【《S高校商业学院教学楼设计》17000字（论文）】

S高校商业学院教学楼设计摘要本毕业设计的主要内容为：安远县商业学院教学楼。项目位于红旗大道120号校园内，教学楼的总规划建筑面积：4000平方米；建筑层数：4层（出于建筑功能和结构布局的需要，允许局部加一层，且加层面积不超过300平方米）。该教学楼结构型式采用框架结构，体型为单一型或组合型均可（根据使用功能各部分的实际情况进行相应的安排和处理）。室外设有停车场及绿化。该教学楼包括三个主要部分：①试验教学用房。②教室、学生实践工作室，计算机机房及操作室等教学用房。③多功能会议厅、学术报告厅、教师及管理人员办公室(包括门卫和值班室)等办公用房。同时还有相关附属辅助性功能间。在秉承着对建筑进行因地制宜、科学设计的理念，查阅了大量相关文献、对相关建筑方面知识进行了充分总结和高度概括，对建筑地点进行了实地考察后，对该安远县商业学院教学楼作出了这套设计方案。AbstractThemaincontentofthisgraduationprojectis:theteachingbuildingofAnyuanCommercialCollege.TheprojectislocatedonthecampusofNo.120HongqiAvenue.Thetotalplannedconstructionareaoftheteachingbuildingis4000squaremeters;thenumberofbuildingfloorsis4(fortheneedsofthebuildingfunctionandstructurallayout,partialadditionofonefloorisallowed,andtheadditionalfloorareadoesnotexceed300squaremeters).Thestructureoftheteachingbuildingadoptsaframestructure,andthebodytypecanbesingleorcombined(arrangeanddealwithaccordingtotheactualsituationofeachpartoftheusefunction).Thereisaparkinglotandgreeneryoutside.Theteachingbuildingincludesthreemainparts:①Experimentalteachingroom.②Teachingroomssuchasclassrooms,studentpracticestudios,computerroomsandoperatingrooms.③Officeroomssuchasmultifunctionalconferencehall,academiclecturehall,teachersandmanagementstaffoffices(includingguardsanddutyrooms).Atthesametime,therearerelatedauxiliaryfunctionrooms.WemadethisdesignplanoftheteachingbuildingoftheAnyuanCommericalCollegebyadheringtotheconceptofadaptingmeasurestolocalconditionsandscientificdesignofthebuilding,consultingalargenumberofrelateddocuments,fullysummingupandhighlygeneralizingtheknowledgeofrelatedarchitecture,andconductingafieldinspectionofthebuildingsite.目录TOC\o"1-2"\h\u242731.设计说明 6118241.1工程概况 6187791.2建筑设计 6130401.3结构设计 7352.结构布置截面确定 923442.1结构布置方案 9125292.2截面尺寸确定 11294392.3确定结构计算简图 13150492.4梁、柱线刚度计算 13191932.5框架抗侧刚度计算 15285243．荷载计算 1781893.1恒载标准值计算 1776153.2活载标准值计算 21313653.3风荷载标准值计算 2353094．内力计算 26236574.1恒载内力计算 2627124.2活载内力计算 38224984.3风荷载内力计算 45292325．内力组合 53163085.1竖向荷载弯矩调整 53228035.2框架梁内力组合 55168035.3框架柱内力组合 59313886．截面设计 6314436.1框架梁正、斜截面设计 63227666.2框架柱正、斜截面设计 68326027.板的设计 74294047.1A区格双向板计算 74197008.楼梯设计 7697271．荷载计算 7654672．梯板板底配筋计算 7616678.2平台板设计 76105648.3梯段梁设计 776409.基础设计 7914749.1A轴柱下独立基础设计 791.设计说明1.1工程概况本设计名称：南昌东湖区创业街56号地段建设办公楼工程拟建地址：南昌市设计使用年限：50年房屋建筑结构类型：框架结构基本风压：0.45kN/m2；地面粗糙类别：C类基本雪压：0.35kN/m2建筑抗震设防类别：丙类抗震设防烈度：6度；地震加速度：0.05g；地震分组：第一组未修正地基允许承载力：177kPa，场地类别：Ⅰ1类1.2建筑设计1．建筑设计方案在秉承着对建筑进行因地制宜、科学设计的理念，查阅了大量相关文献、对相关建筑方面知识进行了充分总结和高度概括，对建筑地点进行了实地考察后，对该安远县商业学院教学楼作出了这套设计方案。建筑构造做法表1-1屋面、楼面做法(包括结构层)名称材料及做法厚度部位屋面做法1.40厚C20细石混凝土40屋面2.干铺无纺聚酯纤维布一层3.40厚挤塑聚苯乙烯保温层404.高聚物改性沥青防水卷材5.20厚1：3水泥砂浆找平206.20厚1:8水泥膨胀珍珠岩2%找坡层207.现浇钢筋混凝土屋面板1008.20厚1：2水泥砂浆抹平20.00楼面做法1.10厚地砖铺实拍平，水泥浆擦缝10普通楼面2.20厚1:4干硬水泥砂浆203.素水泥砂浆结合层一遍4.钢筋混凝土楼板1005.20厚1：2水泥砂浆抹平20表1-2墙体做法名称材料及做法厚度部位女儿墙1.10厚1：1.5水泥石子，水刷表面10女儿墙2.素水泥浆一道3.15厚1:3水泥砂浆154.空心砖2405.20厚水泥砂浆20内墙1.20厚水泥砂浆抹灰20内墙面2.空心砖2003.20厚水泥砂浆抹灰20外墙1.10厚1：1.5水泥石子，水刷表面10外墙面2.素水泥浆一道3.15厚1:3水泥砂浆154.空心砖2405.20厚水泥砂浆201.3结构设计1．结构设计方法1)设计出结构类型，包括框架结构。完成结构规划的方案。确定梁柱板截面，确定梁柱线刚度2)完成恒载、活载标准值计算，风荷载计算，包括框架柱侧移刚度3)竖向恒荷载、活荷载及水平荷载(风)作用下的弯矩、剪力及轴力计算4)几组内力的最不利组合内力进行设计，同时不考虑有利组合5)框架梁框架柱正、斜截面配筋及验算6)板的平面布置以及弯矩、配筋计算7)楼梯踏步斜板设计，平台板设计，梯段梁设计及验算8)确定基础底板的尺寸，验算承载力，基础高度确定冲切验算，完成配筋计算2．采用国家规范1)《建筑结构荷载规范》2012版2)《建筑抗震设计规范》2010版3)《混凝土结构设计规范》2010版4)《建筑地基基础设计规范》2011版3．采用活载标准值不上人屋面：0.5kN/m2楼面：办公室2.0kN/m²，卫生间2.5kN/m²，办公楼走廊2.5kN/m²。楼梯间：3.5kN/m24．设计基本条件表1-3设计基本条件分项取值分项取值抗震设防类丙类地震分组第一组设防烈度6度地震加速度0.05g抗震等级四级抗震基本雪压(kN/m2)0.35基本风压(kN/m2)0.45地面粗糙类别C类场地类别Ⅰ1承载力特征值177kPa5．使用材料表1-4结构对应材料构件混凝土钢筋框架梁C30主筋：HRB400箍筋：HRB400框架柱C30主筋：HRB400箍筋：HRB400屋面、楼面板C30HRB400楼梯板、平台板、梯段梁C30HRB400基础底板、梁等C30HRB4002.结构布置截面确定2.1结构布置方案为保证该建筑的功能完整性和使用安全性，我们采用钢筋混凝土的框架结构，根据任务书要求，实际环境情况以及实际用途，墙的布置等因素，最终设计框架梁、柱布置图2-1所示，根据结构布置图，选取⑥轴线框架进行计算，对应计算单元如图2-2。2-1结构布置图图2-2计算单元选取2.2截面尺寸确定1．梁截面尺寸确定一般框架梁高度按确定，宽度，如遇跨度比较小的梁按经验取值即可，根据估算各梁截面尺寸如下。表2-1梁截面尺寸表(mm)构建名称l0l0/8l0/12hh/2h/3bb×hAB跨梁6000750500600300200300300×600BC跨梁2500313208500150100300300×500CD跨梁6000750500600300200300300×600A轴梁80001000667800400267300300×800B轴梁80001000667800400267300300×800C轴梁80001000667800400267300300×800D轴梁80001000667800400267300300×800次梁6000mm，333mm~500mm，取500mm250mm~167mm，取300m2.柱截面尺寸确定B柱受荷面积s=16/2×(6+2.5)/2=34m2B柱柱底轴力估算N=γGqsnα1α2β=1.2×14×34×4×1.05×1×1=2399kN186405mm=432²mmEQµN为框架柱的轴压比限值EQAc

为框架柱的截面面积

EQf

c柱混凝土抗压强度设计值EQγG为竖向荷载分项系数EQq为每层单位面积的竖向荷载,可取14kN/m²eqn为本工程层数EQα1为考虑水平力产生的附加系数取1.05EQα2边柱轴向力增大系数，边柱α2

=1.1，中柱α2

=1.0EQβ柱由框架梁与剪力墙连接时,柱轴力折减系数,本工程取1表2-2柱子轴力估算柱号γGqsna1a2βN/kNA柱1.2014.02441.051.101.001863B柱1.2014.03441.051.001.002399C柱1.2014.03441.051.001.002399D柱1.2014.02441.051.101.001863表2-3柱子截面尺寸柱号N/kNunfc/N/mm²Ac/mm²bc/mmhc/mm截面尺寸A柱18630.914.3144755380380500×500B柱23990.914.3186405432432500×500C柱23990.914.3186405432432500×500D柱18630.914.3144755380380500×5003.板厚度确定据相关规范的要求，单向板的跨厚比小于30，双向板小于40跨厚比，结合建筑物实际考量后，屋面板厚取100mm，楼面板厚取100mm。2.3确定结构计算简图底层柱高从基础顶面算起，室内外高差0.45m，我们假设基础顶面距离室外地面高度为0.55m，那么底层柱计算高度4.0+0.45+0.55=5.0m，则其他层柱计算高度同层高。框架计算简图见图4-3。图2-3⑥轴框架计算简图2.4梁、柱线刚度计算框架梁线刚度：，柱线刚度，梁弹性模量Eb=30000000kPa，柱弹性模量Ec=30000000kPa中框架梁AB框架梁线刚度：kN.mBC框架梁线刚度：kN.mCD框架梁线刚度：kN.m3~2层轴框架柱线刚度kN.m底层轴框架柱线刚度kN.m图2-4梁柱线刚度(kN·m)2.5框架抗侧刚度计算标准层刚度计算：，，底层刚度计算：；；4~2层A轴柱抗侧刚度计算EQ\F(54000+54000,2×43402.5)=1.2440.383；EQ0.383×\F(12×43402.8,3.6²)=15391.92kN/m4~2层B轴柱抗侧刚度计算EQ\F(54000+75000+54000+75000,2×43402.8)=2.9720.598；EQ0.598×\F(12×43402.8,3.6²)=24032.291kN/m4~2层C轴柱抗侧刚度计算EQ\F(54000+75000+54000+75000,2×43402.8)=2.9720.598；EQ0.598×\F(12×43402.8,3.6²)=24032.291kN/m4~2层D轴柱抗侧刚度计算EQ\F(54000+54000,2×43402.5)=1.2440.383；EQ0.383×\F(12×43402.8,3.6²)=15391.92kN/m底层A轴柱抗侧刚度计算EQ\F(54000,31250)=1.7280.598；EQ0.598×\F(12×31250,5²)=8964.59kN/m底层B轴柱抗侧刚度计算EQ\F(54000+75000,31250)=4.1280.755；EQ0.755×\F(12×31250,5²)=11325kN/m底层C轴柱抗侧刚度计算EQ\F(54000+75000,31250)=4.1280.755；EQ0.755×\F(12×31250,5²)=11325kN/m底层D轴柱抗侧刚度计算EQ\F(54000,31250)=1.7280.598；EQ0.598×\F(12×31250,5²)=8964.59kN/m3．荷载计算3.1恒载标准值计算3.1.1恒载面荷载标准值屋面面荷载计算1.40厚C20细石混凝土0.04×24=0.96kN/m²2.干铺无纺聚酯纤维布一层0.1kN/m²3.40厚挤塑聚苯乙烯保温层0.04×2=0.08kN/m²4.高聚物改性沥青防水卷材0.2kN/m²5.20厚1：3水泥砂浆找平0.02×20=0.4kN/m²6.20厚1:8水泥膨胀珍珠岩2%找坡层(0.02×2+8.4×0.02)/2×10=1.04kN/m²7.现浇钢筋混凝土屋面板0.1×25=2.5kN/m²8.20厚1：2水泥砂浆抹平0.02×20=0.4kN/m²屋面恒荷载标准值5.68kN/m²楼面面荷载计算1.10厚地砖铺实拍平，水泥浆擦缝0.01×18=0.18kN/m²2.20厚1:4干硬水泥砂浆0.02×20=0.4kN/m²3.素水泥砂浆结合层一遍0.1kN/m²4.钢筋混凝土楼板0.1×25=2.5kN/m²5.20厚1：2水泥砂浆抹平0.02×20=0.4kN/m²楼面恒荷载标准值3.58kN/m²3.1.2框架梁恒载线荷载屋面框架梁线荷载计算AB跨梁自重AB跨梁抹灰合计BC跨梁自重BC跨梁抹灰合计CD跨梁自重CD跨梁抹灰合计楼面框架梁线荷载计算AB跨梁自重AB跨梁抹灰合计BC跨梁自重BC跨梁抹灰合计CD跨梁自重CD跨梁抹灰合计恒载作用下板传给顶层框架梁线荷载板恒载传给AB梁线荷载(梯形)：5.68×3×2/2=17.04kN/m板恒载传给BC梁线的荷载(三角形)：5.68×2.4×2/2=13.63kN/m板恒载传给CD梁线荷载(梯形)：5.68×3×2/2=17.04kN/m恒载作用下板传给标准层框架梁线荷载板恒载传给AB梁线荷载(梯形)：3.58×3×2/2=10.74kN/m板恒载传给BC梁线荷载(三角形)：3.58×2.4×2/2=8.59kN/m板恒载传给CD梁线荷载(梯形)：3.1.3框架节点集中恒载标准值A轴柱顶层集中恒载连系梁自重联系梁抹灰1.5m女儿墙自重女儿墙抹灰板传给联系梁次梁自重次梁抹灰板传给次梁合计B轴柱顶层集中恒载连系梁自重联系梁抹灰板传给联系梁次梁自重次梁抹灰板传给次梁合计A轴柱标准层集中恒载连系梁自重连系梁抹灰连系梁上窗自重连系梁上墙自重连系梁上墙抹灰板传给联系梁次梁自重次梁抹灰板传给次梁合计B轴柱标准层集中恒载连系梁自重连系梁抹灰连系梁上门自重连系梁上墙自重连系梁上墙抹灰板传给联系梁次梁自重次梁抹灰板传给次梁合计图3-1恒载计算简图3.2活载标准值计算3.2.1屋面框架梁活载线荷载标准值根据所设计房间布局，房间使用功能及任务书相关要求，活荷载取值为：上人屋面2kN/m²，办公室2kN/m²，办公楼走廊2.5kN/m²。活载作用下板传给顶层框架梁线荷载：板活载传给AB梁线荷载(梯形)：2.0×3×2/2=6.0kN/m板活载传给BC梁线荷载(三角形)：2.0×2.4×2/2=4.8kN/m板活载传给CD梁线荷载(梯形)：2.0×3×2/2=6.0kN/m活载作用下板传给标准层框架梁线荷载板活载传给AB梁线荷载(梯形)：2.0×3×2/2=6kN/m板活载传给BC梁线荷载(三角形)：2.5×2.4×2/2=6kN/m板活载传给CD梁线荷载(梯形)：2.0×3×2/2=6kN/m3.2.2框架节点集中活载标准值A轴柱顶层集中活荷载板传给连系梁板传给次梁合计B轴柱顶层集中活荷载板传给连系梁板传给次梁合计A轴柱标准层集中活荷载板传给连系梁板传给次梁合计B轴柱标准层集中活荷载板传给连系梁板传给次梁合计图3-2活载计算简图3.3风荷载标准值计算3.3.1风荷载标准值用作用在框架节点外置的集中荷载，替代作用在外墙面上的风荷载，使得集中荷载的大小等于基本风压与受风面积之积，计算公式为Fi=βzμsμzω0(hi+hj)B/2EQβz为风阵系数，βz=1.0EQμs为风荷载体型系数，根据建筑物的体型查得μs=1.3EQμz风压高度变化系数，查表并使用线插法计算EQω0为基本风压EQhi为节点下层柱高,对底层为底层层高与室内外高差之和EQhj为节点上层柱高，对顶层为女儿墙的2倍EQB为迎风面宽度，取计算框架两边框架之间距离的一半F4=1×1.3×0.65×0.45(3.6+3)/2×8=10.039kNF3=1×1.3×0.65×0.45(3.6+3.6)/2×8=10.951kNF2=1×1.3×0.65×0.45(3.6+3.6)/2×8=10.951kNF1=1×1.3×0.65×0.45(4.45+3.6)/2×8=12.244kN图5-4风荷载作用图（kN）3.3.2风荷载作用下框架侧移计算风荷载作用下的水平层间侧移计算公式Δui=Vi/∑DiEQVi为第i层的总剪力EQ∑Di为第i层的侧移刚度和EQΔui为第i层的层间侧移Δui/hi为层间位移角，其中层间最大位移角为1/3376﹤1/550(满足设计要求)。表3-2风荷载作用下的位移验算层次层高(m)wk(kN)V(kN)∑D/(kN/m)Δui(mm)Δui/hi43.610.03910.03966711.710.1501/2400033.610.95120.99066711.710.3151/1142923.610.95131.94166711.710.4791/751615.212.24444.18537300.961.1851/33764．内力计算内力计算弯矩(kN·m)、剪力(kN)时以顺时针转动为正，逆时针为负；轴力(kN)受压为正，受拉为负。4.1恒载内力计算4.1.1弯矩分配系数计算A轴柱4层分配系数节点下柱：EQ\f(4×43403,4×(43403+54000))=0.446节点右梁：EQ\f(4×54000,4×(43403+54000))=0.554B轴柱4层分配系数节点左梁：EQ\f(4×54000,4×(54000+43403+75000))=0.313节点下柱：EQ\f(4×43403,4×(54000+43403+75000))=0.252节点右梁：EQ\f(4×75000,4×(54000+43403+75000))=0.435C轴柱4层分配系数节点左梁：EQ\f(4×75000,4×(54000+43403+75000))=0.435节点下柱：EQ\f(4×43403,4×(54000+43403+75000))=0.252节点右梁：EQ\f(4×54000,4×(54000+43403+75000))=0.313D轴柱4层分配系数节点左梁：EQ\f(4×54000,4×(43403+54000))=0.554节点下柱：EQ\f(4×43403,4×(43403+54000))=0.420A轴柱3层分配系数节点上柱：EQ\f(4×43403,4×(43403×2+54000))=0.308节点下柱：EQ\f(4×43403,4×(43403×2+54000))=0.308节点右梁：EQ\f(4×54000,4×(43403×2+54000))=0.384B轴柱3层分配系数节点左梁：EQ\f(4×54000,4×(54000+43403×2+75000))=0.250节点上柱：EQ\f(4×43403,4×(54000+43403×2+75000))=0.201节点下柱：EQ\f(4×43403,4×(54000+43403×2+75000))=0.201节点右梁：EQ\f(4×75000,4×(54000+43403×2+75000))=0.348C轴柱3层分配系数节点左梁：EQ\f(4×75000,4×(54000+43403×2+75000))=0.348节点上柱：EQ\f(4×43403,4×(54000+43403×2+75000))=0.201节点下柱：EQ\f(4×43403,4×(54000+43403×2+75000))=0.201节点右梁：EQ\f(4×54000,4×(54000+43403×2+75000))=0.250D轴柱3层分配系数节点左梁：EQ\f(4×54000,4×(43403×2+54000))=0.384节点上柱：EQ\f(4×43403,4×(43403×2+54000))=0.308节点下柱：EQ\f(4×43403,4×(43403×2+54000))=0.308A轴柱2层分配系数节点上柱：EQ\f(4×43403,4×(43403×2+54000))=0.308节点下柱：EQ\f(4×43403,4×(43403×2+54000))=0.308节点右梁：EQ\f(4×54000,4×(43403×2+54000))=0.384B轴柱2层分配系数节点左梁：EQ\f(4×54000,4×(54000+43403×2+75000))=0.250节点上柱：EQ\f(4×43403,4×(54000+43403×2+75000))=0.201节点下柱：EQ\f(4×43403,4×(54000+43403×2+75000))=0.201节点右梁：EQ\f(4×75000,4×(54000+43403×2+75000))=0.348C轴柱2层分配系数节点左梁：EQ\f(4×75000,4×(54000+43403×2+75000))=0.348节点上柱：EQ\f(4×43403,4×(54000+43403×2+75000))=0.201节点下柱：EQ\f(4×43403,4×(54000+43403×2+75000))=0.201节点右梁：EQ\f(4×54000,4×(54000+43403×2+75000))=0.250D轴柱2层分配系数节点左梁：EQ\f(4×54000,4×(43403×2+54000))=0.384节点上柱：EQ\f(4×43403,4×(43403×2+54000))=0.308节点下柱：EQ\f(4×43403,4×(43403×2+54000))=0.308A轴柱1层分配系数节点上柱：EQ\f(4×43403,4×(43403+31250+54000))=0.337节点下柱：EQ\f(4×31250,4×(43403+31250+54000))=0.243节点右梁：EQ\f(4×54000,4×(43403+31250+54000))=0.420B轴柱1层分配系数节点左梁：EQ\f(4×54000,4×(54000+43403+31250+75000))=0.265节点上柱：EQ\f(4×43403,4×(54000+43403+31250+75000))=0.213节点下柱：EQ\f(4×31250,4×(54000+43403+31250+75000))=0.153节点右梁：EQ\f(4×75000,4×(54000+43403+31250+75000))=0.368C轴柱1层分配系数节点左梁：EQ\f(4×75000,4×(54000+43403+31250+75000))=0.368节点上柱：EQ\f(4×43403,4×(54000+43403+31250+75000))=0.213节点下柱：EQ\f(4×31250,4×(54000+43403+31250+75000))=0.153节点右梁：EQ\f(4×54000,4×(54000+43403+31250+75000))=0.265D轴柱1层分配系数节点左梁：EQ\f(4×54000,4×(43403+31250+54000))=0.420节点上柱：EQ\f(4×43403,4×(43403+31250+54000))=0.337节点下柱：EQ\f(4×31250,4×(43403+31250+54000))=0.2434.1.2恒载固端弯矩计算恒载作用下梁固端计算：顶层AB跨均布荷载：q1=5.02kN/m，梯形荷载转为均布荷载：q2=q(1-2a2/l2+a3/l3)=17.04×(1-2×1.5²/6²+1.5³/6³)=16.95kN/m合计：=-1/12×(5.02+16.95)×6²=-65.91kN.m顶层BC跨均布荷载：q1=4.19kN/m三角形转为均布荷载：q2=5/8q=0.625×13.63=8.52kN/m合计：=-1/12×(4.19+8.52)×2.5²=-6.62kN.m顶层CD跨均布荷载：q1=5.02kN/m，梯形荷载转为均布荷载：q2=q(1-2a2/l2+a3/l3)=17.04×(1-2×1.5²/6²+1.5³/6³)=16.95kN/m合计：=-1/12×(5.02+16.95)×6²=-65.91kN.m标准层AB跨均布荷载：q1=5.02N/m，梯形荷载转为均布荷载：q2=q(1-2a2/l2+a3/l3)=10.74×(1-2×1.5²/6²+1.5³/6³)=10.68kN/m合计：=-1/12×(5.02+10.68)×6²=-47.1kN.m标准层BC跨均布荷载：q1=4.19kN/m三角形转为均布荷载：q2=5/8q=0.625×8.59=5.37kN/m合计：=-1/12×(4.19+5.37)×2.5²=-4.98kN.m标准层CD跨均布荷载：q1=5.02N/m，梯形荷载转为均布荷载：q2=q(1-2a2/l2+a3/l3)=10.74×(1-2×1.5²/6²+1.5³/6³)=10.68kN/m合计：=-1/12×(5.02+10.68)×6²=-47.1kN.m4.1.3恒载弯矩分配过程弯矩二次分配过程如下：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0.450.550.310.250.440.440.250.310.550.45-65.9165.91-6.626.62-65.9165.9129.6636.25-18.56-14.82-26.0926.0914.8218.56-36.25-29.667.30-9.2818.13-4.2113.04-13.044.21-18.139.28-7.300.891.09-8.44-6.74-11.8611.866.748.44-1.09-0.8937.85-37.8557.04-25.77-31.5231.5225.77-57.0437.85-37.850.310.310.380.250.200.200.350.350.200.200.250.380.310.31-47.1047.10-4.984.98-47.1047.1014.6014.6017.90-10.53-8.42-8.42-14.7414.748.428.4210.53-17.90-14.60-14.6014.837.25-5.278.95-7.41-4.217.37-7.377.414.21-8.955.27-14.83-7.25-5.21-5.21-6.39-1.17-0.94-0.94-1.641.640.940.941.176.395.215.2124.2216.64-40.8644.34-16.77-13.58-13.9913.9916.7713.58-44.3440.86-24.22-16.640.310.310.380.250.200.200.350.350.200.200.250.380.310.31-47.1047.10-4.984.9847.1047.1014.5114.6017.90-10.53-8.42-8.42-14.7414.748.428.4210.53-17.90-14.51-14.607.308.01-5.278.95-4.21-4.427.37-7.374.214.42-8.955.27-7.30-8.01-3.09-3.11-3.82-1.92-1.54-1.54-2.692.691.541.541.923.823.093.1118.7119.49-38.2843.60-14.17-14.38-15.0415.0414.1714.38-43.6038.28-18.71-19.490.340.240.420.270.210.150.370.370.210.150.270.420.240.34-47.1047.10-4.984.98-47.1047.1016.0111.3019.78-11.37-8.85-6.32-15.5815.588.856.3211.37-19.78-16.01-11.307.305.78-5.699.89-4.21-4.467.79-7.794.214.46-9.895.69-7.30-5.78-2.51-1.77-3.11-2.43-1.89-1.35-3.333.331.891.352.433.112.511.7720.8015.31-36.1143.19-14.95-12.13-16.1016.1014.9512.13-43.1936.11-20.80-15.3115.27A-11.98B11.98C-15.27D顶层恒载作用下梁简支状态下的跨中弯矩计算：AB跨均布荷载：M0=1/8ql2=1/8×5.02×6²=22.59kN.mAB跨梯形荷载=17.04×6²/24×(3-4×1.5²/6²)=70.29kN.m合计：M0=92.88kN.mBC跨均布荷载：M0=1/8ql2=1/8×4.19×2.5²=3.27kN.mBC跨三角形荷载：=13.63×2.5²/12=7.100kN.m合计：CD跨均布荷载：M0=1/8ql2=1/8×5.02×6²=22.59kN.mCD跨梯形荷载=17.04×6²/24×(3-4×1.5²/6²)=70.29kN.m合计：M0=92.88kN.m标准层恒载作用下梁简支状态下的跨中弯矩计算：AB跨均布荷载：M0=1/8ql2=1/8×5.02×6²=22.59kN.mAB跨梯形荷载=10.74×6²/24×(3-4×1.5²/6²)=44.303kN.m合计：BC跨均布荷载：M0=1/8ql2=1/8×4.19×2.5²=3.27kN.mBC跨三角形荷载：=8.59×2.5²/12=4.474kN.m合计：CD跨均布荷载：M0=1/8ql2=1/8×5.02×6²=22.59kN.mCD跨梯形荷载：=10.74×6²/24×(3-4×1.5²/6²)=44.303kN.m合计：表4-1恒载作用下的跨中弯矩计算kN.m层次梁跨4AB跨=92.88-(37.85+57.04)/2=45.44BC跨=10.37-(31.52+31.52)/2=-21.15CD跨=92.88-(37.85+57.04)/2=45.443AB跨=66.89-(40.86+44.34)/2=24.29BC跨=13.55-(13.99+13.99)/2=-0.44CD跨=66.89-(40.86+44.34)/2=24.292AB跨=66.89-(38.28+43.6)/2=25.95BC跨=13.55-(15.04+15.04)/2=-1.49CD跨=66.89-(38.28+43.6)/2=25.951AB跨=66.89-(36.11+43.19)/2=27.24BC跨=13.55-(16.10+16.10)/2=-2.55CD跨=66.89-(36.11+43.19)/2=27.24图4-1恒载弯矩图(kN.m)4.1.4恒载梁柱剪力的计算恒载、活载作用下梁左端剪力V左=R左-(Ml+Mr)/l；梁右端剪力V右=R右-(Ml+Mr)/l，柱子剪力：V=-(M上+M下)/l计算其中R左为梁简支状态下梁的左端剪力，R右为梁简支状态下的梁右端剪力Ml为梁左端弯矩，Mr为梁右端弯矩M上为柱上端弯矩，M下为柱下端弯矩l为梁柱的计算高度恒载作用下梁简支状态下的支座反力计算：顶层AB跨均布荷载：R左=-R右=ql/2=1/2×5.02×6=15.06kN梯形荷载：R左=-R右=q(l-a)/2=17.04/2×(6-1.5)=38.34kN合计：R左=-R右=53.4kN顶层BC跨均布荷载：R左=-R右=ql/2=1/2×4.19×2.5=5.238kN三角形荷载：合计：顶层CD跨均布荷载：R左=-R右=ql/2=1/2×5.02×6=15.06kN梯形荷载：R左=-R右=q(l-a)/2=17.04/2×(6-1.5)=38.34kN合计：R左=-R右=53.4kN标准层AB跨均布荷载：R左=-R右=ql/2=1/2×5.02×6=15.06kN梯形荷载：R左=-R右=q(l-a)/2=10.74/2×(6-1.5)=24.165kN合计：R左=-R右=39.225kN标准层BC跨均布荷载：三角形荷载：合计：标准层CD跨均布荷载：R左=-R右=ql/2=1/2×5.02×6=15.06kN梯形荷载：R左=-R右=q(l-a)/2=10.74/2×(6-1.5)=24.165kN合计：R左=-R右=39.225kN表4-2恒载作用下AB框架梁剪力(kN)层次V左=R左-(Ml+Mr)/lV右=R右-(Ml+Mr)/l4V左=53.4-(-37.85+54.04)/6=50.70V左=-53.4-(-37.85+54.04)/6=-56.103V左=39.225-(-40.86+44.34)/6=38.65V左=-39.225-(-40.86+44.34)/6=-39.812V左=39.225-(-38.28+43.60)/6=38.34V左=-39.225-(-38.28+43.60)/6=-40.111V左=39.225-(-36.11+43.19)/6=38.05V左=-39.225-(-36.11+43.19)/6=-40.41表4-3恒载作用下BC框架梁剪力(kN)层次V左=R左-(Ml+Mr)/lV右=R右-(Ml+Mr)/l4V左=13.76-(-31.52+31.52)/2.5=13.76V左=-13.76-(-31.52+31.52)/2.5=-13.763V左=10.61-(-13.99+13.99)/2.5=10.61V左=-10.61-(-13.99+13.99)/2.5=-10.612V左=10.61-(-15.04+15.04)/2.5=10.61V左=-10.61-(-15.04+15.04)/2.5=-10.611V左=10.61-(-16.10+16.10)/2.5=10.61V左=-10.61-(-16.10+16.10)/2.5=-10.61表4-4恒载作用下CD框架梁剪力(kN)层次V左=R左-(Ml+Mr)/lV右=R右-(Ml+Mr)/l4V左=53.4-(37.85-54.04)/6=56.10V左=-53.4-(37.85-54.04)/6=-50.703V左=39.225-(40.86-44.34)/6=39.81V左=-39.225-(40.86-44.34)/6=-38.652V左=39.225-(38.28-43.60)/6=40.11V左=-39.225-(38.28-43.60)/6=-38.341V左=39.225-(36.11-43.19)/6=40.41V左=-39.225-(36.11-43.19)/6=-38.05表4-5恒载作用下A、B轴柱剪力(kN)层次A轴柱V=(M上+M下)/lB轴柱V=(M上+M下)/l4V=-(37.85+24.22)/3.6=-17.24V=-(-25.77-44.34)/3.6=19.482V=-(16.64+18.71)/3.6=-9.82V=-(-13.58-14.17)/3.6=7.712V=-(19.49+20.80)/3.6=-11.19V=-(-14.38-14.95)/3.6=8.151V=-(15.31+15.27)/5.0=-6.12V=-(-12.13-11.98)/5.0=4.82表4-6恒载作用下C、D轴柱剪力(kN)CD4V=-(25.77+44.34)/3.6=-19.48V=-(-37.85-24.22)/3.6=17.242V=-(13.58+14.17)/3.6=-7.71V=-(-16.64-18.71)/3.6=9.822V=-(14.38+14.95)/3.6=-8.15V=-(-19.49-20.80)/3.6=11.191V=-(12.13+11.98)/5.0=-4.82V=-(-15.31-15.27)/5.0=6.12图4-2恒载剪力图(kN)4.1.5恒载柱子轴力计算柱顶轴力：N顶=上层柱底轴力+F-V左+V右柱底轴力：N底=本层柱顶轴力+柱自重F为框架柱节点集中荷载；V左为柱子左端梁剪力；V右为柱子右端梁剪力。表4-7恒载作用下A轴柱轴力(kN)层次N顶=上层柱底轴力+F-V左+V右N底=本层柱顶轴力+柱自重4N顶=192.619-0+50.70=243.32N底=243.32+0.5×0.5×3.6×25=265.823N顶=265.82+161.018-0+38.65=465.49N底=465.49+0.5×0.5×3.6×25=487.992N顶=487.99+161.018-0+38.34=687.35N底=687.35+0.5×0.5×3.6×25=709.851N顶=709.85+161.018-0+38.05=908.91N底=908.91+0.5×0.5×5.0×25=931.41表4-8恒载作用下B轴柱轴力(kN)层次N顶=上层柱底轴力+F-V左+V右N底=本层柱顶轴力+柱自重4N顶=225.335--56.10+13.76=295.20N底=295.20+0.5×0.5×3.6×25=317.703N顶=317.70+190.972--39.81+10.61=558.91N底=558.91+0.5×0.5×3.6×25=581.412N顶=581.41+190.972--40.11+10.61=823.10N底=823.10+0.5×0.5×3.6×25=845.601N顶=845.60+190.972--40.41+10.61=1087.59N底=1087.59+0.5×0.5×5.0×25=1110.09表4-9恒载作用下C轴柱轴力(kN)层次N顶=上层柱底轴力+F-V左+V右N底=本层柱顶轴力+柱自重4N顶=225.335--56.10+13.76=295.20N底=295.20+0.5×0.5×3.6×25=317.703N顶=317.70+190.972--39.81+10.61=558.91N底=558.91+0.5×0.5×3.6×25=581.412N顶=581.41+190.972--40.11+10.61=823.10N底=823.10+0.5×0.5×3.6×25=845.601N顶=845.60+190.972--40.41+10.61=1087.59N底=1087.59+0.5×0.5×5.0×25=1110.09表4-10恒载作用下D轴柱轴力(kN)层次N顶=上层柱底轴力+F-V左+V右N底=本层柱顶轴力+柱自重4N顶=192.619-0+50.70=243.32N底=243.32+0.5×0.5×3.6×25=265.823N顶=265.82+161.018-0+38.65=465.49N底=465.49+0.5×0.5×3.6×25=487.992N顶=487.99+161.018-0+38.34=687.35N底=687.35+0.5×0.5×3.6×25=709.851N顶=709.85+161.018-0+38.05=908.91N底=908.91+0.5×0.5×5.0×25=931.41图4-3恒载轴力图(kN)4.2活载内力计算4.2.1活载固端弯矩计算活载作用下固端计算：顶层AB跨梯形荷载转为均布荷载q2=q(1-2a2/l2+a3/l3)=6×(1-2×1.5²/6²+1.5³/6³)=5.34kN/m=-1/12×5.34×6²=-16.03kN.m顶层BC跨三角形荷载转为均布荷载：q2=5/8q==0.625×4.8=3kN/m=-1/12×3×2.5²=-1.56kN.m顶层CD跨梯形荷载转为均布荷载q2=q(1-2a2/l2+a3/l3)=6×(1-2×1.5²/6²+1.5³/6³)=5.34kN/m=-1/12×5.34×6²=-16.03kN.m标准层AB跨梯形荷载转为均布荷载q2=q(1-2a2/l2+a3/l3)=6×(1-2×1.5²/6²+1.5³/6³)=5.34kN/m=-1/12×5.34×6²=-16.03kN.m标准层BC跨三角形荷载转为均布荷载：q2=5/8q==0.625×6=3.75kN/m=-1/12×3.75×2.5²=-1.95kN.m标准层CD跨梯形荷载转为均布荷载q2=q(1-2a2/l2+a3/l3)=6×(1-2×1.5²/6²+1.5³/6³)=5.34kN/m=-1/12×5.34×6²=-16.03kN.m4.2.2活载弯矩分配过程弯矩分配过程如下。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0.000.450.550.310.000.250.440.440.250.310.550.45-16.0316.03-1.561.56-16.0316.030.007.218.82-4.530.00-3.62-6.376.373.624.53-8.82-7.212.48-2.264.41-1.413.18-3.181.41-4.412.26-2.48-0.10-0.12-1.94-1.55-2.722.721.551.94-0.12-0.109.60-9.6013.97-6.57-7.467.466.57-13.979.60-9.600.310.310.380.250.200.200.350.350.200.200.250.380.310.31-16.0316.03-1.951.95-16.0316.034.974.976.09-3.52-2.82-2.82-4.934.932.822.823.52-6.09-4.97-4.973.612.47-1.763.05-1.81-1.412.46-2.461.811.41-3.051.76-3.61-2.47-1.34-1.34-1.64-0.57-0.46-0.46-0.80-0.80-0.460.46-0.571.641.341.347.246.10-13.3414.98-5.08-4.68-5.225.225.084.68-14.9813.34-7.24-6.100.310.310.380.250.200.200.350.100.280.280.340.380.310.31-16.0316.03-1.951.95-16.0316.034.944.976.09-3.52-2.82-2.82-4.934.932.822.823.52-6.09-4.97-4.942.482.73-1.763.05-1.41-1.482.46-2.461.411.48-3.051.76-2.73-2.48-1.06-1.07-1.31-0.66-0.52-0.52-0.920.920.520.520.661.311.071.066.366.62-13.0114.90-4.75-4.82-5.335.334.754.82-14.9013.01-6.62-6.360.340.240.420.270.210.150.370.110.220.300.370.420.240.34-16.0316.03-1.951.95-16.0316.035.453.856.73-3.80-2.96-2.11-5.215.212.962.113.80-6.73-3.85-5.452.485.78-1.903.37-1.41-4.462.60-2.601.414.46-3.371.90-5.782.48-2.16-1.53-2.67-0.03-0.02-0.01-0.040.040.020.010.032.671.532.165.778.10-13.8715.57-4.39-6.59-4.594.594.396.59-15.5713.87-8.10-5.7713.37A-10.82B10.82C-13.37D顶层活载作用下梁简支状态下的跨中弯矩计算：AB跨梯形荷载：=6×6²/24×(3-4×1.5²/6²)=24.75kN.mBC跨三角形荷载：=4.8×2.5²/12=2.5kN.mCD跨梯形荷载：=6×6²/24×(3-4×1.5²/6²)=24.75kN.m标准层活载作用下梁简支状态下的跨中弯矩计算：AB跨梯形荷载：=6×6²/24×(3-4×1.5²/6²)=24.75kN.mBC跨三角形荷载：=6×2.5²/12=3.125kN.mCD跨梯形荷载：=6×6²/24×(3-4×1.5²/6²)=24.75kN.m表4-11活载作用下的跨中弯矩计算kN.m层次梁跨4AB跨=24.75-(9.6+13.97)/2=12.965BC跨=2.5-(7.46+7.46)/2=-4.96CD跨=24.75-(9.6+13.97)/2=12.9653AB跨=24.75-(13.34+14.98)/2=10.59BC跨=3.125-(5.22+5.22)/2=-2.095CD跨=24.75-(13.34+14.98)/2=10.592AB跨=24.75-(13.01+14.90)/2=10.795BC跨=3.125-(5.33+5.33)/2=-2.025CD跨=24.75-(13.01+14.90)/2=10.7951AB跨=24.75-(13.87+15.57)/2=10.03BC跨=3.125-(4.59+4.59)/2=-1.465CD跨=24.75-(13.87+15.57)/2=10.03图4-4活载弯矩图(kN.m)4.2.3活载梁柱剪力的计算活载作用下梁简支状态下的支座反力计算：顶层AB跨梯形荷载：顶层BC跨三角形荷载：顶层CD跨梯形荷载：标准层AB跨梯形荷载：标准层BC跨三角形荷载：顶层CD跨梯形荷载：表4-12活载作用下AB框架梁剪力(kN)层次V左=R左-(Ml+Mr)/lV右=R右-(Ml+Mr)/l4V左=13.5-(-9.60+13.97)/6=12.77V右=-13.5-(-9.60+13.97)/6=-14.233V左=13.5-(-13.34+14.98)/6=13.26V右=-13.5-(-13.34+14.98)/6=-13.772V左=13.5-(-13.01+14.90)/6=13.19V右=-13.5-(-13.01+14.90)/6=-13.821V左=13.5-(-13.97+15.57)/6=13.23V右=-13.5-(-13.97+15.57)/6=-13.77表4-13活载作用下BC框架梁剪力(kN)层次V左=R左-(Ml+Mr)/lV右=R右-(Ml+Mr)/l4V左=3-(-7.46+7.46)/2.5=3V右=-3-(-3.09+3.09)/2.5=-33V左=3.75-(-5.22+5.22)/2.5=3.75V右=-3.75-(-5.22+5.22)/2.5=-3.752V左=3.75-(-5.22+5.22)/2.5=3.75V右=-3.75-(-5.22+5.22)/2.5=-3.751V左=3.75-(-4.59+4.59)/2.5=3.75V右=-3.75-(-4.59+4.59)/2.5=-3.75表4-14活载作用下CD框架梁剪力(kN)层次V左=R左-(Ml+Mr)/lV右=R右-(Ml+Mr)/l4V右=13.5-(9.60-13.97)/6=14.23V左=-13.5-(9.60-13.97)/6=-12.773V右=13.5-(13.34-14.98)/6=13.77V左=-13.5-(13.34-14.98)/6=-13.262V右=13.5-(13.01-14.90)/6=13.82V左=-13.5-(13.01-14.90)/6=-13.191V右=13.5-(13.97-15.57)/6=13.77V左=-13.5-(13.97-15.57)/6=-13.23表4-15活载作用下A、B轴柱剪力(kN)层次A轴柱V=(M上+M下)/lB轴柱V=(M上+M下)/l4V=-(9.6+7.24)/3.6=-4.68V=-(-6.57-5.08)/3.6=3.243V=-(6.1+6.36)/3.6=-3.46V=-(-4.68-4.75)/3.6=2.622V=-(6.62+5.77)/3.6=-3.44V=-(-4.82-4.39)/3.6=2.561V=-(8.10+13.37)/5.0=-4.29V=-(-6.59-10.82)/5.0=3.48表4-16活载作用下C、D轴柱剪力(kN)层次C轴柱V=(M上+M下)/lD轴柱V=(M上+M下)/l4V=-(6.57+5.08)/3.6=-3.24V=-(-9.6-7.24)/3.6=4.683V=-(4.68+4.75)/3.6=-2.62V=-(-6.1-6.36)/3.6=3.462V=-(4.82+4.39)/3.6=-2.56V=-(-6.62-5.77)/3.6=3.441V=-(6.59+10.82)/5.0=-3.48V=-(-8.10-13.37)/5.0=4.29图4-5活载剪力图(kN)4.2.4活载柱子轴力计算柱轴力：N顶=上层柱底轴力+F-V左+V右F为框架柱节点集中荷载；V左为柱子左端梁剪力；V右为柱子右端梁剪力。表4-17活载作用下A、B轴柱轴力(kN)层次A柱轴力B柱轴力4N=26.1-0+12.77=38.87N=37.62--14.23+3.0=54.853N=38.87+26.1-0+13.26=78.23N=54.85+40.5--13.77+3.75=112.872N=78.23+26.1-0+13.19=117.52N=112.87+40.5--13.82+3.75=170.941N=117.52+26.1-0+13.23=156.85N=170.94+40.5--13.77+3.75=228.96表4-18活载作用下C、D轴柱轴力(kN)层次C柱轴力D柱轴力4N=37.62--14.23+3.0=54.85N=26.1-0+12.77=38.873N=54.85+40.5--13.77+3.75=112.87N=38.87+26.1-0+13.26=78.232N=112.87+40.5--13.82+3.75=170.94N=78.23+26.1-0+13.19=117.521N=170.94+40.5--13.77+3.75=228.96N=117.52+26.1-0+13.23=156.85图4-6活载轴力图(kN)4.3风荷载内力计算4.3.1风荷载柱子剪力计算我们采用D值法来计算风荷载的内力，其原理是用对应层的层间剪力，根据抗侧刚度分配每根柱子，，设其中一根柱子的剪力为Vi，那么这根柱子所相应的柱子的抗侧刚度就是Di，可得出该层柱子抗侧刚度之和是∑Di，然后可通过计算得出该层的水平风荷载的层间剪力F。表4-19风荷载作用下的柱子剪力层次柱轴号4A78848.4215391.9210.0391.960B78848.4224032.2910.0393.060C78848.4224032.2910.0393.060D78848.4215391.9210.0391.9603A78848.4215391.9220.9904.097B78848.4224032.2920.9906.398C78848.4224032.2920.9906.398D78848.4215391.9220.9904.0972A78848.4215391.9230.9416.040B78848.4224032.2930.9419.431C78848.4224032.2930.9419.431D78848.4215391.9230.9416.0401A40579.188964.5944.1859.761B40579.181132544.18512.331C40579.181132544.18512.331D40579.188964.5944.1859.7614.3.2风荷载柱子弯矩计算柱的反弯点高度比计算式：y=y0+y1+y2+y3，计算结果查表后见下表。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柱上端弯矩：M下=-Vhy，下端弯矩：M下=-Vh(y-1)M下、M下分别为柱上、下端弯矩；为柱子剪力；为反弯点高度比。表4-20风荷载作用下反弯点高度比y计算表层号A轴线边柱B轴线中柱C轴线中柱D轴线边柱4k=0.42y0=0.26a1=1y1=0a2=0y2=0a3=1y3=0y=0.26k=1.00y0=0.40a1=1y1=0a2=0y2=0a3=1y3=0y=0.40k=1.00y0=0.40a1=1y1=0a2=0y2=0a3=1y3=0y=0.40k=0.42y0=0.26a1=1y1=0a2=0y2=0a3=1y3=0y=0.263k=0.42y0=0.40a1=1y1=0a2=1y2=0a3=1.444y3=0y=0.40k=1.00y0=0.45a1=1y1=0a2=1y2=0a3=1.444y3=0y=0.45k=1.00y0=0.45a1=1y1=0a2=1y2=0a3=1.444y3=0y=0.45k=0.42y0=0.40a1=1y1=0a2=1y2=0a3=1.444y3=0y=0.402k=0.42y0=0.50a1=1y1=0a2=1y2=0a3=1.444y3=0y=0.50k=1.00y0=0.50a1=1y1=0a2=1y2=0a3=1.444y3=0y=0.50k=1.00y0=0.50a1=1y1=0a2=1y2=0a3=1.444y3=0y=0.50k=0.42y0=0.50a1=1y1=0a2=1y2=0a3=1.444y3=0y=0.501k=1.74y0=0.58a1=0y1=0a2=0.692y2=0a3=0y3=0y=0.58k=4.10y0=0.55a1=0y1=0a2=0.692y2=0a3=0y3=0y=0.55k=4.10y0=0.55a1=0y1=0a2=0.692y2=0a3=0y3=0y=0.55k=1.74y0=0.58a1=0y1=0a2=0.692y2=0a3=0y3=0y=0.58表4-21风载作用下的A柱弯矩(kN.m)层次M下=-VhyM上=-Vh(y-1)4321表4-22风载作用下B柱弯矩(kN.m)层次M下=-VhyM上=-Vh(y-1)4M下=-3.06×3.6×0.40=-4.41M上=-3.06×3.6×(1-0.40)=-6.613M下=-6.398×3.6×0.45=-10.36M上=-6.398×3.6×(1-0.45)=-12.672M下=-9.31×3.6×0.5=-16.76M上=-9.31×3.6×(1-0.5)=-16.761M下=-12.331×5.0×0.55=-33.91M上=-12.331×5.0×(1-0.55)=-27.74表4-23风载作用下C柱弯矩(kN.m)层次M下=-VhyM上=-Vh(y-1)4M下=-3.06×3.6×0.40=-4.41M上=-3.06×3.6×(1-0.40)=-6.613M下=-6.398×3.6×0.45=-10.36M上=-6.398×3.6×(1-0.45)=-12.672M下=-9.31×3.6×0.5=-16.76M上=-9.31×3.6×(1-0.5)=-16.761M下=-12.331×5.0×0.55=-33.91M上=-12.331×5.0×(1-0.55)=-27.74表4-24风载作用下D柱弯矩(kN.m)层次M下=-VhyM上=-Vh(y-1)43214.3.3风荷载梁端弯矩计算根据所设计节点的平衡条件，梁弯矩应按照其线刚度的大小分配的原则来计算梁端。梁左弯矩:；梁右弯矩:，、为节点左、右梁端弯矩；分别为节点上下端柱弯矩；为节点左右梁线刚度。表4-25风荷载作用梁端弯矩计算(kN·m)层次AB左AB右BC左BC右CD左CD右45.222.774.134.132.775.22310.687.159.939.937.1510.68216.7711.3515.7715.7711.3516.77131.3718.6325.8725.8718.6331.37图4-7风荷载弯矩图(kN.m)4.3.4风荷载梁剪力及柱轴力计算水平荷载梁剪力计算：V=-(M左+M右)/lM左、M右分别为梁左、右端弯矩，l为梁计算跨度柱子轴力：N顶=N底=上层柱底轴力-V左+V右，其中V左、V右分别为柱子左、右端梁剪力表4-26风载作用下梁剪力计算(kN)层次AB跨梁BC跨梁CD跨梁4=-(5.22+2.77)/6=-1.33=-(4.13+4.13)/2.5=-3.30=-(5.22+2.77)/6=-1.333=-(10.68+7.15)/6=-2.97=-(9.93+9.93)/2.5=-7.94=-(10.68+7.15)/6=-2.972=-(16.7+11.35)/6=-4.68=-(15.77+15.77)/2.5=-12.62=-(16.7+11.35)/6=-4.681=-(31.37+18.63)/6=-8.33=-(25.87+25.87)/2.5=-20.70=-(31.37+18.63)/6=-8.33表4-27风载作用下A、B柱轴力(kN)层次A柱轴力B柱轴力4N=-1.33=-1.33N=-3.30--1.33=-1.973N=-1.33-2.97=-4.3N=-1.97-7.94--2.97=-6.942N=-4.3-4.68=-8.98N=-6.94-12.62--4.68=-14.881N=-8.98-8.33=-17.31N=-14.88-20.70--8.33=-27.25表4-28风载作用下C、D柱轴力(kN)层次C柱轴力D柱轴力4N=-1.33--3.30=1.97N=--1.33=1.333N=1.97-2.97--7.94=6.94N=1.33--2.97=4.32N=6.94-4.68--12.62=14.88N=4.3--4.68=8.981N=14.88-8.33--20.70=27.25N=8.98--8.33=17.31 图4-8风荷载剪力图(kN) 图4-9风荷载轴力图(kN)5．内力组合内力组合采用如下，梁的弯矩方向上，下部受拉为正，上部受拉为负。a）1.35SGk+0.7×1.4SQkb）1.2×SGk+1.4×(SQk±0.6×SWk)c）1.2×SGk+1.4×(0.7×SQk±SWk)5.1竖向荷载弯矩调整1．框架梁弯矩调幅，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