6113.73877921635821.190.7720.3526.7049.5943.6187.60877921635834.950.7720.450.3375.5033.6244.47877921635845.550.7720.4573.7990.1923.6284.36877921635852.980.7720.4631988.35102.3914.85309.17710861540366.990.7350.68557222.75102.16注：表中、的单位为kN·m，的单位为。表2-6-18（b）地震作用下中柱弯矩、剪力计算表层次/m/kN(N/mm)y53.6113.73877922753835.671.7560.387849.8078.6243.6187.60877922753858.841.7560.4595.33116.5133.6244.47877922753876.681.7560.4878134.66141.4023.6284.36877922753889.201.7560.5160.55160.5514.85309.17710862014087.591.6710.5829247.63177.20注：表中、的单位为kN·m，的单位为。2.地震作用下的梁端弯矩及柱轴力计算具体计算结果表2-6-19。表2-6-19地震作用下梁端弯矩、剪力及柱轴力层次边梁走道梁柱轴力D柱C柱B柱A柱549.5934.596.612.7544.0444.04329.36-12.75-16.6016.6012.754102.2073.166.626.5793.1593.15362.10-39.32-52.1452.1439.323140.53104.146.637.07132.59132.59388.39-76.39-103.46103.4676.392176.19129.876.646.37165.35165.353110.23-122.77-167.32167.32122.771190.51148.586.651.38189.17189.173126.12-174.14-242.06242.06174.14注：表中、单位为kN·m，为，为。3.左震作用下的框架内力图根据上面计算结果，得出左震作用下弯矩图见图2-6-20，梁端剪力和柱轴力见图2-6-21。4.手算与电算结果对比电算弯矩与见图2-6-22。误差分析：第一、手算和电算水平地震作用的计算方法不同，手算依据底部剪力法，电算为振型分解法；第二、计算精度的不同，手算过程中可能出错等原因也会导致误差，因为在手算过程中各层的重力荷载代表值的计算值与电算存在差异，从而产生误差。图2-6-20左震作用下弯矩图（kN·m）图2-6-21左震作用下框架梁端剪力和柱轴力图（kN）图2-6-22电算左震作用下弯矩图（kN·m）内力组合塑性调幅框架中允许梁端出现塑性铰。因此，针对竖向荷载，对于在梁可考虑塑性内力重分布，通常是降低支座弯矩，以减小支座处的配筋。本设计支座弯矩的调幅系数采用0.85。支座弯矩降低后，必须相应加大梁跨中弯矩。这样，在支座出现塑性铰以后，不会导致跨中截面承载力不足。跨中弯矩应按平衡条件相应增大，见图2-7-1。为了保证梁的安全，跨中弯矩还必须满足图中所列的条件。图2-7-1框架梁塑性调幅调幅后的跨中弯矩按式2-7-1计算（其中=0.85）（2-7-1）竖向荷载下弯矩调幅后结果见表2-7-1~表2-7-3。表2-7-1恒荷载作用下梁端、跨中弯矩值调幅（kN·m）层次恒载调幅后梁端弯矩恒载调幅后跨中弯矩DCCBBADCCBBADCCBBA5-50.9061.82-18.4324.56-73.5460.1260.73-3.4371.534-58.0462.02-9.8716.62-83.0273.7452.94-0.3770.873-56.8561.73-10.2316.90-82.7972.6353.68-0.7071.542-56.8061.72-10.2516.92-82.7772.5653.71-0.7271.581-54.4460.82-11.3818.69-81.3169.6755.34-2.1673.76表2-7-2活荷载作用下梁端、跨中弯矩值调幅（kN·m）层次活载调幅后梁端弯矩活载调幅后跨中弯矩DCCBBADCCBBADCCBBA5-12.3415.99-4.886.55-18.9514.5718.68-1.6622.044-15.1316.81-3.754.83-19.9417.7916.451.4519.443-14.7416.69-3.915.03-19.7917.3316.771.2419.822-14.7216.69-3.915.04-19.7817.3216.781.2319.831-14.0716.49-4.155.38-19.4916.5717.310.8720.47表2-7-3屋顶雪荷载作用下梁端、跨中弯矩值调幅（kN·m）层次雪载调幅后梁端弯矩雪载调幅后跨中弯矩DCCBBADCCBBADCCBBA5-3.073.04-0.540.69-3.673.602.560.182.994-14.2216.53-4.115.33-19.5516.7517.180.9320.323-14.7416.69-3.915.03-19.7917.3316.771.2419.822-14.7216.69-3.915.04-19.7817.3216.781.2319.831-14.0716.49-4.155.38-19.4916.5717.310.8720.47控制截面处内力由于内力分析结果都是轴线位置处的梁的弯矩及剪力，但在配筋计算时应采用柱边截面处的内力，因而在组合前应经过换算求得柱边截面的弯矩和剪力。柱的设计控制截面为上、下两个端截面。故在轴线处的计算内力也要换算到梁上、下边缘处的柱截面内力。见图2-7-2。图2-7-2梁柱控制截面内力图控制截面处的剪力和弯矩可按式2-7-2和式2-7-3计算（其中为范围内的梁上荷载）。（2-7-2）（2-7-3）（1）梁端控制截面处内力计算结果见表2-7-4～表2-7-8。表2-7-4恒载作用下梁端控制截面内力层次(kN)(kN·m)DCCBBADCCBBADCCBBADCCBBA557.70-61.6015.82-20.6472.08-65.18-35.0344.88-14.0818.89-53.7242.20458.71-60.1310.47-15.7778.95-71.05-41.8945.48-6.9912.28-61.3054.20358.55-60.2910.51-15.7379.11-70.89-40.7545.15-7.3412.57-61.0453.13258.54-60.3010.50-15.7479.12-70.88-40.7045.14-7.3612.60-61.0253.07157.65-59.9310.25-15.9978.71-69.95-35.7041.34-8.5614.29-55.7346.93表2-7-5活载作用下梁端控制截面内力层次(kN)(kN·m)DCCBBADCCBBADCCBBADCCBBA514.32-15.623.76-5.0818.27-16.35-8.4011.70-3.845.15-13.9310.07414.67-15.275.12-5.9617.87-16.75-11.1012.61-2.353.19-15.0313.18314.62-15.325.10-5.9817.93-16.69-10.7112.48-2.513.39-14.8612.74214.62-15.325.10-5.9817.93-16.69-10.7012.47-2.513.39-14.8512.73114.48-15.345.06-6.0217.95-16.55-9.3711.50-2.763.73-13.6511.19表2-7-6屋顶雪载载作用下梁端控制截面内力层次(kN)(kN·m)DCCBBADCCBBADCCBBADCCBBA52.63-2.620.72-0.843.08-2.98-2.352.32-0.350.46-2.822.78414.56-15.385.06-6.0217.99-16.63-10.2212.30-2.723.67-14.6112.17314.62-15.325.10-5.9817.93-16.69-10.7112.48-2.513.39-14.8612.74214.62-15.325.10-5.9817.93-16.69-10.7012.47-2.513.39-14.8512.73114.48-15.345.06-6.0217.95-16.55-9.3711.50-2.763.73-13.6511.19表2-7-7左风作用下梁端控制截面内力层次(kN)(kN·m)DCCBBADCCBBADCCBBADCCBBA5-1.04-1.04-2.30-2.30-1.04-1.043.902.422.822.822.423.904-2.43-2.43-2.43-5.81-2.43-2.438.516.177.117.116.178.513-3.97-3.97-3.97-9.38-3.97-3.9714.079.9611.4911.499.9614.072-5.71-5.71-5.71-13.54-5.71-5.7120.1814.3816.5916.5914.3820.181-7.23-7.23-7.23-18.00-7.23-7.2324.1518.8622.0522.0518.8624.15表2-7-8左震作用下梁端控制截面内力层次(kN)(kN·m)DCCBBADCCBBADCCBBADCCBBA5-12.75-12.75-29.36-29.36-12.75-12.7546.0831.0835.9635.9631.0846.084-26.57-26.57-62.10-62.10-26.57-26.5794.8965.8676.0776.0765.8694.893-37.07-37.07-88.39-88.39-37.07-37.07130.3393.94108.28108.2893.94130.332-46.37-46.37-110.23-110.23-46.37-46.37163.43117.11135.04135.04117.11163.431-51.38-51.38-126.12-126.12-51.38-51.38173.81131.88154.49154.49131.88173.81柱端控制截面处内力计算1.考虑到本设计中低层柱尺寸为600mm×600mm，其余层柱截面尺寸为550mm×550mm，偏心对齐。取顶层柱的形心作为轴线，按此计算简图算出的内力是计算简图轴线上的内力，对下层柱而言，此轴线不是柱的形心轴，应将算得的内力转化为截面形心处的内力，转化方法见图2-7-3。图2-7-3变截面底柱形心处内力计算过程见表2-7-9。.表2-7-9（a）恒载作用下底柱截面形心处弯矩内力D柱C柱B柱A柱上下上下上下上下N（kN）1051.901099.921444.021492.041579.831627.851324.031372.05Me(kN·m)-26.3026.3036.10-36.10-39.5039.5033.10-33.10M(kN·m)19.869.93-14.93-7.4620.6210.31-24.91-12.45M0(kN·m)-6.4436.2321.17-43.56-18.8849.818.19-45.55表2-7-9（b）活载作用下底柱截面形心处弯矩内力D柱C柱B柱A柱上下上下上下上下N（kN）195.92195.92368.56368.56372.80372.80234.49234.49Me(kN·m)-4.904.909.21-9.21-9.329.325.86-5.86M(kN·m)5.392.69-3.33-1.664.292.14-6.30-3.15M0(kN·m)0.497.595.89-10.88-5.0311.46-0.44-9.01表2-7-9（c）屋顶雪载作用下底柱截面形心处弯矩内力D柱C柱B柱A柱上下上下上下上下N（kN）163.80163.80311.53311.53314.49314.49196.47196.47Me(kN·m)-4.094.097.79-7.79-7.867.864.91-4.91M(kN·m)5.392.69-3.33-1.664.292.14-6.30-3.15M0(kN·m)1.296.794.46-9.45-3.5710.01-1.39-8.06表2-7-9（d）左风作用下底柱截面形心处弯矩内力D柱C柱B柱A柱上下上下上下上下N（kN）-20.38-20.38-28.65-28.6528.6528.6520.3820.38Me(kN·m)0.51-0.51-0.720.72-0.720.720.51-0.51M(kN·m)-14.96-34.99-27.24-38.07-27.24-38.07-14.96-34.99M0(kN·m)-14.45-35.50-27.96-37.35-27.96-37.35-14.45-35.50表2-7-9（e）左震作用下底柱截面形心处弯矩内力D柱C柱B柱A柱上下上下上下上下N（kN）-174.14-174.14-242.06-242.06242.06242.06174.14174.14Me(kN·m)4.35-4.35-6.056.05-6.056.054.35-4.35M(kN·m)-102.16-222.75-177.20-247.63-177.20-247.63-102.16-222.75M0(kN·m)-97.81-227.10-183.25-241.58-183.25-241.58-97.81-227.102.柱端控制截面处内力计算柱剪力沿柱高不变，此处只给出控制截面弯矩计算结果，见表2-7-10～表2-7-14。特别说明，底柱下截面直接与基础相接，不用再次计算。表2-7-10恒载作用下柱端控制截面弯矩(kN·m)层次D柱C柱B柱A柱上下上下上下上下533.8323.67-22.56-15.9828.9922.39-39.33-28.85420.1621.98-15.13-15.5621.8522.19-25.65-27.36321.8221.90-15.53-15.5422.1622.19-27.21-27.30221.4225.05-15.38-16.7121.9224.12-26.71-31.141-8.2836.2322.56-43.56-20.7949.8110.50-45.55表2-7-11活载作用下柱端控制截面弯矩(kN·m)层次D柱C柱B柱A柱上下上下上下上下59.816.57-5.93-3.677.474.88-11.46-7.6345.396.00-3.27-3.464.344.58-6.29-6.9835.955.97-3.44-3.444.564.56-6.92-6.9525.836.84-3.41-3.694.514.94-6.79-7.951-0.017.596.20-10.88-5.4311.460.15-9.01表2-7-12屋顶雪载作用下柱端控制截面弯矩(kN·m)层次D柱C柱B柱A柱上下上下上下上下52.345.02-1.41-3.031.893.91-2.71-5.8646.675.88-3.66-3.424.884.53-7.75-6.8535.955.97-3.44-3.444.564.56-6.92-6.9525.836.84-3.41-3.694.514.94-6.79-7.9510.796.794.77-9.45-3.9710.01-0.80-8.06表2-7-13左风作用下柱端控制截面弯矩(kN·m)层次D柱C柱B柱A柱上下上下上下上下5-3.69-1.29-5.32-3.06-5.32-3.06-3.69-1.294-6.36-3.90-9.92-7.34-9.92-7.34-6.36-3.903-8.69-6.83-13.44-12.67-13.44-12.67-8.69-6.832-11.30-9.47-17.48-17.48-17.48-17.48-11.30-9.471-11.36-35.50-23.92-37.35-23.92-37.35-11.36-35.50表2-7-14左震作用下柱端控制截面弯矩(kN·m)层次D柱C柱B柱A柱上下上下上下上下5-43.23-20.34-67.92-39.10-67.92-39.10-43.23-20.344-65.02-39.85-98.86-77.67-98.86-77.67-65.02-39.853-76.53-60.13-118.40-111.66-118.40-111.66-76.53-60.132-86.50-72.45-133.79-133.79-133.79-133.79-86.50-72.451-77.71-227.10-156.97-241.58-156.97-241.58-77.71-227.10内力组合类别本设计内力组合包含两部分：基本组合和标准组合（1）基本组合1.由可变荷载效应控制的组合按式2-7-4：（2-7-4）式中γG—永久荷载的分项系数；SGK—按永久荷载标准值Gk计算的荷载效应值；γQi—第i个可变荷载的分项系数，其中γQ1为可变荷载Q1的分项系数；SQik—按可变荷载标准值Qik计算的荷载效应值，其中SQ1k为诸可变荷载效应中起控制作用者；ψci—可变荷载Qi的组合值系数，活载取0.7，风荷载取0.6；n—参与组合的可变荷载数。2.由永久荷载效应控制的组合按式2-7-5：（2-7-5）式中γG—永久荷载的分项系数；SGK—按永久荷载标准值Gk计算的荷载效应值；SQik—按可变荷载标准值Qik计算的荷载效应值；Ψci—可变荷载Qi的组合值系数，活载取0.7，风荷载取0.6；n—参与组合的可变荷载数。基本组合的荷载分项系数，应按下列规定采用：γG：当其效应对结构不利时，对由可变荷载效应控制的组合，应取1.2，对由永久荷载效应控制的组合，应取1.35；当其效应对结构有利时的组合，应取1.0γQi：一般情况下取1.4；对标准值大于4kN/m2的工业房屋楼面结构的活荷载取1.3。对结构的倾覆、滑移或漂浮验算，荷载的分项系数应按有关的结构设计规范的规定采用。3.考虑地震作用后的组合按式2-7-6：S＝γGSGE+γEhSEhk+γEvSEvk+ψwγwSwk（2-7-6）式中S—结构构件内力组合的设计值，包括组合的弯矩、轴向力和剪力设计值；γG—重力荷载分项系数，一般情况应采用1.2，当重力荷载效应对构件承载能力有利时，不应大于1.0；γEh、γEv—分别为水平、竖向地震作用分项系数，本设计仅计算水平地震作用，故γEh＝1.3，γEv＝0；γw—风荷载分项系数，应采用1.4；SGE—重力荷载代表值的效应，SGE＝SGEk+0.5S雪；SEhk—水平地震作用标准值的效应；SEvk—竖向地震作用标准值的效应；Swk—风荷载标准值的效应；ψw—风荷载组合值系数，一般结构取0.0，风荷载起控制作用的高层建筑应采用0.2。本设计所选组合类别见内力组合表。梁的内力组合（1）对于框架横梁，其两端支座截面常常是最大负弯矩及最大剪力作用处，在水平荷载作用下，端截面还有正弯矩。而跨中控制截面常常是最大正弯矩作用处。在梁端截面（指柱边缘处的梁截面），要组合最大负弯矩及最大剪力，也要组合可能出现的正弯矩。梁的内力组合见表2-7-15。（2）对于含有地震作用和风荷载作用的组合，梁上最大正弯矩距跨中偏差较大。这里针对底层DC跨梁，根据梁端弯矩值及梁上荷载设计值，由平衡条件再次计算。以下对左震恒载不利作用情况为例详细分析，其余组合类别给出主要计算结果。图2-7-4均布和梯形荷载作用下的计算简图在地震组合下左震不利内力标准值：恒载雪载左震内力设计值：在距D端故，解二次方程求。由，得左震有利内力标准值：恒载雪载左震内力设计值：在故，解二次方程求。得右震不利内力标准值：恒载雪载左震内力设计值：在距C端故，解二次方程求。得右震有利内力标准值：恒载雪载左震内力设计值：在距C端故，解二次方程求。得含有风荷载的组合根据梁端弯矩值及梁上荷载设计值，由平衡条件再次计算，计算结果均小于地震作用情况，此处不再赘述。综上，梁中部的控制内力取为左震恒载有利作用组合下。柱的内力组合柱可能出现大偏压破坏，此时M愈大愈不利；也可能出现小偏压破坏，此时N愈大愈不利。此外，还应选择正弯矩或负弯矩中绝对值最大的弯矩进行截面配筋，因为柱子多数都设计成对称配筋。由以上分析可知，柱子弯矩和轴力组合要考虑下述四种可能情况：1）及相应的N；2）及相应的M；3）及相应的M；4）比较大（不是绝对最大），但N比较小或比较大（不是绝对最小或绝对最大。柱D～柱A的内力组合见表2-7-16～表2-7-19。所选构件的抗震设计内力调整与最不利内力情况（1）梁内力设计值的调整抗震设计组合时，为满足强剪弱弯要求，框架梁端剪力设计值应按下式调整：(2-7-7)式中——梁的净跨；——梁在重力荷载代表值作用下，按简支梁分析的梁端截面剪力设计值；——梁端剪力增大系数，二级框架为1.2；——梁左端弯矩值；——梁右端弯矩值。以底层DC梁为例进行说明：DC梁净跨为计算： 图2-7-5均布和梯形荷载作用下的计算简图恒载起不利作用②恒载起有利作用综上，根据得出调整后的梁端剪力设计值见表2-7-20，此处定义剪力向上为正。表2-7-20抗震设计时梁端V调整组合类别组合得梁端M（kN·m）(kN)抗震调整后梁端V(kN)D端C端DC左震不利177.50227.9579.49-2.28161.26有利185.57218.5366.24-15.26147.74右震不利-274.42-114.9379.49158.020.97有利-266.34-124.3566.24145.04-12.55（2）柱内力设计值的调整抗震设计时，为满足强柱弱梁要求，二级框架的梁柱结点处，柱端组合的弯矩设计值应符合下式要求：(2-7-8)式中——节点上下柱端截面顺时针或反时针方向组合的弯矩设计值之和；柱端弯矩设计值的确定，可按上、下柱端弹性分析所得的考虑地震作用组合的弯矩比进行分配；——节点左右端截面顺时针或反时针方向组合的弯矩设计值之和。——柱端弯矩增大系数，二级框架取1.5。同时，为了避免框架柱脚过早屈服，二级框架结构的底层柱下端截面的弯矩设计值应乘以增大系数1.5。抗震设计时，为满足强剪弱弯要求，二级框架柱的柱端部的剪力设计值应按下式调整：（2-7-9）式中V——柱端截面组合的剪力设计值；——柱的净高；——柱的上下端顺时针或反时针方向截面组合的弯矩设计值，应符合上述柱端弯矩设计值调整的要求；——柱端剪力增大系数，二级框架取1.3。本设计取底层D柱进行调整：左震下恒载起不利作用时①强柱弱梁计算D节点处,调整后柱上下端弯矩：②强剪弱弯计算其余组合情况下的抗震设计内力调整见表2-7-21。表2-7-21柱的抗震设计内力调整内力左震右震不利有利不利有利调整前柱-60.02-65.72128.36122.66-110.49-108.9191.5693.14-247.69-255.61342.78334.85梁177.50185.57-274.42-266.34调整后强柱弱梁-172.52-173.60171.38172.43-371.53-383.42514.16502.28强剪弱弯166.41170.38-209.69-206.38注：表中的单位为kN·m，的单位为kN。（3）最不利内力选取梁柱正截面计算时，除了考虑抗震承载力调整系数外，抗震设计与非抗震设计的承载力计算公式相同。故可以将抗震组合内力乘以后于非抗震组合内力进行比较和取舍。梁柱斜截面计算时，除了考虑抗震承载力调整系数外，抗震设计承载力计算公式是非抗震设计公式乘以一定的折减系数。故对于梁柱端的抗剪承载力就得两种情况分别计算取配筋较大者进行截面设计。各构件承载力抗震调整系数详见表2-7-22。受弯梁偏压柱受剪构件轴压比<0.15轴压比>0.150.750.750.800.851.③轴线对应底层梁