关 键 词：

含CAD图纸+文档 伊川县 第六 高级中学 教学楼 建筑 结构设计 CAD 图纸 文档

资源描述：

压缩包内含有CAD图纸和说明书,均可直接下载获得文件，所见所得，电脑查看更方便。Q 197216396 或 11970985

内容简介：

伊川县第六高级中学教学楼建筑与结构设计摘 要此次设计从实际出发，并且结合环景保的理念和人文理念，完成了教学楼的建筑设计和结构设计。建筑设计主要考虑到建筑物的使用功能的要求，建筑的外形像一把钥匙，象征着开启知识宝库的钥匙！建筑的外形简单、明了，并且反应了新时代的气息。之后结合建筑的有关规范，绘制了教学楼的立面图、平面图、剖面图等；结构的设计部分主要是完成板的计算和配筋、楼梯的计算和配筋，一品框架中梁和柱的配筋的计算以及内力组合的计算、基础内力和配筋的计算等，并在此基础上绘制了结构施工图。关键词：教学楼，框架计算，内力组合，受力分析，构建计算Yichuan County sixth high school teaching building construction and structural designAbstractThe design from the reality, and the combined panorama protection concepts and humanistic philosophy, completed the architectural and structural design school building. Taking into account the architectural design of the main requirements for the use of the function of the building, architectural shape like a key, symbolizing the open key of knowledge! Shape building simple, clear, and reflects the atmosphere of a new era. After combining the relevant norms of the building, drawn elevations, plans, sections and other school buildings; the design part of the structure is the completion of the plate calculation and reinforcement, stair calculations and reinforcement, reinforcement of a product frame beams and columns computing and calculating internal force, the basis of calculation of internal forces and reinforcement, and construction drawing drawn on this basis.Keywords: teaching building, Frames, internal force, stress analysis, build computingVII目录前言1第1章 板的计算21.1 板A、B的计算21.1.1 确定板的厚度21.1.2 计算荷载21.1.3 计算A板21.1.4计算B板41.1.5 计算配筋4第2章 楼梯得计算62.1 确定梯段板的厚度62.2 荷载的计算（应取1m板的宽度为计算单元）。62.3 梯段内力的计算72.4平台板的计算72.5 弯矩的计算82.6 配筋的计算82.7 平台梁的计算82.8 内力计算92.9 配筋的计算9第3章 框架计算103.1 确定梁柱的截面尺寸103.1.1 确定柱的截面尺寸103.1.2 梁的截面尺寸103.2 恒荷载的计算103.2.1 楼面恒荷载的计算113.2.2 屋顶恒荷载113.3 竖向荷载的计算123.3.1 横跨不含有墙的边竖柱的承载力的计算123.3.2 横跨含有墙的边竖柱的承载力的计算133.3.3 恒载偏心距的计算143.3.4 计算梁柱的线刚度及分配系数143.3.5 计算固端弯矩及分配163.3.6 计算梁端剪力及柱端剪力193.3.7 计算柱的轴力203.3.8 活荷载作用下的内力计算21第4章 风荷载作用下的内力计算304.1 风荷载的计算304.1.1水平荷载的计算30第5章 内力组合和配筋的计算375.1 荷载内力的组合方式375.2 最不利荷载的内力组合形式和控制截面的确定375.2.1 框架梁375.2.2 框架柱375.3 梁内力的调整计算385.4 梁内力的调整如下表385.5 横梁的弯矩调幅415.6 横梁的内力组合425.7 柱的内力组合475.8 梁和柱的截面设计515.8.1 梁的截面设计515.8.2 梁斜截面受剪成载力计算545.8.3 柱的截面设计54第6章 地基的计算586.1 取B柱计算，B柱荷载的设计值如下：586.2 确定基础的埋置深度（基础类型为扩展基础）。586.3 对地基承载力特征值进行深度修正596.4 确定基础底面积E596.5 冲切验算（采用基本组合）596.6 基础底板配筋60结 论62谢 辞63参考文献64前言此次设计的题目为伊川县第六中学教学楼建筑与结构设计，本次设计主要是考虑到了教学楼的实用情况来进行设计的，按照其性质来进行设计的。教学楼是一种大型的公共建筑，最能体现建筑设计、结构设计的很多民用建筑设计上的各种相关的要求，由对教学楼的建设可行性研究，可以真正的掌握建筑和结构设计的最基本的理论，对以后从事工作有很好的帮助，能够培养我们的独立创作的能力。按照安全、适用、耐久、经济、美观等的要求和任务书的要求，在结合考虑建筑物周围的环境、功能的要求、通风采光的要求、节能环保的要求等，来恰当的确定建筑物的外形、房间的大小以及房间的布局等；合理的确定结构的选型、建筑的材料选择。建筑的设计是根据各类教室的使用功能的要求来确定教室开间尺寸的，以及教室的采光等。整个教学楼的平面外形设计为钥匙型，采用内廊的形式，每层的层高为3.9m，室内外的高差为0.45m。结构的设计过程中严格的按照规范中各种要求，完成了楼梯、楼板、一榀框架、基础的计算和配筋。从实际出发，在设计的时候广泛的查阅了有关各种规范，同时也参考了各种有关设计的资料及案例，从而达到了建筑物的安全性、适用性、耐久性的要求。第1章 板的计算1.1 板A、B的计算1.1.1 确定板的厚度 取板厚为120mm1.1.2 计算荷载混凝土采用C30、钢筋采用HRB400级、楼面面层为水磨石地面（底层20mm厚水泥砂浆，标准值为：）、板底面及侧面用石灰砂浆抹灰15mm厚（混合砂浆的自重标准值：）。荷载计算水磨石地面 120mm厚钢筋混凝土板 15mm厚石灰砂浆抹灰 恒荷载标准值g=0.65+3+0.26=3.91 活荷载标准值q=由可变荷载效应控制的组合： 由永久荷载效应控制的组合： 由以上可知板的内力计算取可变荷载控制计算。活荷载应按棋盘式布置：由可变荷载效应控制的组合： 1.1.3 计算A板图1-1 计算简图1. Lx=4.8m；Ly=7.2m；Lx/ Ly=0.67Vmax=77.03KN所以箍筋可以按构造配置8200。第3章 框架计算3.1 确定梁柱的截面尺寸3.1.1 确定柱的截面尺寸底层柱高：H=3.9+1=4.9m柱的宽度：b=（1/121/18）4900=408272mm柱的高度：h=（12）b=400800mm本设计房屋高度20m24m，有规范可查得该框架结构的抗震等级为三级，其轴压比限值=0.75。AcNc/fc ; Nc=1.25cAq (七度设防取=1.05；中柱c=1，边柱c=1.1；q=1214KN/m2，取q=12KN/m2；n=5)1. 边框柱A=2.43.62=17.28 Nc=1.251.11.0517.28125=1496.88KN Ac=bh=2.4105mm22. 中跨柱 A=2.43.62+1.23.62=25.92 Nc=1.2511.0525.92125=2041.2KNAc=bh=2.4105mm2有以上可知柱子的截面尺寸可都选为400600mm3.1.2 梁的截面尺寸主梁：h=7200（1/141/18）=514900mm；取h=600mm b=（1/31/2）h=（1/31/4）600=200300mm；取b=300mm过道梁：截面尺寸取为h=400mm b=300mm3.2 恒荷载的计算 图3-1 恒荷载的计算简图3.2.1 楼面恒荷载的计算水磨石地面 0.65KN/m2120mm厚现浇钢筋混凝土板 250.12=3.0 KN/m215mm混合砂浆抹灰 170.015=0.26KN/m2 楼面恒荷载 q1=0.65+3.0+0.26=3.91KN/m2梁自重 q2=250.60.3+170.015（0.6-0.12）=4.62KN/m2墙身自重： 200mm厚蒸压粉煤灰加气混凝土砌块（标准值5.5KN/m3） 5.50.2（3.9-0.6）=3.63KN/m抹灰 2170.015（3.9-0.6）=1.68 KN/m墙身自重 q3=3.63+1.68=5.31 KN/ma=2.4 L=7.2 1=a/L=0.333板传荷载 P1=(1-212+13)q=（1-20.3332+0.3333）3.912.4=7.656 KN/m没有墙：G1=2P1+q2=27.656+4.62=19.932 KN/m有墙： G2=2P1+q2+q3=27.656+4.62+5.31=24.402 KN/m计算过道梁H=2400（1/141/8）=171.4300mm 取h=400mm b=0.5h=150mm 取b=300mm梁自重 q4=25（0.4-0.12）0.3+170.015（0.4-0.2）=2.17KN/m板传的荷载 P2=5/8q=5/83.911.2=2.93 KN/mG3=2P2+q4=22.93+2.17=8.03 KN/m3.2.2 屋顶恒荷载屋顶恒荷载取 7.0 KN/m2 P1=(1-212+13)q=（1-20.3332+0.3333）7.02.4=13.69 KN/mG1=2P1+q2=213.69+4.62=32 KN/m过道 P2=5/8q=5/87.01.2=5.25 KN/mG2=2P2+q4=25.25+2.17=12.67KN/m图3-2屋顶恒载图3.3 竖向荷载的计算 3.3.1 横跨不含有墙的边竖柱的承载力的计算 确定边梁的尺寸h=4800（1/14-1/8）=342.8600mm 取h=500mm b=（1/31/2）h=166.7250mm 取b=300mm边梁的截面尺寸为： 300500mm边梁自重:q5=（0.5-0.12）250.3+2170.015（0.5-0.12）=2.95KN/m板传给边梁的：P1=5/8q=5/83.912.4=5.865 KN/m墙自重：N=5.310.2(3.9-0.6) (4.8-0.4)-4.22.10.2+0.34.22.1 4.8=1.36KN/m （注：窗的尺寸为21004200mm；铝合金窗的标准值取为0.3KN/m2）边梁、板、边墙传给柱的竖向荷载为： F1=（q5+P1+N）4.8=（5.865+2.95+1.36）4.8=48.84KN横梁、板传给柱的竖向荷载为： F2=19.323.62=143.5KN柱的自重： F3=250.40.63.9=23.4KN边柱的竖向荷载为：F=F1+0.5F2+F3=48.84+0.5143.5+23.4=144KN3.3.2 横跨含有墙的边竖柱的承载力的计算边梁的截面尺寸为： 300500mm边梁自重: q5=2.95KN板传给边梁的： P1=5.865KN墙自重： N=1.36KN边梁、板、边墙传给柱的竖向荷载为： F1=（q5+P1+N）4.8=（5.865+2.95+1.36）4.8=48.84KN横梁、板、横墙传给柱的竖向荷载为：F2=24.4027.2=175.69KN柱的自重： F3=23.4KN边柱的竖向荷载为：F=F1+0.5F2+F3=48.84+0.5175.69+23.4=160.33KN1. 中间柱1 （19.932KN/m） 中间纵梁的截面尺寸为： 300500mm中间纵梁自重:q1=（0.5-0.12）250.3+2170.015（0.5-0.12）=3.04KN/m边跨板传给梁的荷载： P1=5/8q=5/83.912.4=5.865 KN/m中间板传递给梁的荷载： a=1.2 L=4.8 2=a/L=1.2/4.8=0.25 P2=（1-222+23）q=（1-20.252+0.253）3.911.2=4.18 KN/m中间墙的荷载：N=5.31【（0.2（3.9-0.6）（4.8-0.4）-2.110.2）】+0.22.110.24.8=2.77KN/m中间柱1的竖向荷载为：F=19.9323.6+8.031.2+(q1+P1+P2+N) 4.8=157.93KN2. 中间柱2 （24.402KN/m）中间纵梁自重: q1=3.04KN/m边跨板传给梁的荷载： P1=5.865 KN/m中间板传递给梁的荷载： P2=4.18 KN/m中间墙的荷载： N=2.77KN/m中间柱2的竖向荷载为：F=24.4023.6+8.031.2+(q1+P1+P2+N) 4.8=173.61KN3. 屋顶边柱的竖向承载力女儿墙的重： N=5.310.50.2=0.531KN/m板传的荷载： P=5/8q=5/87.02.4=10.5 KN/m梁自重: q=（0.5-0.12）250.3+2170.015（0.5-0.12）=3.04KN/m边柱的竖向承载力：F=（N+P+q）4.8+323.6=182.736KN4. 屋顶中间柱板传的荷载： P1=5/8q=5/87.02.4=10.5 KN/m中间板传递给梁的荷载：P2=（1-222+23）q=（1-20.252+0.253）7.01.2=7.48 KN/m梁自重: q=3.04KN/m中间柱的竖向承载力：F=（P1+P2+q）4.8+12.761.2=116.1KN3.3.3 恒载偏心距的计算标准层 偏心距e=300-150=150mm中间柱1 F=(q1+P1+P2+N) 4.8=(3.04+5.865+4.18+2.77) 4.8=76.128KN M1=eF =0.1576.128=11.42KNm中间柱2 M2=-M1=-11.42KNm屋顶 F=(P1+P2+ q)4.8=(10.05+7.48+3.04) 4.8=100.9KN M=Fe=100.90.15=15.13KNm3.3.4 计算梁柱的线刚度及分配系数1. 框架柱底层：二五层： 2. 框架梁8轴梁为中框架梁，对于现浇整体式框架梁：中框架梁，边框架梁BD、EG跨梁 DE跨梁3. 相对线刚度的计算令边跨梁线刚度i3，=1.0，则其余各杆的相对线刚度为：底层柱子： 二层到五层柱子：DE跨梁： 图3-3 竖向荷载和杆端力偶5. 计算节点弯矩分配系数6.表3-1 弯矩的分配系数BDEG左右左右五层中0.3790.2620.3090.3090.2620.379下0.6210.4290.4290.621四层上0.3830.3000.3000.383中0.2340.1830.2160.2160.1830.234下0.3830.3000.3000.383三层上0.3830.3000.3000.383中0.2340.1830.2160.2160.1830.234下0.3830.3000.3000.383二层上0.3830.3000.3000.383中0.2340.1830.2160.2160.1830.234下0.3830.3000.3000.383底层上0.4150.3200.3200.415中0.2530.1950.2300.2300.1950.253下0.3320.2550.2550.3323.3.5 计算固端弯矩及分配 1. 计算固端弯矩表3-2 固端弯矩MBDMDB MDEMEDMEGMGE顶层-138.24138.24-6.086.08-138.24138.24四层-86.11 86.11 -3.85 3.85 -105.42 105.42 三层-105.42105.42-3.853.85-86.1186.11二层-86.11 86.11 -3.85 3.85 -105.42 105.42 底层-105.2 105.2 -3.85 3.85 -86.1 86.12 . 弯矩分配及传递过程如下表3-3 弯矩的分配顶层B节点D节点E节点G节点力偶0.0力偶15.1力偶-15.1力偶0.0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系数0.60.40.30.40.30.30.40.30.40.6固端-138.2138.2-6.16.1-138.2138.2分配85.952.4-38.6-63.2-45.545.563.238.6-52.4-85.9传递16.5-19.326.2-14.122.7-22.717.0-26.219.3-20.2分配1.71.1-9.10.0-15.0-10.89.90.013.78.40.30.00.6传递-10.5-4.60.53.44.9-5.4-3.00.24.29.4分配9.35.7-2.30.0-3.8-2.72.50.03.52.1-5.10.0-8.4小计0.0103.0-103.0114.90.0-92.7-37.435.80.094.5-115.2104.50.0-104.5四层B节点D节点E节点G节点力偶0.0力偶11.4力偶-11.4力偶0.0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系数0.40.40.20.20.30.30.20.20.30.30.20.20.40.4固端-86.186.1-3.93.9-105.4105.4分配33.033.020.1-17.2-28.1-28.1-20.224.433.933.920.7-24.6-40.4-40.4传递42.920.2-8.610.1-31.6-13.512.2-10.131.610.6-12.310.3-42.9-16.5分配-20.9-20.9-12.74.26.96.94.9-4.3-6.0-6.0-3.611.518.818.8传递0.9-4.72.1-6.4-7.51.2-2.12.56.9-2.15.7-1.80.36.5分配0.70.70.42.74.44.43.2-2.8-3.9-3.9-2.4-1.2-1.9-1.9小计56.628.2-84.879.5-55.9-29.1-5.913.562.632.6-97.399.6-66.1-33.5三层B节点D节点E节点G节点力偶0.0力偶-11.4力偶11.4力偶0.0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系数0.40.40.20.20.30.30.20.20.30.30.20.20.40.4固端-105.4105.4-3.93.9-86.186.1分配40.440.424.6-16.5-27.1-27.1-19.515.321.321.313.0-20.1-33.0-33.0传递16.516.5-8.312.3-14.1-14.17.7-9.717.017.0-10.16.5-20.2-20.2分配-9.5-9.5-5.81.52.52.51.8-3.1-4.2-4.2-2.67.913.013.0传递-10.5-6.40.7-2.93.40.9-1.50.9-3.00.14.0-1.39.44.6分配6.26.23.80.00.00.00.0-0.4-0.6-0.6-0.4-3.0-4.9-4.9小计43.147.2-90.399.9-35.2-37.8-15.46.830.433.5-82.276.1-35.7-40.5二层B节点D节点E节点G节点力偶0.0力偶11.4力偶-11.4力偶0.0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系数0.40.40.20.20.30.30.20.20.30.30.20.20.40.4固端-86.186.1-3.93.9-105.4105.4分配33.033.020.1-17.2-28.1-28.1-20.224.433.933.920.7-24.6-40.4-40.4传递20.221.9-8.610.1-13.5-14.412.2-10.110.611.3-12.310.3-16.5-17.9分配-12.8-12.8-7.81.01.71.71.20.10.10.10.15.69.29.2传递-4.7-1.60.5-3.91.2-1.20.10.6-2.10.72.80.06.52.8分配2.22.21.40.71.11.10.8-0.4-0.6-0.6-0.4-2.2-3.6-3.6小计37.842.7-80.576.8-37.6-40.9-9.818.442.045.5-94.594.6-44.8-49.9一层B节点D节点E节点G节点力偶0.0力偶-11.4力偶11.4力偶0.0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系数0.40.30.30.20.30.30.20.20.30.30.20.30.40.3固端-105.4105.4-3.93.9-86.186.1分配43.835.026.7-17.6-28.8-23.0-20.716.322.618.113.8-21.8-35.8-28.6传递16.50.0-8.813.3-14.10.08.1-10.417.00.0-10.96.9-20.20.0分配-3.2-2.6-2.0-1.4-2.4-1.9-1.71.01.41.10.83.45.54.4传递-6.40.0-0.7-1.00.90.00.5-0.90.10.01.70.44.60.0分配3.02.41.8-0.1-0.1-0.1-0.1-0.2-0.3-0.2-0.2-1.3-2.1-1.7小计53.634.8-88.498.7-44.5-25.0-17.79.740.819.0-80.973.7-47.9-25.8柱低B节点D节点E节点G节点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取二17.4-12.59.5-12.9各节点分配过后的弯矩如下表表3-4BDEG左右左右五层中-103.20 114.31 -35.71 34.19 -114.60 104.75 下103.20 -93.73 95.54 -104.75 四层上56.63 -56.34 63.14 -66.21 中-84.80 79.63 -5.66 12.96 -97.30 99.66 下28.18 -29.05 32.62 -33.45 三层上43.16 -35.39 30.48 -35.66 中-90.34 99.71 -14.82 6.62 -82.16 76.13 下47.19 -38.08 33.65 -40.47 二层上37.85 -37.74 42.27 -44.78 中-80.54 76.80 -9.36 17.63 -94.34 94.68 下42.69 -41.11 45.86 -49.90 一层上53.66 -44.87 41.01 -47.94 中-88.45 98.52 -16.97 9.30 -80.79 73.76 下34.79 -25.26 19.06 -25.82 底柱上17.40 -12.63 9.53 -12.91 3. 绘弯矩图图3-4 弯矩图3.3.6 计算梁端剪力及柱端剪力1. 计算梁端剪力和柱端剪力剪力的计算公式如下：图3-5通过Excel表格计算得表3-5 剪力计算BDEG左右左右顶层计算高度中113.66-116.7415.84-14.57116.57-113.833.90下-40.9838.48-40.6943.84四层上-40.9838.48-40.6943.84中72.47-71.046.59-12.6887.52-88.183.90下-18.2916.52-16.1817.72三层上-18.2916.52-16.1817.72中70.45-73.0613.05-6.2288.68-87.013.90下-21.8119.44-19.4721.86二层上-21.8119.44-19.4721.86中72.28-71.246.19-13.0887.80-87.893.90下-24.7022.05-22.2725.09一层上-24.7022.05-22.2725.09中70.36-73.1512.83-6.4488.82-86.874.90下-10.657.73-5.837.90柱底上-10.657.73-5.837.903.3.7 计算柱的轴力标准层柱自重：底层柱自重：通过计算得柱的轴力如下表：表3-6 轴力BDEG顶层下-296.39-248.68-247.24-296.56四层上-319.79-272.08-270.64-319.96下-512.86-484.21-521.33-545.07三层上-536.26-507.61-544.73-568.47下-743.64-744.22-774.14-776.08二层上-767.04-767.62-797.54-799.48下-959.92-979.55-1048.92-1024.30一层上-983.32-1002.95-1072.32-1047.70下-1190.61-1239.44-1302.08-1255.17柱底上-1220.01-1268.84-1331.48-1284.57绘制柱的轴力图图3-7 轴力图3.3.8 活荷载作用下的内力计算 楼面活荷载标准值：2.5KN/m2，走道是3.5 KN/m21. 计算计算跨度内的均布荷载值（楼面） 两边跨：P=(1-212+13)q=（1-20.3332+0.3333）2.52.4=4.91KN/m 注：a=2.4 L=7.2 1=a/L=0.333P1=2P=9.82KN/m中间跨：P=5/8q=5/83.51.2=2.625 KN/m P2=2P=5.25KN/m2. 计算柱的竖向承载力 边柱的竖向承载力P=5/8q=5/82.52.4=3.75 KN/mF1=3.754.8+9.823.6=53.35KN中间柱的竖向承载力P=5/8q+（1-222+23）q=5/82.52.4+（1-20.252+0.253）3.50 1.2=7.49 KN/m注：a=1.2 L=4.8 2=a/L=1.2/4.8=0.25F2=7.494.8+9.823.6+5.251.2=77.604KN3. 屋顶的均布活荷载标准值：0.5KN/m（不上人屋面） P=(1-212+13)q=（1-20.3332+0.3333）0.52.4=0.98KN/mP1=2P=1.96KN/m边柱的竖向承载力P=5/8q=5/80.52.4=0.75 KN/mF1=0.754.8+1.963.6=10.66KN中间柱的竖向承载力P=5/8q+（1-222+23）q=5/80.52.4+（1-20.252+0.253）0.50 1.2=1.28 KN/mF2=1.284.8+1.963.6+0.751.2=14.1KN4. 屋顶活荷载偏心距的计算 偏心距计算e=300-150=150mm中间层中间柱1 M1=eF =0.15（77.604-9.823.6-5.251.2）=5.39KNm中间柱2 M2=-M1=-5.39KNm屋顶中间柱1 M1=eF =0.15（10.66-1.963.6-0.751.2）=0.406KNm中间柱2 M2=-M1=-0.406KNm活荷载的内力图如下图3-8 活荷载内力 5. 弯矩的计算此框架的活荷载采用弯矩二次分配的方法计算，它的计算要点与恒荷载作用下的计算要点是一样的，应此弯矩的分配系数是不变的。 弯矩的分配系数为表3-7分配系数BDEG左右左右五层中0.3790.2620.3090.3090.2620.379下0.6210.4290.4290.621四层上0.3830.3000.3000.383中0.2340.1830.2160.2160.1830.234下0.3830.3000.3000.383三层上0.3830.3000.3000.383中0.2340.1830.2160.2160.1830.234下0.3830.3000.3000.383二层上0.3830.3000.3000.383中0.2340.1830.2160.2160.1830.234下0.3830.3000.3000.383底层上0.4150.3200.3200.415中0.2530.1950.2300.2300.1950.253下0.3320.2550.2550.332计算固端弯矩表3-8固端弯矩MBDMDBMDEMEDMEGMGE顶层：-8.4678.467-0.3600.360-8.4678.467标准层：-42.42242.422-2.5202.520-42.42242.422力矩的传递及分配表3-9力矩的传递及分配B节点D节点E节点G节点力偶0.00力偶0.46力偶-0.46力偶0.00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系数0.620.380.260.430.310.310.430.260.380.62固端-8.478.47-0.360.36-8.478.47分配5.263.21-2.24-3.68-2.652.653.682.24-3.21-5.26传递8.13-1.121.60-6.801.32-1.326.80-1.601.12-8.13分配-4.35-2.651.010.001.661.20-1.200.00-1.66-1.012.650.004.35传递-1.270.51-1.33-0.18-0.600.600.181.33-0.511.27分配0.470.290.550.000.900.65-0.650.00-0.90-0.55-0.290.00-0.47小计0.008.24-8.248.070.00-8.09-0.430.430.008.09-8.078.240.00-8.24B节点D节点E节点G节点力偶0.00力偶5.39力偶-5.39力偶0.00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系数0.380.380.230.180.300.300.220.220.300.300.180.230.380.38固端-42.4242.42-2.522.52-42.4242.42分配16.2616.269.91-8.30-13.60-13.60-9.799.7913.6013.608.30-9.91-16.26-16.26传递2.638.13-4.154.96-1.84-6.804.89-4.891.846.80-4.964.15-2.63-8.13分配-2.53-2.53-1.54-0.22-0.36-0.36-0.260.260.360.360.221.542.532.53传递-2.18-2.32-0.11-0.770.830.560.13-0.13-0.83-0.560.770.112.182.32分配1.771.771.08-0.14-0.23-0.23-0.160.160.230.230.14-1.08-1.77-1.77小计15.9421.30-37.2437.95-15.20-20.43-7.717.7115.2020.43-37.9537.24-15.94-21.30B节点D节点E节点G节点力偶0.00力偶5.39力偶-5.39力偶0.00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系数0.380.380.230.180.300.300.220.220.300.300.180.230.380.38固端-42.4242.42-2.522.52-42.4242.42分配16.2616.269.91-8.30-13.60-13.60-9.799.7913.6013.608.30-9.91-16.26-16.26传递8.138.13-4.154.96-6.80-6.804.89-4.896.806.80-4.964.15-8.13-8.13分配-4.64-4.64-2.830.691.131.130.81-0.81-1.13-1.13-0.692.834.644.64传递-1.27-2.450.34-1.41-0.180.63-0.410.410.18-0.631.41-0.341.272.45分配1.291.290.790.250.410.410.30-0.30-0.41-0.41-0.25-0.79-1.29-1.29小计19.7718.59-38.3638.61-19.05-18.24-6.716.7119.0518.24-38.6138.36-19.77-18.59B节点D节点E节点G节点力偶0.00力偶5.39力偶-5.39力偶0.00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系数0.380.380.230.180.300.300.220.220.300.300.180.230.380.38固端-42.4242.42-2.522.52-42.4242.42分配16.2616.269.91-8.30-13.60-13.60-9.799.7913.6013.608.30-9.91-16.26-16.26传递8.138.81-4.154.96-6.80-7.244.89-4.896.807.24-4.964.15-8.13-8.81分配-4.90-4.90-2.990.771.261.260.91-0.91-1.26-1.26-0.772.994.904.90传递-2.32-0.770.38-1.490.56-0.60-0.450.45-0.560.601.49-0.382.320.77分配1.041.040.630.360.600.600.43-0.43-0.60-0.60-0.36-0.63-1.04-1.04小计18.2020.43-38.6338.72-17.99-19.59-6.536.5317.9919.59-38.7238.63-18.20-20.43B节点D节点E节点G节点力偶0.00力偶5.39力偶-5.39力偶0.00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系数0.420.330.250.190.320.260.230.230.320.260.190.250.420.33固端-42.4242.42-2.522.52-42.4242.42分配17.6114.0710.74-8.83-14.48-11.57-10.4210.4214.4811.578.83-10.74-17.61-14.07传递8.130.00-4.415.37-6.800.005.21-5.216.800.00-5.374.41-8.130.00分配-1.54-1.23-0.94-0.74-1.21-0.96-0.870.871.210.960.740.941.541.23传递-2.450.00-0.37-0.470.630.000.43-0.43-0.630.000.470.372.450.00分配1.170.930.71-0.12-0.19-0.15-0.140.140.190.150.12-0.71-1.17-0.93小计22.9213.77-36.6937.64-22.05-12.68-8.308.3022.0512.68-37.6436.69-22.92-13.77B节点D节点E节点G节点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底柱6.89-6.346.34-6.89各节点分配过后的弯矩如下表表3-10端弯矩BDEG左右左右顶层中-8.2408.067-0.4340.434-8.0678.240下8.240-8.0938.093-8.240四层上15.941-15.20115.201-15.941中-37.23737.951-7.7087.708-37.95137.237下21.296-20.43220.432-21.296三层上19.769-19.04819.048-19.769中-38.35538.607-6.7126.712-38.60738.355下18.586-18.23718.237-18.586二层上18.201-17.98717.987-18.201中-38.63038.721-6.5326.532-38.72138.630下20.429-19.59219.592-20.429底层上22.920-22.04922.049-22.920中-36.69237.641-8.3008.300-37.64136.692下13.772-12.68212.682-13.772柱底上6.886-6.3416.341-6.886绘制弯矩图图3-9 弯矩图 （6）、剪力计算剪力的计算公式如下：图3-10 计算简图由以上计算原理通过编Excel表格计算得：表3-1剪力BDEG左右左右顶层计算高度中7.08 -7.03 0.90 -0.90 7.03 -7.08 3.90 下-6.20 5.97 -5.97 6.20 四层上-6.20 5.97 -5.97 6.20 中35.25 -35.45 6.30 -6.30 35.45 -35.25 3.90 下-10.53 10.12 -10.12 10.53 三层上-10.53 10.12 -10.12 10.53 中35.32 -35.39 6.30 -6.30 35.39 -35.32 3.90 下-9.43 9.29 -9.29 9.43 二层上-9.43 9.29 -9.29 9.43 中35.34 -35.36 6.30 -6.30 35.36 -35.34 3.90 下-11.11 10.68 -10.68 11.11 底层上-11.11 10.68 -10.68 11.11 中35.22 -35.48 6.30 -6.30 35.48 -35.22 4.90 下-4.22 3.88 -3.88 4.22 柱底上-4.22 3.88 -3.88 4.22 绘制剪力图图3-11 剪力图 计算柱的轴力 柱的轴力是根据剪力由节点平衡计算出来的，通过计算得柱的轴力如下表 表3-12轴力BDEG顶层下-17.74 -22.03 -22.03 -17.74 四层上-17.74 -22.03 -22.03 -17.74 下-106.49 -141.39 -141.39 -106.49 三层上-106.49 -141.39 -141.39 -106.49 下-195.31 -260.68 -260.68 -195.31 二层上-195.31 -260.68 -260.68 -195.31 下-284.15 -379.95 -379.95 -284.15 底层上-284.15 -379.95 -379.95 -284.15 下-372.87 -499.33 -499.33 -372.87 底柱上-372.87 -499.33 -499.33 -372.87 绘制柱的轴力图图3-12 轴力图第4章 风荷载作用下的内力计算4.1 风荷载的计算风压的标准值的计算公式：，风压的高度变化系数应按照地面粗糙度为C类取用。因结构的高度H1.0时，应取=1.0。应将风荷载换算成作用于框架每层节点上的集中荷载计算（B和H的乘积是一榀框架的各层节点的受风面积）。风压高度变化系数表4-1风压高度系数H3.97.811.715.619.50.650.650.650.660.731 4.1.1 水平荷载的计算表4-2水平荷载层号zsZ(m)z0(kN/m2)B受风H受风P(kN)顶层11.319.950.73910.44.82.454.520 四层11.316.050.66890.44.83.96.511 三层11.312.150.650.44.83.96.327 二层11.38.250.650.44.83.96.327 底层11.34.350.650.44.84.13 6.692 1. 左风荷载下的节点集中荷载计算简图图4-1水平荷载图2. 计算各层柱的计算剪力表4-3剪力层高柱号Ki=K/(2+K)Pi顶层3.9B柱0.610.234.520.83D柱1.330.401.43E柱1.330.401.43G柱0.610.230.83四层3.9B柱0.610.2311.032.04D柱1.330.403.48E柱1.330.403.48G柱0.610.232.04三层3.9B柱0.610.2317.363.20D柱1.330.405.48E柱1.330.405.48G柱0.610.233.20二层3.9B柱0.610.2323.694.37D柱1.330.407.47E柱1.330.407.47G柱0.610.234.37底层4.9B柱0.760.4630.386.63D柱1.660.598.56E柱1.660.598.56G柱0.760.466.633. 查表计算各柱的反弯点高度比y（y=y0+y1+y2+y3）表4-4反弯点高度比柱子Ky0y1y2y3y=y0+y1+y2+y3B0.610.30000.3五层D1.330.3670000.367E1.330.3670000.367G0.610.30000.3B0.610.350000.35四层D1.330.4170000.417E1.330.4170000.417G0.610.350000.35B0.610.450000.45D1.330.4670000.467三层E1.330.4670000.467G0.610.450000.45B0.610.50000.5二层D1.330.50000.5E1.330.50000.5G0.610.50000.5B0.760.6970000.697底层D1.660.6160000.616E1.660.6160000.616G0.760.6970000.6974. 计算各柱的弯矩可按照下式计算各柱的弯矩 表4-5柱弯矩层数h柱号KyHi=yhViM下=HiViM上=h(1-y)Vi五层3.9B0.610.31.170.830.9762.278D1.330.3671.43131.432.0403.519E1.330.3671.43131.432.0403.519G0.610.31.170.830.9762.278四层3.9B0.610.351.3652.042.7795.162D1.330.4171.62633.485.6597.911E1.330.4171.62633.485.6597.911G0.610.351.3652.042.7795.162三层3.9B0.610.451.7553.205.6236.873D1.330.4671.82135.489.97211.381E1.330.4671.82135.489.97211.381G0.610.451.7553.205.6236.873二层3.9B0.610.51.954.378.5258.525D1.330.51.957.4714.56814.568E1.330.51.957.4714.56814.568G0.610.51.954.378.5258.525底层4.9B0.760.6973.41536.6322.6349.840D1.660.6163.01848.5625.84316.110E1.660.6163.01848.5625.84316.110G0.760.6973.41536.6322.6349.8405 . 计算梁端弯矩表4-6 梁端分配系数BDEG左右左右顶层10.4760.5240.5240.4761四层10.4760.5240.5240.4761三层10.4760.5240.5240.4761二层10.4760.5240.5240.4761底层10.4760.5240.5240.4761根据节点的弯矩平衡条件将节点上下柱端弯矩之和按左右梁的线刚度分配给梁端，即如下式： M左=（M上+ M下）i左/（i左+ i右）M右=（M上+ M下）i右/ (i左+ i右)根据此原理分配弯矩的梁的弯矩如下表表4-7梁弯矩BDEG左右左右顶层2.2781.6761.8441.8441.6762.278四层6.1384.7395.2135.2134.7396.138三层9.6528.1148.9268.9268.1149.652二层14.14811.68612.85512.85511.68614.148底层18.36514.60916.07016.07014.60918.3656 . 绘制弯矩图图4-2弯矩图7. 风荷载作用下梁端剪力表4-8 梁端剪力BDEG左右左右顶层-0.549-0.549-1.536-1.536-0.549-0.549四层-1.511-1.511-4.344-4.344-1.511-1.511三层-2.468-2.468-7.438-7.438-2.468-2.468二层-3.588-3.588-10.712-10.712-3.588-3.588底层-4.580-4.580-13.391-13.391-4.580-4.5808. 绘制剪力图图4-3剪力图9. 风荷载作用下的轴力如下表表4-9轴力表BDEG顶层0.549 0.987 -0.987 -0.549 四层2.0603.821 -3.821 -2.060 三层4.527 8.791 -8.791 -4.527 二层8.115 15.915 -15.915 -8.115 底层12.695 24.727 -24.727 -12.695 绘制柱的轴力图图4-4轴力图第5章 内力组合和配筋的计算5.1 荷载内力的组合方式1. 2. 3. 5.2 最不利荷载的内力组合形式和控制截面的确定5.2.1 框架梁：支座截面和跨中截面是控制截面支座截面： 跨中截面： 5.2.2 框架柱：1. 控制截面是柱的上下端及相应的、及相应的、及相应的、2. 材料混凝土：柱采用C30级（） 梁采用C30级（）钢筋 ：受力钢筋采用级（） 箍筋采用级（）5.3 梁内力的调整计算1. 需将轴心处的内力换算到柱边沿处的内力，换算方式如下：上式中、是柱边缘处梁截面的弯矩和剪力；M、V 柱轴线处梁截面的弯矩和剪力； h 柱截面高度；2. 考虑到活荷载满跨布置所求的跨中弯矩与按活荷载最不利布置所求的跨中弯矩偏小，故将所得的跨中弯矩乘以提高系数1.2；由于框架梁柱节点非绝对刚接，框架中允许梁端出现塑性铰，因此在梁中可以考虑塑性内力重分布，即使梁端负弯矩乘以调幅系数0.8。5.4 梁内力的调整如下表表5-1 恒荷载荷载类型恒荷载b/2=0.3位置MV均布荷载VM顶层BD左-103.200 113.539 32.000 103.939 -72.018 右114.310 -116.861 32.000 -107.261 82.132 DE左-35.710 15.856 12.670 12.055 -32.094 右34.900 -14.552 12.670 -10.751 31.675 EG左-114.600 116.678 32.000 107.078 -82.477 右104.750 -113.722 32.000 -104.122 73.513 四层BD左-84.801 72.487 19.932 66.507 -64.849 右79.533 -71.024 19.932 -65.044 60.020 DE左-5.893 6.449 8.030 4.040 -4.681 右13.542 -12.823 8.030 -10.414 10.418 EG左-97.305 87.525 24.402 80.204 -73.244 右99.600 -88.170 24.402 -80.849 75.345 三层BD左-90.307 70.430 24.402 63.109 -71.374 右99.851 -73.081 24.402 -65.760 80.123 DE左-15.417 13.214 8.030 10.805 -12.175 右6.830 -6.058 8.030 -3.649 5.735 EG左-82.176 88.687 19.932 82.707 -57.364 右76.132 -87.008 19.932 -81.028 51.823 二层BD左-80.514 72.266 19.932 66.286 -60.628 右76.836 -71.244 19.932 -65.265 57.256 DE左-9.785 6.031 8.030 3.622 -8.698 右18.438 -13.241 8.030 -10.832 15.188 EG左-94.508 87.832 24.402 80.511 -70.355 右94.617 -87.862 24.402 -80.542 70.455 底层BD左-88.382 70.323 24.402 63.002 -69.481 右98.694 -73.187 24.402 -65.867 78.934 DE左-17.741 12.983 8.030 10.574 -14.569 右9.708 -6.289 8.030 -3.880 8.544 EG左-80.853 88.837 19.932 82.858 -55.996 右73.724 -86.857 19.932 -80.877 49.461 表5-2 活荷载荷载类型活荷载b/2=0.3位置MV梁间均布荷载VM顶层BD左-8.240 7.080 1.960 6.492 -6.293 右8.067 -7.032 1.960 -6.444 6.134 DE左-0.434 0.900 0.750 0.675 -0.231 右0.434 -0.900 0.750 -0.675 0.231 EG左-8.067 7.032 1.960 6.444 -6.134 右8.240 -7.080 1.960 -6.492 6.293 四层BD左-37.237 35.253 9.820 32.307 -27.545 右37.951 -35.451 9.820 -32.505 28.200 DE左-7.708 6.300 5.250 4.725 -6.290 右7.708 -6.300 5.250 -4.725 6.290 EG左-37.951 35.451 9.820 32.505 -28.200 右37.237 -35.253 9.820 -32.307 27.545 三层BD左-38.355 35.317 9.820 32.371 -28.644 右38.607 -35.387 9.820 -32.441 28.875 DE左-6.712 6.300 5.250 4.725 -5.295 右6.712 -6.300 5.250 -4.725 5.295 EG左-38.607 35.387 9.820 32.441 -28.875 二层BD左-38.630 35.339 9.820 32.393 -28.912 右38.721 -35.365 9.820 -32.419 28.995 DE左-6.532 6.300 5.250 4.725 -5.114 右6.532 -6.300 5.250 -4.725 5.114 EG左-38.721 35.365 9.820 32.419 -28.995 右38.630 -35.339 9.820 -32.393 28.912 底层BD左-36.692 35.220 9.820 32.274 -27.010 右37.641 -35.484 9.820 -32.538 27.880 DE左-8.300 6.300 5.250 4.725 -6.883 右8.300 -6.300 5.250 -4.725 6.883 EG左-37.641 35.484 9.820 32.538 -27.880 右36.692 -35.220 9.820 -32.274 27.010 表5-3 风荷载荷载类型风荷载b/2=0.300位置MVVM顶层BD左2.278-0.541-0.5412.115右1.614-0.541-0.5411.452DE左1.905-1.588-1.5881.429右1.905-1.588-1.5881.429EG左1.614-0.541-0.5411.452右2.278-0.541-0.5412.115四层BD左2.278-1.486-1.4861.832右4.565-1.486-1.4864.119DE左5.387-4.489-4.4894.040右5.387-4.489-4.4894.040EG左4.565-1.486-1.4864.119右6.138-1.486-1.4865.692三层BD左9.652-2.426-2.4268.924右7.816-2.426-2.4267.089DE左9.223-7.686-7.6866.918右9.223-7.686-7.6866.918EG左7.816-2.426-2.4267.089右9.652-2.426-2.4268.924二层BD左14.148-3.529-3.52913.090右11.257-3.529-3.52910.199DE左13.283-11.069-11.0699.963右13.283-11.069-11.0699.963二层EG左11.257 -3.529 -3.529 10.199 右14.148 -3.529 -3.529 13.090 底层BD左18.365 -4.505 -4.505 17.013 右14.073 -4.505 -4.505 12.721 DE左16.606 -13.838 -13.838 12.454 右16.606 -13.838 -13.838 12.454 EG左14.073 -4.505 -4.505 12.721 右18.365 -4.505 -4.505 17.013 5.5 横梁的弯矩调幅表5-4 恒荷载荷载类型恒荷载支座调幅系数：0.800 跨中调幅系数：1.200 层号左梁右梁跨度荷载跨中弯矩左调幅右调幅跨中调幅5.000 -72.018 82.132 7.200 32.000 130.285 -57.615 65.705 156.342 -32.094 31.675 2.400 12.670 -22.762 -25.675 25.340 -27.314 -82.477 73.513 7.200 32.000 129.365 -65.981 58.811 155.238 4.000 -64.849 60.020 7.200 19.932 66.725 -51.879 48.016 80.070 -4.681 10.418 2.400 8.030 -1.768 -3.744 8.334 -2.121 -73.244 75.345 7.200 24.402 83.830 -58.595 60.276 100.597 3.000 -71.374 80.123 7.200 24.402 82.377 -57.099 64.098 98.852 -12.175 5.735 2.400 8.030 -3.174 -9.740 4.588 -3.808 -57.364 51.823 7.200 19.932 74.566 -45.891 41.459 89.479 2.000 -60.628 57.256 7.200 19.932 70.217 -48.502 45.805 84.261 -8.698 15.188 2.400 8.030 -6.162 -6.959 12.150 -7.394 -70.355 70.455 7.200 24.402 87.720 -56.284 56.364 105.264 1.000 -69.481 78.934 7.200 24.402 83.917 -55.585 63.147 100.701 -14.569 8.544 2.400 8.030 -5.775 -11.655 6.835 -6.930 -55.996 49.461 7.200 19.932 76.431 -44.797 39.568 91.717 表5-5 活荷载类型活荷载支座调幅系数：0.800跨中调幅系数：1.200层号左梁右梁跨度荷载跨中弯矩左调幅右调幅跨中调幅顶层-6.2936.1347.2001.9606.487-5.0344.9077.785-0.2310.2312.4000.7500.309-0.1850.1850.370-6.1346.2937.2001.9606.487-4.9075.0347.785四层-27.54528.2007.2009.82035.761-22.03622.56042.913-6.2906.2902.4005.250-2.510-5.0325.032-3.012-28.20027.5457.2009.82035.761-22.56022.03642.913三层-28.64428.8757.2009.82034.874-22.91523.10041.849-5.2955.2952.4005.250-1.515-4.2364.236-1.817-28.87528.6447.2009.82034.874-23.10022.91541.849二层-28.91228.9957.2009.82034.680-23.12923.19641.616-5.1145.1142.4005.250-1.334-4.0924.092-1.601-28.99528.9127.2009.82034.680-23.19623.12941.616底层-27.01027.8807.2009.82036.189-21.60822.30443.427-6.8836.8832.4005.250-3.103-5.5065.506-3.723-27.88027.0107.2009.82036.189-22.30421.60843.4275.6 横梁的内力组合79表5-6 横梁内力组合（5层）位置内力恒载活载风1风21.2恒+1.4活+1.4*0.6风1.2恒+1.4风+1.4*0.7活1.35恒+1.4*(0.7活+0.6风)|Mmax|控制内力风1风2风1风2风1风2BDB5M-57.615 -5.034 2.115 -2.115 -74.409 -77.962 -71.110 -77.033 -80.936 -84.490 -84.490 V103.939 6.492 -0.541 0.541 133.362 134.270 130.332 131.846 146.226 147.134 147.134 跨中M156.342 7.785 0.332 -0.332 198.788 198.231 195.704 194.775 218.969 218.412 218.969 D5M65.705 4.907 1.452 -1.452 86.936 84.497 85.689 81.622 94.731 92.291 94.731 V-107.261 -6.444 -0.541 0.541 -138.189 -137.281 -135.785 -134.271 -151.571 -150.663 -151.571 DED5M-25.675 -0.185 1.429 -1.429 -29.869 -32.269 -28.991 -32.991 -33.642 -36.043 -36.043 V12.055 0.675 -1.588 1.588 14.077 16.744 12.905 17.350 15.602 18.269 18.269 跨中M-27.314 0.370 0.000 0.000 -32.258 -32.258 -32.414 -32.414 -36.511 -36.511 -36.511 E5M25.340 0.185 1.429 -1.429 31.867 29.467 32.589 28.589 35.590 33.190 35.590 V-10.751 -0.675 -1.588 1.588 -15.180 -12.513 -15.785 -11.340 -16.509 -13.842 -16.509 EGE5M-65.981 -4.907 1.452 -1.452 -84.828 -87.268 -81.953 -86.020 -92.664 -95.104 -95.104 V107.078 6.444 -0.541 0.541 137.061 137.969 134.052 135.565 150.416 151.324 151.324 跨中M155.238 7.785 -0.332 0.332 196.906 197.463 193.451 194.379 216.922 217.479 217.479 G5M58.811 5.034 2.115 -2.115 79.398 75.844 78.468 72.545 86.105 82.551 86.105 V-104.122 -6.492 -0.541 0.541 -134.489 -133.581 -132.065 -130.552 -147.381 -146.473 -147.381 表5-7 横梁内力组合（4层）位置内力恒载活载风1风21.2恒+1.4活+1.4*0.6风1.2恒+1.4风+1.4*0.7活1.35恒+1.4*(0.7活+0.6风)|Mmax|控制内力风1风2风1风2风1风2BDB4M-51.879 -22.036 1.832 -1.832 -91.567 -94.644 -81.286 -86.414 -90.094 -93.171 -94.644 V66.507 32.307 -1.486 1.486 123.790 126.287 109.388 113.550 120.197 122.694 126.287 跨中M80.070 42.913 -1.144 1.144 155.202 157.123 136.538 139.740 149.189 151.110 157.123 D4M48.016 22.560 4.119 -4.119 92.663 85.743 85.494 73.961 90.390 83.470 92.663 V-65.044 -32.505 -1.486 1.486 -124.809 -122.311 -111.989 -107.827 -120.913 -118.416 -124.809 DED4M-3.744 -5.032 4.040 -4.040 -8.145 -14.932 -3.769 -15.081 -6.593 -13.380 -15.081 V4.040 4.725 -4.489 4.489 7.692 15.233 3.194 15.763 6.313 13.855 15.763 跨中M-2.121 -3.012 0.000 0.000 -6.763 -6.763 -5.498 -5.498 -5.816 -5.816 -6.763 E4M8.334 5.032 4.040 -4.040 20.440 13.653 20.589 9.277 19.577 12.789 20.589 V-10.414 -4.725 -4.489 4.489 -22.883 -15.342 -23.412 -10.843 -22.461 -14.919 -23.412 EGE4M-58.595 -22.560 4.119 -4.119 -98.438 -105.358 -86.656 -98.189 -97.752 -104.672 -105.358 V80.204 32.505 -1.486 1.486 140.504 143.001 126.019 130.181 138.882 141.379 143.001 跨中M100.597 42.913 -0.786 0.786 180.134 181.455 161.670 163.872 177.200 178.521 181.455 G4M60.276 22.036 5.692 -5.692 107.963 98.401 101.895 85.958 107.749 98.187 107.963 V-80.849 -32.307 -1.486 1.486 -143.497 -141.000 -130.761 -126.599 -142.056 -139.558 -143.497 表5-8 横梁内力组合（3层）位置内力恒载活载风1风21.2恒+1.4活+1.4*0.6风1.2恒+1.4风+1.4*0.7活1.35恒+1.4*(0.7活+0.6风)|Mmax|控制内力风1风2风1风2风1风2BDB3M-57.099 -22.915 8.924 -8.924 -93.104 -108.097 -78.482 -103.470 -92.045 -107.037 -108.097 V63.109 32.371 -2.426 2.426 119.012 123.088 104.058 110.851 114.883 118.959 123.088 跨中M98.852 41.849 0.918 -0.918 177.981 176.440 160.919 158.349 175.233 173.691 177.981 D3M-64.098 23.100 7.089 -7.089 -38.624 -50.532 -44.356 -64.204 -57.940 -69.849 -69.849 V-65.760 -32.441 -2.426 2.426 -126.368 -122.292 -114.101 -107.308 -122.606 -118.531 -118.531 DED3M-9.740 -4.236 6.918 -6.918 -11.807 -23.429 -6.155 -25.524 -11.489 -23.111 -25.524 V10.805 4.725 -7.686 7.686 13.124 26.037 6.836 28.357 12.760 25.673 28.357 跨中M-3.808 -1.817 0.000 0.000 -7.114 -7.114 -6.351 -6.351 -6.922 -6.922 -7.114 E3M4.588 4.236 6.918 -6.918 17.247 5.625 19.341 -0.028 16.156 4.534 19.341 V-3.649 -4.725 -7.686 7.686 -17.451 -4.538 -19.770 1.751 -16.013 -3.101 -19.770 EGE3M-45.891 -23.100 7.089 -7.089 -81.455 -93.364 -67.783 -87.631 -78.636 -90.545 -93.364 V82.707 32.441 -2.426 2.426 142.628 146.704 127.644 134.437 141.409 145.485 146.704 跨中M89.479 41.849 -0.918 0.918 165.192 166.734 147.102 149.672 161.038 162.580 166.734 G3M41.459 22.915 8.924 -8.924 89.328 74.335 84.701 59.714 85.922 70.930 89.328 V-81.028 -32.371 -2.426 2.426 -144.591 -140.515 -132.354 -125.561 -143.150 -139.074 -144.591 表5-9 横梁内力组合（2层）位置内力恒载活载风1风21.2恒+1.4活+1.4*0.6风1.2恒+1.4风+1.4*0.7活1.35恒+1.4*(0.7活+0.6风)|Mmax|控制内力风1风2风1风2风1风2BDB2M-48.502 -23.129 13.090 -13.090 -79.588 -101.579 -62.544 -99.195 -77.149 -99.140 -101.579 V66.286 32.393 -3.529 3.529 121.930 127.858 106.349 116.229 118.268 124.196 127.858 跨中M84.261 41.616 1.446 -1.446 160.590 158.162 143.921 139.873 155.750 153.322 160.590 D2M45.805 23.196 10.199 -10.199 96.007 78.874 91.976 63.420 93.136 76.002 96.007 V-65.265 -32.419 -3.529 3.529 -126.668 -120.740 -115.028 -105.148 -122.842 -116.914 -126.668 BCB2M-6.959 -4.092 9.963 -9.963 -5.710 -22.447 1.587 -26.308 -5.035 -21.773 -26.308 V3.622 4.725 -11.069 11.069 1.663 20.259 -6.521 24.474 0.221 18.818 24.474 跨中M-7.394 -1.601 0.000 0.000 -11.115 -11.115 -10.442 -10.442 -11.551 -11.551 -11.551 E2M12.150 4.092 9.963 -9.963 28.677 11.940 32.538 4.643 28.781 12.044 32.538 V-10.832 -4.725 -11.069 11.069 -28.912 -10.315 -33.127 -2.132 -28.552 -9.956 -33.127 EGE2M-56.284 -23.196 10.199 -10.199 -91.448 -108.582 -75.995 -104.551 -90.149 -107.282 -108.582 V80.511 32.419 -3.529 3.529 139.036 144.964 123.444 133.324 137.497 143.425 144.964 跨中M105.264 41.616 -1.446 1.446 183.365 185.794 165.077 169.125 181.676 184.105 185.794 G2M56.364 23.129 13.090 -13.090 111.013 89.022 108.629 71.978 109.753 87.763 111.013 V-80.542 -32.393 -3.529 3.529 -144.965 -139.037 -133.336 -123.456 -143.441 -137.513 -144.965 表5-10 横梁内力组合（1层）位置内力恒载活载风1风21.2恒+1.4活+1.4*0.6风1.2恒+1.4风+1.4*0.7活1.35恒+1.4*(0.7活+0.6风)|Mmax|控制内力风1风2风1风2风1风2BDB1M-55.585 -21.608 17.013 -17.013 -82.662 -111.244 -64.059 -111.696 -81.924 -110.507 -111.696 V63.002 32.274 -4.505 4.505 117.002 124.571 100.924 113.539 112.898 120.466 113.539 跨中M100.701 43.427 2.146 -2.146 183.441 179.836 166.404 160.395 180.307 176.702 183.441 D1M63.147 22.304 12.721 -12.721 117.688 96.316 115.444 79.825 117.792 96.421 117.792 V-65.867 -32.538 -4.505 4.505 -128.378 -120.809 -117.235 -104.620 -124.592 -117.023 -124.592 DED1M-11.655 -5.506 12.454 -12.454 -11.233 -32.156 -1.946 -36.818 -10.668 -31.592 -36.818 V10.574 4.725 -13.838 13.838 7.680 30.928 -2.054 36.693 7.282 30.529 36.693 跨中M-6.930 -3.723 0.000 0.000 -13.528 -13.528 -11.964 -11.964 -13.003 -13.003 -13.528 E1M6.835 5.506 12.454 -12.454 26.372 5.449 31.034 -3.838 25.085 4.162 31.034 V-3.880 -4.725 -13.838 13.838 -22.895 0.353 -28.660 10.087 -21.492 1.756 -28.660 EGE1M-44.797 -22.304 12.721 -12.721 -74.296 -95.667 -57.805 -93.424 -71.648 -93.019 -95.667 V82.858 32.538 -4.505 4.505 141.198 148.767 125.009 137.624 139.961 147.530 148.767 跨中M91.717 43.427 -2.146 2.146 169.055 172.661 149.614 155.623 164.574 168.179 172.661 G1M39.568 21.608 17.013 -17.013 92.024 63.442 92.476 44.839 88.884 60.302 92.476 V-80.877 -32.274 -4.505 4.505 -146.021 -138.452 -134.989 -122.374 -144.597 -137.029 -134.989 5.7 柱的内力组合表5-11 B柱内力组合位置内力恒载活载风1风21.2恒+1.4活+1.4*0.6风1.2恒+1.4风+1.4*0.7活1.35恒+1.4*(0.7活+0.6风)|Mmax|Nmin|Nmax|风1风2风1风2风1风2顶层柱顶M102.977 8.240 2.278 -2.278 137.022 133.196 134.836 128.459 149.007 145.181 149.007 N-296.269 -17.740 0.541 -0.541 -379.905 -380.813 -372.151 -373.665 -416.894 -417.803 -416.894 -372.151 -417.803 柱底M56.573 15.941 0.976 -0.976 91.026 89.386 84.877 82.144 92.816 91.177 92.816 N-319.669 -17.740 0.541 -0.541 -407.985 -408.893 -400.231 -401.745 -448.484 -449.393 -448.484 -400.231 -449.393 V-40.910 -5.758 0.834 -0.834 -56.452 -57.854 -53.567 -55.903 -60.170 -61.572 -60.170 -53.567 四层柱顶M28.228 21.296 5.162 -5.162 68.023 59.352 61.969 47.517 63.313 54.642 63.313 N-512.756 -106.493 2.027 -2.027 -762.694 -766.100 -716.832 -722.508 -794.881 -798.286 -794.881 -716.832 -798.286 柱底M43.136 19.769 2.779 -2.779 81.775 77.106 75.029 67.247 79.943 75.274 81.775 N-536.156 -106.493 2.027 -2.027 -790.774 -794.180 -744.912 -750.588 -826.471 -829.876 -790.774 -744.912 -829.876 V-18.299 -9.777 2.036 -2.036 -33.936 -37.357 -28.690 -34.391 -32.575 -35.995 -33.936 -28.690 三层柱顶M47.170 18.586 6.873 -6.873 88.398 76.852 84.440 65.197 87.667 76.121 88.398 N-743.516 -195.310 4.453 -4.453 -1161.912 -1169.393 -1077.388 -1089.857 -1191.409 -1198.890 -1161.912 -1077.388 -1198.890 柱底M37.844 18.201 5.623 -5.623 75.617 66.170 71.122 55.377 73.649 64.203 75.617 N-766.916 -195.310 4.453 -4.453 -1189.992 -1197.473 -1105.468 -1117.937 -1222.999 -1230.480 -1189.992 -1105.468 -1230.480 V-21.798 -8.759 3.204 -3.204 -35.729 -41.112 -30.256 -39.227 -35.320 -40.703 -35.729 -30.256 二层柱顶M42.670 20.429 8.525 -8.525 86.965 72.643 83.159 59.289 84.786 70.463 86.965 N-959.782 -284.149 7.982 -7.982 -1542.842 -1556.251 -1419.030 -1441.379 -1567.467 -1580.876 -1542.842 -1419.030 -1580.876 柱底M53.610 22.920 8.525 -8.525 103.580 89.258 98.728 74.858 101.996 87.673 103.580 N-983.182 -284.149 7.982 -7.982 -1570.922 -1584.331 -1447.110 -1469.459 -1599.057 -1612.466 -1570.922 -1447.110 -1612.466 V-24.687 -10.321 4.372 -4.372 -40.402 -47.746 -33.619 -45.860 -39.770 -47.115 -40.402 -33.619 底层柱顶M34.772 13.772 9.840 -9.840 69.273 52.743 68.999 41.448 68.705 52.174 69.273 N-1190.435 -372.869 12.487 -12.487 -1940.050 -1961.028 -1776.452 -1811.415 -1962.010 -1982.988 -1940.050 -1776.452 -1982.988 柱底M17.386 6.886 22.634 -22.634 49.517 11.491 59.300 -4.076 49.233 11.207 59.300 N-1219.835 -372.869 12.487 -12.487 -1975.330 -1996.308 -1811.732 -1846.695 -2001.700 -2022.678 -1811.732 -1811.732 -2022.678 V-10.645 -3.973 6.627 -6.627 -12.768 -23.902 -7.388 -25.945 -12.697 -23.830 -7.388 -7.388 表5-12 D柱内力组合位置内力恒载活载风1风21.2恒+1.4活+1.4*0.6风1.2恒+1.4风+1.4*0.7活1.35恒+1.4*(0.7活+0.6风)|Mmax|Nmin|Nmax|风1风2风1风2风1风2顶层 柱顶M-92.65 -8.09 3.52 -3.52 -119.56 -125.47 -114.19 -124.04 -130.06 -135.97 -135.97 N-248.82 -22.03 1.05 -1.05 -328.55 -330.30 -318.71 -321.64 -356.61 -358.37 -358.37 -318.71 -358.37 柱底M-55.92 -15.20 2.04 -2.04 -86.68 -90.11 -79.15 -84.86 -88.68 -92.11 -92.11 N-272.22 -22.03 1.05 -1.05 -356.63 -358.38 -346.79 -349.72 -388.20 -389.96 -389.96 -346.79 -389.96 V38.10 5.55 1.43 -1.43 54.68 52.28 53.15 49.16 58.06 55.67 55.67 53.15 四层 柱顶M-29.14 -20.43 7.91 -7.91 -56.92 -70.21 -43.91 -66.06 -52.71 -66.00 -70.21 N-484.19 -141.39 4.05 -4.05 -775.57 -782.37 -713.92 -725.26 -788.81 -795.62 -782.37 -713.92 -795.62 柱底M-35.22 -19.05 5.66 -5.66 -64.17 -73.68 -53.00 -68.85 -61.45 -70.96 -73.68 N-507.59 -141.39 4.05 -4.05 -803.65 -810.45 -742.00 -753.34 -820.40 -827.21 -810.45 -742.00 -827.21 V16.50 9.40 3.48 -3.48 35.88 30.04 33.88 24.14 34.41 28.56 30.04 33.88 三层 三层柱顶M-37.80 -18.24 11.38 -11.38 -61.33 -80.45 -47.30 -79.17 -59.34 -78.46 -80.45 N-744.38 -260.68 9.31 -9.31 -1250.39 -1266.03 -1135.69 -1161.76 -1252.56 -1268.20 -1266.03 -1135.69 -1268.20 柱柱低M-37.59-17.999.97-9.97-61.92-78.67-48.78-76.70-60.00-76.75-78.67 N-767.78-260.689.31-9.31-1278.47-1294.11-1163.77-1189.84-1284.15-1299.79-1294.11-1163.77-1299.79 V19.33 8.62 5.48 -5.48 39.87 30.67 39.32 23.98 39.15 29.95 30.67 39.32 二层 柱顶M-40.88 -19.59 14.57 -14.57 -64.24 -88.72 -47.86 -88.65 -62.15 -86.62 -88.72 N-979.56 -379.95 16.85 -16.85 -1693.24 -1721.55 -1524.23 -1571.41 -1680.60 -1708.91 -1721.55 -1524.23 -1721.55 柱底M-44.52 -22.05 14.57 -14.57 -72.06 -96.54 -54.64 -95.43 -69.48 -93.95 -96.54 N-1002.96 -379.95 16.85 -16.85 -1721.32 -1749.63 -1552.31 -1599.49 -1712.19 -1740.50 -1749.63 -1552.31 -1749.63 V21.90 9.91 7.47 -7.47 46.43 33.88 46.45 25.53 45.55 33.00 33.88 46.45 底层 柱顶M-25.01 -12.68 16.11 -16.11 -34.23 -61.30 -19.89 -64.99 -32.66 -59.72 -64.99 N-1239.63 -499.33 26.18 -26.18 -2164.63 -2208.62 -1940.25 -2013.56 -2140.85 -2184.84 -2013.56 -1940.25 -2208.62 柱底M-12.50 -6.34 25.84 -25.84 -2.17 -45.59 14.96 -57.40 -1.39 -44.80 -57.40 N-1269.03 -499.33 26.18 -26.18 -2199.91 -2243.90 -1975.53 -2048.84 -2180.54 -2224.53 -2048.84 -1975.53 -2243.90 V7.66 3.66 8.56 -8.56 21.50 7.12 24.76 0.79 21.11 6.73 0.79 24.76 5.8 梁和柱的截面设计 5.8.1 梁的截面设计材料强度：采用C30级（钢筋采用级（）跨中正截面的计算：=120mm；h0=560mm；/h0=120/560=0.2140.1 不受此限制 b+sn=4800mmL0/S=7200/3=2400fc（h0-/2）=114.32400120（560-120/2）=2059.2KN/m跨中弯矩故应按第一类T形截面计算具体的计算安如下表格进行 位置M(kNm）梁宽b(mm)梁高h(mm)h0sAs（mm2）As,min(mm2)实配钢筋实配面积顶层BDB右-84.490 300 600 560 0.063 0.065 433 3600.20% 166031140603 6033396036031140跨中218.969 2400 600 560 0.020 0.021 1097 360 0.20%0.20% 22D左94.731 300 600 560 0.070 0.073 488 360 16DED右-36.043 300 400 360 0.065 0.067 288 240 0.20% 16跨中-36.511 800 400 360 0.025 0.025 285 240 0.20% 12E左35.590 300 400 360 0.064 0.066 284 240 0.20% 16EGE右-95.104 300 600 560 0.071 0.073 490 360 0.20% 16跨中217.479 2400 600 560 0.020 0.020 1090 360 0.20% 22G左86.105 300 600 560 0.064 0.066 442 360 0.20% 166036031140603四层BDB右-94.644 300 600 560 0.070 0.073 487 360 0.20% 16跨中157.123 2400 600 560 0.015 0.015 785 360 0.20%0.20% 22D左92.663 300 600 560 0.069 0.071 477 360 16DED右-15.081 300 400 360 0.027 0.028 118 240 0.20% 16339339339跨中-6.763 800 400 360 0.005 0.005 52 240 0.20% 12E左20.589 300 400 360 0.037 0.038 162 240 0.20% 16EGE右-105.358 300 600 560 0.078 0.082 545 360 0.20% 166031140603跨中181.455 2400 600 560 0.017 0.017 908 360 0.20% 22G左107.963 300 600 560 0.080 0.084 559 360 0.20% 16三层DBB右-108.097 300 600 560 0.080 0.084 560 360 0.20% 166031140603 22跨中177.981 2400 600 560 0.017 0.017 890 360 0.20%D左-69.849 300 600 560 0.052 0.053 356 360 0.20% 16DED右-25.524 300 400 360 0.046 0.047 202 240 0.20% 16339339339跨中-7.114 800 400 360 0.005 0.005 55 240 0.20% 12E左19.341 300 400 360 0.035 0.035 152 240 0.20% 16EGE右-93.364 300 600 560 0.069 0.072 480 360 0.20% 166031140339