东营石油大学图书馆建筑结构设计毕业设计计算书毕业论文

河南科技大学毕业设计前言土木工程专业的毕业设计是综合性和实践性极强的最后一个教学环节，是理论与实际相结合的训练阶段；是我们运用所学的基础理论、专业知识和基本技能进行建筑、结构设计的重要实践过程，涉及综合运用建筑、结构、施工、设备、给排水和相关学科的基础知识。毕业设计的时间较短，我们土木工程专业的学生本次毕业设计仅需完成该工程的建筑设计及结构设计两部分，侧重于结构计算。通过毕业设计，使我初步了解图书馆建筑的设计原理，熟悉运用建筑规范和国家标准图集，初步掌握建筑设计的基本方法和步骤，了解建筑物的一些细部构造，进一步提高和训练绘图技巧，包括使用计算机绘制建筑图及有关结构计算。在设计中，一方面要把所学的知识运用到设计、施工中去，熟悉国家有关规范、条例和规程并知道如何去查找规范里的相关条文；另一方面，由于现代化建筑一般都具有密度大，高度高，功能多，设备复杂，装修豪华，防火要求和管理自动化水平高等特点，需要各工种交叉配合。因此，通过这次毕业设计，对于扩大我们非本专业知识面也是十分重要的。由于毕业设计是一种初步的尝试，涉及专业比较多，加上条件和水平所限，不可避免地存在疏漏与错误，敬请各位资深专家、教师批评指正。袁晓伟2013/5/22

第一章建筑设计说明§1.1工程概况工程名称：石油大学东营校区图书馆建筑结构设计建设地点：东营市工程概况：本图书馆建筑设计方案平面呈工字形，总建筑面积8964m2，其中地上五层，层高4.2m，地下一层为停车库，层高4.5m。地质条件：1.地震烈度：抗震设防烈度为7度；场地类别：Ⅱ类一组；地表粗造度B类。2.工程地质条件：根据某地质勘探部门提供的工程地质勘察报告，该勘察报告主要内容有：地层结构及地层评述，自然地面以下土层依次为：第一层素填土层：底部埋深为0.70-2.30m；第二层粉土层：底部埋深为2.50-4.00m，承载力特征值=140；第三层粘土层：底部埋深为4.50-5.20m，承载力特征值=200；第四层中沙层：底部埋深为5.50-7.30m，承载力特征值=160；第五层粗砂层：底部埋深为7.30-9.80m，承载力特征值=170；第六层含砾粗砂层：底部埋深为17.00-18.40m，承载力特征值=190；第七层含卵砾砂层：底部埋深为25.80-27.00m，承载力特征值=240；第八层粉质粘土：底部埋深为35.00-38.60m，承载力特征值=250；第九层含卵砾砂层：底部未揭穿，最大揭露厚度13.00m地下水埋深13.30-16.40m，本场区地下水对混凝土结构中钢筋无腐蚀性。材料选用：1.混凝土：梁柱板均使用C30混凝土。2.钢筋：纵向受力钢筋采用热轧钢筋HRB400，其余采用热轧钢筋HRB335。3.墙体：外墙采用250厚陶粒空心砌块（5.00），水刷石外墙面（0.50）,水泥粉刷内墙面（0.36）；内墙采用200厚陶粒空心砌块（5.00），水泥粉刷墙面（0.36）；女儿墙采用250厚陶粒空心砌块（5.00），100mm的混凝土压顶（25.00），水刷石墙面（0.50）。4.窗：塑钢窗（0.45）；门：木门（0.20）。§1.2结构选型结构体系选型：采用钢筋混凝土现浇框架结构体系。屋面结构：采用现浇混凝土肋型屋盖，刚柔性结合的屋面，屋面板厚120mm。楼面结构：采用现浇混凝土肋型屋盖，板厚120mm。地下室顶板结构：采用现浇钢筋混凝土肋形楼盖，板厚120mm。楼梯结构：采用钢筋混凝土梁式楼梯。§1.3计算简图结构的平面柱网布置如图1-1，因为图书馆需要较大的开间，结合实际使用要求，布置7200mm×7200mm柱网。选取⑧号轴线上的一榀框架进行计算，框架单元的计算简图如图1-2，框架的轴向尺寸及节点编号如图1-3。图1-1结构的平面柱网布置图1-2框架单元计算简图图1-3框架轴线尺寸

§1.4梁柱的截面尺寸§1.4.1梁的截面尺寸取跨度较大者进行计算，取，取故框架梁的截面尺寸为。其惯性矩为：次梁的截面尺寸为。§1.4.2柱的截面尺寸按层高确定柱截面尺寸。取底层，柱截面尺寸。其惯性矩为：§1.5梁柱线刚度计算(对于中框架梁取)根据公式，可以得出梁柱的线刚度如下：梁：柱：取值作为基础值1.0，酸的梁柱的相对线刚度标于图1-4中。图1-4梁、柱相对线刚度

第二章荷载计算§2.1恒载标准值计算屋面屋面表层3.72KN/m2结构层：120厚现浇钢筋混凝土板0.12m×25KN/m3=3.00KN/m2抹灰层：10厚混合砂浆0.01m×17KN/m3=0.17KN/m2合计：6.89KN/m2各层走廊楼面水磨石地面0.65KN/m2结构层：120厚现浇钢筋混凝土板0.12m×25KN/m3=3.00KN/m2抹灰层：10厚混合砂浆0.10m×17KN/m3=0.17N/m2合计3.82KN/m2标准层楼面楼面1.16KN/m2结构层：120厚现浇钢筋混凝土板0.12m×25KN/m3=3.00KN/m2抹灰层：10混合砂浆0.01m×17KN/m3=0.17KN/m2合计4.33KN/m2梁自重：b×h=300mm×600mm梁自重25kN/m3×0.3m×（0.6m-0.12m）=3.6KN/m抹灰层:10厚混合砂0.01m×(0.60m×2＋0.3m)×17KN/m=0.21KN/m合计：3.81KN/m次梁：b×h=250mm×500mm梁自重：25kN/m3×0.25m×（0.50m-0.12m）=2.38KN/m抹灰层：10厚水泥砂浆0.01m×(0.5m×2＋0.25m)×17KN/m=0.17KN/m合计：2.55KN/m柱自重：b×h=600mm×600mm柱自重:25kN/m3×0.6m×0.6m=9.00KN/m抹灰层：10厚混合砂浆抹灰层0.01m×0.6m×4×17kN/m3＝0.41KN/m合计：9.41KN/m外纵墙自重标准层：纵墙：0.9m×0.25m×5.0KN/m3＝1.13KN/m塑钢窗：0.45KN/m2×2.4m＝1.08KN/m水刷石外墙面：（4.2m-2.4m-0.6m）×0.50KN/m2＝0.60KN/m水泥粉刷内墙面：（4.2m-2.4m-0.6m）×0.36KN/m2＝0.43KN/m合计：3.24KN/m底层：纵墙（4.2m-0.6m）×0.25m×5.0kN/m3=4.50KN/m水刷石外墙面：（4.2m-0.6m）×0.5kN/m3=0.67KN/m水泥粉刷内墙面：（4.2m-0.6m）×0.36kN/m3=1.30KN/m合计7.60KN/m内墙自重内墙：（4.2m-0.6m）×0.2m×5.0kN/m3=3.60KN/m水泥粉刷内外墙面：（4.2m-0.6m）×2×0.36KN/m2＝2.60KN/m合计：6.20KN/m§2.2活载标准值计算屋面和楼面活荷载标准值根据《荷载规范》查得：上人屋面：楼面：藏书库：储藏室：阅览室：办公室：走廊：雪荷载屋面活荷与雪荷载不同时考虑，两者中取大值。§2.3竖向荷载下框架受荷总图§2.3.1计算单元取⑧号轴线横向框架进行计算，计算单元宽度为7.2m，如图2-1所示。由于房间布置有次梁，故直接传给该框架的楼面荷载如图中的水平影阴线所示。计算单元范围内的其余楼面荷载则通过次梁和纵向框架梁以集中力的的形式传给横向框架，作用于各节点上。由于纵向框架梁的中心线与柱的中心线重合，因此在框架节点上没有作用集中力矩。图2-1横向框架计算单元§2.3.2荷载计算一、恒荷载计算在图2-2中，，代表横梁自重，为均布荷载，对于第五层和分别为屋面板传给横梁的梯形荷载和三角形荷载，由几何关系可得：为简化计算根据支座截面弯矩相等的原则等效为均布荷载，则图2-2各层梁上作用的恒载,分别为由两边纵梁、中纵梁直接传给柱的恒载，它包括梁自重、屋面板重和女儿墙的重力荷载，计算如下：女儿墙自重（做法：墙高1100mm，100mm的混凝土压顶）：按此荷载计算方法计算其它各层横向框架恒载，对于第一到四层对于地下一层二、活荷载计算活荷载作用下各层框架梁上的荷载分布如图2-3所示图2-3各层梁上作用的活载对于第五层对于第一到四层对于地下一层框架在竖向荷载作用下的受荷总图如图2-4所示。图2-4框架竖向受荷总图注:①图中各值的单位为②图中数值均为标准值。

第三章框架内力计算§3.1恒荷载标准值作用下的内力计算§3.1.1恒荷载作用下的框架弯矩计算梁的固断弯矩可按下面方法求得：故：根据梁、柱相对线刚度，算出各节点的弯矩分配系数，如下表所示。如点：用弯矩分配法计算框架内力。传递系数为1/2，各节点分配两次即可。计算结果如表所示。根据计算结果画出恒荷载作用下的弯矩图如图3-1所示。层数节点号BCDE杆件号上柱下柱BCCB上柱下柱CDDC上柱下柱DEED上柱下柱五层刚度系数0.001.000.580.580.001.001.401.400.001.000.580.580.001.00分配系数0.000.630.370.200.000.340.470.470.000.340.200.370.000.63固端弯矩0.000.00-111.89111.890.000.00-12.5512.550.000.00-111.89111.890.000.00分配0.0070.6841.21-19.420.00-33.30-46.6246.620.0033.3019.42-41.210.00-70.68传递0.0014.79-9.7120.600.00-8.5623.31-23.310.008.56-20.609.710.00-14.79分配0.00-3.21-1.87-6.910.00-11.85-16.5916.590.0011.856.911.870.003.21Σ0.0082.26-82.26106.170.00-53.72-52.4552.450.0053.72-106.1782.260.00-82.26四层刚度系数1.001.000.580.581.001.001.401.401.001.000.580.581.001.00分配系数0.390.390.230.150.250.250.350.350.250.250.150.230.390.39固端弯矩0.000.00-76.4276.420.000.00-8.238.230.000.00-76.4276.420.000.00分配29.5929.5917.25-9.98-17.12-17.12-23.9723.9717.1217.129.98-17.25-29.59-29.59传递35.3414.79-4.998.62-16.65-8.5611.99-11.9916.658.56-8.624.99-35.34-14.79分配-17.48-17.48-10.190.671.161.161.62-1.62-1.16-1.16-0.6710.1917.4817.48Σ47.4526.90-74.3575.74-32.62-24.53-18.6018.6032.6224.53-75.7474.35-47.45-26.90层数节点号BCDE杆件号上柱下柱BCCB上柱下柱CDDC上柱下柱DEED上柱下柱三层刚度系数1.001.000.580.581.001.001.401.401.001.000.580.581.001.00分配系数0.390.390.230.150.250.250.350.350.250.250.150.230.390.39固端弯矩0.000.00-76.4276.420.000.00-8.238.230.000.00-76.4276.420.000.00分配29.5929.5917.25-9.98-17.12-17.12-23.9723.9717.1217.129.98-17.25-29.59-29.59传递14.7914.79-4.998.62-8.56-8.5611.99-11.998.568.56-8.624.99-14.79-14.79分配-9.52-9.52-5.55-0.51-0.88-0.88-1.231.230.880.880.515.559.529.52Σ34.8634.86-69.7174.55-26.56-26.56-21.4421.4426.5626.56-74.5569.71-34.86-34.86二层刚度系数1.001.000.580.581.001.001.401.401.001.000.580.581.001.00分配系数0.390.390.230.150.250.250.350.350.250.250.150.230.390.39固端弯矩0.000.00-76.4276.420.000.00-8.238.230.000.00-76.4276.420.000.00分配29.5929.5917.25-9.98-17.12-17.12-23.9723.9717.1217.129.98-17.25-29.59-29.59传递14.7914.79-4.998.62-8.56-8.5611.99-11.998.568.56-8.624.99-14.79-14.79分配-9.52-9.52-5.55-0.51-0.88-0.88-1.231.230.880.880.515.559.529.52Σ34.8634.86-69.7174.55-26.56-26.56-21.4421.4426.5626.56-74.5569.71-34.86-34.86层数节点号BCDE杆件号上柱下柱BCCB上柱下柱CDDC上柱下柱DEED上柱下柱一层刚度系数1.001.000.580.581.001.001.401.401.001.000.580.581.001.00分配系数0.390.390.230.150.250.250.350.350.250.250.150.230.390.39固端弯矩0.000.00-76.4276.420.000.00-8.238.230.000.00-76.4276.420.000.00分配29.5929.5917.25-9.98-17.12-17.12-23.9723.9717.1217.129.98-17.25-29.59-29.59传递14.7913.79-4.998.62-8.56-7.8111.99-11.998.568.71-8.624.99-14.79-15.19分配-9.13-9.13-5.32-0.62-1.07-1.07-1.491.180.840.840.495.649.689.68Σ35.2534.24-69.4974.44-26.75-25.99-21.7021.3926.5226.67-74.5869.80-34.71-35.10地下一层刚度系数1.000.930.580.581.000.931.401.401.000.930.580.581.000.93分配系数0.400.370.230.150.260.240.360.360.260.240.150.230.400.37固端弯矩0.000.00-69.3869.380.000.00-8.238.230.000.00-76.4276.420.000.00分配27.5825.7316.08-9.10-15.62-14.57-21.8624.3817.4116.2510.15-17.71-30.37-28.34传递14.790.00-4.558.04-8.560.0012.19-10.938.560.00-8.855.08-14.790.00分配-4.07-3.80-2.37-1.74-2.98-2.78-4.174.012.872.671.672.253.863.60Σ38.3021.93-60.2366.58-27.16-17.35-22.0725.6928.8418.92-73.4566.04-41.31-24.7410.97-8.689.46-12.37图3-1恒荷载作用下的弯矩图（）§3.1.2恒荷载作用下框架的剪力计算据简图和推倒公式进行计算梁：柱：恒荷载作用下的剪力图如图3-2所示。图3-2恒荷载作用下的剪力图（）§3.1.3恒荷载作用下框架的轴力计算包括联系梁传来的荷载及柱自重。恒载作用下的轴力图如图3-3所示。图3-3恒荷载作用下的轴力图（）§3.2活荷载标准值作用下的内力计算与恒荷载标准值作用下的内力计算方法相同。§3.2.1活荷载作用下的框架弯矩计算用弯矩分配法计算框架内力。传递系数为1/2，各节点分配两次即可。计算结果如下表所示。根据计算结果画出活荷载作用下的弯矩图如图3-4所示。层数节点号BCDE杆件号上柱下柱BCCB上柱下柱CDDC上柱下柱DEED上柱下柱五层刚度系数0.001.000.580.580.001.001.401.400.001.000.580.580.001.00分配系数0.000.630.370.200.000.340.470.470.000.340.200.370.000.63固端弯矩0.000.00-27.6927.690.000.00-2.812.810.000.00-27.6927.690.000.00分配0.0017.4910.20-4.860.00-8.34-11.6811.680.008.344.86-10.200.00-17.49传递0.005.36-2.435.100.00-3.045.84-5.840.008.25-5.102.430.00-13.41分配0.00-1.85-1.08-1.540.00-2.65-3.711.260.000.900.534.040.006.93Σ0.0021.00-21.0026.380.00-14.02-12.369.910.0017.49-27.4023.970.00-23.97四层刚度系数1.001.000.580.581.001.001.401.401.001.000.580.581.001.00分配系数0.390.390.230.150.250.250.350.350.250.250.150.230.390.39固端弯矩0.000.00-27.6927.690.000.00-3.523.520.000.00-69.2569.250.000.00分配10.7210.726.25-3.54-6.07-6.07-8.5023.1016.5016.509.62-15.63-26.81-26.81传递8.755.35-1.773.13-4.17-3.0411.55-4.254.178.25-7.824.81-8.75-13.41分配-4.77-4.77-2.78-1.09-1.88-1.88-2.63-0.13-0.09-0.09-0.053.916.716.71Σ14.7011.30-25.9926.18-12.12-10.98-3.0922.2520.5824.67-67.5062.34-28.84-33.50层数节点号BCDE杆件号上柱下柱BCCB上柱下柱CDDC上柱下柱DEED上柱下柱三层刚度系数1.001.000.580.581.001.001.401.401.001.000.580.581.001.00分配系数0.390.390.230.150.250.250.350.350.250.250.150.230.390.39固端弯矩0.000.00-27.6227.690.000.00-3.523.520.000.00-69.2569.250.000.00分配10.6910.696.23-3.54-6.07-6.07-8.5023.1016.5016.509.62-15.63-26.81-26.81传递5.365.36-1.773.12-3.04-3.0411.55-4.258.258.25-7.824.81-13.41-13.41分配-3.47-3.47-2.02-1.26-2.16-2.16-3.02-1.56-1.12-1.12-0.654.978.528.52Σ12.5912.59-25.1826.01-11.26-11.26-3.4920.8123.6423.64-68.0963.40-31.70-31.70二层刚度系数1.001.000.580.581.001.001.401.401.001.000.580.581.001.00分配系数0.390.390.230.150.250.250.350.350.250.250.150.230.390.39固端弯矩0.000.00-27.6927.690.000.00-3.523.520.000.00-69.2569.250.000.00分配10.7210.726.25-3.54-6.07-6.07-8.5023.1016.5016.509.62-15.63-26.81-26.81传递5.355.36-1.773.13-3.04-3.0411.55-4.258.258.25-7.824.81-13.41-13.41分配-3.46-3.46-2.02-1.26-2.16-2.16-3.03-1.56-1.12-1.12-0.654.978.528.52Σ12.6112.62-25.2326.02-11.27-11.27-3.4920.8123.6423.64-68.0963.40-31.70-31.70层数节点号BCDE杆件号上柱下柱BCCB上柱下柱CDDC上柱下柱DEED上柱下柱一层刚度系数1.001.000.580.581.001.001.401.401.001.000.580.581.001.00分配系数0.390.390.230.150.250.250.350.350.250.250.150.230.390.39固端弯矩0.000.00-27.6927.690.000.00-3.523.520.000.00-69.2569.250.000.00分配10.7210.726.25-3.54-6.07-6.07-8.5023.1016.5016.509.62-15.63-26.81-26.81传递5.366.89-1.773.13-3.04-3.9711.55-4.258.258.39-7.824.81-13.41-13.76分配-4.06-4.06-2.37-1.12-1.93-1.93-2.70-1.61-1.15-1.15-0.675.058.668.66Σ12.0313.55-25.5826.16-11.03-11.97-3.1620.7623.6123.75-68.1163.48-31.56-31.92地下一层刚度系数1.000.930.580.581.000.931.401.401.000.930.580.581.000.93分配系数0.400.370.230.150.260.240.360.360.260.240.150.230.400.37固端弯矩0.000.00-34.6534.650.000.00-3.523.520.000.00-69.2569.250.000.00分配13.7712.858.03-4.63-7.95-7.42-11.1323.5016.7915.669.79-16.05-27.52-25.68传递5.360.00-2.324.01-3.040.0011.75-5.568.250.00-8.024.89-13.410.00分配-1.21-1.13-0.71-1.90-3.25-3.03-4.551.911.361.270.791.973.383.16Σ17.9211.72-29.6432.13-14.23-10.45-7.4523.3626.4016.93-66.6960.07-37.55-22.525.86-5.238.47-11.26图3-4活荷载作用下的弯矩图（）§3.2.2活荷载作用下框架的剪力计算恒荷载作用下的剪力图如图3-5所示。图3-5活荷载作用下的剪力图（）§3.2.3活荷载作用下框架的轴力计算活载作用下的轴力图如图3-6所示。图3-6活荷载作用下的轴力图（）§3.3抗震计算§3.3.1计算重力荷载标准值屋（楼）面板重屋面板尺寸标准层走廊楼面尺寸所以标准层楼面尺寸底层走廊楼面尺寸所以底层楼面尺寸屋面板重标准层楼面板重底层楼面板重墙重女儿墙重标准层外墙重底层外墙重标准层内墙重底层内墙重柱重梁重活载屋面雪荷载标准层藏书库活荷载标准层其他活荷载底层藏书库活荷载底层其它活荷载以板的中心线为中心，取上层的下半段和下层的上半段为一计算整体，则：§3.3.2水平地震作用下框架的侧移验算梁、柱线刚度计算抗震计算中固定端取处横梁线刚度BC跨梁：CD跨梁：DE跨梁：柱的线刚度框架柱的侧移刚度D值（表3-1、表3-2）D边柱B0.5840.22611853边柱E0.5840.22611853中柱C1.9840.49826120中柱D1.9840.49826120表3-1二至五层框架柱的侧移刚度D值D边柱B0.5840.42022029边柱E0.5840.42022029中柱C1.9840.62332676中柱D1.9840.62332676表3-2一层框架柱的侧移刚度D值框架自振周期的计算按公式计算水平地震作用标准组和位移的计算多遇地震作用下，设防烈度为7度，查《抗规》表5.1.4-1，；Ⅱ类场地，设计地震分组为第三组，查《抗规》表5.1.4-2，。，除有专门规定外，建筑结构的阻尼比应取0.05，由地震影响系数曲线，则因为，所以不考虑顶部附加地震作用，。结构总水平作用标准值各层水平地震作用标准值、楼层地震剪力及楼层间位移计算表见表3-3。其中底层（满足）层数5941621.01977365968629759756075680.0024950316.815965078717626075680.0033950312.611973859023526075680.004295038.47982539427466075680.005195034.23991319729438752800.003二层（满足）表3-3、和的计算横向框架各层水平地震作用和地震剪力如图3-7所示。图3-7§3.3.3水平地震作用下横向框架的内力计算柱剪力和柱端弯矩见表3-4，地震作用下框架弯矩图简图3-8，框架梁端剪力及柱轴力见表3-5。层数12345边柱B4.24.2294327462352176297587528060756860756860756860756822029118531185311853118530.02520.01950.01950.01950.019574.1653.5545.8634.3619.010.5840.5840.5840.5840.5840.7080.5000.4420.3500.292220.52112.4685.1350.3623.3190.95112.46107.4893.8056.53层数12345边柱C4.24.2294327462352176297587528060756860756860756860756832676261202612026120261200.03730.04300.04300.04300.0430109.77118.08101.1475.7741.931.9841.9841.9841.9841.9840.5520.5000.4990.4490.399254.49247.97211.97142.8970.27206.54247.97212.82175.35105.84层数12345边柱B4.24.2294327462352176297587528060756860756860756860756832676261202612026120261200.03730.04300.04300.04300.0430109.77118.08101.1475.7741.931.9841.9841.9841.9841.9840.5520.5000.4990.4490.399254.49247.97211.97142.8970.27206.54247.97212.82175.35105.84层数12345边柱B4.24.2294327462352176297587528060756860756860756860756822029118531185311853118530.02520.01950.01950.01950.019574.1653.5545.8634.3619.010.5840.5840.5840.5840.5840.7080.5000.4420.3500.292220.52112.4685.1350.3623.3190.95112.46107.4893.8056.53表3-4框架柱剪力和柱端弯矩标准值注：；为柱下端弯矩；为柱上端弯矩。层数12345BC跨梁端剪力7.27.2203.41197.59157.84117.1156.53133.63135.22104.5872.2131.1246.8146.2236.4526.2912.17层数12345CD跨梁端剪力3.03.03.03.03.0320.88324.72251.13173.4174.72320.88324.72251.13173.4174.72213.92216.48167.42115.6149.81层数12345DE跨梁端剪力7.27.2133.63135.22104.5872.2131.12203.41197.59157.84117.1156.5346.8146.2236.4526.2912.17层数12345柱轴力边柱B-167.94-121.13-74.91-38.46-12.17中柱C-595.30-428.19-257.93-126.96-37.64中柱D+595.30+428.19+257.93+126.96+37.64边柱E+167.94+121.13+74.91+38.46+12.17表-5梁端剪力和柱轴力图3-8地震作用下框架弯矩图

第四章框架内力计算各种荷载作用情况下的框架内力求得后，根据最不利又是可能的原则进行内力组合。当考虑结构塑性内力重分布的有利影响时，应在内力组合之前对竖向荷载作用下的内力进行调幅。其中在恒载作用下，对梁端负弯矩进行调幅，调幅系数为0.8，而且当梁端负弯矩减小后，应按平衡条件计算调幅后的跨中弯矩，调整后梁跨中正弯矩至少应取按简支梁计算的跨中弯矩的一半，即。在活载作用下，采用满跨布置荷载的方法，对梁端负弯矩进行调幅，调幅系数也为0.8，而且当梁端负弯矩减小后，应按平衡条件计算调幅后的跨中弯矩。但在满跨布置荷载时，求得的梁的跨中弯矩比最不利荷载位置法的计算结果要小，因此对跨中弯矩应乘以1.1的系数予以增大。调整后梁跨中正弯矩至少应取按简支梁计算的跨中弯矩的一半，即。分别考虑恒荷载和活荷载有可变荷载效应控制的组合和由永久荷载效应控制的组合，并比较两种组合的内力，取最不利者。由于构件控制截面的内力值应取自支座边缘处，为此，进行组合前，应先计算各控制截面处的（支座边缘处的）内力值。梁支座边缘处的内力值：式中-支座边缘截面的弯矩标准值；-支座边缘截面的剪力标准值；-梁柱中线交点处的弯矩标准值；-与相应的梁柱中线交点处的剪力标准值；-梁单位长度的均布荷载标准值；-梁端支座宽度（即柱截面高度）。柱上端控制截面在上层的梁底，柱下端控制截面在下层梁顶。按轴线计算简图算得的柱端内力值，宜换算到控制截面处的值。恒载作用下梁端弯矩调幅和调幅后剪力计算（调幅系数0.8）编号层次调幅前跨度荷载调幅后M左M右M中M左M右M中BC跨582.26106.1773.627.2025.9065.8184.9492.46474.3575.7439.597.2017.6959.4860.5957.32369.7174.5542.507.2017.6955.7759.6457.32269.7174.5542.507.2017.6955.7759.6457.32169.4974.4442.677.2017.6955.5959.5557.32-160.2366.5840.667.2016.0648.1853.2653.34CD跨552.4552.45-33.633.0016.7341.9641.969.41418.6018.60-6.263.0010.9714.8814.886.17321.4421.44-9.103.0010.9717.1517.156.17221.4421.44-9.103.0010.9717.1517.156.17121.7021.39-9.203.0010.9717.3617.116.17-122.0725.69-11.543.0010.9717.6620.556.17DE跨5106.1782.2673.627.2025.9084.9465.8192.46475.7474.3539.597.2017.6960.5959.4857.32374.5569.7142.507.2017.6959.6455.7757.32274.5569.7142.507.2017.6959.6455.7757.32174.5869.8042.447.2017.6959.6655.8457.32-173.4566.0444.897.2017.6958.7652.8358.84恒荷载作用下梁端弯矩调幅计算表活载作用下梁端弯矩调幅和调幅后剪力计算（调幅系数0.8）编号层次调幅前跨度荷载调幅后M左M右M中M左M右M中BC跨521.0026.3817.857.206.4116.8021.1024.84425.9926.1815.457.206.4120.7920.9422.74325.1826.0115.947.206.4120.1420.8123.17225.2326.0215.917.206.4120.1820.8223.14125.5826.1615.677.206.4120.4620.9322.92-129.6432.1321.087.208.0223.7125.7029.99CD跨512.369.91-6.923.003.759.897.932.1143.0922.25-7.393.004.692.4717.802.6433.4920.81-6.873.004.692.7916.652.6423.4920.81-6.873.004.692.7916.652.6413.1620.76-6.683.004.692.5316.612.64-17.4523.36-10.133.004.695.9618.692.64DE跨527.4023.9715.857.206.4121.9219.1823.09467.5062.3438.957.2016.0354.0049.8757.13368.0963.4038.137.2016.0354.4750.7256.41268.0963.4038.137.2016.0354.4750.7256.41168.1163.4838.087.2016.0354.4950.7856.36-166.6960.0740.497.2016.0353.3548.0658.49活荷载作用下梁端弯矩调幅计算表梁、柱的内力组合如下表：梁控制截面弯矩和剪力值层次位置截面荷载类型五层BC跨左恒载65.8190.580.638.6425.9082.81活载16.8022.480.610.066.4120.56地震56.5312.170.652.880.0012.17右恒载84.9498.900.655.2725.9091.13活载21.1023.670.614.006.4121.75地震31.1212.170.627.470.0012.17CD跨左恒载41.9625.100.634.4316.7320.08活载9.896.280.68.013.755.16地震74.7249.810.659.780.0049.81右恒载41.9625.100.634.4316.7320.08活载7.934.970.66.443.753.85地震74.7249.810.659.780.0049.81DE跨左恒载84.9495.900.656.1725.9088.13活载21.9223.460.614.886.4121.54地震31.1212.170.627.470.0012.17右恒载65.8190.580.638.6425.9082.81活载19.1822.690.612.376.4120.77地震56.5312.170.652.880.0012.17梁控制截面弯矩和剪力值层次位置截面荷载类型四层BC跨左恒载59.4863.530.640.4217.6958.22活载20.7923.050.613.886.4121.13地震117.1126.290.6109.220.0026.29右恒载60.5963.840.641.4417.6958.53活载20.9423.100.614.016.4121.18地震72.2126.290.664.320.0026.29CD跨左恒载14.8816.460.69.9410.9713.17活载2.471.930.61.894.690.52地震173.41115.610.6138.730.00115.61右恒载14.8816.460.69.9410.9713.17活载17.8012.140.614.164.6910.73地震173.41115.610.6138.730.00115.61DE跨左恒载60.5963.840.641.4417.6958.53活载54.0058.280.636.5216.0353.47地震72.2126.290.664.320.0026.29右恒载59.4863.530.640.4217.6958.22活载49.8757.130.632.7316.0352.32地震117.1126.290.6109.220.0026.29梁控制截面弯矩和剪力值层次位置截面荷载类型三层BC跨左恒载55.7763.150.636.8317.6957.84活载20.1422.980.613.256.4121.06地震157.8436.450.6146.910.0036.45右恒载59.6464.220.640.3717.6958.91活载20.8123.170.613.866.4121.25地震104.5836.450.693.650.0036.45CD跨左恒载17.1516.460.612.2110.9713.17活载2.792.420.62.064.691.01地震251.13167.420.6200.900.00167.42右恒载17.1516.460.612.2110.9713.17活载16.6511.650.613.164.6910.24地震251.13167.420.6200.900.00167.42DE跨左恒载59.6464.220.640.3717.6958.91活载54.4758.230.637.0016.0353.42地震104.5836.450.693.650.0036.45右恒载55.7763.150.636.8317.6957.84活载50.7257.190.633.5616.0352.38地震157.8436.450.6146.910.0036.45梁控制截面弯矩和剪力值层次位置截面荷载类型二层BC跨左恒载55.7763.150.636.8317.6957.84活载20.1822.990.613.286.4121.07地震197.5946.220.6183.720.0046.22右恒载59.6464.220.640.3717.6958.91活载20.8223.160.613.876.4121.24地震135.2246.220.6121.350.0046.22CD跨左恒载17.1516.460.612.2110.9713.17活载2.792.420.62.064.691.01地震324.72216.480.6259.780.00216.48右恒载17.1516.460.612.2110.9713.17活载16.6511.650.613.164.6910.24地震324.72216.480.6259.780.00216.48DE跨左恒载59.6464.220.640.3717.6958.91活载54.4758.230.637.0016.0353.42地震135.2246.220.6121.350.0046.22右恒载55.7763.150.636.8317.6957.84活载50.7257.190.633.5616.0352.38地震197.5946.220.6183.720.0046.22梁控制截面弯矩和剪力值层次位置截面荷载类型一层BC跨左恒载55.5963.130.636.6517.6957.82活载20.4623.010.613.566.4121.09地震203.4146.810.6189.370.0046.81右恒载59.5564.230.640.2817.6958.92活载20.9323.140.613.996.4121.22地震133.6346.810.6119.590.0046.81CD跨左恒载17.3616.540.612.4010.9713.25活载2.532.340.61.834.690.93地震320.88213.920.6256.700.00213.92右恒载17.1116.370.612.2010.9713.08活载16.6111.730.613.094.6910.32地震320.88213.920.6256.700.00213.92DE跨左恒载59.6664.220.640.3917.6958.91活载54.4958.220.637.0216.0353.41地震133.6346.810.6119.590.0046.81右恒载55.8463.150.636.9017.6957.84活载50.7857.190.633.6216.0352.38地震203.4146.810.6189.370.0046.81表格名杆件截面内力荷载种类内力组合恒载活载地震荷载1.2恒荷载+1.4活荷载1.35恒荷载+0.7×1.4活荷载左震右震左震右震1.2×（恒荷载+0.5活荷载）+1.3地震荷载5楼楼顶横梁内力组合BCBM-38.64-10.0652.88-52.88-60.45-62.0216.34-121.15V82.8120.56-12.1712.17128.16131.9495.89127.53跨中M92.4624.8412.71-12.71145.73149.16142.38109.33C左M-55.27-14.00-27.4727.47-85.92-88.33-110.44-39.01V-91.13-21.75-12.1712.17-139.81-144.34-138.23-106.59CDC右M-34.43-8.0159.78-59.78-52.53-54.3331.59-123.84V20.085.16-49.8149.8131.3232.16-37.5691.95跨中M9.412.110.000.0014.2514.7712.5612.56D左M-34.43-6.44-59.7859.78-50.33-52.79-122.8932.53V-20.08-3.85-49.8149.81-29.49-30.88-91.1638.35DED右M-56.17-14.8822.47-22.47-88.24-90.41-47.12-105.54V88.1321.54-12.1712.17135.91140.08102.86134.50跨中M92.4623.09-12.7112.71143.28147.45108.28141.33EM-38.64-12.37-52.8852.88-63.69-64.29-122.5314.95V-82.81-20.77-12.1712.17-128.45-132.15-127.66-96.01表格名杆件截面内力荷载种类内力组合恒载活载地震荷载1.2恒荷载+1.4活荷载1.35恒荷载+0.7×1.4活荷载左震右震左震右震1.2×（恒荷载+0.5活荷载）+1.3地震荷载4楼楼顶横梁内力组合BCBM-40.42-13.88109.22-109.22-67.94-68.1785.15-198.82V58.2221.13-26.2826.2999.4599.3048.38116.72跨中M57.3222.7422.45-22.45100.6299.67111.6153.24C左M-41.44-14.01-64.3264.32-69.34-69.67-141.7525.48V-58.53-21.18-26.2926.29-99.89-99.77-117.12-48.77CDC右M-9.94-1.89138.73-138.73-14.57-15.27167.29-193.41V13.170.52-115.61115.6116.5318.29-134.18166.41跨中M6.172.640.000.0011.1010.928.998.99D左M-9.94-14.16-138.73138.73-31.75-27.30-200.77159.93V-13.17-10.73-115.61115.61-30.83-28.29-172.54128.05DED右M-41.44-36.5264.32-64.32-100.86-91.7311.98-155.26V58.5353.47-26.2926.29145.09131.4268.14136.50跨中M57.3257.13-22.4522.45148.77133.3773.88132.25EM-40.42-32.73-109.22109.22-94.33-86.64-210.1373.84V-58.22-52.32-26.2926.29-143.11-129.87-135.43-67.08表格名杆件截面内力荷载种类内力组合恒载活载地震荷载1.2恒荷载+1.4活荷载1.35恒荷载+0.7×1.4活荷载左震右震左震右震1.2×（恒荷载+0.5活荷载）+1.3地震荷载3楼楼顶横梁内力组合BCBM-36.83-13.25146.91-146.91-62.75-62.71138.84-243.13V57.8421.06-36.4536.4598.8998.7234.66129.43跨中M57.3223.1726.63-26.63101.22100.09117.3148.07C左M-40.37-13.86-153.65153.65-67.85-68.08-256.51142.99V-58.91-21.25-36.4536.45-100.44-100.35-130.83-36.06CDC右M-12.21-2.06200.90-200.90-17.54-18.50245.28-277.06V13.171.01-167.42167.4217.2218.77-201.24234.06跨中M6.172.640.000.0011.1010.928.998.99D左M-12.21-13.16-200.90200.90-33.08-29.38-283.72238.62V-13.17-10.24-167.42167.42-30.14-27.81-239.59195.70DED右M-40.37-37.0093.65-93.65-100.24-90.7651.10-192.39V58.9153.42-36.4536.45145.48131.8855.36150.13跨中M57.3256.41-26.6326.63147.76132.6668.01137.25EM-36.83-33.56-146.91146.91-91.18-82.61-255.32126.65V-57.84-52.38-36.4536.45-142.74-129.42-148.22-53.45表格名杆件截面内力荷载种类内力组合恒载活载地震荷载1.2恒荷载+1.4活荷载1.35恒荷载+0.7×1.4活荷载左震右震左震右震1.2×（恒荷载+0.5活荷载）+1.3地震荷载2楼楼顶横梁内力组合BCBM-36.83-13.28183.72-183.72-62.79-62.73186.67-291.00V57.8421.07-46.2246.2298.9198.7321.96142.14跨中M57.3223.1431.19-31.19101.18100.06123.2242.12C左M-40.37-13.87-121.35121.35-67.86-68.09-214.52100.99V-58.91-21.24-46.2246.22-100.43-100.34-143.52-23.35CDC右M-12.21-2.06259.78-259.78-17.54-18.50321.83-353.60V13.171.01-216.48216.4817.2218.77-265.01297.83跨中M6.172.640.000.0011.1010.928.998.99D左M-12.21-13.16-259.78259.78-33.08-29.38-360.26315.17V-13.17-10.24-216.48216.48-30.14-27.81-303.37259.48DED右M-40.37-37.00121.35-121.35-100.24-90.7687.11-228.40V58.9153.42-46.2246.22145.48131.8842.66162.83跨中M57.3256.41-31.1931.19147.76132.6662.08143.18EM-36.83-33.56-183.72183.72-91.18-82.61-303.17174.50V-57.38-52.38-46.2246.22-142.19-128.80-160.37-40.20表格名杆件截面内力荷载种类内力组合恒载活载地震荷载1.2恒荷载+1.4活荷载1.35恒荷载+0.7×1.4活荷载左震右震左震右震1.2×（恒荷载+0.5活荷载）+1.3地震荷载1楼楼顶横梁内力组合BCBM-36.56-13.56189.37-189.37-62.86-62.64194.17-298.19V57.8221.09-46.8146.8198.9198.7321.19142.89跨中M57.3222.9234.89-34.89100.8799.84127.8937.18C左M-40.28-13.99-119.59119.59-67.92-68.09-212.2098.74V-58.92-21.22-46.8146.81-100.41-100.34-144.29-22.58CDC右M-12.40-1.83256.70-256.70-17.44-18.53317.73-349.69V13.250.93-213.92213.9217.2018.80-261.64294.55跨中M6.172.640.000.0011.1010.928.998.99D左M-12.20-13.09-256.70256.70-32.97-29.30-356.20311.22V-13.08-10.32-213.92213.92-30.14-27.77-299.98256.21DED右M-40.39-37.02119.59-119.59-100.30-90.8184.79-226.15V58.9153.41-46.8146.81145.47131.8741.89163.59跨中M57.3256.36-34.8934.89147.69132.6157.24147.96EM-36.90-33.62-189.37189.37-91.35-82.76-310.63181.73V-57.84-52.38-46.8146.81-142.74-129.42-161.69-39.98B柱内力组合层数截面内力荷载类型内力组合恒载活载地震1.2恒+1.4活1.2（恒+0.5活）+1.3地震荷载1.35恒+0.7×1.4活左震右震左震右震N、VM、VM、V五层柱顶M82.2621.0056.53-56.53128.11184.8037.82131.63184.80131.6337.82N260.1254.8812.17-12.17388.98360.89329.25404.94360.89404.94329.25柱底M47.4514.7023.31-23.3177.5296.0635.4678.4696.0678.4635.46N299.6454.8812.17-12.17436.40408.32376.68458.30408.32458.30376.68V-30.88-8.5019.01-19.01-48.96-17.45-66.87-50.02-17.45-50.02-66.87四层柱顶M26.9011.3093.80-93.8048.10161.00-82.8847.39161.0047.39-82.88N488.64110.3338.46-38.46740.83702.56602.57767.79702.56767.79602.57柱底M34.8612.6050.36-50.3659.47114.86-16.0859.41114.8659.41-16.08N528.16110.3338.46-38.46788.25749.99649.99821.14749.99821.14649.99V-14.70-5.6934.32-34.32-25.6123.56-65.68-25.4323.56-25.43-65.68三层柱顶M34.8612.60107.48-107.4859.47189.12-90.3359.41189.1259.41-90.33N716.78165.7274.91-74.911092.141056.95862.191130.061056.951130.06862.19柱底M34.8612.6185.13-85.1359.49160.07-61.2759.42160.0759.42-61.27N756.30165.7274.91-74.911139.57110