【《Z大学体育学院多层现浇钢筋混凝土框架结构教学楼设计》13000字（论文）】

Z大学体育学院多层现浇钢筋混凝土框架结构教学楼设计摘要本设计研究的主题是Z大学体育学院多层现浇钢筋混凝土框架结构教学楼设计。本设计中以框架结构为主，其中结构主体分为5层，设计总高度为18.300m，建筑总面积约为3564.00m2。在设计该建筑的各个部分时均按照建筑规范标准来执行，严格遵守相关设计规范，在设计过程中参照了大量的设计标准和行业规范[1]。本设计中涉及到了建筑设计部分、结构设计部分，其中建筑设计包括建筑的平面、立面和剖面以及构造和详图的设计并绘制建筑图，结构设计包括结结构布置，主体结构基本尺寸确定，结构荷载计算，结构效应计算，内力组合，配筋计算，并且通过计算书所求得的结果进行结构施工图的绘制。关键词：框架结构，结构设计，内力计算，建筑设计，目录TOC\o"1-3"\h\u1建筑设计 建筑设计建筑设计概况设计题目：Z大学体育学院多层现浇钢筋混凝土框架结构教学楼设计建筑位置：河南省Z市建筑层数：5层建筑面积：3564.00m2建筑高度：18.300m结构类型：现浇混凝土框架结构1.2建筑平面图设计本设计建筑物的首层平面图如图1-1图1-1首层平面图（1：100）1.3建筑立面图设计如图2-2为建筑立面图。图1-2立面图1.4建筑剖面图设计本教学楼一共有五层，层高均为3.6m，五层屋面的做法为600mm高的女儿墙，室内外高差为1200mm。如图1-3为剖面图。图2-3剖面图1.5建筑楼梯设计如图1-4为楼梯详图。图1-4楼梯详图

2结构平面布置本次设计建筑的结构平面布置图如图2.1所示。图2.1结构平面布置图框架截面尺寸估算与计算简图框架梁截面尺寸估算横向边跨梁KL1计算结果：mm，取h=700mm，取b=300mm横向中跨梁KL2计算结果：，取h=700mm，取b=300mm纵向框架梁KL3计算结果：，取h=700mm，取b=300mm次梁CL1计算结果：，取h=500mm，取b=200mm框架柱截面尺寸估算由计算公式：经计算，则。框架结构的截面为矩形，则柱的初步选择截面可以计算得：3mm2＞244×103mm2。楼板的截面尺寸估算根据板的长宽比值可知，设计楼板按双向向板形式来设计，即：mm，进一步将楼板厚为h=100mm。确定框架结构计算简图取④轴的一榀框架做接下来的分析计算。底层柱高：m。标准层层高：3.6m。框架计算简图如图4.1所示。图4.1框架计算简图框架结构相关参数计算梁与柱的线刚度计算框架结构侧移刚度梁线刚度如表3.1所示。表3.1梁线刚度计算表类别边梁3.0×104300×7008.58660038.9858.4777.95中梁3.0×104300×7008.58660038.9858.4777.95柱线刚度如见表3.2所示。表3.2柱线刚度计算表层次2~53.0×104500×50036005.2143.4013.0×104500×50049005.2131.89柱的抗侧刚度计算1、底层：，，2、标准层：，，可知横向框架的侧移刚度，结果汇总为表3.3。表3.3横向框架各层侧向D值框架楼层柱编号Di（×103N/mm）∑Di（×103N/mm）边框架5A、D柱43.40116.931.350.4013.7866.87B、C柱43.40233.862.690.5719.652~4A、D柱43.40116.931.350.4013.7866.87B、C柱43.40233.862.690.5719.651A、D柱31.8958.471.830.618.6138.04B、C柱31.89116.933.670.7410.41中框架5A、D柱43.40155.911.800.4716.2076.40B、C柱43.40311.823.590.6422.002~4A、D柱43.40155.911.800.4716.2076.40B、C柱43.40311.823.590.6422.001A、D柱31.8977.952.440.669.3840.89B、C柱31.89155.914.890.7811.07结构荷载计算恒荷载标准值计算1）屋面：普通砖kN/m2厚1:3水泥砂浆结合层kN/m2厚合成高分子防水层kN/m2厚现场喷涂硬质发泡聚1氨酯保温层kN/m2厚水泥砂浆找平层kN/m2厚水泥膨胀珍珠岩找坡2%kN/m2厚高聚物改性沥青防水卷材kN/m2厚水泥砂浆找平层kN/m2厚现浇混凝土kN/m2厚石灰砂浆抹底kN/m2合计5.51kN/m2屋面板重：=3927.53kN2）楼面厚T910地砖 0.003×19.8=0.06kN/m2厚1:2水泥砂浆找平层 0.02×20=0.40kN/m2厚现浇混凝土 0.10×25=2.50kN/m2厚石灰砂浆抹底 0.02×17=0.34kN/m2合计 3.30kN/m2楼面板重：712.82×3.30=2352.24kN3）外墙：厚加气混凝土砌块 kN/m2厚1:3水泥砂浆找平层 kN/m2厚1:1:6水泥石膏砂浆 kN/m2厚水泥砂浆抹平 kN/m2合计 2.27kN/m24）内墙：厚加气混凝土砌块 kN/m2厚1:3水泥砂浆找平层 kN/m2厚1:1:6水泥石膏砂浆 0kN/m2厚1:0.3:3水泥石膏砂浆 kN/m2合计 2.18kN/m2墙体荷载汇总：KL1梁上内墙荷载==6.32kN/mKL3梁上外墙荷载==6.58kN/mKL3梁上女儿墙荷载=kN/m5）梁、柱重力荷载标准值如表4.1所示：表4.1梁、柱重力荷载标准值层次构件mmm2~5边横梁0.30.6251.054.736.114403.521387.73中横梁0.30.6251.054.736.17201.76次梁0.20.4251.052.106.312158.76纵梁0.30.6251.054.735.524623.70柱0.50.5251.106.883.528673.75673.751边横梁0.30.6251.054.736.114403.521387.73中横梁0.30.6251.054.736.17201.76次梁0.20.4251.052.106.312158.76纵梁0.30.6251.054.735.524623.70柱0.50.5251.106.884.828924.00924.00活荷载标准值计算1）屋面、楼面的活载标准值表4.2活载汇总表类型标准值kN/m2组合值系数不上人屋面0.50.7商店楼面3.50.7楼梯3.50.72层~4层为均布活荷载：kN2、屋面雪荷载标准值：kN/m2荷载分类对结构各层和各构件的荷载进行分类，各层的荷载代表值如表4.3所示。表4.3重力荷载代表值（单位：KN）层次梁柱板墙活荷载ΣGi51387.73336.883927.53304.00124.745956.3141387.73673.752352.241265.711474.906926.8331387.73673.752352.241265.711474.906926.8321387.73673.752352.241265.711474.906926.8311387.73924.002352.241722.771474.907509.02框架内力计算地震内力与位移计算横向自振周期计算采用顶点位移法，具体的计算过程见表5.1所示。表5.1结构水平位移计算层次Gi（kN）∑Gi（kN）∑D（kN/m）55956.315956.31515714.960.01150.228946926.8312883.14515714.960.02500.237336926.8319809.98515714.960.03840.212326926.8326736.81515714.960.05180.173917509.0234245.83280536.140.12210.1221进一步将结构的基本自振周期计算为：=1.7×0.7×QUOTE0.2289=0.56s0.2289=0.56s水平地震作用及楼层地震剪力计算其中0.40，=0.08。水平地震作用选择底部剪力法计算[8]：由于：=＜=0.56s则：=0.85×34245.83=29108.95kN=0.056×29108.95=1632.29kN根据来求得各质点的水平地震作用，结果如表5.2所示。表5.2各质点横向水平地震作用及楼层地震剪力层次519.35956.31114956.760.2851465.39465.39415.76926.83108751.280.2697440.27905.66312.16926.8383814.680.2079339.321244.9728.56926.8358878.080.1460238.361483.3414.97509.0236794.200.0913148.961632.29图5.1各质点横向水平地震作用及楼层地震剪力水平地震作用下的位移验算根据公式，可得各层的层间弹性位移角的公式：[10]。具体的计算过程及结果如表5.3所示。表5.3横向水平地震作用下的位移验算层次∑D（kN/m）5465.39515714.960.00093.61/39894905.66515714.960.00183.61/205031244.97515714.960.00243.61/149121483.34515714.960.00293.61/125211632.29280536.140.00584.91/842由表5.3可知，结构的最大层间弹性位移角发生在第一层，大小为，位移验算满足设计要求。结构剪重比验算式中：=0.016[11]。具体的验算过程及结果如下表5.4所示。表5.4剪重比验算层次是否满足5465.3995.30满足4905.66206.13满足31244.97316.96满足21483.34427.79满足11632.29547.93满足由此可知，剪重比的验算结果是满足相关要求的。内力计算以④轴线横向框架为例进行计算。表5.5分配④轴线横向框架的水平地震作用层次分配系数ui水平地震作用Fi（kN）层间剪力Vi（kN）50.14868.9468.9440.14865.22134.1630.14850.26184.4220.14835.31219.7310.14621.71237.93下面进行具体内力计算：（1）柱端弯矩：。梁端弯矩：取出节点为隔离体，由得梁端总弯矩，左右梁按线刚度分配。剪力：取出梁为隔离体，由得梁端剪力。柱子轴力：[12]。具体计算过程及结果详见下列各表所示。表5.6计算左水平地震作用下的柱端弯矩柱类型层号层高（m）层间剪力（kN）单层刚度（kN/m）柱D值（kN/m）柱端剪力（kN）反弯点高度比y（m）反弯点高度yh（m）M上（kN·m）M下（kN·m）A、D轴柱53.668.94763951620214.620.4081.4731.1621.4743.6134.16763951620228.450.4421.5957.1545.2733.6184.42763951620239.110.4621.6675.7565.0523.6219.73763951620246.600.4791.7287.4080.3614.9237.9340891937654.550.6293.0899.17168.13B、C轴柱53.668.94763952199619.850.4221.5241.3030.1643.6134.16763952199638.630.4501.6276.4862.5833.6184.42763952199653.100.4781.7299.7991.3723.6219.73763952199663.270.4831.74117.75110.0114.9237.93408911107064.410.5642.76137.61178.01表5.7计算左水平地震作用下的梁端弯矩梁类型层号梁线刚度（kN·m）柱端弯矩（kN·m）梁端弯矩（kN·m）左上左下左右AB梁57795531.1621.4731.1620.6547795557.1545.2778.6353.3237795575.7565.05121.0281.1827795587.4080.36152.45104.5617795599.17168.13179.53123.81BC梁57795541.3030.1620.6520.6547795576.4862.5853.3253.3237795599.7991.3781.188175110.01104.56104.56177955137.61178.01123.81123.81表5.8计算左水平地震作用下的柱端剪力柱类型层号层高（m）杆端弯矩（kN·m）杆端剪力（kN）上下上下A、D轴柱53.631.1621.4714.6214.6243.657.1545.2728.4528.4533.675.7565.0539.1139.1123.687.4080.3646.6046.6014.999.17168.1354.5554.55B、C轴柱53.641.3030.1619.8519.8543.676.4862.5838.6338.6333.699.7991.3753.1053.1023.6117.75110.0163.2763.2714.9137.61178.0164.4164.41表5.9计算左水平地震作用下的梁端剪力梁类型层号梁长（m）杆端弯矩（kN·m）杆端剪力（kN）左右左右AB梁56.631.1620.65-7.87-7.8746.678.6353.32-19.96-19.9636.6121.0281.18-30.51-30.5126.6152.45104.56-38.74-38.7416.6179.53123.81-45.70-45.70BC梁56.620.6520.65-6.27-6.2746.653.3253.32-16.13-16.1336.681.1881.18-24.50-24.5026.6104.56104.56-31.52-31.5216.6123.81123.81-37.30-37.30表5.10计算左水平地震作用下的柱端轴力柱类型层号邻梁剪力（kN）柱中轴力（kN）左右左半边右半边A、D轴柱50.00-7.87-7.877.8740.00-19.96-27.8327.8330.00-30.51-58.3458.3420.00-38.74-97.0897.0810.00-45.70-142.78142.78B、C轴柱5-7.87-6.271.60-1.604-19.96-16.135.42-5.423-30.51-24.5011.44-11.442-38.74-31.5218.65-18.651-45.70-37.3027.05-27.05结合上述计算过程和结果，得到下列框架内力图：图5.2左水平地震作用下弯矩图（kN·m）图5.3左水平地震作用下剪力图（kN）图5.4左水平地震作用下轴力图（kN）风荷载内力与位移计算荷载计算风压：作用于④轴框架上的线荷载：。具体计算过程及结果详见下列各表所示。表5.11计算风荷载Z（m）18.31.203.7413.4613.4614.71.123.5012.6126.0711.11.033.2211.5937.667.51.003.1211.2348.893.91.003.1212.1761.06风荷载作用下的位移验算框架结构层间位移：；顶点位移：；各层的层间弹性位移角：。具体计算过程及结果详见下列各表所示。表5.12验算风荷载作用下的位移层次∑D（kN/m）513.46763950.00023.61/20426426.07763950.00033.61/10548337.66763950.00053.61/7302248.89763950.00063.61/5625161.06408910.00154.91/3281由此可见，结构最大层间弹性位移角位于第1层，位移值为，满足相关设计要求。内力计算表5.13计算左风荷载作用下的柱端弯矩柱类型层号层高（m）层间剪力（kN）单层刚度（kN/m）柱D值（kN/m）剪力值（kN）反弯点高度比y（m）反弯点高度yh（m）M上（kN·m）M下（kN·m）A、D轴柱53.613.4676395162022.860.4081.476.094.1943.626.0776395162025.530.4421.5911.118.8033.637.6676395162027.990.4621.6615.4713.2823.648.89763951620210.370.4791.7219.4517.8814.961.0640891937614.000.6293.0825.4543.15B、C轴柱53.613.4676395219963.880.4221.528.075.8943.626.0776395219967.510.4501.6214.8612.1633.637.66763952199610.840.4781.7220.3818.6623.648.89763952199614.080.4831.7426.2024.4814.961.06408911107016.530.5642.7635.3245.68表5.14计算左风荷载作用下的梁端弯矩梁类型层号梁线刚度（kN·m）柱弯端矩（kN·m）梁端弯矩（kN·m）左上左下左右AB梁5779556.094.196.094.0347795511.118.8015.3010.3837795515.4713.2824.2716.2727795519.4517.8832.7322.4317795525.4543.1543.3329.90BC梁5779558.075.894.034.0347795514.8612.1610.3810.3837795520.3818.6616.2716.2727795526.2024.4822.4322.4317795535.3245.6829.9029.90表5.15计算左风荷载作用下的柱端剪力柱类型层号层高（m）杆端弯矩（kN·m）杆端剪力（kN）上下上下A、D轴柱53.66.094.192.862.8643.611.118.805.535.5333.615.4713.287.997.9923.619.4517.8810.3710.3714.925.4543.1514.0014.00B、C轴柱53.68.075.893.883.8843.614.8612.167.517.5133.620.3818.6610.8410.8423.626.2024.4814.0814.0814.935.3245.6816.5316.53表5.16计算左风荷载作用下的梁端剪力梁类型层号梁长（m）杆端弯矩（kN·m）杆端剪力（kN）左右左右AB梁56.66.094.03-1.53-1.5346.615.3010.38-3.89-3.8936.624.2716.27-6.14-6.1426.632.7322.43-8.36-8.3616.643.3329.90-11.10-11.10BC梁56.64.034.03-1.22-1.2246.610.3810.38-3.14-3.1436.616.2716.27-4.93-4.9326.622.4322.43-6.80-6.8016.629.9029.90-9.06-9.06表5.17计算左风荷载作用下的柱端轴力柱类型层号邻梁剪力（kN）柱中轴力（kN）左右左半边右半边A、D轴柱50.00-1.53-1.531.5340.00-3.89-5.425.4230.00-6.14-11.5711.5720.00-8.36-19.9219.9210.00-11.10-31.0231.02B、C轴柱5-1.53-1.22-2.762.764-3.89-3.14-9.799.793-6.14-4.93-20.8620.862-8.36-6.80-36.0236.021-11.10-9.06-56.1756.17上述计算过程和结果，可以得到框架内力图：图5.5左风荷载作用下弯矩图（kN·m）图5.6左风荷载作用下剪力图（kN）图5.7左风荷载作用下轴力图（kN）恒荷载内力计算确定计算单元板的编号示意图如图5.8所示。图5.8板编号及传导荷载示意图荷载计算1）等效均布荷载①梯形荷载：，；②三角形荷载：，。具体的计算过程及结果如5.18表所示。表5.18等效均布荷载计算荷载位置屋面B1板屋面B2板楼面B1板楼面B2板荷载形式梯形三角形梯形三角形梯形三角形梯形三角形恒载g’（kN/m2）5.515.515.515.513.303.303.303.30活载q’（kN/m2）0.500.500.500.503.503.503.503.50板宽b（m）3.003.003.003.003.003.003.003.00板长l（m）6.606.606.606.606.606.606.606.600.230.230.230.230.230.230.230.23等效均布恒载g（kN/m）7.515.177.515.174.503.094.503.09等效均布活载q（kN/m）0.680.470.680.474.773.284.773.282）荷载计算对于屋面层：×KL3梁长对于楼面层：其上柱自重梁上内墙荷载）×KL3梁长+其上柱自重[15]具体的计算过程及结果如表5.19所示。表5.19荷载计算荷载类型1（kN/m）15.022（kN/m）15.023（kN/m）5.174（kN/m）5.175（kN/m）8.996（kN/m）8.997（kN/m）3.098（kN/m）3.099（kN/m）4.7310（kN/m）4.7311（kN/m）4.7312（kN/m）0.0013（kN/m）6.5814（kN/m）2.7215柱自重（kN）24.06屋面层1+9（kN/m）19.742+10qBC（kN/m）19.743+11+14FA（kN）83.263+4+11FB（kN）99.37楼面层5+9+12qAB（kN/m）13.726+10qBC（kN/m）13.727+11+13+15FA（kN）119.117+8+11+12+15FB（kN）96.09恒荷载作用下框架简图：图5.9恒荷载作用下框架计算简图内力计算梁和柱的转动刚度的计算如表5.20所示。表5.20梁与柱的转动刚度计算构件ib转动刚度S=4ib（109N·mm）BC梁S=ib梁AB跨78312BC跨156156柱其他层43174首层32128表5.21构件分配系数计算构件层次S上柱S下柱S左梁S右梁∑Su上柱u下柱u左梁u右梁A轴柱5017403124850.0000.3580.0000.642417417403126590.2630.2630.0000.473317417403126590.2630.2630.0000.473217417403126590.2630.2630.0000.473112812803125670.2250.2250.0000.550B轴柱501743121566410.0000.2710.4860.24341741743121568150.2130.2130.3830.19131741743121568150.2130.2130.3830.19121741743121568150.2130.2130.3830.19111281283121567230.1760.1760.4310.216表5.22恒载作用下各固端弯矩计算构件层次线荷载大小梁计算长度（m）固端弯矩AB梁519.746.671.66413.726.649.80313.726.649.80213.726.649.80113.726.649.80BC梁519.746.671.66413.726.649.80313.726.649.80213.726.649.80113.726.649.80表5.23恒载作用下轴线处梁剪力及弯矩计算梁类型层号梁长（m）线荷载q（kN/m）固端弯矩（kN·m）杆件剪力（kN）跨中叠加弯矩（kN·m）跨中弯矩（kN·m）左右左右AB梁56.619.74-29.8483.4957.02-73.27107.4950.8346.613.72-35.4057.0741.99-48.5574.7028.4636.613.72-29.3457.0741.07-49.4774.7031.4926.613.72-29.3457.0741.07-49.4774.7031.4916.613.72-26.0257.5940.49-50.0574.7032.90BC梁56.619.74-77.2677.2665.15-65.15107.4930.2446.613.72-52.0552.0545.27-45.2774.7022.6536.613.72-52.0552.0545.27-45.2774.7022.6526.613.72-52.0552.0545.27-45.2774.7022.6516.613.72-52.7552.7545.27-45.2774.7021.95表5.24恒载作用下轴线处柱端剪力计算柱类型层号柱高（m）固端弯矩（kN·m）杆端剪力（kN）上下上下A轴柱53.629.8420.83-14.08-14.0843.614.5717.95-9.03-9.0333.611.3917.95-8.15-8.1523.611.3916.29-7.69-7.6914.99.734.86-2.98-2.98B轴柱53.6-6.23-2.512.432.4343.6-2.51-2.511.391.3933.6-2.51-2.511.391.3923.6-2.51-2.421.371.3714.9-2.42-1.210.740.74表5.25恒载作用下柱中轴力计算柱类型层号柱顶集中力（kN）柱自重（kN）邻梁剪力（kN）柱轴力（kN）左右A轴柱583.2600.0057.02140.284119.1124.060.0041.99301.383119.1124.060.0041.07461.562119.1124.060.0041.07621.741119.1124.060.0040.49781.35B轴柱599.370.00-73.2765.15237.79496.0924.06-48.5545.27427.70396.0924.06-49.4745.27618.53296.0924.06-49.4745.27809.36196.0924.06-50.0545.271000.77恒荷载作用下框架内力图如下：图5.11恒载作用下M图（kN•m）图5.12恒载作用下V图（KN）图5.13恒载作用下N图（KN）活荷载内力计算荷载计算1）荷载计算对于屋面层：对于楼面层：具体计算结果如5.26表所示。表5.26荷载计算荷载类型1（kN/m）1.362（kN/m）1.363（kN/m）0.474（kN/m）0.475（kN/m）9.546（kN/m）9.547（kN/m）3.288（kN/m）3.28屋面层1qAB（kN/m）1.362qBC（kN/m）1.363FA（kN）3.093+4FB（kN）6.19楼面层5qAB（kN/m）9.546qBC（kN/m）9.547FA（kN）21.667+8FB（kN）43.31活荷载作用下框架计算简图为：图5.14活荷载作用下框架计算简图内力计算在活载作用下，结构各固端弯矩计算见表5.27所示。表5.27活载作用下各固端弯矩计算构件层次线荷载大小梁计算长度（m）固端弯矩AB梁51.366.64.9549.546.634.6239.546.634.6229.546.634.6219.546.634.62BC梁51.366.64.9549.546.634.6239.546.634.6229.546.634.6219.546.634.62表5.28活载作用下轴线处梁剪力及弯矩计算梁类型层号梁长（m）线荷载q（kN/m）固端弯矩（kN·m）杆件剪力（kN）跨中叠加弯矩（kN·m）跨中弯矩（kN·m）左右左右AB梁56.61.36-4.705.764.34-4.667.422.1946.69.54-20.8239.6828.62-34.3451.9421.6936.69.54-20.4039.6828.56-34.4051.9421.9026.69.54-20.4039.6828.56-34.4051.9421.9016.69.54-18.0940.0428.15-34.8051.9422.87BC梁56.61.36-5.335.334.50-4.507.422.0946.69.54-36.1936.1931.48-31.4851.9415.7536.69.54-36.1936.1931.48-31.4851.9415.7526.69.54-36.1936.1931.48-31.4851.9415.7516.69.54-36.6836.6831.48-31.4851.9415.26表5.29活载作用下轴线处柱端剪力计算柱类型层号柱高（m）固端弯矩（kN·m）杆端剪力（kN）上下上下A轴柱53.64.708.57-3.69-3.6943.612.2512.48-6.87-6.8733.67.9212.48-5.67-5.6723.67.9211.32-5.35-5.3514.96.763.38-2.07-2.07B轴柱53.6-0.43-1.740.600.6043.6-1.74-1.740.970.9733.6-1.74-1.740.970.9723.6-1.74-1.680.950.9514.9-1.68-0.840.510.51表5.30活载作用下柱中轴力计算柱类型层号柱顶集中力（kN）邻梁剪力（kN）柱轴力（kN）左右A轴柱53.090.004.347.43421.660.0028.6257.70321.660.0028.56107.92221.660.0028.56158.13121.660.0028.15207.94B轴柱56.19-4.664.5015.34443.31-34.3431.48124.47343.31-34.4031.48233.66243.31-34.4031.48342.84143.31-34.8031.48452.44活荷载作用下框架内力图如下：图5.16活载作用下M图（kN•m）图5.17活载作用下V图（kN）图5.18活载作用下N图（kN）内力组合弯矩调幅与内力调整柱端弯矩=；梁的计算同理，具体计算如下表6.1-8。表6.1恒载作用下梁端弯矩调幅与内力调整梁类型层号轴线处梁弯矩（kN·m）轴线处梁端剪力（kN）调幅后支座边缘梁弯矩（kN·m）支座边缘处梁端剪力（kN）左中右左右左中右左右AB梁5-29.8450.83-83.4957.02-73.27-20.2958.45-56.7751.32-65.954-35.4028.46-57.0741.99-48.55-24.0732.73-38.8137.79-43.703-29.3431.49-57.0741.07-49.47-19.9536.22-38.8136.96-44.532-29.3431.49-57.0741.07-49.47-19.9536.22-38.8136.96-44.531-26.0232.90-57.5940.49-50.05-17.6937.83-39.1636.44-45.05BC梁5-77.2630.24-77.2665.15-65.15-52.5334.77-52.5358.63-58.634-52.0522.65-52.0545.27-45.27-35.4026.04-35.4040.74-40.743-52.0522.65-52.0545.27-45.27-35.4026.04-35.4040.74-40.742-52.0522.65-52.0545.27-45.27-35.4026.04-35.4040.74-40.741-52.7521.95-52.7545.27-45.27-35.8725.24-35.8740.74-40.74表6.2活载作用下梁端弯矩调幅与内力调整梁类型层号轴线处梁弯矩（kN·m）轴线处梁端剪力（kN）调幅后支座边缘梁弯矩（kN·m）支座边缘处梁端剪力（kN）左中右左右左中右左右AB梁5-4.702.19-5.764.34-4.66-3.202.52-3.923.90-4.194-20.8221.69-39.6828.62-34.34-14.1624.94-26.9825.76-30.903-20.4021.90-39.6828.56-34.40-13.8725.18-26.9825.70-30.962-20.4021.90-39.6828.56-34.40-13.8725.18-26.9825.70-30.961-18.0922.87-40.0428.15-34.80-12.3026.30-27.2325.34-31.32BC梁5-5.332.09-5.334.50-4.50-3.632.40-3.634.05-4.054-36.1915.75-36.1931.48-31.48-24.6118.11-24.6128.33-28.333-36.1915.75-36.1931.48-31.48-24.6118.11-24.6128.33-28.332-36.1915.75-36.1931.48-31.48-24.6118.11-24.6128.33-28.331-36.6815.26-36.6831.48-31.48-24.9417.55-24.9428.33-28.33表6.3左水平地震作用下梁内力调整梁类型层号轴线处梁弯矩（kN·m）轴线处梁端剪力（kN）支座边缘梁弯矩（kN·m）支座边缘处梁端剪力（kN）左中右左右左中右左右AB梁531.235.27-20.70-7.87-7.8726.545.27-17.59-7.08-7.08478.4912.63-53.23-19.96-19.9666.7212.63-45.25-17.96-17.963120.5219.84-80.85-30.51-30.51102.4519.84-68.72-27.46-27.462151.6823.82-104.03-38.74-38.74128.9323.82-88.43-34.87-34.871178.5027.70-123.10-45.70-45.70151.7327.70-104.64-41.13-41.13BC梁520.700.00-20.70-6.27-6.2717.590.00-17.59-5.64-5.64453.230.00-53.23-16.13-16.1345.250.00-45.25-14.52-14.52380.850.00-80.85-24.50-24.5068.720.00-68.72-22.05-22.052104.030.00-104.03-31.52-31.5288.430.00-88.43-28.37-28.371123.100.00-123.10-37.30-37.30104.640.00-104.64-33.57-33.57表6.4左风荷载作用下梁内力调整梁类型层号轴线处梁弯矩（kN·m）轴线处梁端剪力（kN）支座边缘梁弯矩（kN·m）支座边缘处梁端剪力（kN）左中右左右左中右左右AB梁56.091.03-4.03-1.53-1.535.171.03-3.43-1.38-1.38415.302.46-10.38-3.89-3.8913.012.46-8.82-3.50-3.50324.274.00-16.27-6.14-6.1420.634.00-13.83-5.53-5.53232.735.15-22.43-8.36-8.3627.825.15-19.07-7.52-7.52143.336.72-29.90-11.10-11.1036.836.72-25.41-9.99-9.99BC梁54.030.00-4.03-1.22-1.223.430.00-3.43-1.10-1.10410.380.00-10.38-3.14-3.148.820.00-8.82-2.83-2.83316.270.00-16.27-4.93-4.9313.830.00-13.83-4.44-4.44222.430.00-22.43-6.80-6.8019.070.00-19.07-6.12-6.12129.900.00-29.90-9.06-9.0625.410.00-25.41-8.15-8.15表6.5恒载作用下柱端内力调整柱类型层号柱高（m）轴线处弯矩（kN·m）支座边缘柱端剪力（kN）支座边缘柱端弯矩（kN·m）上下上下上下A轴柱53.629.8420.83-14.08-14.0825.3717.7043.614.5717.95-9.03-9.0312.3915.2633.611.3917.95-8.15-8.159.6815.2623.611.3916.29-7.69-7.699.6813.8414.99.734.86-2.98-2.988.274.13B轴柱53.6-6.23-2.512.432.43-5.30-2.1343.6-2.51-2.511.391.39-2.13-2.1333.6-2.51-2.511.391.39-2.13-2.1323.6-2.51-2.421.371.37-2.13-2.0514.9-2.42-1.210.740.74-2.05-1.03表6.6活载作用下柱端内力调整柱类型层号柱高（m）轴线处弯矩（kN·m）支座边缘柱端剪力（kN）支座边缘柱端弯矩（kN·m）上下上下上下A轴柱53.64.708.57-3.69-3.693.997.2943.612.2512.48-6.87-6.8710.4110.6133.67.9212.48-5.67-5.676.7310.6123.67.9211.32-5.35-5.356.739.6314.96.763.38-2.07-2.075.752.87B轴柱53.6-0.43-1.740.600.60-0.37-1.4843.6-1.74-1.740.970.97-1.48-1.4833.6-1.74-1.740.970.97-1.48-1.4823.6-1.74-1.680.950.95-1.48-1.4314.9-1.68-0.840.510.51-1.43-0.71表6.7左水平地震作用下柱端内力调整柱类型层号柱高（m）轴线处弯矩（kN·m）支座边缘柱端剪力（kN）支座边缘柱端弯矩（kN·m）上下上下上下A轴柱53.6-31.23-21.5214.6514.65-26.54-18.2943.6-56.97-45.1328.3628.36-48.43-38.3633.6-75.39-64.7438.9338.93-64.09-55.0323.6-86.93-79.9346.3546.35-73.89-67.9414.9-98.58-167.1354.2354.23-83.79-142.06B轴柱53.6-41.39-30.2219.8919.89-35.18-25.6943.6-76.24-62.3838.5038.50-64.80-53.0233.6-99.32-90.9452.8552.85-84.42-77.3023.6-117.12-109.4262.9362.93-99.55-93.0014.9-136.79-176.9564.0364.03-116.27-150.41表6.8左风荷载作用下柱端内力调整柱类型层号柱高（m）轴线处弯矩（kN·m）支座边缘柱端剪力（kN）支座边缘柱端弯矩（kN·m）上下上下上下A轴柱53.6-6.09-4.192.862.86-5.17-3.5743.6-11.11-8.805.535.53-9.44-7.4833.6-15.47-13.287.997.99-13.15-11.2923.6-19.45-17.8810.3710.37-16.53-15.2014.9-25.45-43.1514.0014.00-21.63-36.68B轴柱53.6-8.07-5.893.883.88-6.86-5.0143.6-14.86-12.167.517.51-12.63-10.3433.6-20.38-18.6610.8410.84-17.32-15.8623.6-26.20-24.4814.0814.08-22.27-20.8114.9-35.32-45.6816.5316.53-30.02-38.83内力组合与内力调整本设计需要考虑的内力组合有6种，如下所示：调整公式如下[19]：梁端剪力：柱端弯矩：柱端剪力：内力组合及内力调整详见表6.9和6.10。表6.9梁控制截面内力组合及内力调整梁类型层号内力控制截面恒载活载风荷载地震作用无震内力组合有震内力组合①②③左风④右风⑤左震⑥右震（1）（2）（3）（4）最大内力（5）（6）最大内力内力调整AB梁5M左-20.29-3.205.17-5.1726.54-26.54-26.52-35.83-21.98-37.49-37.498.70-65.62-65.62-65.62中58.452.521.03-1.035.27-5.2780.6978.8480.1777.0980.6984.9970.2584.9984.99右-56.77-3.92-3.433.43-17.5917.59-82.77-76.59-83.06-72.77-83.06-100.98-51.72-100.98-100.98V左51.323.90-1.381.38-7.087.0871.3273.8168.7472.8873.8159.3479.1679.1694.99右-65.95-4.19-1.381.38-7.087.08-93.26-90.78-92.20-88.06-93.26-98.37-78.54-98.37-118.044M左-24.07-14.1613.01-13.0166.72-66.72-40.83-64.24-26.65-65.67-65.6752.91-133.91-133.91-133.91中32.7324.942.46-2.4612.63-12.6382.1777.7472.4365.0482.1776.4441.0776.4476.44右-38.81-26.98-8.828.82-45.2545.25-98.86-82.99-92.01-65.55-98.86-131.33-4.65-131.33-131.33V左37.7925.76-3.503.50-17.9617.9684.6190.9170.9281.4290.9140.7291.0291.02109.22右-43.70-30.90-3.503.50-17.9617.96-106.31-100.01-94.51-84.00-106.31-102.04-51.75-102.04-122.453M左-19.95-13.8720.63-20.63102.45-102.45-28.18-65.31-9.56-71.44-71.44108.47-178.38-178.38-178.38中36.2225.184.00-4.0019.84-19.8488.4581.2579.5267.5288.4591.2235.6791.2291.22右-38.81-26.98-13.8313.83-68.7268.72-103.37-78.48-99.53-58.04-103.37-164.2028.22-164.20-164.20V左36.9625.70-5.535.53-27.4627.4681.6391.5866.7483.3391.5826.31103.20103.20123.84右-44.53-30.96-5.535.53-27.4627.46-109.30-99.35-98.68-82.10-109.30-116.45-39.56-116.45-139.742M左-19.95-13.8727.82-27.82128.93-128.93-21.70-71.791.23-82.24-82.24145.54-215.45-215.45-215.45中36.2225.185.15-5.1523.82-23.8289.4980.2181.2565.7989.4996.8030.0996.8096.80右-38.81-26.98-19.0719.07-88.4388.43-108.09-73.77-107.38-50.18-108.09-191.7955.81-191.79-191.79V左36.9625.70-7.527.52-34.8734.8779.8393.3763.7586.3293.3715.94113.57113.57136.29右-45.05-30.96-7.527.52-34.8734.87-111.77-98.23-102.35-79.79-111.77-127.50-29.87-127.50-153.001M左-17.69-12.3036.83-36.83151.73-151.73-8.30-74.6019.33-91.16-91.16181.43-243.41-243.41-243.41中37.8326.306.72-6.7227.70-27.7094.6882.5986.8866.7294.68105.0627.50105.06105.06右-39.16-27.23-25.4125.41-104.64104.64-114.62-68.87-117.61-41.37-117.61-215.1077.89-215.10-215.10V左36.4425.34-9.999.99-41.1341.1376.3994.3659.0088.9594.366.26121.42121.42145.70右-45.05-31.32-9.999.99-41.1341.13-114.53-96.56-106.43-76.47-114.53-136.50-21.34-136.50-163.80BC梁5M左-52.53-3.633.43-3.4317.59-17.59-70.65-76.82-66.96-77.24-77.24-46.02-95.28-95.28-95.28中34.772.400.000.000.000.0048.8048.8047.7247.7248.8046.7646.7646.7646.76右-52.53-3.63-3.433.43-17.5917.59-76.82-70.65-77.24-66.96-77.24-95.28-46.02-95.28-95.28V左58.634.05-1.101.10-5.645.6481.3083.2878.8282.1283.2870.9586.7586.75104.11右-58.63-4.05-1.101.10-5.645.64-83.28-81.30-82.12-78.82-83.28-86.75-70.95-86.75-104.114M左-35.40-24.618.82-8.8245.25-45.25-74.99-90.87-58.62-85.09-90.871.33-125.35-125.35-125.35中26.0418.110.000.000.000.0061.0261.0252.8752.8761.0245.6245.6245.6245.62右-35.40-24.61-8.828.82-45.2545.25-90.87-74.99-85.09-58.62-90.87-125.351.33-125.35-125.35V左40.7428.33-2.832.83-14.5214.5292.9198.0178.4786.9698.0151.0691.7191.71110.05右-40.74-28.33-2.832.83-14.5214.52-98.01-92.91-86.96-78.47-98.01-91.71-51.06-91.71-110.053M左-35.40-24.6113.83-13.8368.72-68.72-70.48-95.38-51.11-92.60-95.3834.20-158.22-158.22-158.22中26.0418.110.000.000.000.0061.0261.0252.8752.8761.0245.6245.6245.6245.62右-35.40-24.61-13.8313.83-68.7268.72-95.38-70.48-92.60-51.11-95.38-158.2234.20-158.22-158.22V左40.7428.33-4.444.44-22.0522.0591.4799.4576.0689.3799.4540.51102.25102.25122.70右-40.74-28.33-4.444.44-22.0522.05-99.45-91.47-89.37-76.06-99.45-102.25-40.51-102.25-122.702M左-35.40-24.6119.07-19.0788.43-88.43-65.77-100.09-43.26-100.45-100.4561.79-185.81-185.81-185.81中26.0418.110.000.000.000.0061.0261.0252.8752.8761.0245.6245.6245.6245.62右-35.40-24.61-19.0719.07-88.4388.43-100.09-65.77-100.45-43.26-100.45-185.8161.79-185.81-185.81V左40.7428.33-6.126.12-28.3728.3789.96100.9773.5491.89100.9731.66111.10111.10133.32右-40.74-28.33-6.126.12-28.3728.37-100.97-89.96-91.89-73.54-100.97-111.10-31.66-111.10-133.321M左-35.87-24.9425.41-25.41104.64-104.64-61.17-106.92-34.70-110.94-110.9483.65-209.34-209.34-209.34中25.2417.550.000.000.000.0059.1359.1351.2351.2359.1344.2144.2144.2144.21右-35.87-24.94-25.4125.41-104.64104.64-106.92-61.17-110.94-34.70-110.94-209.3483.65-209.34-209.34V左40.7428.33-8.158.15-33.5733.5788.12102.8070.4894.94102.8024.38118.38118.38142.06右-40.74-28.33-8.158.15-33.5733.57-102.80-88.12-94.94-70.48-102.80-118.38-24.38-118.38-142.06表6.10柱控制截面内力组合及内力调整柱类型层号控制截面内力恒载活载风荷载地震作用无震内力组合有震内力组合①②③左风④右风⑤左震⑥右震（1）（2）（3）（4）（5）内力调整（6）内力调整A轴柱5V-14.08-3.692.86-2.8614.65-14.65-21.26-26.40-17.89-26.45-0.18-0.24-41.21-53.57上端M25.373.99-5.175.17-26.5426.5434.3143.6229.4144.93-1.59-2.3872.73109.10下端M17.707.29-3.573.57-18.2918.2930.7437.1525.3236.012.143.2153.3680.04N140.287.43-1.531.53-7.877.87192.12194.88187.86192.46176.17176.17198.20198.204V-9.03-6.875.53-5.5328.36-28.36-17.07-27.02-10.66-27.2523.5030.55-55.92-72.69上端M12.3910.41-9.449.44-48.4348.4323.2240.2212.8741.20-44.93-67.3990.67136.00下端M15.2610.61-7.487.48-38.3638.3629.0242.4819.7642.19-26.97-40.4680.43120.65N301.3857.70-5.425.42-27.8327.83473.47483.23444.24460.52390.34390.34468.25468.253V-8.15-5.677.99-7.9938.93-38.93-11.91-26.28-4.56-28.5340.2252.29-68.78-89.41上端M9.686.73-13.1513.15-64.0964.0910.8534.52-0.0739.38-72.76-109.14106.68160.02下端M15.2610.61-11.2911.29-55.0355.0325.5845.9114.0447.91-50.32-75.47103.78155.66N461.56107.92-11.5711.57-58.3458.34751.49772.31695.99730.69588.50588.50751.85751.852V-7.69-5.3510.37-10.3746.35-46.35-8.68-27.35-0.05-31.1651.4266.85-78.36-101.87上端M9.686.73-16.5316.53-73.8973.897.8137.56-5.1444.45-86.49-129.73120.41180.62下端M13.849.63-15.2015.20-67.9467.9418.7646.125.3150.90-70.86-106.29119.37179.05N621.74158.13-19.9219.92-97.0897.081027.531063.39944.421004.19775.14775.141046.961046.961V-2.98-2.0714.00-14.0054.23-54.235.62-19.5814.95-27.0570.7091.91-81.13-105.48上端M8.275.75-21.6321.63-83.7983.79-0.1038.84-15.6649.24-102.82-154.23131.80197.69下端M4.132.87-36.6836.68-142.06142.06-23.3242.70-46.6263.41-191.64-287.47206.13309.20N781.35207.94-31.0231.02-142.78142.781299.741355.571187.551280.61951.02951.021350.801350.80B轴柱5V2.430.603.88-3.8819.89-19.897.550.579.61-2.0231.4040.82-24.30-31.59上端M-5.30-0.37-6.866.86-35.1835.18-13.60-1.26-17.553.02-56.38-84.5742.1363.20下端M-2.13-1.48-5.015.01-25.6925.69-9.50-0.49-11.843.18-39.70-59.5532.2348.34N237.7915.340.31-0.311.60-1.60332.42331.86325.71324.77321.34321.34316.87316.874V1.390.977.51-7.5138.50-38.5010.02-3.