【洛阳市H大酒店楼建筑结构设计20000字（论文）】

洛阳市H大酒店楼建筑结构设计摘要本工程为洛阳市H大酒店楼建筑结构设计。建筑面积约12000m2，占地面积约1720m2，七层，总高22.2m，采用多层混凝土框架结构，柱下独立基础，设计基准期50年，结构安全等级为三级，抗震设防烈度为7度。建筑设计本着“功能适用，经济合理，造型美观，环境相宜”的原则，以国家相应规范、标准为依据，完成了设计任务书所要求的建筑平面设计，在此基础上进行了立面、剖面、建筑详图设计，并绘制建筑图施工图。结构设计本着“安全，适用，耐久”的原则，进行了竖向荷载汇集，水平荷载汇集，内力计算，内力组合，结构抗震验算，板、梁、柱、楼梯、基础等结构构件的设计，并绘制了结构图施工图。关键词：酒店，钢筋混凝土框架，内力计算，结构设计目录前言 设计的基本资料工程名称洛阳市H大酒店楼结构设计工程概况本次毕业设计为洛阳市H大酒店，位于洛阳市，建筑规模：总建筑面积约为12000m2，七层。结构形式：框架结构。工程基本信息基本风压:0.35kN/m2，基本雪压:0.50kN/m2。按照混凝土规范以及耐久性规范，梁采用C35混凝土，柱采用C35混凝土，基础采用C30混凝土，垫层采用C15混凝土。钢筋选择HRB400。抗震设防烈度为7度，基本地震加速度值为0.1g，建筑高度<24m,其抗震等级为三级。设计使用年限为50年，环境类别为二a类。表1-1建筑场地地质资料表序号土质名称深度范围（m）厚度范围（m）地基承载力fk(kpa)1耕表土0.0-1.21.22粉砂1.2-2.10.9903粉土2.1-5.23.11204细砂5.2-11.56.3160结构布置图1-1标准层平面图图1-21-18轴线立面图图1-31-1剖面图

结构布置构件截面尺寸估算楼板厚度的确定楼板厚度应大于等于l/40=3900/40=97.5mm，本次设计的标准层板厚度取ℎ=100mm；对于屋面层，屋面板厚度取ℎ=120mm。梁柱截面尺寸（1）横向框架梁（AB、CD跨）：横向跨度L=7200mm，梁高：h=(1/12-1/8)l=(1/12-1/8)7200=600mm-900mm,取h=600mm；梁宽：b=(1/3-1/2)h=(1/3-1/2)600=200mm-300mm取b=300mm。(BC跨)：L=2400mm，梁高h=(1/12-1/8)l=(1/12-1/8)2400=200mm-300mm,取ℎ=500mm；梁宽：b=(1/3-1/2)h=(1/3-1/2)500=167mm-250mm,取b=300mm.（2）纵向框架梁：纵向柱子间距为7800mm，纵向框架梁高h=(1/12-1/8)l=(1/12-1/8)7800=650mm-975mm,取ℎ=700mm；纵向框架梁宽b=(1/3-1/2)h=(1/3-1/2)700=233mm-350mm,取b=350mm.（3）次梁尺寸：b=250mm，ℎ=500mm。（4）柱截面尺寸柱截面尺寸以B轴柱为例：N=1.2×n×S×q=1.2×13×7.8×4.8×7=4088.45kNA=得ℎ=536.68mm取ℎ=550mm。表2-1梁截面尺寸（mm）及各层混凝土强度等级表楼层混凝土强度等级横梁（b×h）次梁（b×h）纵梁（b×h）AB、CD跨BC跨1-7C35300×600300×500250×500350×700图2-1一榀框架简图图2-2计算单元简图负荷面积A=7.8×（7.2+2.4+7.2）=131.04m²框架线刚度计算底层柱=层高+室内外高差+基础顶面至室外地面的高度；室外地面标高为−0.45m，取基础顶标高至室外地面高度为0.500m，即基础顶至室内标高距离为0.95m，底层层高为3.00m，底层柱计算高度为3.95m。现浇楼盖的中框架I=2I0计算单元取中框架，取I=2IC35混凝土的弹性模量E=3.15×1框架柱线刚度计算以底层柱为例：i见表2-2：表2-2柱线刚度表层数截面尺寸

高度

Ec截面惯性矩Ic

（×109mm4）线刚度ib

（kN·m）相对

1550×5503.953.15×17.6360811.1212550×55033.15×17.6380067.971.323550×55033.15×17.6380067.971.324550×55033.15×17.6380067.971.325550×55033.15×17.6380067.971.326550×55033.15×17.6380067.971.327550×55033.15×17.6380067.971.32框架梁线刚度计算以中间跨为例：i详见表2-3：表2-3梁线刚度表跨数截面尺寸

跨度L

（mEc

（KN/m2）截面惯性矩Ic

（×109mm4）线刚度ib

（kN·m）相对

AB300×6007.23.15×15.4473000.78BC300×5002.43.15×13.13820001.35CD300×6007.23.15×15.4473000.78图2-3eq\o\ac(○,14)轴线框架计算简图

荷载计算恒载标准值计算屋面：40厚素混凝土：0.04×22=0.88钢筋混凝土楼板:0.12×25=3.00kN/m2水泥砂浆（找平找坡粉底）：（0.02+0.02+0.01）×20=1.00kN/m2硬质聚氨酯泡沫板：0.17kN/m2隔离层+防水层：0.70kN/m2合计:0.88+3+1+0.17+0.7=5.75kN/m2楼面：15厚水磨石地面：0.15×28=0.42kN/m2钢筋混凝土楼板：0.1×25=0.25kN/m2水泥砂浆（找平、素水泥浆、粉底）=0.01×20+0.01×20+0.19=0.59kN/m2合计：0.42+0.25+0.59=3.51kN/m活荷载标准值计算活载标准值见表3-1：表3-1活荷载标准值表雪荷载:s由设计要求，取两者中最大值进行计算。墙体自重荷载计算外纵墙自重计算外墙为200mm厚水泥空心砖（9KN/m3），粉刷为20mm厚抹灰（17KN/m3）外保温层70mm厚（14.5KN/窗户自重=1.5×2.1×0.4=1.26KN窗外墙体自重=[(3.0-0.5)×（7.8+7.8）/2-1.5×2.1]×（0.2×9.0）=20.43KN外保温层自重=[（3.0-0.5）×（7.8+7.8）/2-1.5×2.1]×0.07×14.5=10.66KN粉刷层自重=[（3-0.5）×（7.8+7.8）/2-1.5×2.1]×0.02×17=3.35KNG=20.43+1.26+10.66+3.35=41.73kN内纵墙自重计算内墙为200mm厚水泥空心砖（9KN/m3），两侧均为20mm厚抹灰（17KN/m门自重=2.1×1.0×0.2=0.42KN内纵墙自重（不含门）=[(3.0-0.5)×（7.8+7.8）/2-2.1×1.0]×（0.2×9.0）=24.73KN墙体两侧粉刷自重=[（3-0.5）×（7.8+7.8）/2-2.1×1.0]×0.02×17=4.67KN内纵墙自重：G=24.73+0.42+4.67=30.24kN竖向荷载计算板传荷载简图如下：图3-1荷载平面传递简图恒载标准值计算。三角形荷载转均布荷载：p梯形荷载转均布荷载：pe=(1−21.A-B、C-D轴间框架梁1)屋面层板荷载:梁的自重：恒荷载=3.764+19.596=23.362)楼面层板荷载:梁的自重：隔墙的自重:恒载=3.92+11.9632.B-C轴间框架梁1)屋面层板荷载:梁的自重：恒荷载=2.972)楼面层板荷载:梁的自重：恒荷载=3.13柱竖直方向集中荷载计算：4.A、D轴柱竖向集中荷载计算1)顶层女儿墙自重：=板荷载:梁的自重：抹灰层自重（10mm）:p女儿墙自重：p2)标准层板荷载:p梁的自重：抹灰层自重（10mm）:p外纵墙自重：pA、D轴柱集中荷载=5.B、C轴柱竖向集中荷载计算1）顶层板荷载梁的自重：p粉刷自重：pB、C轴柱集中荷载=2）标准层板荷载：p梁的自重：p粉刷自重：p内纵墙自重：pB、C轴柱集中荷载=见图3-2：图3-2恒载作用下荷载简图（单位：kN）活载计算1）A-B轴间框架梁顶层:q=2×0.50×1.95×标准层:q=2×2.00×1.95×2）B-C轴间框架梁顶层:q=2×0.50×1.20×标准层:q=2×2.00×1.20×C-D轴间框架梁顶层:q=2×0.50×1.95×标准层:q=2×2.00×1.95×A、D轴集中荷载:顶层：p=2×标准层:p=2×5)B、C轴集中荷载：顶层:p=标准层:p=见图3-3：图3-3活载简图（单位：kN）风荷载计算风荷载标准值计算风荷载计算：W式中：w0——基本风压，μzμs——风荷载体型系数，根据建筑的体型查得βz以首层为例：面积楼层上下一半：A=W=表3-2风荷载计算表图3-4风荷载内力图（单位：kN）风荷载位移验算(1).侧移刚度D底层：K=一般层：K=一层A为例：K=各层侧向刚度见表3-3：表3-3侧向刚度计算表层数KAαAKBαBKCαCKDαD10.780.462.130.642.130.640.780.4620.590.231.610.451.610.450.590.2330.590.231.610.451.610.450.590.2340.590.231.610.451.610.450.590.2350.590.231.610.451.610.450.590.2360.590.231.610.451.610.450.590.2370.590.231.610.451.610.450.590.23侧向刚度计算公式为：D=一层A为例：D=结果见表3-4：表3-4eq\o\ac(○,14)轴线框架侧向刚度表（单位：N/mm）Dj第A轴第B轴第C轴第D轴∑Dj1层215142993329933215141028952层245544804148041245541451903层245544804148041245541451904层245544804148041245541451905层245544804148041245541451906层245544804148041245541451907层24554480414804124554145190表3-5eq\o\ac(○,14)轴线框架水平位移表楼层Wk.(kN)Vj(kN)∑D(kN/m)△uj(m)△uj/h78.438.431451900.000100.00003612.6721.101451900.000100.00003512.0333.131451900.000200.00007411.1844.311451900.000300.00010310.6554.961451900.000400.00013210.6565.611451900.000500.00017111.4577.061028950.000700.00023各楼层的层间位移均小于1/550，故各楼层均满足要求。地震荷载标准值计算洛阳市H大酒店是规则框架，采用底部剪力法进行计算。重力荷载代表值计算第7层女儿墙自重：G屋面板自重：G梁自重：GGG内外墙自重：G框架柱：GG第7层重力荷载代表值：G其他楼层重力荷载代表值梁、板、活载计算如下：G板GGGG第6层：GGG第5层：GGG第4层：GGG第3层：GGG第2层：GGG第1层：GGG层间质点重量：图3-5重力荷载代表值（单位：kN）框架自振周期计算地震作用的计算用底部剪力法，自振周期计算用顶点位移法。μ以7层为例：△结果见表3-6：表3-6结构假想位移计算表层号Gi(kN)∑Gi(kN)Di△μi(m)μi(m)7123912391451900.00850.25396117724161451900.01660.24545117735931451900.02470.22884117747701451900.03290.20413117759471451900.04100.17122117771241451900.04910.13021122183451028950.08110.0811α0T水平地震作用计算由设防烈度7度，查表得到：αG水平地震剪力作用标准值：F由于T1δn=0各质点横向水平地震作用计算：F以7层为例：F结果见表3-7:表3-7楼层地震剪力计算表层号hi(m)Hi(m)Gi(kN)GiHiGiHi/(∑GiHi)Fi(kN)Vi(kN)73.0021.951239271960.25158.4958.4963.0018.951177223040.20648.01106.5053.0015.951177187730.17340.32146.8243.0012.951177152420.14132.86179.6833.009.951177117110.10825.17204.8523.006.95117781800.07617.71222.5613.953.95122148230.04510.49233.05图3-6地震荷载水平力简图（单位：kN）地震作用变形验算计算地震作用下的层间位移以7层为例：△μ结果见表3-8：表3-8结构层间位移表层号Vi(kN)∑Di(N/m)△μi(mm)hi(m)△μi/hi758.491451900.00043.000.00016106.501451900.00073.000.00025146.821451900.00103.000.00034179.681451900.00123.000.00043204.851451900.00143.000.00052222.561451900.00153.000.00051233.051028950.00233.950.0006

荷载内力分析计算恒载计算计算分配系数将eq\o\ac(○,14)轴线框架各节点编号：图4-1eq\o\ac(○,14)轴线框架节点图节点分配系数以1号节点为例：μμ计算结果见图4-2：图4-2弯矩分配系数图弯矩计算恒载内力计算，先计算恒载作用下的梁端弯矩，再根据前面计算的弯矩分配系数对弯矩进行分配计算。支座及跨中计算弯矩公式为：M以顶层为例：MMM恒载作用下梁端弯矩见表4-1：表4-1梁端弯矩表（单位：kN·m）梁端弯矩梁AB梁BC梁CD7-100.92-5.57-100.926-94.32-4.03-94.325-94.32-4.03-94.324-94.32-4.03-94.323-94.32-4.03-94.322-94.32-4.03-94.321-94.32-4.03-94.32恒载内力计算弯矩二次分配计算见表4-2：表4-2恒载弯矩二次分配表柱号ABCD层名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700.6290.3710.22600.3820.3920.39200.3820.2260.37100.629-100.92100.92-5.575.57-100.92100.9263.4837.44-21.550.00-36.42-37.3837.3836.4221.55-37.44-63.4818.20-10.7718.72-12.5118.69-18.6912.51-18.7210.77-18.2-4.67-2.76-5.630.00-9.51-9.769.769.515.632.764.670.0077.01-77.0192.460.00-58.44-34.0234.0258.44-92.4677.01-77.0160.3860.3860.2280.1630.2770.2770.2830.2830.2770.2770.1630.2280.3860.386-94.3294.32-4.034.03-94.3294.3236.4136.4121.50-14.72-25.01-25.01-25.5525.5525.0125.0114.72-21.50-36.41-36.4131.7418.20-7.3610.75-18.21-12.5112.78-12.7818.2112.51-10.757.36-31.74-18.20-16.44-16.44-9.711.171.991.992.03-2.03-1.99-1.99-1.179.7116.4416.4451.7138.17-89.8891.53-41.23-35.52-14.7714.7741.2335.52-91.5389.88-51.71-38.1750.3860.3860.2280.1630.2770.2770.2830.2830.2770.2770.1630.2280.3860.386-94.3294.32-4.034.03-94.3294.3236.4136.4121.50-14.72-25.01-25.01-25.5525.5525.0125.0114.72-21.50-36.41-36.4118.2018.20-7.3610.75-12.51-12.5112.78-12.7812.5112.51-10.757.36-18.20-18.20-11.21-11.21-6.620.240.410.410.42-0.42-0.41-0.41-0.246.6211.2111.2143.4043.40-86.8890.60-37.11-37.11-16.3916.3937.1137.11-90.6086.80-43.40-43.4040.3860.3860.2280.1630.2770.2770.2830.2830.2770.2770.1630.2280.3860.386-94.3294.32-4.034.03-94.3294.3236.4136.4121.50-14.72-25.01-25.01-25.5525.5525.0125.0114.72-21.50-36.41-36.4118.2018.20-7.3610.75-12.51-12.5112.78-12.7812.5112.51-10.757.36-18.20-18.20-11.21-11.21-6.620.240.410.410.42-0.42-0.41-0.41-0.246.6211.2111.2143.4043.40-86.8890.60-37.11-37.11-16.3916.3937.1137.11-90.6086.80-43.40-43.4030.3860.3860.2280.1630.2770.2770.2830.2830.2770.2770.1630.2280.3860.386-94.3294.32-4.034.03-94.3294.3236.4136.4121.50-14.72-25.01-25.01-25.5525.5525.0125.0114.72-21.50-36.41-36.4118.2018.20-7.3610.75-12.51-12.5112.78-12.7812.5112.51-10.757.36-18.20-18.20-11.21-11.21-6.620.240.410.410.42-0.42-0.41-0.41-0.246.6211.2111.2143.4043.40-86.8890.60-37.11-37.11-16.3916.3937.1137.11-90.6086.80-43.40-43.4020.3860.3860.2280.1630.2770.2770.2830.2830.2770.2770.1630.2280.3860.386-94.3294.32-4.034.03-94.3294.3236.4136.4121.50-14.72-25.01-25.01-25.5525.5525.0125.0114.72-21.50-36.41-36.4118.2020.04-7.3610.75-12.51-13.3612.78-12.7812.5113.37-10.757.36-18.20-20.04-11.92-11.92-7.040.380.650.650.66-0.67-0.65-0.65-0.387.0411.9211.9242.6944.53-87.2290.74-36.87-37.73-16.1416.1436.8737.73-90.7487.22-42.69-44.5310.4250.3230.2510.1750.2960.2250.3040.3040.2960.2250.1750.2510.4250.323-94.3294.32-4.034.03-94.3294.3240.0930.4723.67-15.80-26.73-20.32-27.4527.4526.7320.3215.80-23.67-40.0918.200.00-7.9011.84-12.510.0013.73-13.7312.51-11.837.90-18.2-4.38-3.33-2.59-2.29-3.87-2.94-3.973.973.862.932.282.594.383.3353.9127.14-81.1388.07-43.10-23.25-21.7221.7243.1023.25-88.0781.13-53.91-27.14图4-3恒载弯矩图（单位：kN·m）梁、柱剪力的计算公式：VV计算结果见图4-4：图4-4恒载剪力图（单位：kN）轴力公式如下：N计算结果见图4-5：图4-5恒载作用下轴力图（单位：kN·m）活载计算活载梁端弯矩计算活载计算结果见表4-3：表4-3梁端活载弯矩表梁端弯矩梁AB梁BC梁CD第7层-7.34-0.36-7.34第6层-29.46-1.44-29.46第5层-29.46-1.44-29.46第4层-29.46-1.44-29.46第3层-29.46-1.44-29.46第2层-29.46-1.44-29.46第1层-29.46-1.44-29.46活载弯矩二次分配计算见表4-4：表4-4活荷载弯矩二次分配表柱号ABCD层名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700.6290.3710.22600.3820.3920.3920.3820.2260.3710.629-7.347.34-0.360.36-7.347.344.622.72-1.580.00-2.67-2.742.742.671.58-2.72-4.625.69-0.791.36-3.881.37-1.373.88-1.360.79-5.69-3.08-1.820.260.000.440.45-0.45-0.44-0.261.823.080.007.22-7.227.380.00-6.11-1.281.286.11-7.387.22-7.2260.3860.3860.2280.1630.2770.2770.2830.2830.2770.2770.1630.2280.3860.386-29.4629.46-1.441.44-29.4629.4611.3711.376.72-4.57-7.76-7.76-7.937.937.767.764.57-6.72-11.37-11.372.315.69-2.283.36-1.33-3.883.96-3.961.333.88-3.362.28-2.31-5.69-2.20-2.20-1.30-0.34-0.58-0.58-0.600.600.580.580.341.302.202.2011.4814.85-26.3327.91-9.68-12.23-6.006.009.6812.23-27.9126.33-11.48-14.8550.3860.3860.2280.1630.2770.2770.2830.2830.2770.2770.1630.2280.3860.386-29.4629.46-1.441.44-29.4629.4611.3711.376.72-4.57-7.76-7.76-7.937.937.767.764.57-6.72-11.37-11.375.695.69-2.283.36-3.88-3.883.96-3.963.883.88-3.362.28-5.69-5.69-3.73-3.51-2.070.070.120.120.12-0.12-0.12-0.12-0.072.073.513.5113.3313.55-27.1028.32-11.52-11.52-5.285.2811.5211.52-28.3227.10-13.55-13.5540.3860.3860.2280.1630.2770.2770.2830.2830.2770.2770.1630.2280.3860.386-29.4629.46-1.441.44-29.4629.4611.3711.376.72-4.57-7.76-7.76-7.937.937.767.764.57-6.72-11.37-11.375.695.69-2.283.36-3.88-3.883.96-3.963.883.88-3.362.28-5.69-5.69-3.73-3.51-2.070.070.120.120.12-0.12-0.12-0.12-0.072.073.513.5113.3313.55-27.1028.32-11.52-11.52-5.285.2811.5211.52-28.3227.10-13.55-13.5530.3860.3860.2280.1630.2770.2770.2830.2830.2770.2770.1630.2280.3860.386-29.4629.46-1.441.44-29.4629.4611.3711.376.72-4.57-7.76-7.76-7.937.937.767.764.57-6.72-11.37-11.375.695.69-2.283.36-3.88-3.883.96-3.963.883.88-3.362.28-5.69-5.69-3.73-3.51-2.070.070.120.120.12-0.12-0.12-0.12-0.072.073.513.5113.3313.55-27.1028.32-11.52-11.52-5.285.2811.5211.52-28.3227.10-13.55-13.5520.3860.3860.2280.1630.2770.2770.2830.2830.2770.2770.1630.2280.3860.386-29.4629.46-1.441.44-29.4629.4611.3711.376.72-4.57-7.76-7.76-7.937.937.767.764.57-6.72-11.37-11.375.696.26-2.283.36-3.88-4.153.96-3.963.884.15-3.362.28-5.69-6.26-3.73-3.73-2.200.120.160.160.200.28-0.16-0.16-0.122.203.733.7313.3313.90-27.2328.37-11.45-11.71-5.215.2111.4511.71-28.5727.23-13.33-13.9010.4250.3230.2510.1750.2960.2250.3040.3040.2960.2250.1750.2510.4250.323-29.4629.46-1.441.44-29.4629.4612.529.527.39-4.90-8.29-6.30-8.528.528.296.304.90-7.39-12.52-9.525.690.00-2.453.70-3.880.004.26-4.263.88-3.702.45-5.69-1.38-1.05-0.81-0.71-1.21-0.92-1.241.241.210.920.710.811.381.0516.838.47-25.3327.54-13.38-7.22-6.946.9413.387.22-27.5425.33-16.83-8.47图4-6活载弯矩图（单位：kN·m）剪力计算公式：VV活载梁端和柱剪力见图4-7：图4-7活载剪力图（单位：kN）活载作用下轴力：N图4-8活载轴力图（单位：kN）雪荷载计算雪荷载标准值雪荷载仅作用于屋面，对屋面的梁端弯矩计算MMM风荷载内力计算柱沿侧向刚度分配的计算：V现对反弯点进行求解，查表反弯点的标准高度比，并按修正系数，对柱反弯点进行计算：表4-5柱反弯点位置表A、DB、C层号h(m)Kyyyh(m)Kyyyh(m)73.000.590.250.250.751.610.380.381.1463.000.590.350.351.051.610.430.431.2953.000.590.400.401.201.610.450.451.3543.000.590.450.451.351.610.480.481.4433.000.590.450.451.351.610.480.481.4423.000.590.500.501.501.610.500.501.5013.950.780.660.662.612.130.550.552.17EQ对梁、柱弯矩进行计算，计算过程见下表MM梁：中柱：MM边柱：M表4-6第A、D轴梁柱节点弯矩（风荷载）：层号Vi(kN)∑DDiDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb总

(kN.m)78.43145190245540.171.430.753.221.073.22621.10145190245540.173.591.057.003.778.07533.13145190245540.175.631.2010.136.7613.90444.31145190245540.177.531.3512.4210.1719.18354.96145190245540.179.341.3515.4112.6125.58265.61145190245540.1711.151.5016.7316.7329.34177.06102895215140.2116.182.6121.7342.1838.46表4-7第B轴梁柱节点弯矩（风荷载）：层号Vi(kN)∑DDiDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)78.43145190480410.332.781.145.173.171.893.28621.10145190480410.336.961.2911.908.985.519.56533.13145190480410.3310.931.3518.0314.769.8817.13444.31145190480410.3314.621.4422.8121.0513.7423.83354.96145190480410.3318.141.4428.3026.1218.0531.30265.61145190480410.3321.651.5032.4832.4821.4437.16177.06102895299330.2922.352.1739.7348.5626.4245.79表4-8第C轴梁柱节点弯矩（风荷载）：层号Vi(kN)∑DDiDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)78.43145190480410.332.781.145.173.173.281.89621.10145190480410.336.961.2911.908.989.565.51533.13145190480410.3310.931.3518.0314.7617.139.88444.31145190480410.3314.621.4422.8121.0523.8313.74354.96145190480410.3318.141.4428.3026.1231.3018.05265.61145190480410.3321.651.5032.4832.4837.1621.44177.06102895299330.2922.352.1739.7348.5645.7926.42图4-9风荷载作用下弯矩图（单位：kN·m）梁端剪力计算，公式如下：VM为框架梁梁端的弯矩，L为框架梁的计算长度即跨度。图4-10风荷载作用下剪力图（单位：kN）图4-11风荷载作用下轴力图（单位：kN）地震作用内力计算地震作用属于水平作用的一种，其计算方式和风荷载一样，也采用D值法，弯矩计算结果见下表：表4-9第A、D轴地震作用内力计算表层号Vi(kN)∑DDiDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb总

(kN.m)758.49145190245540.179.940.2522.377.4622.376106.50145190245540.1718.110.3535.3119.0242.775146.82145190245540.1724.960.4044.9329.9563.954179.68145190245540.1730.550.4550.4141.2480.363204.85145190245540.1734.820.4557.4547.0198.692222.56145190245540.1737.840.5056.7656.76103.771233.05102895215140.2148.940.6665.73127.59122.49表4-10第B轴地震作用内力计算表层号Vi(kN)∑DDiDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)758.49145190480410.3319.300.3835.9022.0013.1322.776106.50145190480410.3335.150.4360.1145.3430.0452.075146.82145190480410.3348.450.4579.9465.4145.8379.454179.68145190480410.3359.290.4892.4985.3857.76100.143204.85145190480410.3367.600.48105.4697.3469.81121.032222.56145190480410.3373.440.50110.16110.1675.91131.591233.05102895299330.2967.580.55120.12146.8284.24146.04表4-11第C轴地震作用内力计算表层号Vi(kN)∑DDiDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)758.49145190480410.3319.300.3835.9022.0022.7713.136106.50145190480410.3335.150.4360.1145.3452.0730.045146.82145190480410.3348.450.4579.9465.4179.4545.834179.68145190480410.3359.290.4892.4985.38100.1457.763204.85145190480410.3367.600.48105.4697.34121.0369.812222.56145190480410.3373.440.50110.16110.16131.5975.911233.05102895299330.2967.580.55120.12146.82146.0484.24图4-12地震荷载作用下弯矩简图（单位：kN·m）图4-13地震荷载作用下剪力简图（单位：kN）图4-14地震荷载作用下轴力简图（单位：kN）

内力组合计算根据荷载设计规范，设计考虑内力组合形式如下：1．无地震作用效应组合（一般荷载组合）组合1：S组合2：S有地震作用效应组合地震组合：S弯矩调幅根据竖向荷载下一榀框架受力特性，支座弯矩为最大处，对应配筋亦相对较大，当在节点处钢筋较多时，对现场施工以及质量保证都存在一定的难度。且按照强柱弱梁概念，允许梁端适当塑性变形，按照力的平衡，相应于要增大跨中的弯矩，即进行梁端的弯矩调幅，鉴于梁端塑性变形能力有限，进行弯矩调幅时，其幅度需进行限制，且调幅时，应控制跨中的弯矩不得小于梁为简支情况下跨中弯矩的一半。本设计中，弯矩调幅系数取β=0.90。梁端调幅公式：M梁端调幅之后，需对跨中进行调整，即按照平衡条件求解跨中的弯矩：M=塑性调幅后，结果见下图：图5-1调幅后恒载下弯矩图（单位：kN·m）图5-2调幅后活载下弯矩图（单位：kN·m）柱内力组合表5-1第A轴柱内力组合层数截面内力恒载

SG活载

SQ左风

SW右风

SW地震

SE1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)1.2SG±1.3S｜M｜max

及NNmax

及M左风右风左风右风左震右震7柱顶M-77.01-7.223.22-3.2222.37-99.82-105.22-94.98-104.00-67.66-125.83-125.83-105.22N273.0116.98-0.710.71-4.93350.79351.98343.26345.25331.39344.21344.21351.98柱底M51.7111.48-1.071.07-7.4677.2379.0271.8074.8052.3581.0681.0681.06N295.7016.98-0.710.71-4.93378.02379.21370.49372.47403.02415.84415.84415.846柱顶M-38.17-14.857.00-7.0035.31-60.71-72.47-50.56-70.16-8.81-100.62-100.62-72.47N544.8184.87-2.602.60-15.04770.41774.77733.30740.58685.14724.25724.25774.77柱底M43.4013.55-3.773.77-19.0267.8874.2260.0870.6435.4884.9484.9474.22N567.5084.87-2.602.60-15.04797.63802.00760.53767.81712.37751.47751.478025柱顶M-43.40-13.5510.13-10.1344.93-62.54-79.56-51.18-79.54-1.80-118.62-118.62-79.56N816.31152.81-5.905.90-30.291188.551198.461121.071137.591031.881110.631110.631198.46柱底M43.4013.55-6.766.76-29.9565.3776.7355.9074.8221.2899.1599.1576.73N839.00152.81-5.905.90-30.291215.781225.691148.291164.811059.111137.861137.861225.694柱顶M-43.40-13.5512.42-12.4250.41-60.62-81.48-47.97-82.755.32-125.74-125.74-81.48N1087.81220.75-10.4710.47-49.471605.631623.221507.051536.371373.511502.131502.131623.22柱底M43.4013.55-10.1710.17-41.2462.5179.5951.1279.606.60113.82113.8279.59N1110.50220.75-10.4710.47-49.471632.861650.441534.281563.591400.741529.361529.361650.443柱顶M-43.40-13.5515.41-15.4157.45-58.11-83.99-43.79-86.9314.47-134.90-134.90-83.99N1359.31288.69-16.5316.53-72.872021.452049.221890.951937.231709.661899.121899.122049.22柱底M42.6913.33-12.6112.61-47.0159.3080.4846.6481.95-1.89120.34120.3480.48N1382.00288.69-16.5316.53-72.872048.682076.451918.171964.461736.881926.351926.352076.452柱顶M-44.53-13.9016.73-16.7356.76-58.84-86.95-43.64-90.4812.01-135.56-135.56-86.95N1630.85356.64-23.5823.58-97.832436.512476.122273.522339.542043.822298.182298.182476.12柱底M53.9116.83-16.7316.73-56.7674.20102.3157.76104.611.00148.58148.58102.31N1653.54356.64-23.5823.58-97.832463.742503.352300.742366.772071.052325.412325.412503.351柱顶M-27.14-8.4721.73-21.7365.73-26.17-62.68-10.45-71.2947.80-123.10-123.10-62.68N1901.91424.45-32.5932.59-126.542849.152903.902652.632743.882372.462701.462701.462903.9柱底M13.574.24-42.1842.18-127.59-13.2157.65-38.6179.49-147.04184.69184.6957.65N1931.78424.45-32.5932.59-126.542884.992939.742688.472779.722408.302737.312737.312939.74表5-2第B轴柱内力组合层数截面内力恒载

SG活载

SQ左风

SW右风

SW地震

SE1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)1.2SG±1.3S｜M｜max

及NNmax

及M左风右风左风右风左震右震7柱顶M58.446.115.17-5.1735.9083.0274.3483.3568.88120.4627.12120.4674.34N334.2722.75-2.022.02-14.05431.28434.67420.59426.25396.51433.04396.51434.67柱底M-41.23-9.68-3.173.17-22.00-65.69-60.37-63.40-54.52-83.88-26.68-83.88-60.37N356.9622.75-2.022.02-14.05458.51461.90447.82453.47423.74460.27423.74461.96柱顶M35.5212.2311.90-11.9060.1169.7449.7571.2737.95128.11-28.18128.1149.75N641.87113.96-8.108.10-47.33922.98936.59870.58893.26777.09900.15777.09936.59柱底M-37.11-11.52-8.988.98-45.34-68.20-53.12-68.39-43.25-110.397.50-110.39-53.12N664.56113.96-8.108.10-47.33950.21963.82897.81920.49804.32927.38804.32963.825柱顶M37.1111.5218.03-18.0379.9475.8145.5181.0630.58155.37-52.48155.3745.51N949.77205.12-19.0719.07-98.291410.871442.911314.041367.441135.021390.571135.021442.91柱底M-37.11-11.52-14.7614.76-65.41-73.06-48.26-76.49-35.16-136.4833.59-136.48-48.26N972.46205.12-19.0719.07-98.291438.101470.141341.271394.671162.251417.801162.251470.144柱顶M37.1111.5222.81-22.8192.4979.8241.5087.7623.89171.68-68.79171.6841.5N1257.67296.28-34.3634.36-162.561895.131952.861751.451847.661475.641898.301475.641952.86柱底M-37.11-11.52-21.0521.05-85.38-78.34-42.98-85.29-26.35-162.4459.55-162.44-42.98N1280.36296.28-34.3634.36-162.561922.361980.091778.681874.891502.871925.531502.871980.093柱顶M37.1111.5228.30-28.30105.4684.4336.8995.4416.20188.54-85.65188.5436.89N1565.57387.44-54.3854.38-240.022375.422466.782182.242334.511799.122423.171799.122466.78柱底M-36.87-11.45-26.1226.12-97.34-82.21-38.33-92.03-18.90-177.6675.43-177.66-38.33N1588.26387.44-54.3854.38-240.022402.652494.012209.472361.741826.352450.401826.352494.012柱顶M37.7311.7132.48-32.48110.1688.9534.39102.2211.28195.51-90.91195.5134.39N1873.43478.59-78.3078.30-324.722852.372983.912607.512826.752113.132957.412113.132983.91柱底M-43.10-13.38-32.4832.48-110.16-97.74-43.17-110.30-19.36-202.9683.46-202.96-43.17N1896.12478.59-78.3078.30-324.722879.603011.142634.742853.982140.362984.632140.363011.141柱顶M23.257.2239.73-39.73120.1271.384.6390.60-20.65188.39-123.92188.394.63N2181.76569.89-107.45107.45-417.713325.703506.223026.173327.032417.023503.072417.023506.22柱底M-11.63-3.61-48.5648.56-146.82-59.8021.78-85.4850.49-206.99174.74-206.9921.78N2211.63569.89-107.45107.45-417.713361.543542.063062.023362.882452.873538.912452.873542.06表5-3第C轴柱内力组合层数截面内力恒载

SG活载

SQ左风

SW右风

SW地震

SE1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)1.2SG±1.3S｜M｜max

及NNmax

及M左风右风左风右风左震右震7柱顶M-58.44-6.115.17-5.1735.90-74.34-83.02-68.88-83.35-27.12-120.46-120.46-74.34N334.2722.752.02-2.0214.05434.67431.28426.25420.59433.04396.51396.51434.67柱底M41.239.68-3.173.17-22.0060.3765.6954.5263.4026.6883.8883.8860.37N356.9622.752.02-2.0214.05461.90458.51453.47447.82460.27423.74423.74461.96柱顶M-35.52-12.2311.90-11.9060.11-49.75-69.74-37.95-71.2728.18-128.11-128.11-49.78N641.87113.968.10-8.1047.33936.59922.98893.26870.58900.15777.09777.09936.59柱底M37.1111.52-8.988.98-45.3453.1268.2043.2568.39-7.50110.39110.3953.12N664.56113.968.10-8.1047.33963.82950.21920.49897.81927.38804.32804.32963.825柱顶M-37.11-11.5218.03-18.0379.94-45.51-75.81-30.58-81.0652.48-155.37-155.37-45.51N949.77205.1219.07-19.0798.291442.911410.871367.441314.041390.571135.021135.021442.91柱底M37.1111.52-14.7614.76-65.4148.2673.0635.1676.49-33.59136.48136.4848.26N972.46205.1219.07-19.0798.291470.141438.101394.671341.271417.801162.251162.251470.144柱顶M-37.11-11.5222.81-22.8192.49-41.50-79.82-23.89-87.7668.79-171.68-171.68-41.5N1257.67296.2834.36-34.36162.561952.861895.131847.661751.451898.301475.641475.641952.86柱底M37.1111.52-21.0521.05-85.3842.9878.3426.3585.29-59.55162.44162.4442.98N1280.36296.2834.36-34.36162.561980.091922.361874.891778.681925.531502.871502.871980.093柱顶M-37.11-11.5228.30-28.30105.46-36.89-84.43-16.20-95.4485.65-188.54-188.54-36.89N1565.57387.4454.38-54.38240.022466.782375.422334.512182.242423.171799.121799.122466.78柱底M36.8711.45-26.1226.12-97.3438.3382.2118.9092.03-75.43177.66177.6638.33N1588.26387.4454.38-54.38240.022494.012402.652361.742209.472450.401826.351826.352494.012柱顶M-37.73-11.7132.48-32.48110.16-34.39-88.95-11.28-102.2290.91-195.51-195.51-34.39N1873.43478.5978.30-78.30324.722983.912852.372826.752607.512957.412113.132113.132983.91柱底M43.1013.38-32.4832.48-110.1643.1797.7419.36110.30-83.46202.96202.9643.17N1896.12478.5978.30-78.30324.723011.142879.602853.982634.742984.632140.362140.363011.141柱顶M-23.25-7.2239.73-39.73120.12-4.63-71.3820.65-90.60123.92-188.39-188.39-4.63N2181.76569.89107.45-107.45417.713506.223325.703327.033026.173503.072417.022417.023506.22柱底M11.633.61-48.5648.56-146.82-21.7859.80-50.4985.48-174.74206.99206.99-21.78N2211.63569.89107.45-107.45417.713542.063361.543362.883062.023538.912452.872452.873542.06表5-4第D轴柱内力组合层数截面内力恒载

SG活载

SQ左风

SW右风

SW地震

SE1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)1.2SG±1.3S｜M｜max

及NNmax

及M左风右风左风右风左震右震7柱顶M77.017.223.22-3.2222.37105.2299.82104.0094.98125.8367.66125.83105.22N273.0116.980.71-0.714.93351.98350.79345.25343.26344.21331.39344.21351.98柱底M-51.71-11.48-1.071.07-7.46-79.02-77.23-74.80-71.80-78.64-59.24-81.06-81.06N295.7016.980.71-0.714.93379.21378.02372.47370.49371.44358.62415.84415.846柱顶M38.1714.857.00-7.0035.3172.4760.7170.1650.56100.628.81100.6272.47N544.8184.872.60-2.6015.04774.77770.41740.58733.30724.25685.14724.25774.77柱底M-43.40-13.55-3.773.77-19.02-74.22-67.88-70.64-60.08-84.94-35.48-84.94-74.22N567.5084.872.60-2.6015.04802.00797.63767.81760.53751.47712.37751.478025柱顶M43.4013.5510.13-10.1344.9379.5662.5479.5451.18118.621.80118.6279.56N816.31152.815.90-5.9030.291198.461188.551137.591121.071110.631031.881110.631198.46柱底M-43.40-13.55-6.766.76-29.95-76.73-65.37-74.82-55.90-99.15-21.28-99.15-76.73N839.00152.815.90-5.9030.291225.691215.781164.811148.291137.861059.111137.861225.694柱顶M43.4013.5512.42-12.4250.4181.4860.6282.7547.97125.74-5.32125.7481.48N1087.81220.7510.47-10.4749.471623.221605.631536.371507.051502.131373.511502.131623.22柱底M-43.40-13.55-10.1710.17-41.24-79.59-62.51-79.60-51.12-113.82-6.60-113.82-79.59N1110.50220.7510.47-10.4749.471650.441632.861563.591534.281529.361400.741529.361650.443柱顶M43.4013.5515.41-15.4157.4583.9958.1186.9343.79134.90-14.47134.9083.99N1359.31288.6916.53-16.5372.872049.222021.451937.231890.951899.121709.661899.122049.22柱底M-42.69-13.33-12.6112.61-47.01-80.48-59.30-81.95-46.64-120.341.89-120.34-80.48N1382.00288.6916.53-16.5372.872076.452048.681964.461918.171926.351736.881926.352076.452柱顶M44.5313.9016.73-16.7356.7686.9558.8490.4843.64135.56-12.01135.5686.95N1630.85356.6423.58-23.5897.832476.122436.512339.542273.522298.182043.822298.182476.12柱底M-53.91-16.83-16.7316.73-56.76-102.31-74.20-104.61-57.76-148.58-1.00-148.58-102.31N1653.54356.6423.58-23.5897.832503.352463.742366.772300.742325.412071.052325.412503.351柱顶M27.148.4721.73-21.7365.7362.6826.1771.2910.45123.10-47.80123.1062.68N1901.91424.4532.59-32.59126.542903.902849.152743.882652.632701.462372.462701.462903.9柱底M-13.57-4.24-42.1842.18-127.59-57.6513.21-79.4938.61-184.69147.04-184.69-57.65N1931.78424.4532.59-32.59126.542939.742884.99