《J市人民医院住院楼结构设计》11000字（论文）

、工程概况1.1设计资料该项目是J市人民医院住院楼的结构设计。拟议的建筑位于山西省J市。住院楼的上部结构是五层的，没有地下室。J市本地基本设防烈度为。住院楼面积为，住院楼高度为，住院楼平面图是矩形，住院楼的形状规则[1]，并且每个楼层的高度等于，每个房间的净空达到3.6m，室内外高差为0.45m，地基承载力的修订标准值为。1.2气象资料温度：年平均气温7.5℃左右，降水量：年平均降雨量毫米。基本雪压：基本风压[2]：1.3住院楼活荷载类别及荷载标准值统计（1）住院楼楼面活载：（）（2）屋面（上人屋面）活载：[2]

2、建筑设计该住院楼根据用途，建筑规模和标准确定各种类型的房间。住院楼由病房，门厅室和办公室等组成。住院楼根据使用要求，土地条件和结构选择，根据住院楼模数选择间隔和深度[3]。确定建筑计划，增加使用面积系数，并有发展空间。考虑到住院楼医护人员的使用情况，相应地调整了构件的大小，并建立了安全的疏散通道。住院楼建筑的防火设计符合现行国家规定[4]。良好的建筑方位是要满足室内良好的阳光和自然通风的基本条件，也是被动的重要措施。节能。设计时，请尝试安排一个好的方向作为房间。因此，确定所提议的住院楼被布置为朝北[5]。为了充分利用自然光，宿舍被设计成一个长的东西方向和一个短的南北方向的矩形。2.1结构形式上部结构是无地下室的现浇钢筋混凝土框架结构。地板采用带有主梁和次梁的现浇地板板系统。考虑到拟建住院楼的平面轮廓为东西向长，南北向短的矩形，为了使两个方向的刚度尽可能接近，并提高了抗震性能，地板设计主梁在南北方向排列，副梁在东西向排列。2.2建筑方案2.2.1确定使用功能根据《医院分级管理标准》的要求，住院楼组成：

①办公室等；

②病房。2.2.2确定房间种类和数量除上述主要房间需满足使用功能外，各辅助用房也应符合规范。每层住院楼都配有一个卫生间，卫生间内会配备一个马桶和淋浴喷洒，而每一层还会有一个盥洗室，可以缓解上厕所和洗澡不便的问题，而且盥洗室里的淋浴喷洒之间会有隔断，盥洗室里的是蹲便器。还有洗衣机可供护士和医护人员使用。由于社会因素和医护人员个人因素等问题，为了防止院外外闲散人员和无关人员威胁到住院人士的安全，医院为了住院人士的安全着想，不允许非住院人士家属（除特殊情况相关人员外）进入住院楼，一楼进门处大厅会安排等候区，由住院楼办公室工作人员通知亲属等来拜访住院人士。根据上述各项使用功能需求，确定首层一个医护人员办公室，一个大厅，一个公共卫生间，一个楼梯室等：其他各层均是住院人士专属的大小不等的七个病房，还有一个楼梯室，一个阅览室等。2.2.3门窗尺寸普通门：阳台高mm阳台高mm子母门：普通窗：阳台高阳台高mm阳台高mm阳台高mm2.3建筑施工图（见附录）该住院楼施工图详情见附录。3、结构初步设计3.1.构件截面尺寸的确定根据建筑的使用功能及结构设计的要求，确定主体结构共5层，层高均为，女儿墙高为。为避免混凝土保护层厚度增加，且节约建筑材料，所有结构构件均选用强度等级为的混凝土和级的钢筋。卫生间隔墙采用。楼盖及屋盖均采用主次梁现浇钢筋砼结构，均取。3.1.1框架梁截面尺寸初估1、横向框架梁截面：根据经验，确定框架梁高度：h=l边跨：h=l=417mm~824mm中跨：h=l=192.9mm~337.5mm综合考虑荷载，确定边跨、中跨横向框架梁截面高度为。根据经验，确定横向框架梁宽度b1=h=b2=h=确定边跨、中跨横向框架梁截面宽度为。即确定框架梁尺寸为、

图3.1.1柱网图3.1.2住院楼中、边柱截面初估中、边柱尺寸初始估计：。1.确定框架柱截面尺寸由框架柱从属面积示意图可知，该拟建框架结构住院楼的框架柱仅有三种，即中柱、边柱、角柱。底层框架柱通过轴压比限值估算其截面尺寸，为使该拟建住院楼框架双向刚度接近，因此设计本方案中所有框架柱截面均为正方形。中柱：（从属面积为），由估计计算作用效应：计算其截面尺寸为，确定框架柱，中柱截面尺寸为边柱：（从属面积为=23.76㎡），由估计计算作用效应：计算其截面尺寸为，考虑到边柱的承受偏心荷载作用较大，且为了方便施工，降低设计施工过程较大的错误率，从而选择确定边柱与中柱截面尺寸相同，确定边柱截面尺寸为。角柱：①轴与A轴相交角柱（从属面积为=11.88㎡）估计计算作用效应：计算其截面尺寸为，因为角柱承受双向偏心荷载较大，受力情况复杂，在双向地震作用下，容易引发框架发生水平扭转效应，角柱会因承担水平扭转产生的剪力过多而提前崩溃，故增大其截面面积，为便于施工，选择截面尺寸中柱相同，确定角柱截面尺寸为。综上所述，考虑到抗震概念设计，确定底层边柱、中柱、角柱截面尺寸取。综上所述，结构的构件尺寸如下：主梁一：主梁二：柱截面尺寸：1—5层3.1.3本住院楼五层侧面框架简化图图3.1.1住院楼侧面五层框架简化图

4、荷载计算4.1荷载统计4.1.1的计算统计1.住院楼屋面标准值（上人屋面）计算统计类别（kN/㎡）合计4.1.1住院楼统计表QUOTE2.住院楼面大小的计算统计类别（）1234合计4.1.2住院楼统计表4.1.2中、边柱荷载类别计算统计中、边柱合计：4.1.3二-四层内外墙荷载类别计算统计自重计算统计数量2合计：外墙面荷载类别计算统计自重荷载计算计算合计：4.1.4二-四层内墙荷载类别计算统计二-－层内墙荷载墙面涂层荷载合计：4.2住院楼一、二主梁荷载大小计算统计 （1）主梁一的荷载计算统计 大小计算荷载大小计算合计：（2）主梁二的荷载计算统计 =合计:4.3住院楼楼面统计表（kN/㎡）[2]活荷载4.4下住院楼EQ\o\ac(○,1)-EQ\o\ac(○,1)轴－载计算统计4.4.1EQ\o\ac(○,A)～EQ\o\ac(○,B)轴主梁一、二荷载类别计算统计类别统计及计算===主梁一重EQ\o\ac(○,A)～EQ\o\ac(○,B)轴间一、二主梁计算主梁一荷载类别计算统计主梁一=主梁一主梁二荷载类别计算统计主梁二主梁二=4.4.2EQ\o\ac(○,B)～EQ\o\ac(○,C)轴住院楼面荷载类别计算统计住院楼计算住院楼计算住院楼计算住院楼计算2.5kN/mEQ\o\ac(○,B)～EQ\o\ac(○,C)轴住院楼主梁计算统计主梁一=主梁一=主梁二=主梁二=4.4.3EQ\o\ac(○,C)～EQ\o\ac(○,D)轴住院楼面荷载类别计算统计住院楼计算住院楼计算住院楼计算住院楼计算主梁一住院楼主梁二住院楼主梁二4.4.4EQ\o\ac(○,A)轴柱计算统计首层=首层二、五层=二、五层4.4.5EQ\o\ac(○,B)轴柱计算统计首层计算首层计算二、五层计算二、五层计算=4.4.6EQ\o\ac(○,C)轴柱计算统计首层首层二、五层计算=二、五层4.4.7EQ\o\ac(○,D)轴柱计算统计首层首层二、五层计算=二、五层图4.4.7标准值5、住院楼重力恒载（自重）标准值及代表值计算5.1各层住院楼恒载（自重）标准值及代表值5.1.1五层重力永久荷载恒载（自重）标准值及代表值的计算统计住院楼主梁一计算：110kN7×3.3×0.5×4=47kN合计：5.1.2二、四层重力恒载（自重）标准值及代表值的计算统计住院楼（3）主梁一、二荷载之和110kN（4）二、四层计算：（5）二、四层计算：合计：5.1.3首层重力恒载（自重）标准值及代表值的计算统计（1）住院楼楼面首层527kN（2）首层住院楼120kN（3）首层住院楼主梁一、二110kN（4）计算：（5）计算：合计：6、地震作用下框架侧移计算6.1框架柱抗侧刚度的计算表6.1横梁、框架柱线刚度计算杆件类型截面尺寸b×h混凝土的弹性模量EcILi=EcI/L相对刚度边框架梁AB、CD跨250×600306.75×10966003.07×1070.648边框架梁BC跨250×400302.00×10927002.22×1070.468中间框架梁AB、CD跨250×600309.00×10966004.09×1070.863中间框架梁BC跨250×400302.67×10927002.97×1070.627框架柱底层500×500305.21×10938004.11×1070.867框架柱其他层500×500305.21×10933004.74×1071表6.22～5层框架柱侧移刚度D值计算构建名称i=∑ib/∑icαcDEQ\o\ac(○,A)轴0.8630.30113566EQ\o\ac(○,B)轴1.4890.42733219EQ\o\ac(○,C)轴1.4890.42733219EQ\o\ac(○,D)轴0.8630.30113566

表6.3底层框架柱横向侧移刚度D值计算构件名称i=∑ib/∑icαcDEQ\o\ac(○,A)轴0.9950.2458327EQ\o\ac(○,B)轴1.7180.31418422EQ\o\ac(○,C)轴1.7180.31418422EQ\o\ac(○,D)轴0.9950.2458327表6.4楼层假想位移计算层数GiViΣDiΔUiUi5910.079910.079935709.726205.89641070.9761981.0559357021.171196.1731070.9763052.0319357032.618174.99921070.9764123.0779357044.063142.38111172.8135295.825349898.31898.318基本自振周期T1=2ϕΦi框架结构取0.7查《建筑抗震设计规范》（GB500011-2010）得到场地特征周期值为Tg=0.4水平地震影响系数最大值αmix=0.5[6]T=0.579α1=（Tg/T1）0.9αmax=0.2065δN=0.5T1+0.07=0.3595Geq=0.85×5295.82=4501.447kNFEk=Geqα1=4501.447×0.2065=929.549kNΔFN=δNFEk=0.3595×929.549=334.173kN[7]FEk（1-δN）=929.549×（1-0.3595）=595.376kNFi=GiHi/×F(1-dn)[8]表6.5水平地震作用下框架侧移计算层数层高HiGiGi×HiGiHi/ΣGiHiFiViΣDΔUiΔUΔUi/h53.317910.07915471.340.29172.659172.659935701.854.681/178843.313.71070.97614672.370.272163.728336.387935703.650.991/91733.310.41070.97611138.150.206124.434460.821935704.943.81/67123.37.11070.9767603.930.14185.139545.96935705.833.951/56614.254.251172.8134984.4550.09350.012595.572534986.422.281/667由表可知ΔUi/h均小于1/550，满足房屋抗震变形要求图6.6地震作用下层间剪力图

7、住院楼的荷载计算绘制出计算单元简图并表示其从属面积[9]：图6.1计算单元简图7.1住院楼的荷载统计与计算7.1.1住院楼首层计算图7.1.1住院楼首层荷载简图17.1.2二、四层住院楼简图图7.1.2住院楼首层荷载简图27.1.3住院楼五层简图图7.1.3住院楼五层荷载简图q主梁一边跨=2.0×3.3=6.6kN/mq主梁二中跨=2×2.7=5.4kN/m7.2各层杆件节点处的配系数计算图7.2.1住院楼侧面EQ\o\ac(○,1)-EQ\o\ac(○,1)表7.2.2弯矩分配系数图7.1.4二、四层住院楼简图图7.1.4二、四层住院楼荷载简图7.3住院楼EQ\o\ac(○,1)-EQ\o\ac(○,1)内力计算7.3.1框架梁的固端弯矩根据以上的计算结果简化框架梁的固端弯矩结算过程顶层边跨固端弯矩：顶层中跨固端弯矩：标准层边跨固端弯矩：标准层中跨固端弯矩[10]：7.3.2边跨主梁一剪力计算

表7.3.3边跨主梁一端V剪力（kN） 519.3255.3453.28121.20-80.1595.2365.41-71.45416.5234.2243.3418.34-105.51123.4357.38-58.32316.5234.2243.3418.34-106.26127.3655.42-58.30316.5234.2243.3418.31-107.54132.4355.54-58.29116.5234.2243.3418.34-104.29118.4655.33-58.19515.3425.343.48.1525.4233.44-31.24413.4534.213.47.5622.2429.78-27.64313.4534.213.47.5622.2429.78-27.64213.4534.213.47.5622.2429.78-27.64113.4534.213.47.5622.2429.78-27.64表7.3.4中跨主梁二端V剪力（kN）表7.3.5边跨M跨中弯矩（kN·m）519.2435.4549.2318.24-65.21165.22-48.24417.414.1543.3116.14-109.2359.455.75317.414.1543.3116.14-107.5459.180.86217.414.1543.3116.14-108.7559.413.17117.414.1543.3116.142-104.3759.37-14.72表7.3.6边、中柱N轴力（kN）565.47118.2319.64180.45101.4581.3120.75183.52201.31200.14459.42139.520.64360.4194.54132.8421.75365.32364.27369.47359.09137.521.64534.2194.46131.8422.75558.33536.51585.37259.53138.522.64689.4494.32130.8423.75733.42690.17757.65156.28143.322.75868.9794.27129.8424.75921.57872.14928.78图7.3.7住院楼下分配图展示图7.3.8住院楼下图（kN·m）图7.3.9住院楼下主梁、（kN）7.4边跨主梁一计算表7.4.1边跨主梁一端（kN）1.813.86-29.4331.4516.24-14.241.813.86-18.7518.4717.21-13.421.813.86-53.2455.4316.11-14.371.813.86-40.1545.1215.34-14.121.813.86-35.4639.7514.75-14.16表7.4.2住院楼中跨主梁二端（kN）6.54.394.39-4.397.845.295.29-5.297.845.295.29-5.297.845.295.29-5.297.845.295.29-5.29表7.4.3住院楼中跨主梁二（kN·m）MBAVAM中-19.1325.9811.76-3.62-10.3911.5112.64-15.26-43.2750.1411.7720.60-31.9740.6711.4910.14-27.3636.1911.465.96

表7.4.4住院楼边、中柱（kN）纵梁横梁纵梁13.1725.0551.5516.556.5825.0914.0521.3189.1117.5325.8866.0013.1821.31114.5816.5625.88113.1212.7921.31125.7716.2725.88152.8412.7421.31198.4316.2925.88192.49图7.4.5住院楼楼面分配展示图7.4.6住院楼楼面下简图展示（kN·m）图7.4.7住院楼楼面下主梁、（kN）8、框架内力组合8.1弯矩调幅具体弯矩调幅过程[11]见表8.1。表8.1框架梁弯矩调幅计算荷载种类杆件跨向弯矩标准值调幅系数调幅后弯矩值Mi0Mr0M0bMiMrM恒载（永久荷载）顶层AB-66.17-75.5546.560.8-52.94-60.4460.73BC-19.49-19.49-11.090.8-15.59-19.59-7.19五层AB-99.31-100.362.580.8-79.45-80.2922.55BC-17.71-17.71-6.670.8-14.17-14.17-3.13四层AB-97.06-99.090.390.8-77.65-79.2720.01BC-18.35-18.35-6.970.8-1468-14.683.3三层AB-96.95-99.061.540.8-77.56-79.2321.14BC-16.97-16.97-7.340.8-13.58-13.58-3.95二层AB-86.89-88.2810.990.8-69.51-70.6228.51BC-23.97-23.9717.410.8-19.18-19.18-12.62满跨活载顶层AB-22.58-27.216.740.8-18.06-21.7811.72BC-6.06-6.060.180.8-4.85-4.851.39五层AB-13.64-12.6418.380.8-10.91-10.1121.01BC-0.46-0.460.20.8-0.370.370.29四层AB-46.8-51.3717.480.8-37.1-41.127.26BC-6.68-6.680.140.8-5.34-5.341.48三层AB-35.42-41.97.020.8-28.34-28.34-54.28BC-4.37-4.370.170.8-3.5-3.51.04二层AB-30.81-37.422.480.8-24.65-24.659.3BC-8.89-8.89-0.270.8-7.11-7.112.050.5（雪载或活载）顶层AB-0.14-4.040.980.8-0.11-3.231.4BC-7.04-7.040.050.8-5.63-5.631.46五层AB-2.51-1.315.060.8-2-1.055.44BC6.67-6.670.480.8-5.34-5.341.81四层AB-2.15-1.394.940.8-1.72-1.115.29BC-6.61-6.610.480.8-5.29-5.291.8三层AB-2.11-1.384.910.8-1.69-1.15.26BC-6.62-6.620.520.8-5.3-5.31.84二层AB-2.69-4.195.130.8-2.15-3.355.82BC-10.82-10.820.410.8-8.66-8.662.578.2内力换算AB跨内力调整[12]见表8.3，BC跨内力调整见表8.2，调整后AB跨内力[13]统计见表8.4，调整后BC跨内力统计见表8.5，地震作用下梁端内力调整[14]见表8.6，风荷载作用下梁端内力调整[15]见表8.7。表8.2 竖向荷载作用下BC跨梁内力调整荷载种类层次调整前内力标准值调整前内力标准值MiMrVLVrM边r缘M边r缘V边r缘V边r缘恒载顶层-15.59-15.5930.2430.24-9.36-9.3628.1228.125-14.17-14.1726.4126.41-10.08-10.0825.0225.024-14.68-14.6826.4126.41-10.59-10.5925.0225.023-13.58-13.5826.4126.41-9.49-9.4925.0225.022-19.18-19.1826.4126.41-15.09-15.0925.0225.02活载顶层-4.85-4.853.653.65-4.68-4.683.443.445-0.37-0.374.564.56-0.24-0.243.503.504-5.34-5.344.564.56-4.47-4.473.503.503-3.50-3.54.564.56-2.63-2.633.503.502-7.11-7.114.564.56-6.24-6.243.503.500.5（雪载或活载）顶层-5.63-5.630.180.18-5.56-5.560.100.105-5.34-5.3410.7310.73-4.90-4.9010.2010.204-5.29-5.2910.7310.73-4.90-4.9010.2010.203-5.3-5.310.7310.73-4.90-4.9010.2010.202-8.66-8.6610.7310.73-4.90-4.9010.2010.20

表8.3竖向荷载作用下AB跨梁内力调整荷载种类层次调整前内力标准值调整前内力标准值MiMrVLVrM边r缘M边r缘V边r缘V边r缘恒载顶层-52.94-60.4462.8146.56-42.04-48.5859.4643.215-79.45-80.2956.362.58-7244-73.1452.601.764-7765-79.2756.180.39-70.69-72.0752.420.273-77.56-79.2356.211.54-70.58-72.0552.451.082-69.51-70.6256.2810.99-62.61-63.3652.527.23活载顶层-18.06-21.7814.1515.55-17.33-20.9813.8115.215-10.91-10.1115.0314.67-7.93-7.0113.6914.204-37.10-41.1014.1615.54-34.13-37.9912.8214.493-28.34-33.5213.8715.83-25.36-30.4312.5314.512-24.65-29.9413.8515.85-21.69-26.9212.513.740.5（雪载或活载）顶层-0.11-3.231.433.87-0.03-2.921.33.845-2.00-1.0533.7674.54-0.60-0.4233.0973.874-1.72-1.1133.7974.27-0.31-0.5133.1273.63-1.69-1.1033.7974.23-0.27-0.5233.1273.562-2.15-3.3534.0675.71-0.76-1.733.3975.04表8.4 AB边跨的内力表展示风顶层左端M-42.04-17.33-0.0313.363.42V59.4613.811.3-4.2-1.08跨中M60.7311.721.41.80.46右端M-48.59-20.98-2.92-9.76-2.49V-43.21-15.21-3.74-4.2-1.08五层左端M-72.44-7.93-0.638.28.88V52.613.6933.09-13.17-2.51跨中M22.5521.015.441.981.98右端M-73.14-7.01-0.42-34.24-4.91V-1.76-13.33-73.87-13.17-2.51四层左端M-70.69-34.03-0.3177.7314.68V52.4212.8233.12-26.24-3.91跨中M20.0127.265.295.563.94右端M-72.07-37.99-0.51-66.61-6.79V-0.27-14.2-73.6-26.24-3.91三层左端M-70.58-25.36-0.27112.9920.7V52.4512.5333.12-38.02-5.43跨中M21.1454.285.268.425.78右端M-72.5-30.43-0.52-96.15-9.15V-1.08-14.49-73.56-38.02-5.43二层左端M-62.61-21.69-0.76153.5332.43V52.5212.5133.39-49.77-8.43跨中M28.519.35.8216.679.26右端M-63.36-26.92-1.7-120.19-13.92V-7.23-14.51-75.04-49.77-8.43表8.5BC中跨的内力表展示风顶层左端M-9.36-4.68-5.565.791.48V28.123.440.15.271.35跨中M-7.191.391.4600右端M-9.36-4.68-5.56-5.79-1.48V-28.12-3.44-0.1-5.27-1.35五层左端M-10.08-0.24-4.920.672.69V25.023.510.2-16.08-3.83跨中M3.130.291.8100右端M-10.08-0.24-4.9-20.67-2.69V-25.02-3.5-10.2-16.08-3.83四层左端M-10.59-4.47-4.8539.973.47V25.023.510.2-32.68-6.57跨中M3.31.481.800右端M-10.59-4.47-4.85-39.97-3.47V-25.02-3.5-10.2-32.68-6.57三层左端M-9.49-2.63-4.8657.944.44V25.023.510.2-46.3-9.9跨中M-3.951.041.8400右端M-9.49-2.63-4.86-57.94-4.44V-25.02-3.5-10.2-46.3-9.9二层左端M-15.09-4.68-5.5671.16.98V25.023.510.2-64.63-14.26跨中M-12.622.052.5700右端M-15.09-4.68-5.56-71.1-6.98V-25.02-3.5-10.2-64.63-14.26表8.6 地震作用下内力调整跨层次调整前内力标准值调整前内力标准值MiMrVLVrM边r缘M边r缘V边r缘V边r缘AB顶层14.41-10.81-4.24.213.36-9.76-4.24.2541.49-37.53-13.1713.1738.2-34.24-13.1713.17484.29-73.17-26.2426.2477.73-66.61-26.2426.243122.49-105.65-38.0238.02112.99-96.15-38.0238.022165.97-132.63-49.7749.77153.53-120.19-49.7749.77BC顶层7.11-7.11-5.275.275.79-5.79-5.275.27524.69-24.69-16.0816.0820.67-20.67-16.0816.08448.14-48.14-32.6832.6839.97-39.97-32.6832.68369.51-69.51-46.346.357.94-57.94-46.346.3287.26-87.26-64.6364.6371.1-71.1-64.6364.63

表8.7 风荷载作用下内力调整跨层次调整前内力标准值调整前内力标准值MiMrVLVrM边r缘M边r缘V边r缘V边r缘AB顶层3.69-2.76-1.081.83.42-2.49-1.081.0859.51-5.54-2.512.518.88-4.91-2.512.51415.66-7.77-3.913.9114.68-6.79-3.913.91322.06-105.65-38.0238.02112.99-96.15-38.0238.02234.54-132.63-49.7749.77153.53-120.19-49.7749.77BC顶层1.82-1.82-1.351.351.48-1.48-1.351.3553.65-3.65-3.833.832.69-2.69-3.833.8345.11-5.11-6.576.573.47-3.47-6.576.5736.91-6.919.99.94.44-4.44-9.99.9210.54-10.54-14.2614.266.98-6.98-14.2614.268.3内力组合梁内力组合[16]见表8.3.1，柱内力组合[17]见8.3.2表8.3.1住院楼主梁内力组合杆件跨向截面内力恒载活载1.3恒＋1.5×0.7活1/2（活＋雪）地震1.3地震+1.2[恒＋0.5（活＋雪）]附表1梁内力组合左右左右住院楼顶横梁边跨AB左边主梁M-39.04-17.33-72.85-0.0313.36-13.36-33.12-67.85V59.4613.8191.801.30-4.204.2067.4578.37跨中M60.7311.7291.261.401.80-1.8076.9072.22-77.9893.42V————————————————96.94梁右端M-48.59-20.98-85.20-2.92-9.769.76-74.50-49.12-96.88-79.96V-43.21-15.21-72.14-3.74-4.204.20-61.80-50.88-19.3042.19BC跨梁左端M-9.36-4.68-17.08-5.565.79-5.79-10.38-25.43-17.08V28.123.4440.170.10-5.275.2727.0140.72-19.3042.19跨中M-7.191.39-7.891.460.000.00-6.88-6.88-114.06-81.42V————————————————-115.82梁右端M-9.36-4.68-17.08-5.56-5.795.79-25.43-10.38-110.02-109.81V-28.12-3.44-40.17-0.10-5.275.27-40.72-27.01-13.3321.36五层横梁AB跨梁左端M-72.44-7.93-102.50-0.6038.20-38.20-37.99-137.31-27.01V52.6013.6982.7533.09-13.1713.1785.71119.95-20.52-21.36跨中M22.5521.0151.385.441.98-1.9836.1631.01-149.65119.95V————————————————-132.78梁右端M-73.14-7.01-102.44-0.42-34.2434.24-132.78-43.76-186.25-110.02V-1.76-13.33-16.28-73.87-13.1713.17-107.88-73.64-24.5415.85BC跨梁左端M-10.08-0.24-13.36-4.9020.67-20.678.90-44.85-9.32V25.023.5036.2010.20-16.0816.0821.3663.17-20.64-17.39跨中M-3.130.29-3.761.810.000.00-1.58-1.58-156.15111.54V————————————————-132.78梁右端M-10.08-0.24-13.36-4.90-20.6720.67-44.858.90-186.25-105.61V-25.02-3.50-36.20-10.20-16.0816.08-63.17-21.36-44.8541.72四层横梁AB跨梁左端M-70.69-34.03-127.63-0.3177.73-77.7315.85-186.25-18.13V52.4212.8281.6110.77-26.2426.2441.72109.94-47.62-21.36跨中M20.0127.2654.64-13.465.56-5.5615.090.63-229.43106.28V————————————————-131.51梁右端M-72.07-37.99-133.58-14.83-66.6166.61-190.87-17.69-248.61-112.48V-0.27-14.20-15.26-10.99-26.2426.24-47.6220.60-31.8620.56BC跨梁左端M-10.59-4.47-18.46-0.8239.97-39.9738.27-65.65-15.54V25.023.5036.202.46-32.6832.68-9.5175.46-38.18-27.21跨中M-3.301.48-2.74-0.230.000.00-4.24-4.24V————————————————梁右端M-10.59-4.47-18.46-0.82-39.9739.97-65.6538.27V-25.02-3.50-36.20-2.46-32.6832.68-75.469.51三层横梁AB跨梁左端M-70.58-25.36-118.38-14.19112.99-112.9945.16-248.61V52.4512.5381.3410.83-38.0238.0226.51125.36跨中M21.14-54.28-29.51-13.548.42-8.4220.07-1.83V————————————————梁右端M-72.50-30.43-126.20-14.53-96.1596.15-229.4320.56V-1.08-14.49-16.62-10.93-38.0238.02-63.8435.01BC跨梁左端M-9.49-2.63-15.10-0.8957.94-57.9462.87-87.78V25.023.5036.202.46-46.3046.30-27.2193.17跨中M-3.951.04-4.04-0.330.000.00-5.14-5.14V————————————————梁右端M-9.49-2.63-15.10-0.89-57.9457.94-87.7862.87V-25.02-3.50-36.20-2.46-46.3046.30-93.1727.21二层横梁AB跨梁左端M-62.61-21.69-104.17-13.62153.03-153.03107.46-290.42V52.5212.5181.4110.88-49.7749.7711.38140.78跨中M28.519.3046.83-14.2916.67-16.6738.74-4.61V————————————————梁右端M-63.36-26.92-110.63-13.61-120.19120.19-248.6163.88V-7.23-14.51-24.63-10.88-49.7749.77-86.4342.97BC跨梁左端M-15.09-4.68-24.53-0.8871.10-71.1073.27-111.59V25.023.5036.202.46-64.6364.63-51.04117.00跨中M-12.622.05-14.25-0.330.000.00-15.54-15.54V————————————————梁右端M-15.09-4.68-24.53-0.88-71.1071.10-111.5973.27V-25.02-3.50-36.20-2.46-64.6364.63-117.0051.049、框架梁柱截面设计9.1框架梁截面配筋设计资料梁、柱内纵筋选用HRB400级钢筋[18]箍筋选用HPB300级钢筋混凝土强度C30（，）梁、柱保护层厚度取35mm，。[17]正截面受弯承载力计算AB、CD跨中正弯矩按照T形截面计算，其余均按矩形计算[19]。梁AB跨中正弯矩作用下的配筋计算按计算跨度考虑bf‘=1/3l0=1/3×6.6=2.2m按梁净距考虑bf‘=b+sn=0.25+3.05=3.3mbf‘取值为2.2梁跨中按照单钢筋T形截面进行计算配筋h0=h-as=600-40=560hf=100α1fcbf’hf‘（h0-hf‘/2）=1.0×14.3×2200×100×（560-100/2）=1604.46kN·m该截面属于一类T形截面αs=M/α1fcbf’h02=93.41×106/1.0×14.3×2200×5602=0.0081ξ=1-1−2aAs=α1fcbf‘ξh0/fy=1.0×14.3×2200×0.0079×560/360=743mm2As=743mm2>minbh=0.2%×250×600=300mm2CD跨配筋与AB跨配筋计算方式相同A轴支座正弯矩作用下的配筋计算αs=M/α1fcbf‘h02=0.035ξ=1-1−2aAs=α1fcbf‘ξh0/fy=1.0×14.3×250×0.0359×260/360=200mm2As<minbh=375mm2B、C、D轴支座配筋计算同AA轴负弯矩配筋计算As=77.79×106/360×（560-40）=570mm2B、C、D轴支座配筋计算同ABC跨中负弯矩作用下配筋计算h0=h-as=400-40=360mmαs=0.19×106/1.0×14.3×250×3602=0.00015ξ=1-1−2as=0.00013<2as‘/hAs<minbhBC跨中正弯矩作用下配筋计算Bf‘=1/3l0=1/3×2.7=0.9mbf‘=b+sn=0.25+3.05=3.3m取bf‘=0.9，梁跨中按照双筋T形截面计算h0=h-as=400-40=360mmhf=100mmAs<minbh=200mm2各个位置具体配筋[20]见表9.1表9.1框架梁截面配筋楼层混凝土强度等级b×h截面组合内力柱边截面Mh0As=M/a1¦cbh02xAs=xbh0a1¦c/¦y实际配筋备注MV顶层C30250×600A5支座-77.79993.4185-52.1085600.095035530.10003948743.070992416A=804mm²SV>min跨中-96.943-109.285600.064739150.06698248497.530986220A=628mm²SV>minB5支座左-96.878-79.69-74.9635600.064695750.06693596497.185427220A=628mm²SV>min250×400B5支座右-19.30242.193-7.69893600.031190610.03169283151.333275214A=308mm²SV>min跨中-17.082-13.443600.027603260.02799512133.676703214A=308mm²SV>minC5支座左-19.302-42.193-7.69893600.031190610.03169283151.333275214A=308mm²SV>min五层C30250×600A4支座-114.06-81.416-136.455600.076169330.07931474589.132287220A=628mm²SV>min跨中-115.82-108.165600.077344330.08059186598.618413220A=628mm²SV>minB4支座左-110.02-109.81-79.8195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续表10.1.2横向框架梁AB、BC跨斜截面受剪承载力计算楼层混凝土强度等级b×h斜截面组合内力Vh00.25ccbh00.7tbh0选用箍筋（双肢）vcs=0.7flbh0+yvASV/Sh0备注顶层C30250×600A5支座84.69560668.5167.588@200243.6336安全B5支座左-107.23560668.5167.588@200243.6336安全250×400B5支座右29.87360429.75107.738@200156.6216安全C5支座左-35.75360429.75107.738@200156.6216安全五层C30250×600A5支座79.42560668.5167.588@200243.6336安全B5支座左-115.73560668.5167.588@200243.6336安全250×400B5支座右61.75360429.75107.738@200156.6216安全C5支座左-52.64360429.75107.738@200156.6216安全四层C30250×600A5支座117.84560668.5167.588@200243.6336安全B5支座左-132.56560668.5167.588@200243.6336安全250×400B5支座右78.23360429.75107.738@200156.6216安全C5支座左-78.23360429.75107.738@200156.6216安全三层C30250×600A5支座126.54560668.5167.588@200243.6336安全B5支座左-119.82560668.5167.588@200243.6336安全250×400B5支座右102.16360429.75107.738@200156.6216安全C5支座左-101.21360429.75107.738@200156.6216安全二层C30250×600A5支座130.31560668.5167.588@200243.6336安全B5支座左-121.23560668.5167.588@200243.6336安全250×400B5支座右105.45360429.75107.738@200156.6216安全C5支座左-89.42360429.75107.738@200156.6216安全楼层混凝土强度等级b×h斜截面组合内力V选用箍筋（双肢）顶层C30250×600A5支座71.21217.13101.159560713.066667143.648@200241.5168B5支座左85.2217.13115.149560713.066667143.648@200241.5168250×400B5支座右5.3376.6536.6157360458.492.348@200155.2608C5支座左5.3376.6536.6157360458.492.348@200155.2608五层C30250×600A5支座56.42241.2