【《S市第一中学宿舍楼六层结构设计》16000字（论文）】

S市第一中学宿舍楼六层结构设计摘要本工程为学校宿舍楼，采用框架结构，主体为六层，本地区抗震设防烈度为7度，基本地震加速度为0.10g；50年一遇风压为0.30，100年一遇风压为0.35；基本雪压0.25；场地类别为：II类，设计地震分组第一组。楼屋均采用现浇钢筋混凝土结构。学生宿舍规划设计特点及发展趋势是成为学校风景的一部分，也是给学生用心学习、茁壮成长的空间。培养了学生健康的社会交往观念、人格修养。国外的学生宿舍设计这些特点：(1)单人房间，开间少。卫生间提供热水，房间有单人床、书桌。(2)造型多样化，形式丰富；国外大多数学生宿舍建在校园环境绿化优美的地段，建筑形式丰富多彩。国内对中学学生宿舍的研究相对国外而言要滞后很多，我们可以借鉴国外宿舍的优点来改善我们国内中学生宿舍。采用钢筋混凝土框架结构，根据设计和结构承重及抗震方面的要求、场地地质条件、现场材料供应和施工技术条件等，合理的对学生宿舍进行结构布置，让学生宿舍空间增大，使用隔音材料来降低噪音使得学生有足够安静的空间来放松自己。在宿舍周围进行绿化工作，开拓学生的视野。舒适的住宿环境能够适当缓解学生学业造成的心理压力。所以我们要在学生宿舍结构设计上最大化满足适用、安全、经济、美观的建筑方针。关键词：框架结构抗震设计荷载计算内力计算计算配筋目录TOC\o"1-3"\h\u102151概况 133012计算简图截面确定 4286302.1确定梁柱布置选取计算单元 437362.2构件初估 5151732.3框架计算简图 7151882.4线刚度和抗侧刚度 815563荷载运算 11280233.1恒载运算 11100093.1.1恒载面荷载运算 1158273.1.2横向框架梁恒载线荷载 12282263.1.3纵向框架梁恒载（集中荷载） 14163223.2活载计算 1884473.2.1活载线荷载 1889603.2.2纵向框架梁活载（集中荷载） 18304643.3横向水平风荷载计算 21192983.3.1风荷载标准值 214573.3.2风横向框架侧移验算 2256013.4横向水平地震作用计算 23322273.4.1重力荷载计算 23149603.4.2结构基本自震周期计算 26170863.4.3横向水平地震计算 27237783.4.4地震横向框架侧移验算 28282874横向框架内力计算 29281534.1横向框架恒载内力计算 2954504.1.1框架节点分配系数 2997434.1.2横向框架恒载固端弯矩 31142774.1.3横向框架恒载弯矩 32281584.1.4横向框架恒载梁柱剪力 3589474.1.5横向框架恒载柱子轴力 39287094.2横向框架活载内力计算 41111524.2.1横向框架活载固端弯矩 4168474.2.2横向框架活载弯矩计算 4224474.2.3横向框架活载梁柱剪力 45261004.2.4横向活载柱子轴力 49318664.3横向框架风荷载内力计算 508264.3.1横向框架风荷载柱子剪力 50265484.3.2横向框架风荷载柱子弯矩 5123114.3.3横向框架风荷载梁端弯矩 53199564.3.4横向框架风荷载梁端剪力、柱轴力 5512624.4横向框架地震内力计算 5734414.4.1横向框架地震柱剪力 57285514.4.2横向框架地震柱子弯矩 5827104.4.3横向框架水平地震梁端弯矩 6063724.4.4横向框架地震梁剪力、柱轴力 6295315框架梁柱内力组合 6564935.1竖向荷载弯矩调整 65298755.2梁内力组合 68291685.3柱内力组合 74269226框架截面设计 8183436.1框架梁设计 8184126.2框架柱设计 85131247现浇混凝土板设计 93283368楼梯设计 99205188.1设计资料 9999928.2踏步板设计 9998598.3平台板设计 100311968.4平台梁设计 101122589基础设计 1021916结束语 10520405参考文献 107

1概况1.1工程设计概况本项目名称：毕节市第一中学宿舍楼六层结构设计本项目地址：贵州省毕节市项目设计使用年限：50年项目设计除了需要达到相关的建筑规范之外，原则上还必须达到围绕建筑3要素设置的标准:(1)需要达到功能标准;(2)必须选取科学的技术规范;(3)思考的建筑美观。并且，还需要符合整体的规划，即和附近的建筑物环境协调，并需要具备优良的经济效果，尽可能降低项目成本具体设计流程：明确层数，单层面积，轴网柱子设置。绘制墙柱轮廓线，绘制楼梯、台阶、卫生间等细部。绘制立面图外墙轮廓、室外地坪，描绘立面图内门窗洞、檐口等部分的外形尺寸，描绘门扇、墙面分格线等部分。制作出剖面图外墙轮廓线，描绘楼板的结构尺寸，明确门窗区域和细部，描绘剖面楼梯踏步平台板平台梁。描绘出楼梯间的开间、门窗洞区域。明确平台宽度、楼梯尺寸大小，描绘踏步区域，描绘栏杆的具体细节部分。依据具备建筑的结构规范建筑设计的总说明，依次标明屋面楼面墙面结构做法，设计建筑单层面积等内容2计算简图截面确定2.1确定梁柱布置选取计算单元依照房屋的具体应用和建筑的设计标准，具体平面布置图如2.1，本研究挑选⑤轴线横向框架开展运算分析，具体计算单元如2.2。图2.1结构平面布置图图2.2结构计算单元2.2构件初估框架梁初步估算：主梁截面高度依据梁跨度的1/8至1/12进行估计，次梁截面高度依据梁跨度的1/12至1/18进行估计，梁宽度依据其高的1/2至1/3进行估计，跨度非常小的梁或是高震区域，为了让项目更加科学，梁截面尺寸并非一定在上述的范围内。框架柱初估：板厚度明确：依据《混凝土结构设计规范》GB50010-20109.1.2，板的跨度和厚的比单向板≤30，双向板≤40，思考到成本和架构稳定，屋面板厚度选择100毫米，楼面板厚度选择100毫米。2.3框架计算简图图2.3框架梁柱计算简图框架梁运算跨度选择轴线间的长度，柱高度除下表层外都选择层高开展运算，底层柱高度从底层顶面算至一层顶面。一层柱的高度h1=一层层高+室内外高差+基础顶面到室外地坪的高度，建筑室内外高的差是450毫米，设基础顶面至室外地坪的高度是550毫米，因此h1=3.9+0.45+0.55=4.9米。2.4线刚度和抗侧刚度表2.1梁柱线刚度计算表构件b（m）h（m）l（m）iAB框架0.30.76.977955BC框架0.30.42.440000CD框架0.30.76.977955标准层柱0.60.63.690000底层柱0.60.64.966122图2.4梁柱线刚度(kN·m)表2.2K和的计算公式表楼层边柱中柱一般层底层柱抗侧刚度D值的计算公式：（2.3）表2.3横向框架柱抗侧刚度层次柱轴号KD(kN/m)∑D(kN/m)6~2层A0.8660.30225167116333B1.3110.39633000C1.3110.39633000D0.8660.302251671层A1.1790.5281744974819B1.7840.60419961C1.7840.60419961D1.1790.528174493荷载计算3.1恒载计算3.1.1恒载面荷载计算3.1.2横向框架梁恒载线荷载

3.1.3纵向框架梁恒载（集中荷载）荷载传导流程如下：板面荷载依据4个角的角平分线传导至附近的框架梁，框架梁中荷载经过梁柱节点传导至框架柱，所有层的框架柱和柱自重传导至下层柱子直到基础。图3.1恒荷载作用示意图3.2活载计算3.2.1活载线荷载3.2.2纵向框架梁活载（集中荷载）图3.2活荷载作用示意图3.3横向水平风荷载计算3.3.1风荷载标准值针对水平风荷载而言，因为风荷载和建筑物表层是垂直的，而且风荷载高低和受风面积，风震系数，风荷载体型系数，风压高度改变系数，建筑物的风压都存在一定的联系。风荷载运算把受风面积中的风荷载汇集至框架节点位置进行运算。具体方程：（3.1）在此之中表示受风面积，，依次是上下层层高，针对底层需要添加室内外高差，顶层是女儿墙高度的2倍，B指的是受风宽度。表3.1风荷载计算层号μzhihjBμsβzω0wk61.36533.51.36.81.201.000.349.50351.3053.53.76.81.201.000.3413.63241.2553.53.76.81.201.000.3412.8231.04353.53.76.81.201.000.3411.81321.0003.53.76.81.201.000.3411.29111.0004.263.76.81.201.000.3412.39图3.3风荷载作用示意图（kN）3.3.2风横向框架侧移验算EQ风荷载作用下的水平层间侧移计算公式（3.2）EQΔui为第i层的层间侧移EQVi为第i层的总剪力EQ∑Di为第i层的侧移刚度和所有层间的位移角如表3.2，在此之中层间位移最长的位于第一层其值是1/5094＜1/550，达到相关的标准。表3.2风荷载位移验算层次hi(m)wk(kN)V(kN)∑D/(kN/m)Δui(mm)Δui/hi63.609.6149.614116333.340.081/4337353.6013.74323.357116333.340.2011/1791043.6012.93036.287116333.340.3121/1153833.6011.92448.211116333.340.4141/869623.6011.30259.513116333.340.5121/703114.9012.48071.99374818.940.9621/50943.4横向水平地震作用计算3.4.1重力荷载计算重力荷载合计：顶层重力荷载合计=屋面恒载+屋面雪荷载/2+屋面梁荷载+顶层柱重/2+顶层门窗/2+女儿墙+顶层内墙/2+顶层外墙/2标准层重力荷载合计=楼面恒载+楼面活荷载/2+楼面梁荷载+上层柱重/2+下层柱重/2+上层门窗/2+下层门窗/2+上层内墙/2+上层外墙/2+下层内墙/2+下层外墙/2G6=516.67+53.82/2+301.77+136.08/2+4.13/2+19.04+79.63/2+262.476/2=1105.55kNG5=379.97+215.28/2+301.77+136.08/2+136.08/2+4.13/2+4.13/2+79.63/2+79.63/2+262.476/2+262.476/2=1271.7kNG4=379.97+215.28/2+301.77+136.08/2+136.08/2+4.13/2+4.13/2+79.63/2+79.63/2+262.476/2+262.476/2=1271.7kNG3=379.97+215.28/2+301.77+136.08/2+136.08/2+4.13/2+4.13/2+79.63/2+79.63/2+262.476/2+262.476/2=1271.7kNG2=379.97+215.28/2+301.77+136.08/2+136.08/2+4.13/2+4.13/2+79.63/2+79.63/2+262.476/2+262.476/2=1271.7kNG1=379.97+215.28/2+301.77+136.08/2+185.22/2+4.13/2+4.13/2+79.63/2+79.63/2+262.476/2+262.476/2=1296.27kN图3.4重力荷载代表值3.4.2结构基本自震周期计算（3.3）；（3.4）结构自震时间选取设置的顶点位移运算架构的基础自振周期，运算流程如表3.3，0.2569，地震效果下周期折减系数0.7，周期0.603表3.3结构顶点侧移层次Gi(kN)Vgi(kN)ΣDi(kN/m)Δui(m)uT(m)61105.5501105.550116333.340.0095030.256951271.7002377.250116333.340.0204350.247441271.7003648.950116333.340.0313660.227031271.7004920.650116333.340.0422980.195621271.7006192.350116333.340.0532290.153311296.2707488.62074818.940.1000900.10013.4.3横向水平地震计算依据项目所在区域和具体的任务书标准，发现抗震设防烈度7度0.10g，0.08，场地是Ⅱ类，第1组，了解到特征周期0.4表3.4横向水平地震剪力计算层次Hi(m)Gi(kN)GiHi(kN·m)Fi(kN)Vi(kN)622.91105.55025317.1087.0587.05519.31271.70024543.8184.39171.44415.71271.70019965.6968.65240.09312.11271.70015387.5752.91293.0028.51271.70010809.4537.17330.1614.91296.2706351.7221.84352.003.4.4地震横向框架侧移验算所有层间位移角如表3.5，在此之中，层间位移最长的位置是第一层其值是1/1041＜1/550，达到具体的标准。表3.5水平地震作用下的位移验算层次Vi(kN)∑Di(kN/m)△μi(mm)hi(m)△μi/hi687.05116333.340.7483.601/48135171.44116333.341.4743.601/24424240.09116333.342.0643.601/17443293.00116333.342.5193.601/14292330.16116333.342.8383.601/12681352.0074818.944.7054.901/10414横向框架内力计算本部分的弯矩、剪力、轴力单位依次是kN.m、kN、kN，内力除了轴力受拉等于负，受压等于正，其余的内力都是逆时针旋转为负，顺时针旋转为正。4.1横向框架恒载内力计算4.1.1框架节点分配系数4.1.2横向框架恒载固端弯矩4.1.3横向框架恒载弯矩表4.1横向框架恒载弯矩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0.5360.4640.3750.4330.1920.1920.4330.3750.4640.536-71.0571.05-4.654.65-71.0571.0538.0832.97-24.90-28.75-12.7512.7528.7524.90-32.97-38.0814.18-12.4516.49-11.696.38-6.3811.69-16.4912.45-14.18-0.93-0.80-4.19-4.84-2.152.154.844.190.800.9351.33-51.3358.45-45.28-13.1713.1745.28-58.4551.33-51.330.3490.3490.3020.2620.3020.3020.1340.1340.3020.3020.2620.3020.3490.349-81.2581.25-3.813.81-81.2581.2528.3628.3624.54-20.29-23.39-23.39-10.3810.3823.3923.3920.29-24.54-28.36-28.3619.0414.18-10.1512.27-14.38-11.695.19-5.1914.3811.69-12.2710.14-19.04-14.18-8.05-8.05-6.972.262.602.601.15-1.15-2.60-2.60-2.266.978.058.0539.3534.49-73.8375.49-35.16-32.48-7.847.8435.1632.48-75.4973.83-39.34-34.480.3490.3490.3020.2620.3020.3020.1340.1340.3020.3020.2620.3020.3490.349-81.2581.25-3.813.81-81.2581.2528.3628.3624.54-20.29-23.39-23.39-10.3810.3823.3923.3920.29-24.54-28.36-28.3614.1814.18-10.1412.27-11.69-11.695.19-5.1911.6911.69-12.2710.14-14.18-14.18-6.36-6.36-5.501.551.791.790.79-0.79-1.79-1.79-1.555.506.366.3636.1836.18-72.3674.78-33.29-33.29-8.208.2033.2933.29-74.7872.36-36.18-36.180.3490.3490.3020.2620.3020.3020.1340.1340.3020.3020.2620.3020.3490.349-81.2581.25-3.813.81-81.2581.2528.3628.3624.54-20.29-23.39-23.39-10.3810.3823.3923.3920.29-24.54-28.36-28.3614.1814.18-10.1412.27-11.69-11.695.19-5.1911.6911.69-12.2710.14-14.18-14.18-6.36-6.36-5.501.551.791.790.79-0.79-1.79-1.79-1.555.506.366.3636.1836.18-72.3674.78-33.29-33.29-8.208.2033.2933.29-74.7872.36-36.18-36.180.3490.3490.3020.2620.3020.3020.1340.1340.3020.3020.2620.3020.3490.349-81.2581.25-3.813.81-81.2581.2528.3628.3624.54-20.29-23.39-23.39-10.3810.3823.3923.3920.29-24.54-28.36-28.3614.1815.60-10.1412.27-11.69-12.705.19-5.1911.6912.70-12.2710.14-14.18-15.60-6.85-6.85-5.931.822.092.090.93-0.93-2.09-2.09-1.825.936.856.8535.6837.10-72.7975.05-32.99-33.99-8.078.0732.9933.99-75.0572.79-35.68-37.100.3840.2820.3340.2840.3280.2410.1470.1470.3280.2410.2840.3340.3840.282-81.2581.25-3.813.81-81.2581.2531.2022.9127.14-21.99-25.40-18.66-11.3811.3825.4018.6621.99-27.14-31.20-22.9114.180.00-11.0013.57-11.690.005.69-5.6911.690.00-13.5711.00-14.180.00-1.22-0.90-1.06-2.15-2.48-1.82-1.111.112.481.822.151.061.220.9044.1622.02-66.1770.68-39.58-20.49-10.6110.6139.5820.49-70.6866.17-44.16-22.0211.01A-10.24B10.24C-11.01D依据内力均衡的标准运算跨中弯矩，先运算出简支情况下的跨中弯矩，之后依照简支情况下的跨中弯矩和支座两侧的弯矩算得跨中弯矩。计算公式。（4.1）恒载作用下顶层梁跨中弯矩计算如下AB跨均布荷载1/8×4.98×6.6×6.6=27.12梯形荷载16.56×6.6×6.6/24×(3-4×1.725²/6.6²)=81.96总计27.12+81.96=109.08梯形荷载16.56×6.6×6.6/24×(3-4×1.725²/6.6²)=81.96总计27.12+81.96=109.08总计63.43+60.27=123.7表4.2恒载作用下跨中弯矩计算表层次梁跨M左M右M0M中6AB-51.3358.45109.0754.18BC-13.1713.177.32-5.85CD-58.4551.33109.0754.185AB-73.8375.49123.7149.05BC-7.847.845.97-1.87CD-75.4973.83123.7149.054AB-72.3674.78123.7150.14BC-8.208.205.97-2.23CD-74.7872.36123.7150.143AB-72.3674.78123.7150.14BC-8.208.205.97-2.23CD-74.7872.36123.7150.142AB-72.7975.05123.7149.79BC-8.078.075.97-2.1CD-75.0572.79123.7149.791AB-66.1770.68123.7155.28BC-10.6110.615.97-4.64CD-70.6866.17123.7155.28图4.1恒载作用下的弯矩图（kN.m）4.1.4横向框架恒载梁柱剪力左侧：（4.2）右侧：（4.3）剪力：（4.4）、依次是框架梁左侧和右侧在简支情况下的反力、依次是框架梁左和右侧的弯矩、依次是框架柱上和下侧的弯矩指的是框架梁柱元件的运算长度恒载效果下顶层梁简支支座剪力AB跨均布荷载4.98×6.6/2=16.43梯形荷载(6.6-1.725)×15.56/2=40.37合计16.43+40.37=56.8BC跨均布荷载2.49×2.4/2=2.99三角形荷载=11.52×2.4/4=6.91合计2.99+6.91=9.9CD跨均布荷载4.98×6.6/2=16.43梯形荷载(6.6-1.725)×15.56/2=40.37合计16.43+40.37=56.8恒载作用下标准层梁简支支座剪力AB跨均布荷载11.65×6.6/2=38.45梯形荷载(6.6-1.725)×12.179/2=29.69合计38.45+29.69=68.14BC跨均布荷载2.61×2.4/2=3.13三角形荷载=8.527×2.4/4=5.12合计3.13+5.12=8.25CD跨均布荷载11.65×6.6/2=38.45梯形荷载(6.6-1.725)×12.179/2=29.69合计38.45+29.69=68.14表4.3恒载框架梁剪力层次梁跨l(m)R左R右MlMrV左V右6AB6.656.8-56.8-51.3358.4555.72-57.88BC2.49.9-9.9-13.1713.179.9-9.9CD6.656.8-56.8-58.4551.3357.88-55.725AB6.668.13-68.13-73.8375.4967.88-68.38BC2.48.25-8.25-7.847.848.25-8.25CD6.668.13-68.13-75.4973.8368.38-67.884AB6.668.13-68.13-72.3674.7867.76-68.5BC2.48.25-8.25-8.208.208.25-8.25CD6.668.13-68.13-74.7872.3668.5-67.763AB6.668.13-68.13-72.3674.7867.76-68.5BC2.48.25-8.25-8.208.208.25-8.25CD6.668.13-68.13-74.7872.3668.5-67.762AB6.668.13-68.13-72.7975.0567.79-68.47BC2.48.25-8.25-8.078.078.25-8.25CD6.668.13-68.13-75.0572.7968.47-67.791AB6.668.13-68.13-66.1770.6867.45-68.81BC2.48.25-8.25-10.6110.618.25-8.25CD6.668.13-68.13-70.6866.1768.81-67.45表4.4恒载作用下框架柱剪力柱轴号层次层高M上M下VA63.651.3339.35-25.1953.634.4936.18-19.6343.636.1836.18-20.133.636.1835.68-19.9623.637.144.16-22.5714.922.0211.01-6.74B63.6-45.28-35.1622.3453.6-32.48-33.2918.2743.6-33.29-33.2918.4933.6-33.29-32.9918.4123.6-33.99-39.5820.4414.9-20.49-10.246.27C63.645.2835.16-22.3453.632.4833.29-18.2743.633.2933.29-18.4933.633.2932.99-18.4123.633.9939.58-20.4414.920.4910.24-6.27D63.6-51.33-39.3425.1953.6-34.48-36.1819.6343.6-36.18-36.1820.133.6-36.18-35.6819.9623.6-37.1-44.1622.5714.9-22.02-11.016.74图4.2恒载作用下剪力图（kN）4.1.5横向框架恒载柱子轴力顶轴力：底轴力：是指一层纵向梁传导至框架柱恒载，、依次是框架柱左、右侧的梁剪力，框架柱容重25，忽略柱子抹灰。表4.5恒载作用下框架柱轴力柱轴号层次Nb(m)h(m)l(m)V左V右柱重柱顶柱底A6119.840.60.63.6055.7232.4175.62085136.5460.60.63.6067.8832.4412.4444.84136.5460.60.63.6067.7632.4649.1681.53136.5460.60.63.6067.7632.4885.8918.22136.5460.60.63.6067.7932.41122.51154.91136.5460.60.64.9067.4544.11358.91403B6143.150.60.63.6-57.889.932.4210.9243.35170.40.60.63.6-68.388.2532.4490.3522.74170.40.60.63.6-68.58.2532.4769.9802.33170.40.60.63.6-68.58.2532.41049.51081.92170.40.60.63.6-68.478.2532.41329.01361.41170.40.60.64.9-68.818.2544.11608.91653C6143.150.60.63.6-9.957.8832.4210.9243.35170.40.60.63.6-8.2568.3832.4490.3522.74170.40.60.63.6-8.2568.532.4769.9802.33170.40.60.63.6-8.2568.532.41049.51081.92170.40.60.63.6-8.2568.4732.41329.01361.41170.40.60.64.9-8.2568.8144.11608.91653D6119.840.60.63.6-55.72032.4175.62085136.5460.60.63.6-67.88032.4412.4444.84136.5460.60.63.6-67.76032.4649.1681.53136.5460.60.63.6-67.76032.4885.8918.22136.5460.60.63.6-67.79032.41122.51154.91136.5460.60.64.9-67.45044.11358.91403图4.3恒载作用下轴力图（kN）4.2横向框架活载内力计算4.2.1横向框架活载固端弯矩顶层梁活载固端计算：AB跨-1/12×1.52×6.6×6.6=-5.52kN.mBC跨-1/12×0.75×2.4×2.4=-0.36kN.mCD跨-1/12×1.52×6.6×6.6=-5.52kN.m标准层梁活载固端计算：AB跨-1/12×6.08×6.6×6.6=-22.07kN.mBC跨-1/12×3×2.4×2.4=-1.44kN.mCD跨-1/12×6.08×6.6×6.6=-22.07kN.m4.2.2横向框架活载弯矩计算表4.6横向框架活载弯矩计算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0.5360.4640.3750.4330.1920.1920.4330.3750.4640.536-5.525.52-0.360.36-5.525.522.962.56-1.94-2.23-0.990.992.231.94-2.56-2.963.85-0.971.28-3.120.50-0.503.12-1.280.97-3.85-1.55-1.340.500.580.26-0.26-0.58-0.501.341.555.26-5.265.37-4.77-0.600.604.77-5.375.26-5.260.3490.3490.3020.2620.3020.3020.1340.1340.3020.3020.2620.3020.3490.349-22.0722.07-1.441.44-22.0722.077.707.706.67-5.41-6.23-6.23-2.762.766.236.235.41-6.67-7.70-7.701.483.85-2.703.33-1.12-3.121.38-1.381.123.12-3.332.70-1.48-3.85-0.92-0.92-0.79-0.13-0.15-0.15-0.060.060.150.150.130.790.920.928.2610.64-18.9019.87-7.49-9.49-2.892.897.499.49-19.8718.90-8.26-10.640.3490.3490.3020.2620.3020.3020.1340.1340.3020.3020.2620.3020.3490.349-22.0722.07-1.441.44-22.0722.077.707.706.67-5.41-6.23-6.23-2.762.766.236.235.41-6.67-7.70-7.703.853.85-2.703.33-3.12-3.121.38-1.383.123.12-3.332.70-3.85-3.85-1.74-1.74-1.510.400.460.460.20-0.20-0.46-0.46-0.401.511.741.749.819.81-19.6220.39-8.89-8.89-2.622.628.898.89-20.3919.62-9.81-9.810.3490.3490.3020.2620.3020.3020.1340.1340.3020.3020.2620.3020.3490.349-22.0722.07-1.441.44-22.0722.077.707.706.67-5.41-6.23-6.23-2.762.766.236.235.41-6.67-7.70-7.703.853.85-2.703.33-3.12-3.121.38-1.383.123.12-3.332.70-3.85-3.85-1.74-1.74-1.510.400.460.460.20-0.20-0.46-0.46-0.401.511.741.749.819.81-19.6220.39-8.89-8.89-2.622.628.898.89-20.3919.62-9.81-9.810.3490.3490.3020.2620.3020.3020.1340.1340.3020.3020.2620.3020.3490.349-22.0722.07-1.441.44-22.0722.077.707.706.67-5.41-6.23-6.23-2.762.766.236.235.41-6.67-7.70-7.703.854.24-2.703.33-3.12-3.381.38-1.383.123.38-3.332.70-3.85-4.24-1.88-1.88-1.630.470.540.540.24-0.24-0.54-0.54-0.471.631.881.889.6710.06-19.7320.46-8.81-9.07-2.582.588.819.07-20.4619.73-9.67-10.060.3840.2820.3340.2840.3280.2410.1470.1470.3280.2410.2840.3340.3840.282-22.0722.07-1.441.44-22.0722.078.476.227.37-5.86-6.77-4.97-3.033.036.774.975.86-7.37-8.47-6.223.850.00-2.933.69-3.120.001.52-1.523.120.00-3.692.93-3.850.00-0.35-0.26-0.31-0.59-0.68-0.50-0.310.310.680.500.590.310.350.2611.975.96-17.9419.30-10.57-5.47-3.263.2610.575.47-19.3017.94-11.97-5.962.98A-2.74B2.74C-2.98D表4.7活载作用下跨中弯矩计算表层次梁跨M左M右M0M中6AB-5.265.378.543.22BC-0.600.600.58-0.02CD-5.375.268.543.225AB-18.9019.8734.1514.76BC-2.892.892.30-0.58CD-19.8718.9034.1514.764AB-19.6220.3934.1514.14BC-2.622.622.30-0.32CD-20.3919.6234.1514.143AB-19.6220.3934.1514.14BC-2.622.622.30-0.32CD-20.3919.6234.1514.142AB-19.7320.4634.1514.05BC-2.582.582.30-0.28CD-20.4619.7334.1514.051AB-17.9419.3034.1515.53BC-3.263.262.30-0.96CD-19.3017.9434.1515.53图4.4活载作用下弯矩图（kN.m）4.2.3横向框架活载梁柱剪力活载作用下顶层梁简支支座剪力AB梯跨形荷载(6.6-1.725)×1.725/2=4.18BC跨三角形荷载=1.2×2.4/4=0.72CD跨梯形荷载(6.6-1.725)×1.725/2=4.18活载作用下标准层梁简支支座剪力AB跨梯形荷载(6.6-1.725)×6.9/2=16.82BC跨三角形荷载=4.8×2.4/4=2.88CD跨梯形荷载(6.6-1.725)×6.9/2=16.82表4.8活载框架梁剪力层次梁跨l(m)R左R右MlMrV左V右6AB6.64.2-4.2-5.265.374.18-4.22BC2.40.72-0.72-0.600.600.72-0.72CD6.64.2-4.2-5.375.264.22-4.185AB6.616.82-16.82-18.9019.8716.67-16.97BC2.42.88-2.88-2.892.892.88-2.88CD6.616.82-16.82-19.8718.9016.97-16.674AB6.616.82-16.82-19.6220.3916.70-16.94BC2.42.88-2.88-2.622.622.88-2.88CD6.616.82-16.82-20.3919.6216.94-16.703AB6.616.82-16.82-19.6220.3916.70-16.94BC2.42.88-2.88-2.622.622.88-2.88CD6.616.82-16.82-20.3919.6216.94-16.702AB6.616.82-16.82-19.7320.4616.71-16.93BC2.42.88-2.88-2.582.582.88-2.88CD6.616.82-16.82-20.4619.7316.93-16.711AB6.616.82-16.82-17.9419.3016.61-17.03BC2.42.88-2.88-3.263.262.88-2.88CD6.616.82-16.82-19.3017.9417.03-16.61表4.9活载作用下框架柱剪力柱轴号层次层高M上M下VA63.65.268.26-3.7653.610.649.81-5.6843.69.819.81-5.4533.69.819.67-5.4123.610.0611.97-6.1214.95.962.98-1.82B63.6-4.77-7.493.4153.6-9.49-8.895.1143.6-8.89-8.894.9433.6-8.89-8.814.9223.6-9.07-10.575.4614.9-5.47-2.741.68C63.64.777.49-3.4153.69.498.89-5.1143.68.898.89-4.9433.68.898.81-4.9223.69.0710.57-5.4614.95.472.74-1.68D63.6-5.26-8.263.7653.6-10.64-9.815.6843.6-9.81-9.815.4533.6-9.81-9.675.4123.6-10.06-11.976.1214.9-5.96-2.981.82图4.5活载作用下剪力图（kN）

4.2.4横向活载柱子轴力是指一层纵向梁传导至框架柱活载，、依次是框架柱左、右侧的梁剪力。表4.10活载作用下框架柱轴力柱轴号层次NV左V右柱顶柱底A67.18104.1811.411.4528.72016.6756.856.8428.72016.70102.2102.2328.72016.70147.6147.6228.72016.71193.0193.0128.72016.61238.3238.3B69.105-4.220.7214.014.0536.42-16.972.8870.370.3436.42-16.942.88126.5126.5336.42-16.942.88182.7182.7236.42-16.932.88238.9238.9136.42-17.032.88295.2295.2C69.105-0.724.2214.014.0536.42-2.8816.9770.370.3436.42-2.8816.94126.5126.5336.42-2.8816.94182.7182.7236.42-2.8816.93238.9238.9136.42-2.8817.03295.2295.2D67.181-4.18011.411.4528.72-16.67056.856.8428.72-16.700102.2102.2328.72-16.700147.6147.6228.72-16.710193.0193.0128.72-16.611238.3238.3图4.6活载作用下轴力（kN）4.3横向框架风荷载内力计算4.3.1横向框架风荷载柱子剪力水平荷载运算办法：D值法（修正反弯点法），水平荷载柱子剪力运算依照框架柱抗侧刚度把剪力划分至框架柱EQDi为对应柱子的抗侧刚度EQ∑Di为某层柱子抗侧刚度总和EQF为水平风荷载作用下的层间剪力。表4.11风荷载柱剪力层次柱轴号∑D(kN/m)D(kN/m)F(kN)V(kN)6A116333.3425166.679.6142.08B116333.34330009.6142.73C116333.34330009.6142.73D116333.3425166.679.6142.085A116333.3425166.6723.3575.05B116333.343300023.3576.63C116333.343300023.3576.63D116333.3425166.6723.3575.054A116333.3425166.6736.2877.85B116333.343300036.28710.29C116333.343300036.28710.29D116333.3425166.6736.2877.853A116333.3425166.6748.21110.43B116333.343300048.21113.68C116333.343300048.21113.68D116333.3425166.6748.21110.432A116333.3425166.6759.51312.87B116333.343300059.51316.88C116333.343300059.51316.88D116333.3425166.6759.51312.871A74818.9417448.9471.99316.79B74818.9419960.5371.99319.21C74818.9419960.5371.99319.21D74818.9417448.9471.99316.794.3.2横向框架风荷载柱子弯矩反弯点高度比：EQy0为标准反弯点高度EQy1为因上下层梁刚度比变化的修正值EQy2为因上层层高变化的修正值EQy3为因下层层高变化的修正值，表4.12风荷载柱子剪力层次柱轴号∑D(kN/m)D(kN/m)F(kN)V(kN)6A3.60.3330.6672.08B3.60.3660.6342.73C3.60.3660.6342.73D3.60.3330.6672.085A3.60.40.65.05B3.60.4160.5846.63C3.60.4160.5846.63D3.60.40.65.054A3.60.450.557.85B3.60.450.5510.29C3.60.450.5510.29D3.60.450.557.853A3.60.450.5510.43B3.60.4660.53413.68C3.60.4660.53413.68D3.60.450.5510.432A3.60.4860.51412.87B3.60.50.516.88C3.60.50.516.88D3.60.4860.51412.871A4.90.6320.36816.79B4.90.5720.42819.21C4.90.5720.42819.21D4.90.6320.36816.794.3.3横向框架风荷载梁端弯矩依照节点的均衡情况，把柱端不均衡弯矩依据节点两侧的梁线刚度开展划分。节点右侧的梁端弯矩：（4.2）节点左侧的梁端弯矩：（4.3）表4.13风荷载梁端弯矩计算层次AB梁左AB梁右BC梁左BC梁右CD梁左CD梁右64.994.122.112.114.124.99513.411.595.955.9511.5913.4422.8120.0210.2810.2820.0222.81333.3728.414.5714.5728.433.37240.7135.2518.0818.0835.2540.71152.846.723.9723.9746.752.8图4.7风荷载作用下弯矩图（kN.m）4.3.4横向框架风荷载梁端剪力、柱轴力水平荷载效果下梁剪力：（4.8）图4.8风荷载作用下剪力图（kN）图4.9风荷载作用下轴力图（kN）4.4横向框架地震内力计算4.4.1横向框架地震柱剪力水平荷载运算办法：D值法，水平荷载柱子的剪力运算依照柱抗侧刚度把层间剪力划分至框架柱（4.4）EQDi为对应柱子的抗侧刚度EQ∑Di为某层柱子抗侧刚度总和EQF为水平地震荷载作用下的层间剪力。表4.14地震荷载柱剪力层次柱轴号∑D(kN/m)D(kN/m)F(kN)V(kN)6A116333.3425166.6787.0518.83B116333.343300087.0524.69C116333.343300087.0524.69D116333.3425166.6787.0518.835A116333.3425166.67171.4437.09B116333.3433000171.4448.63C116333.3433000171.4448.63D116333.3425166.67171.4437.094A116333.3425166.67240.0951.94B116333.3433000240.0968.11C116333.3433000240.0968.11D116333.3425166.67240.0951.943A116333.3425166.6729363.39B116333.343300029383.11C116333.343300029383.11D116333.3425166.6729363.392A116333.3425166.67330.1671.42B116333.3433000330.1693.66C116333.3433000330.1693.66D116333.3425166.67330.1671.421A74818.9417448.9435282.09B74818.9419960.5335293.91C74818.9419960.5335293.91D74818.9417448.9435282.094.4.2横向框架地震柱子弯矩高度比：EQy0为标准反弯点高度EQy1为因上下层梁刚度比变化的修正值EQy2为因上层层高变化的修正值EQy3为因下层层高变化的修正值，表4.15地震荷载作用下柱端弯矩计算层次柱号h(m)y1-yVM下M上6A3.60.350.6518.83-23.73-44.06B3.60.3660.63424.69-32.53-56.35C3.60.3660.63424.69-32.53-56.35D3.60.350.6518.83-23.73-44.065A3.60.4330.56737.09-57.82-75.71B3.60.450.5548.63-78.78-96.29C3.60.450.5548.63-78.78-96.29D3.60.4330.56737.09-57.82-75.714A3.60.450.5551.94-84.14-102.84B3.60.4660.53468.11-114.26-130.93C3.60.4660.53468.11-114.26-130.93D3.60.450.5551.94-84.14-102.843A3.60.450.5563.39-102.69-125.51B3.60.50.583.11-149.6-149.6C3.60.50.583.11-149.6-149.6D3.60.450.5563.39-102.69-125.512A3.60.4860.51471.42-124.96-132.16B3.60.50.593.66-168.59-168.59C3.60.50.593.66-168.59-168.59D3.60.4860.51471.42-124.96-132.161A4.90.6410.35982.09-257.84-144.4B4.90.6110.38993.91-281.16-179C4.90.6110.38993.91-281.16-179D4.90.6410.35982.09-257.84-106.094.4.3横向框架水平地震梁端弯矩根据节点平衡条件，将柱端不平衡弯矩按照节点两端的梁线刚度进行分配。节点右端梁端弯矩：（4.10）节点左端梁端弯矩：（4.11）表4.16地震荷载梁端弯矩层次AB左AB右BC左BC右CD左CD右644.0637.2419.1119.1137.2444.06599.4485.1443.6843.6885.1499.444160.66138.5971.1271.12138.59160.663209.65174.3889.4889.48174.38209.652234.85210.29107.9107.9210.29234.851269.36229.72117.87117.87229.72269.36图4.10地震荷载作用下弯矩图（kN.m）4.4.4横向框架地震梁剪力、柱轴力水平荷载梁剪力（4.7）、EQ分别为梁左、右端弯矩，l为梁计算跨度、EQ分别为柱子左、右端梁剪力图4.11地震荷载作用下剪力图（kN）图4.12地震荷载作用下轴力图（kN）

5框架梁柱内力组合弯矩、剪力、轴力单位依次是kN.m、kN、kN，轴力受拉等于负，受压等于正，梁弯矩上面受拉等于负，下面受拉等于正，其他内力是逆时针旋转的为负，顺时针旋转的是正，内力组合方程如下。1）1.31.52）1.31.53）1.31.54）5.1竖向荷载弯矩调整竖向荷载弯矩调整（5.1）（5.2）（5.3）EQMl0,Mr0：调幅前梁左梁右弯矩，β为调幅系数EQM中：弯矩调幅前梁跨中弯矩标准值EQM：弯矩调幅后梁跨中弯矩标准值，调幅完成跨内弯矩不低于简支梁跨中弯矩的百分之五十。表5.1恒载弯矩调幅层次梁跨β梁左跨中梁右调整前调整后M0/2调整前调整后调整前调整后6AB跨0.8-51.33-41.0654.53554.1865.16-58.45-46.76BC跨0.8-13.17-10.543.66-5.853.66-13.17-10.54CD跨0.8-58.45-46.7654.53554.1865.16-51.33-41.065AB跨0.8-73.83-59.0661.85549.0563.98-75.49-60.39BC跨0.8-7.84-6.282.9855.842.985-7.84-6.28CD跨0.8-75.49-60.3961.85549.0563.98-73.83-59.064AB跨0.8-72.36-57.8961.85550.1464.85-74.78-59.83BC跨0.8-8.20-6.562.985-2.232.985-8.20-6.56CD跨0.8-74.78-59.8361.85550.1464.85-72.36-57.893AB跨0.8-72.36-57.8961.85550.1464.85-74.78-59.83BC跨0.8-8.20-6.562.985-4.42.985-8.20-6.56CD跨0.8-74.78-59.8361.85550.1464.85-72.36-57.892AB跨0.8-72.79-58.2361.85549.7964.57-75.05-60.04BC跨0.8-8.07-6.462.985-2.12.985-8.07-6.46CD跨0.8-75.05-60.0461.85549.7964.57-72.79-58.231AB跨0.8-66.17-52.9461.85555.2868.96-70.68-56.54BC跨0.8-10.61-8.492.985-4.642.985-10.61-8.49CD跨0.8-70.68-56.5461.85555.2868.96-66.17-52.94表5.2活载弯矩调幅层次梁跨β梁左跨中梁右调整前调整后M0/2调整前调整后调整前调整后6AB跨0.8-5.35-4.304.183.114.17-5.16-4.18BC跨0.8-0.70-0.390.30-0.010.30-0.59-0.50CD跨0.8-5.29-4.304.193.194.30-5.31-4.195AB跨0.8-18.90-15.1217.07514.7618.64-19.87-15.9BC跨0.8-2.89-2.311.15-0.581.15-2.89-2.31CD跨0.8-19.87-15.917.07514.7618.64-18.90-15.124AB跨0.8-19.62-15.6917.07514.1418.14-20.39-16.32BC跨0.8-2.62-2.11.15-0.321.15-2.62-2.1CD跨0.8-20.39-16.3217.07514.1418.14-19.62-15.693AB跨0.8-19.62-15.6917.07514.1418.14-20.39-16.32BC跨0.8-2.62-2.11.15-0.321.15-2.62-2.1CD跨0.8-20.39-16.3217.07514.1418.14-19.62-15.692AB跨0.8-19.73-15.7917.07514.0518.07-20.46-16.37BC跨0.8-2.58-2.071.15-0.281.15-2.58-2.07CD跨0.8-20.46-16.3717.07514.0518.07-19.73-15.791AB跨0.8-17.94-14.3517.07515.5319.25-19.30-15.44BC跨0.8-3.26-2.611.15-0.961.15-3.26-2.61CD跨0.8-19.30-15.4417.07515.5319.25-17.94-14.355.2梁内力组合表5.36层框架梁内力组合梁跨截面内力①恒载②活载③风载④地震1.3①+1.5②1.3×①+1.5×(②±0.6×③)1.3×①+1.5×(0.7×②±③)1.2×(①+0.5②)±1.3×④设计值风→风←风→风←震→震←AB梁左M-41.06-4.214.9944.06-59.69-55.2-64.18-50.31-65.285.48-109.08-109.08V55.724.18-1.38-12.3278.7177.4679.9574.7678.953.3685.3985.39跨中M65.164.280.4353.4191.1391.5290.7489.8588.5585.1976.3391.52V-1.08-0.02-1.38-12.32-1.43-2.68-0.19-3.50.64-17.3214.71-17.32梁右M-46.76-4.29-4.12-37.24-67.22-70.93-63.52-71.47-59.11-107.1-10.27-107.1V-57.88-4.22-1.38-12.32-81.57-82.82-80.33-81.75-77.61-88-55.97-88BC梁左M-10.54-0.482.1119.11-14.42-12.52-16.32-11.04-17.3711.91-37.78-37.78V9.90.72-1.76-15.9313.9512.3715.5310.9916.27-8.433.0233.02跨中M3.660.29005.195.195.195.065.064.574.575.19V00-1.76-15.930-1.581.58-2.642.64-20.7120.71-20.71梁右M-10.54-0.48-2.11-19.11-14.42-16.32-12.52-17.37-11.04-37.7811.91-37.78V-9.9-0.72-1.76-15.93-13.95-15.53-12.37-16.27-10.99-33.028.4-33.02CD梁左M-46.76-4.294.1237.24-67.22-63.52-70.93-59.11-71.47-10.27-107.1-107.1V57.884.22-1.38-12.3281.5780.3382.8277.6181.7555.978888跨中M65.164.28-0.435-3.4191.1390.7491.5288.5589.8576.3385.1991.52V1.080.02-1.38-12.321.430.192.68-0.643.5-14.7117.3217.32梁右M-41.06-4.21-4.99-44.06-59.69-64.18-55.2-65.28-50.31-109.085.48-109.08V-55.72-4.18-1.38-12.32-78.71-79.95-77.46-78.9-74.76-85.39-53.36-85.39表5.45层框架梁内力组合梁跨截面内力①恒载②活载③风载④地震1.3①+1.5②1.3×①+1.5×(②±0.6×③)1.3×①+1.5×(0.7×②±③)1.2×(①+0.5②)±1.3×④设计值风→风←风→风←震→震←AB梁左M-59.06-15.1213.499.44-99.46-87.4-111.52-72.55-112.7549.33-209.22-209.22V67.8816.67-3.79-27.97113.25109.84116.66100.06111.4355.1127.82127.82跨中M63.9818.640.9057.15111.13111.95110.32104.1101.3997.2678.67111.95V-0.25-0.15-3.79-27.97-0.55-3.962.86-6.175.2-36.7535.97-36.75梁右M-60.39-15.9-11.59-85.14-102.36-112.79-91.93-112.59-77.82-192.6928.67-192.69V-68.38-16.97-3.79-27.97-114.35-117.76-110.94-112.4-101.03-128.6-55.88-128.6BC梁左M-6.28-2.315.9543.68-11.63-6.27-16.98-1.66-19.5147.86-65.71-65.71V8.252.88-4.96-36.415.0510.5819.516.3121.19-35.6958.9558.95跨中M2.9851.15005.615.615.615.095.094.274.275.61V00-4.96-36.40-4.464.46-7.447.44-47.3247.32-47.32梁右M-6.28-2.31-5.95-43.68-11.63-16.98-6.27-19.51-1.66-65.7147.86-65.71V-8.25-2.88-4.96-36.4-15.05-19.51-10.58-21.19-6.31-58.9535.69-58.95CD梁左M-60.39-15.911.5985.14-102.36-91.93-112.79-77.82-112.5928.67-192.69-192.69V68.3816.97-3.79-27.97114.35110.94117.76101.03112.455.88128.6128.6跨中M63.9818.64-0.905-7.15111.13110.32111.95101.39104.178.6797.26111.95V0.250.15-3.79-27.970.55-2.863.96-5.26.17-35.9736.7536.75梁右M-59.06-15.12-13.4-99.44-99.46-111.52-87.4-112.75-72.55-209.2249.33-209.22V-67.88-16.67-3.79-27.97-113.25-116.66-109.84-111.43-100.06-127.82-55.1-127.82表5.54层框架梁内力组合梁跨截面内力①恒载②活载③风载④地震1.3①+1.5②1.3×①+1.5×(②±0.6×③)1.3×①+1.5×(0.7×②±③)1.2×(①+0.5②)±1.3×④设计值风→风←风→风←震→震←AB梁左M-57.89-15.6922.81160.66-98.79-78.26-119.32-57.52-125.95129.98-287.74-287.74V67.7616.70-6.49-45.34113.14107.3118.9895.89115.3632.39150.27150.27跨中M64.8518.141.39511.035111.52112.77110.26105.44101.26103.0574.36112.77V-0.37-0.12-6.49-45.34-0.66-6.55.18-10.349.13-59.4658.43-59.46梁右M-59.83-16.32-20.02-138.59-102.26-120.28-84.24-124.95-64.89-261.7698.58-261.76V-68.5-16.94-6.49-45.34-114.46-120.3-108.62-116.57-97.1-151.31-33.42-151.31BC梁左M-6.56-2.110.2871.12-11.68-2.43-20.934.69-26.1583.32-101.59-101.59V8.252.88-8.57-59.2715.057.3322.760.8926.6-65.4288.6888.68跨中M2.9851.15005.615.615.615.095.094.274.275.61V00-8.57-59.270-7.717.71-12.8612.86-77.0577.05-77.05梁右M-6.56-2.1-10.28-71.12-11.68-20.93-2.43-26.154.69-101.5983.32-101.59V-8.25-2.88-8.57-59.27-15.05-22.76-7.33-26.6-0.89-88.6865.42-88.68CD梁左M-59.83-16.3220.02138.59-102.26-84.24-120.28-64.89-124.9598.58-261.76-261.76V68.516.94-6.49-45.34114.46108.62120.397.1116.5733.42151.31151.31跨中M64.8518.14-1.395-11.035111.52110.26112.77101.26105.4474.36103