住宅用房施工组织设计 毕业设计论文.doc

宁波理工学院毕业设计（论文）题目姓名学号　专业班级指导教师学院土木建筑工程学院完成日期 摘要毕业设计是专业课教学的综合实践性教学环节，是对所学内容的复习和巩固。本次毕业设计主要包括建筑设计和结构设计，毕业设计说明针对设计过程的每一步都进行了详细的介绍。建筑设计说明介绍了平面选型的确定，平面组合的选择，材料的选择及主体结构每部分的具体作法；结构设计说明中介绍了结构的类型和布置方式，截面尺寸的初估，施工材料的选择和施工要求；结构计算书中，选取了柱网中的一榀框架进行了详细计算。此外还包括结构平面布置、内力计算、内力组合以及梁、柱、楼梯、基础及楼盖的截面配筋计算。关键词：框架结构；建筑设计；结构设计；计算书17 AbstractGraduationdesignisacomprehensivepracticalteachingofspecializedcourseteaching,what’smore,it’salsoagreatchancetostudyandreviewthecontentthatwehavelearned.Thisgraduationdesignmainlyincludesthearchitecturaldesignandstructuraldesign,graduationdesigndescriptionforeverystepofthedesignareintroducedindetail.Architecturedesignspecificationdescribesthedeterminationofplan,planecombinationselection,theconcretemethodselectionandthemainstructurematerialforeachpartofthestructuredesignspecification;introducesthestructuretypeandlayout,sectionsizeestimate,requirementsfortheselectionandconstructionmaterials;structurecalculation,carriedoutadetailedcalculationofselectedinaframecolumn.Inaddition,italsoincludesstructurallayout,internalforcecalculation,thecombinationofinternalforces,calculationofreinforcementbeams,columns,stairs,foundationandfloor.Keyword：framestructure；architecturaldesign；structuredesign；calculations17 目录摘要IABSTRACTII1.设计任务及基本要求11.1原始资料11.1.1工程概况11.1.2设计条件11.2建筑设计任务及要求21.2.1基本要求21.2.2规定绘制的建筑施工图21.3结构设计任务及要求21.3.1基本要求21.3.2规定绘制的结构施工图21.3.3结构设计计算书内容22.结构布置32.1结构布置方案及结构选型32.1.1结构承重方案选择32.1.2主要构件选型32.1.3梁、柱截面尺寸估算42.2确定结构计算简图52.3梁、柱惯性矩、线刚度、相对线刚度计算53.荷载计算83.1恒荷载标准值计算83.2活荷载标准值计算93.3竖向荷载下框架受荷总图103.4风荷载标准值计算123.5风荷载作用下的位移验算143.5.1侧移刚度D1417 3.5.2风荷载作用下框架侧移计算154.荷载内力分析与计算174.1恒荷载作用下框架内力分析174.1.1恒荷载作用下框架的弯矩计算174.1.2恒荷载作用下框架剪力图及计算224.2活荷载作用下框架的内力计算274.2.1楼面活荷载下框架的弯矩计算274.2.2活荷载作用下框架剪力图及计算334.3风荷载作用下框架的内力计算385.荷载组合和内力组合475.1荷载效应的基本组合475.2梁和柱的内力组合476.框架梁、柱的配筋计算586.1框架柱截面设计586.1.1轴压比验算586.1.2截面尺寸复核586.1.3正截面受弯承载力计算586.1.4垂直于弯矩作用平面的受压承载力验算636.1.5斜截面受剪承载力计算636.1.6裂缝宽度验算646.2框架梁截面设计646.2.1正截面受弯承载力计算646.2.2斜截面受剪承载力计算657.楼梯设计657.1梯段板设计657.1.1荷载计算657.2平台板设计667.2.1荷载计算667.2.2截面设计667.3平台梁设计6717 7.3.1荷载计算677.3.2截面设计678.板的设计698.1荷载计算698.2计算跨度708.3配筋计算71参考文献7217 1.设计任务及基本要求1.1设计原始资料1.1.1工程概况本工程位于宁波市鄞州区，总建筑面积约2300㎡，建筑层数5层；层高2.8-3.0m，房屋总高度为17.850米，采用不上人屋面。工程性质为住宅用房，结构形式为框架结构。本工程设计使用年限50年，建筑耐火等级为二级，屋面防水等级Ⅱ级，建筑结构安全等级为二级，抗震设防烈度为6度，抗震等级为四级，地震加速度为0.050g，地基基础设计等级为乙级，并符合现行规范要求。1.1.2设计条件1、抗震设防烈度：6度设防，抗震设计分组为第一组，设计基本地震加速度值为0.050g；2、基本风压：0.50KN/㎡，B类粗糙度；3、雪荷载标准值：0.3KN/㎡；4、结构体系：现浇钢筋混凝土框架结构。1.2建筑设计任务及要求1.2.1基本要求满足建筑功能要求，根据已有的设计规范，遵循建筑设计适用、经济合理、技术先进、造型美观的原则，对建筑方案分析其合理性，绘制建筑施工图。1.2.2规定绘制的建筑施工图（1）底层、标准层及屋顶平面图：比例1：100（2）主要立面图：比例1：100（3）剖面图：比例1：10017 1.3结构设计任务及要求1.3.1基本要求在建筑方案设计的基础上，正确选择合理的结构形式，结构体系和结构布置，掌握多、高层建筑结构的计算方法和基本构造要求。1.3.2规定绘制的结构施工图1、柱网平面布置及板配筋图：比例1：1002、梁结构配筋图：比例1：1003、楼板结构配筋图：比例1：1001.3.3结构设计计算书内容对指定的一榀横向框架进行结构计算（手算），同时进行部分现浇楼梯（梁式或板式）、部分现浇板的设计计算和该榀框架下基础的设计计算。选择一个专题进行分析比较。列出结构设计计算过程中采用的计算方法、计算假定、计算原则、计算简图、内力图及计算结果.17 2.结构布置2.1结构布置方案及结构选型2.1.1结构承重方案选择根据建筑功能要求以及建筑施工布置图，本工程确定采用框架结构方案,结构平面布置如图2.1所示。`2.1结构计算简图2.1.2主要构件选型(1)梁、板、柱结构形式：现浇钢筋混凝土框架结构(2)墙体采用：外墙采用粉煤灰烧结多孔砖，内墙采用轻质隔断(3)墙体厚度：外墙240mm,内墙240mm(4)基础采用：桩基础。17 2.1.3梁、柱截面尺寸估算(1)横向框架梁A-B跨：l0=4300mm，h=(1/10~1/12)l0=358.3mm~430mm,取h=400mmb=(1/2~1/3)h=133.3mm~200mm,取b=200mmB-C跨：l0=2100mm，h=(1/10~1/12)l0=262.5mm~175mm，取h=400mmb=(1/2~1/3)h=125mm~83.3mm，取b=200mmC-D跨:l0=3600mm,h=(1/8~1/12)l0=450mm~300mm,取h=400mmb=(1/2~1/3)h=200mm~133.3mm,取b=200mmD-F跨:l0=1600mm,h=(1/8~1/12)l0=200mm~133.3mm,取h=400mmb=(1/2~1/3)h=200mm~133.3mm,取b=200mm1/A-A跨l0=1800mm,h=(1/8~1/12)l0=200mm~133.3mm,取h=400mmb=(1/2~1/3)h=200mm~133.3mm,取b=200mm取横向框架梁初选界面尺寸A-B跨：b×h=200mm×400mmB-C跨：b×h=200mm×400mmC-D跨：b×h=200mm×400mmD-F跨：b×h=200mm×400mm(2)纵向框架梁外侧：取h=400mm，b=240mm内侧：取h=400mm，b=200mm(3)框架柱初估框架柱截面尺寸为400×400。(抗震等级为四级，轴压比μN=0.9)。2.2确定结构计算简图三个假设:(1)平面结构假设：认为每一方向的水平力只由该方向的抗侧结构承担，垂直于该方向的抗侧力结构不受力；(2)板在自身平面内在水平荷载作用下，框架之间不产生相对位移；(3)考虑水平荷载作用下的扭转作用；计算简图:17 根据结构平面布置图以第21轴作为计算单元如图2.2所示。框架梁跨度（按柱轴线确定）：AB跨：4300mmBC跨：2100mmCD跨：3600mmDE跨：600mm框架柱高度：取底层：H＝2700＋500+150＝3350mm二、三、四、五层：H=3000mm图2.2框架平面简图2.3梁、柱惯性矩、线刚度、相对线刚度计算(1)梁、柱惯性矩计算框架梁：17 框架柱：(2)梁、柱线刚度计算中间框架，取I=2Ib,根据公式：可以得出梁、柱线刚度如下:左跨梁：中跨梁：右跨梁：底层柱：二~六层柱：以中跨梁线刚度为基准值,梁、柱得相对线刚度如图2.2所示。17 图2.2框架计算简图17 3.荷载计算3.1恒荷载标准值计算(1)屋面结构层：120厚现浇钢筋混凝土板0.12×25=3.0kN/m2找坡层：40厚C20水泥石灰焦渣砂浆2%找平0.04×14=0.56kN/m2找平层：15厚水泥砂浆找平层0.015×20=0.3kN/m2保温层：80厚矿渣水泥0.08×14.5=1.16kN/m2防水层：40厚C20细石混凝土防水1.0kN/m2抹灰层：20厚混合砂浆0.02×17=0.34kN/m2合计：6.76kN/m2(2)卫生间楼面小瓷砖地面0.55kN/m220厚的水泥砂浆0.02×20=0.4kN/m结构层：100厚现浇钢筋混凝土板0.10×25=2.5kN/m2抹灰层：20厚混合砂浆0.02×17=0.34kN/m2合计：3.79kN/m2(3)标准层楼面水磨石地面0.65kN/m230厚水泥砂浆结合层0.03×20=0.6kN/m2结构层：100厚现浇钢筋混凝土板0.10×25=2.5kN/m2抹灰层：20厚抹灰层0.02×17=0.34kN/m2合计：4.09kN/m2(6)外纵墙自重二至六层钢框玻璃窗0.45kN/m2水泥粉刷内墙面0.36kN/m2水刷石外墙面0.5kN/m2纵墙（有窗）17 [(2.9×2.6-1.5×1.5)×18×0.24-0.45×1.5×1.5+(2.9×2.6-1.5×1.5)×0.86]/2.9=9.1kN/m纵墙（没窗）0.86×2.6×0.24+0.24×2.6×18=11.77kN/m底层纵墙（有窗）[(2.9×2.3-1.5×1.5)×18×0.24-0.45×1.5×1.5+(2.9×2.3-1.5×1.5)×0.86]/2.9=7.55kN/m纵墙（没窗）0.86×2..3×0.24+0.24×2.3×18=10.41kN/m(7)内隔墙自重二~六层内隔墙0.2×2.6×9=4.68kN/m水泥粉刷内墙面0.36×3.0=1.08kN/m合计：5.76kN/m底层内隔墙0.2×2.7×9=4.86kN/m水泥粉刷内墙面0.36×2.7=0.97kN/m合计:5.83kN/m(8)屋顶檐口自重女儿墙0.24×0.7×25=4.2kN/m（9）栏杆3kN/m3.2活荷载标准值计算(1)屋面和楼面活荷载标准值不上人屋面活载：0.5kN/m2住宅楼一般房间活载：2.0kN/m2厨房：2.0kN/m2卫生间、阳台：2.5kN/m2(2)雪荷载Sk=0.30kN/m2屋面活荷载与雪荷载不同时考虑，两者中取大值。(3)基本风压0.5kN/m217 3.3竖向荷载下框架受荷总图(1)1/A-F轴间框架梁板传荷载的传递示意图见图3.1图3.1板传荷载示意图17 图3.2恒载作用下竖向受荷图（kN）17 图3.3活荷载作用下竖向受荷图（kN)3.4风荷载标准值计算为了简化计算，作用在外墙面上的风荷载可近似用作用在屋面梁和楼面梁等处的等效集中荷载替代。作用在屋面梁和楼面梁节点处的集中风荷载标准值计算公式为:17 式中——基本风压，=0.5kN/m2；——风压变化系数，因为建设在城市郊区，所以地面粗糙度为B类；——风荷载体型系数，根据建筑物的体型查得=1.3；βz——风阵系数，因为建筑物高H=17.85m﹤30m，所以βz=1.0；hi——下层柱高；hj——上层柱高，B——迎风面宽度，B=3.55m。计算过程间表3.1。表3.1风荷载计算离地面高度Z/m/(KN/m2)/m/m/KN17.851.1911.30.53.00.76.0414.851.1311.30.53.03.07.8211.851.0511.30.53.03.06.868.851.0011.30.53.03.06.535.851.0011.30.53.03.06.532.851.0011.30.52.73.06.21风荷载见图3.417 图4.3框架受风荷载作用图（kN）3.5风荷载作用下的位移验算3.5.1侧移刚度D见表3.2、表3.3。表3.2横向二层~顶层D值的计算构件名称/(KN/m)A轴柱0.41723680B轴柱0.3902215217 C轴柱0.40523004D轴柱0.63836238=23680KN/m+22152KN/m+23004KN/m+36238KN/m=105074KN/m表3.3横向底层D值的计算构件名称/(KN/m)A轴柱0.58323751B轴柱0.56322936C轴柱0.57423385D轴柱0.74727896=23751KN/m+22936KN/m+23385KN/m+27896KN/m=97968KN/m3.5.2风荷载作用下框架侧移计算水平荷载作用下的层间侧移可按下式计算：式中Vj——第j层的总剪力；ΣDij——第j层所有柱的抗侧移刚度之和；Δuj——第j层的层间侧移；框架在风荷载作用下侧移的计算见表3.5。17 表3.5风荷载作用下框架侧移计算层次/KN/KN/(KN/m)/m/h66.046.041050740.000061/5000057.8213.861050740.0001312307746.8620.721050740.000191/1578936.5327.251050740.000261/1153826.5333.781050740.000321/937516.2139.99979680.000411/8171侧移验算：层间侧移最大值：1/8171﹤1/550（满足要求）17 4.荷载内力分析与计算4.1恒荷载作用下框架内力分析4.1.1恒荷载作用下框架的弯矩计算(1)梁的固端弯矩计算恒载（竖向荷载）作用下的内力计算采用弯矩二次分配法。固端弯距根据固端弯矩表求得。屋面：M1/A-A=0kN.mMA-1/A=60.1kN.mMAB=-76.82kN.mMBA=76.82kN.mMBC=-2.68kN.mMCB=2.68kN.mMCD=-11.37kN.mMDC=11.37N.mMDE=-9.5kN.mMED=0N.m五层楼面：M1/A-A=0kN.mMA-1/A=61.3kN.mMAB=-47.26kN.mMBA=47.26kN.mMBC=-2.42kN.mMCB=2.42kN.mMCD=-27.83kN.mMDC=27.27kN.mMDE=-17.4kN.mMED=0kN.m四层楼面：M1/A-A=0kN.mMA-1/A=61.3kN.mMAB=-47.26kN.mMBA=47.26kN.mMBC=-2.42kN.mMCB=2.42kN.mMCD=-27.83kN.mMDC=27.27kN.mMDE=-17.4kN.mMED=0kN.m三层楼面：M1/A-A=0kN.mMA-1/A=61.3kN.mMAB=-47.26kN.mMBA=47.26kN.m17 MBC=-2.42kN.mMCB=2.42kN.mMCD=-27.83kN.mMDC=27.27kN.mMDE=-17.4kN.mMED=0kN.m二层楼面：M1/A-A=-0kN.mMA-1/A=61.3kN.mMAB=-47.26kN.mMBA=47.26kN.mMBC=-2.42kN.mMCB=2.42kN.mMCD=-27.83kN.mMDC=27.27kN.mMDE=-17.4kN.mMED=0kN.m一层楼面：M1/A-A=0kN.mMA-1/A=61.3kN.mMAB=-47.26kN.mMBA=47.26kN.mMBC=-2.42kN.mMCB=2.42kN.mMCD=-27.83kN.mMDC=27.27kN.mMDE=-17.4kN.mMED=0kN.m(2)采用二次弯矩分配法计算框架弯矩梁端调幅85%，并将梁端节点弯距换算至梁端柱边弯距值，以备内力组合时用。其计算步骤和结果参见表4.1。17 表4.1恒载框架弯矩计算（kN·m）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0.680.320.190.420.390.380.40.220.360.6460.1-76.8276.82-2.682.68-11.3711.37-9.511.375.35-14.09-31.14-28.913.33.481.91-0.67-1.2-2.81-7.052.68-6.51.65-14.463.56-0.340.96-1.936.73.160.410.910.854.274.52.470.350.6215.26-75.3665.82-36.73-29.09-4.2111.54-7.3312.01-2.51调幅后-64.06调幅后55.95-24.73调幅后-3.58-6.23调幅后10.21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0.40.40.20.140.290.290.280.270.280.280.170.220.390.3961.3-47.2647.26-2.422.42-27.8327.27-17.4-5.62-5.62-2.81-6.28-13-13-12.556.867.117.114.32-2.17-3.85-3.855.69-2.81-3.141.41-15.57-6.53.43-6.281.743.56-1.092.16-0.6-1.930.10.10.052.41554.822.12.182.181.320.080.140.140.17-8.42-56.1644.8-23.57-14.5-6.725.111.0312.85-23.2827.34-4.31-5.64调幅后-45.19调幅后38.08-5.71调幅后4.33-17.79调幅后23.24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0.40.40.20.140.290.290.280.270.280.280.170.220.390.3961.3-47.2647.26-2.422.42-27.8327.27-17.4-5.62-5.62-2.81-6.28-13-13-12.556.867.117.114.32-2.17-3.85-3.85-2.81-2.81-3.14-1.41-6.5-6.53.43-6.283.563.56-1.092.16-1.93-1.933.53.51.751.543.183.183.070.070.070.070.040.370.660.66-4.93-4.93-51.4641.11-16.32-16.32-8.473.0710.7410.74-24.5627.63-5.12-5.1225 调幅后-43.74调幅后34.94-7.2调幅后2.6120.88调幅后23.49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0.40.40.20.140.290.290.280.270.280.280.170.220.390.3961.3-47.2647.26-2.422.42-27.8327.27-17.4-5.62-5.62-2.81-6.28-13-13-12.556.867.117.114.32-2.17-3.85-3.85-2.81-2.81-3.14-1.41-6.5-6.53.43-6.283.563.56-1.092.16-1.93-1.933.53.51.751.543.183.183.070.070.070.070.040.370.660.66-4.93-4.93-51.4641.11-16.32-16.32-8.473.0710.7410.74-24.5627.63-5.12-5.12调幅后-43.74调幅后34.94-7.2调幅后2.6120.88调幅后23.49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0.40.40.20.140.290.290.280.270.280.280.170.220.390.3961.3-47.2647.26-2.422.42-27.8327.27-17.4-5.62-5.62-2.81-6.28-13-13-12.556.867.117.114.32-2.17-3.85-3.85-2.81-2.81-3.145.22-6.5-6.53.43-6.283.563.56-2.822.16-1.93-1.933.53.51.751.543.183.183.070.070.070.070.040.370.660.66-4.93-4.93-51.4647.74-16.32-16.32-8.473.0710.7410.74-26.2927.63-5.12-5.12调幅后-43.74调幅后34.94-7.2调幅后2.6120.88调幅后23.49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0.420.380.20.140.30.270.290.270.280.280.170.220.390.3961.3-47.2647.26-2.422.42-27.8327.27-17.4-5.62-5.62-2.81-6.28-13-13-12.556.867.117.114.32-2.17-3.85-3.85-2.81-3.145.22-6.53.43-6.283.56-2.822.16-1.933.53.51.751.543.183.183.070.070.070.070.040.370.660.66-4.93-2.12-51.4647.74-16.32-9.82-8.473.0710.747.18-26.2927.63-5.12-5.1225 调幅后-43.74调幅后34.94-7.2调幅后2.6120.88调幅后23.4925 (3)梁的跨中弯矩计算跨中弯矩根据查表直接求得。屋面：MAB中=17.9kN.mMBC中=3.3kN.mMCD中=11.2kN.m五层楼面：MAB中=12.5kN.mMBC中=2.1kN.mMCD中=23.0kN.m四层楼面：MAB中=12.4kN·mMBC中=2.1kN.mMCD中=23.0kN.m三层楼面：MAB中=12.4kN·mMBC中=2.1kN.mMCD中=23.0kN.m二层楼面：MAB中=12.4kN·mMBC中=2.1kN.mMCD中=23.0kN.m一层楼面：MAB中=12.4kN·mMBC中=2.1kN.mMCD中=23.0kN.m恒载作用下调幅后的弯矩图如图4.2所示。25 图4.2调幅后恒载作用下的弯矩图（kN·m）4.1.2恒荷载作用下框架剪力图及计算(1)梁的剪力：根据力的平衡条件求得。计算简图如图4.3所示。25 图4.3梁端剪力计算简图屋面：VAB=29.23kNVBA=-29.23kNVBC=11.39kNVCB=-11.39kNVCD=21.98kNVDC=-21.98kN五层楼面：VAB=18.73kNVBA=-18.73kNVBC=10.45kNVCB=-10.45kNVCD=41.38kNVDC=-17.81kN四层楼面：VAB=18.73kNVBA=-18.73kNVBC=10.45kNVCB=-10.45kNVCD=41.38kNVDC=-17.81kN三层楼面：VAB=18.73kNVBA=-18.73kNVBC=10.45kNVCB=-10.45kNVCD=41.38kNVDC=-17.81kN二层楼面：VAB=18.73kNVBA=-18.73kNVBC=10.45kNVCB=-10.45kN25 VCD=41.38kNVDC=-17.81kN一层楼面：VAB=18.73kNVBA=-18.73kNVBC=10.45kNVCB=-10.45kNVCD=41.38kNVDC=-17.81kN(2)柱的剪力：根据力的平衡条件求得。计算简图如图4.5所示。图4.4柱端剪力计算简图屋面：QA=5.14kNQB=20.01kNQC=-7.52kNQD=2.27kN五层楼面：QA=0.69kNQB=30.29kNQC=-16.54kNQD=5.86kN四层楼面：QA=7.74kNQB=21.15kNQC=-16.18kNQD=7.00kN三层楼面：QA=6.57kNQB=21.76kNQC=-14.32kNQD=6.82kN二层楼面：QA=6.57kNQB=21.76kNQC=-14.32kNQD=6.82kN一层楼面：25 QA=5.39kNQB=18.68kNQC=-12.51kNQD=6.47kN恒载作用下框架的剪力图,如图4.5所示。图4.5恒载作用下框架剪力图（kN）(3)恒载作用下柱轴力计算轴力计算简图如图4.6所示。结算结果见表4.7。25 图4.6轴力计算简图表4.7框架轴力计算（单位：KN）层次截面恒荷载引起的轴力A柱B柱C柱D柱6顶74.4240.6233.3757.95底88.8255.0247.7772.355顶147.5284.299.6137.7底161.9298.6114.0152.14顶220.62127.78165.83217.45底235.02142.18180.23231.853顶293.72171.36232.06297.2底308.12185.76246.46311.62顶366.82214.94298.29376.95底381.22229.34312.69391.351顶439.92258.52364.52456.7底456.0274.6380.6472.7825 恒载作用下框架轴力图，如图4.8所示。图4.8恒载作用下框架轴力图（kN）4.2活荷载作用下框架的内力计算25 4.2.1楼面活荷载下框架的弯矩计算活载作用下的内力计算采用弯矩二次分配法。固端弯距根据公式求得。屋面：M1/A-A=0kN.mMA-1/A=1.67kN.mMAB=-5.40kN.mMBA=-5.40kN.mMBC=-0.30kN.mMCB=0.30kN.mMCD=-2.41kN.mMDC=2.41kN.mMDE=-0.07kN.mMED=0kN.m五层楼面：M1/A-A=0kN.mMA-1/A=7.72kN.mMAB=-22.41kN.mMBA=22.41kN.mMBC=-1.18kN.mMCB=1.18kN.mMCD=-5.77kN.mMDC=4.21kN.mMDE=-0.19kN.mMED=0kN.m四层楼面：M1/A-A=0kN.mMA-1/A=7.72kN.mMAB=-22.41kN.mMBA=22.41kN.mMBC=-1.18kN.mMCB=1.18kN.mMCD=-5.77kN.mMDC=4.21kN.mMDE=-0.19kN.mMED=0kN.m三层楼面：M1/A-A=0kN.mMA-1/A=7.72kN.mMAB=-22.41kN.mMBA=22.41kN.mMBC=-1.18kN.mMCB=1.18kN.mMCD=-5.77kN.mMDC=4.21kN.mMDE=-0.19kN.mMED=0kN.m二层楼面：25 M1/A-A=0kN.mMA-1/A=7.72kN.mMAB=-22.41kN.mMBA=22.41kN.mMBC=-1.18kN.mMCB=1.18kN.mMCD=-5.77kN.mMDC=4.21kN.mMDE=-0.19kN.mMED=0kN.m一层楼面：M1/A-A=0kN.mMA-1/A=7.72kN.mMAB=-22.41kN.mMBA=22.41kN.mMBC=-1.18kN.mMCB=1.18kN.mMCD=-5.77kN.mMDC=4.21kN.mMDE=-0.19kN.mMED=0kN.m(1)采用二次弯矩分配法计算框架弯矩梁端调幅85%，并将梁端节点弯距换算至梁端柱边弯距值，以备内力组合时用。其计算步骤和结果参见表4.9。25 表4.9活载框架弯矩计算（kN·m）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0.680.320.190.420.390.380.40.220.360.641.67-5.45.4-0.30.3-2.412.41-0.072.541.19-0.97-2.14-1.990.80.840.46-0.84-1.52.94-0.490.6-3.080.4-10.62-0.420.230.79-1.67-0.780.40.870.810.30.320.18-0.37-0.653.81-5.485.43-4.35-1.080.41.78-2.191.43-1.36调幅后-4.66调幅后4.62-0.92调幅后0.34-1.87调幅后1.22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0.40.40.20.140.290.290.280.270.280.280.170.220.390.397.72-22.4122.41-1.181.18-5.574.21-0.195.885.882.94-2.97-6.16-6.16-5.941.191.231.230.750.881.571.571.272.94-1.491.47-1.07-3.080.6-2.970.420.620.440.38-0.750.79-1.09-1.09-0.540.290.60.60.580.40.420.420.25-0.09-0.16-0.166.067.73-21.521.2-6.63-8.64-5.94-0.22.072.27-4.135.380.662.2调幅后-18.28调幅后18.02-5.05调幅后-0.17-3.51调幅后4.57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0.40.40.20.140.290.290.280.270.280.280.170.220.390.397.72-22.4122.41-1.181.18-5.574.21-0.195.885.882.94-2.97-6.16-6.16-5.941.191.231.230.750.881.571.572.942.94-1.491.47-3.08-3.080.6-2.970.620.620.440.380.790.79-1.76-1.76-0.880.571.191.191.150.350.360.360.22-0.43-0.76-0.767.067.06-21.8421.48-8.05-8.05-5.37-0.252.212.21-4.165.041.61.625 调幅后-18.56调幅后18.264.56调幅后-0.21-3.54调幅后4.28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0.40.40.20.140.290.290.280.270.280.280.170.220.390.397.72-22.4122.41-1.181.18-5.574.21-0.195.885.882.94-2.97-6.16-6.16-5.941.191.231.230.750.881.571.572.942.94-1.491.47-3.08-3.080.6-2.970.620.620.440.380.790.79-1.76-1.76-0.880.571.191.191.150.350.360.360.22-0.43-0.76-0.767.067.06-21.8421.48-8.05-8.05-5.37-0.252.212.21-4.165.041.61.6调幅后-18.56调幅后18.264.56调幅后-0.21调幅后4.28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0.40.40.20.140.290.290.280.270.280.280.170.220.390.397.72-22.4122.41-1.181.18-5.574.21-0.195.885.882.94-2.97-6.16-6.16-5.941.191.231.230.750.881.571.572.942.94-1.491.47-3.08-3.080.6-2.970.620.620.440.380.790.79-1.76-1.76-0.880.571.191.191.150.350.360.360.22-0.43-0.76-0.767.067.06-21.8421.48-8.05-8.05-5.37-0.252.212.21-4.165.041.61.6调幅后-18.56调幅后18.264.56调幅后-0.21调幅后4.28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0.420.380.20.140.30.270.290.270.280.280.170.220.390.397.72-22.4122.41-1.181.18-5.574.21-0.195.885.882.94-2.97-6.16-6.16-5.941.191.231.230.750.881.571.572.94-1.491.470.6-2.970.620.440.380.79-1.76-1.76-0.880.571.191.191.150.350.360.360.22-0.43-0.76-0.767.064.12-21.8421.48-4.97-4.97-5.37-0.252.211.59-4.165.041.60.8125 调幅后-18.56调幅后18.264.56调幅后-0.21调幅后4.2825 (2)梁的跨中弯矩计算求跨中弯矩根据查表求得。屋面：MAB中=1.09kN.mMBC中=0.16kN.mMCD中=0.53kN.m五层楼面：MAB中=4.49kN.mMBC中=1.91kN.mMCD中=8.61kN.m四层楼面：MAB中=4.49kN.mMBC中=1.91kN.mMCD中=8.61kN.m三层楼面：MAB中=4.49kN.mMBC中=1.91kN.mMCD中=8.61kN.m二层楼面：MAB中=4.49kN.mMBC中=1.91kN.mMCD中=8.61kN.m一层楼面：MAB中=4.49kN.mMBC中=1.91kN.mMCD中=8.61kN.m调幅后恒载作用下的弯矩图如图4.10所示。25 图4.10调幅后活载作用下弯矩图（kN·m）4.2.2活荷载作用下框架剪力图及计算(1)梁的剪力：根据力的平衡条件求得。计算简图同恒载。屋面：VAB=2.07kNVBA=-2.07kNVBC=0.79kNVCB=-0.79kNVCD=1.53kNVDC=-1.53kN25 五层楼面：VAB=8.65kNVBA=-8.65kNVBC=4.2kNVCB=-4.2kNVCD=8.23kNVDC=-7.28kN四层楼面：VAB=8.65kNVBA=-8.65kNVBC=4.2kNVCB=-4.2kNVCD=8.23kNVDC=-7.28kN三层楼面：VAB=8.65kNVBA=-8.65kNVBC=4.2kNVCB=-4.2kNVCD=8.23kNVDC=-7.28kN二层楼面：VAB=8.65kNVBA=-8.65kNVBC=4.2kNVCB=-4.2kNVCD=8.23kNVDC=-7.28kN一层楼面：VAB=8.65kNVBA=-8.65kNVBC=4.2kNVCB=-4.2kN(2)柱的剪力：根据力的平衡条件求得。计算简图如图4.11所示。25 图4.11柱端剪力计算简图屋面：QA=-3.29kNQB=3.66kNQC=-1.28kNQD=0.23kN五层楼面：QA=-8.22kNQB=9.22kNQC=-2.78kNQD=-1.04kN四层楼面：QA=-9.64kNQB=10.93kNQC=-2.97kNQD=-2.34kN三层楼面：QA=-9.41kNQB=10.73kNQC=-2.95kNQD=-2.13kN二层楼面：QA=-9.41kNQB=10.73kNQC=-2.95kNQD=-2.13kN一层楼面：QA=-6.55kNQB=7.59kNQC=-2.19kNQD=-1.43kN25 图4.12调幅后活载作用下剪力图（kN）(3)恒载作用下柱轴力计算轴力计算简图同恒载。结算结果见表4.13。25 表4.13框架轴力计算（单位：KN）层次截面恒荷载引起的轴力A柱B柱C柱D柱6顶3.222.862.384.62底5顶17.1515.7114.8123.69底4顶31.0828.5627.2442.76底3顶45.0141.4139.6761.83底2顶58.9454.2652.180.9底1顶72.8767.1164.5399..97底恒载作用下框架轴力图，如图4.14所示25 图4.14调幅后活载作用下的轴力图（kN）4.3风荷载作用下框架的内力计算框架在风荷载作用下的内力用D值法（改进的反弯点法）进行计算。其步骤为：（1）求各柱反弯点处的剪力值；（2）求各柱反弯点高度；25 （3）求各柱的杆端弯矩及梁端弯矩；（4）求各柱的轴力和梁剪力。第i层第m柱所分配的剪力为：见表3.1。框架柱反弯点位置，，计算结果如表4.1-4.4所示。表4.1A轴柱框架反弯点位置层号h/myyh/m631.430.370000.371.11531.430.420000.421.29431.430.450000.451.35331.430.470000.551.65231.430.500000.501.5013.351.60.590000.591.98表4.2B轴柱框架反弯点位置层号h/myyh/m631.280.360000.361.08531.280.410000.411.23431.280.450000.451.35331.280.460000.461.38231.280.500000.501.5013.351.430.610000.611.83表4.3C轴柱框架反弯点位置层号h/myyh/m631.360.370000.371.11531.360.420000.421.26431.360.450000.451.35331.360.470000.471.41231.360.500000.501.5013.351.520.600000.602.01表4.4D轴柱框架反弯点位置层号h/myyh/m633.520.480000.481.44533.520.500000.501.50433.520.500000.501.50333.520.500000.501.50233.520.500000.501.5013.353.920.550000.551.8425 框架各柱的杆端弯矩、梁端弯矩按下式进行计算，计算过程如表4.7所示。中柱处的梁边柱处的梁25 表4.5风荷载作用下框架柱剪力和柱端弯矩的计算柱层号/KN/(KN/m)/(KN/m)//KNyh/m上/(KN/m)下/(KN/m)左/(KN/m)右/(KN/m)边/(KN/m)A66.04105074236800.231.391.112.631.542.63513.86105074236800.233.191.295.454.126.99420.72105074236800.234.771.357.876.4411.99327.25105074236800.236.271.658.4610.3514.90233.78105074236800.237.771.5011.6611.6622.01139.9997968237510.249.601.989.7919.0121.45B66.04105074221520.211.271.082.441.370.801.64513.86105074221520.212.911.235.153.582.144.37420.72105074221520.214.351.357.185.873.547.22327.25105074221520.215.721.389.277.894.9810.16233.78105074221520.217.091.5010.6410.646.0312.31139.9997968229360.239.201.8310.7616.847.0414.37C66.04105074230040.221.331.112.511.481.590.92513.86105074230040.223.051.265.313.844.302.49420.72105074230040.224.561.357.526.167.194.17327.25105074230040.226.001.419.548.469.945.77233.78105074230040.227.431.5011.1511.1512.417.2025 139.9997968233850.249.602.019.5019.3013.077.59D66.04105074362380.342.051.443.922.953.92513.86105074362380.344.711.507.077.0710.02420.72105074362380.347.041.5010.5610.5617.63327.25105074362380.349.271.5013.9113.9124.47233.78105074362380.3411.491.5017.2417.2431.15139.9997968278960.2811.201.8412.9920.6130.2325 框架柱轴力与梁端剪力的计算结果见表4.6。表4.6风荷载作用下框架柱轴力与梁端剪力（单位：KN）层梁端剪力/kN柱轴力/kNAB跨BC跨CD跨A轴B轴C轴D轴60.801.541.34-0.800.74-0.201.3452.124.133.48-2.922.75-0.854.8243.616.866.05-6.536.00-1.6610.8734.628.878.40-11.1510.25-2.1319.2726.5211.7710.65-16.6715.50-3.2529.9216.6313.0710.51-23.3021.94-5.8140.43风荷载作用下的弯矩图、剪力图、轴力图如图4.7、4.8、4.9所示。56 图4.7风荷载作用下的弯矩图（kN·m）56 图4.8风荷载作用下的剪力图（kN）56 图4.9风荷载作用下轴力图（kN）56 5.荷载组合和内力组合5.1荷载效应的基本组合各种荷载情况下的框架内力求得后，根据最不利又是可能的原则进行内力组合。当考虑结构塑性内力重分布的有利影响时，应在内力组合之前对竖向荷载作用下的内力进行调幅。分别考虑恒荷载和活荷载有可变荷载效应控制的组合和由永久荷载效应控制的组合，并比较两种组合的内力，取最不利者。为了求得控制截面的某一最不利内力，需要进行以下多个计算和比较，从中选出最大值作为最不利内力（非抗震设计时），考虑四内力组合情况：A：1.2×恒荷载+1.4×活荷载B：1.35×恒荷载+1.4×0.7×活荷载C：1.2×恒荷载+1.4×0.7×活荷载+1.4×右风荷载D：1.2×恒荷载+1.4×活荷载+0.6×1.4×左风荷载5.2梁和柱的内力组合各内力组合见表5.1～表5.7。56 表5.1用于承载力计算的框架梁由可变荷载效应控制的基本组合表（梁AB）(单位：弯矩：KN·m；剪力：KN)层　恒载活载左风右风Mmax相应的VMmin相应的V∣Vmax∣相应的M①②③④组合项目值组合项目值组合项目值6左M-64.06-4.662.63-2.63　　1.2*①+1.4*0.7*②+1.4*④-81.531.2*①+1.4*②+1.4*0.6*④-85.61V29.232.07-0.80.8　　31.0238.75中M17.91.090.92-0.921.2①+1.4②+1.4*0.6③23.78　　　右M-55.95-4.62-0.80.8　　1.2*①+1.4*0.7②+1.4*③-72.791.2*①+1.4*②+1.4*0.6*③74.28V-29.23-2.07-0.80.8　　-38.22-38.655左M-45.19-18.286.99-6.99　　1.2*①+1.4*0.7*②+1.4*④-81.931.2*①+1.4*②+1.4*0.6*④-85.69V18.738.65-2.122.12　　33.9236.37中M12.404.492.43-2.431.2①+1.4②+1.4*0.6③23.21　　右M-38.08-18.02-2.142.14　　1.2*①+1.4*0.7*②+1.4*③-66.351.2*①+1.4*②+1.4*0.6*③-72.72V-18.73-8.65-2.122.12　　-33.92-36.374左M-43.74-18.5611.99-11.99　　1.2*①+1.4*0.7*②+1.4*④-87.461.2*①+1.4*②+1.4*0.6*④-88.54V18.738.65-3.613.61　　36.0137.62中M12.404.494.23-4.231.2①+1.4②+1.4*0.6③23.21　　右M-34.94-18.26-3.543.54　　1.2*①+1.4*0.7*②+1.4*③-68.671.2*①+1.4*②+1.4*0.6③-70.47V-18.73-8.65-3.613.61　　-35.91-37.623左M-43.74-18.5614.9-14.9　　1.2*①+1.4*0.7*②+1.4*④-74.881.2*①+1.4*②+1.4*0.6*④-90.99V18.738.65-4.624.62　　37.4238.47中M12.404.494.96-4.961.2①+1.4②+1.4*0.6③23.21　　右M-34.94-18.26-4.624.62　　1.2*①+1.4*0.7*②+1.4*③-66.291.2*①+1.4*②+1.4*0.6*③-71.37V-18.73-8.65-17.2617.26　　-55.12-38.472左M-43.74-18.5622.01-22.011.2*①+1.4*0.7*②+1.4*④-101.491.2*①+1.4*②+1.4*0.6*④-83.95V18.738.65-6.526.5236.0040.06中M12.404.497.99-7.991.2①+1.4②+1.4*0.6③23.2156 右M-34.94-18.26-6.036.031.2*①+1.4*0.7*②+1.4*③-68.261.2*①+1.4*②+1.4*0.6*③-72.56V-18.73-8.65-6.526.52-40.08-40.061左M-43.74-18.5621.45-21.451.2*①+1.4*0.7*②+1.4*④-100.711.2*①+1.4*②+1.4*0.6*④-96.49V18.738.65-6.636.6340.2440.16中M12.404.497.21-7.211.2①+1.4②+1.4*0.6③23.21右M-34.94-18.26-7.047.041.2*①+1.4*0.7*②+1.4*③-69.681.2*①+1.4*②+1.4*0.6*③-73.06V-18.73-8.65-6.636.63-40.24-40.16表5.2用于承载力计算框架梁由永久荷载效应控制的基本组合表（梁AB）(单位：弯矩：KN·m；剪力：KN)层　恒载活载Mmax相应的VMmin相应的V∣Vmax∣相应的M①②组合项目值组合项目值组合项目值6左M-64.06-4.66　　1.35*①+1.4*0.7*②-91.041.35*①+1.4*0.7*②-91.04V29.232.07　　41.4941.49中M17.91.091.35*①+1.4*0.7*②25.23　　　　右M-55.95-4.62　　1.35*①+1.4*0.7*②-80.061.35*①+1.4*0.7*②-80.06V-29.23-2.07　　-41.49-41.495左M-45.19-18.28　　1.35*①+1.4*0.7*②-78.921.35*①+1.4*0.7*②-78.92V18.738.65　　33.7633.76中M12.404.491.35*①+1.4*0.7*②21.14　　　　右M-38.08-18.02　　1.35*①+1.4*0.7*②-69.071.35*①+1.4*0.7*②-69.07V-18.73-8.65　　--33.76-33.764左M-43.74-18.56　　1.35*①+1.4*0.7*②--77.231.35*①+1.4*0.7*②-77.23V18.738.65　　33.7633.76中M12.404.491.35*①+1.4*0.7*②21.14　　　　56 右M-34.94-18.26　　1.35*①+1.4*0.7*②--65.061.35*①+1.4*0.7*②--65.06V-18.73-8.65　　-33.76-33.763左M-43.74-18.56　　1.35*①+1.4*0.7*②-77.241.35*①+1.4*0.7*②-77.24V18.738.65　　33.7633.76中M12.404.491.35*①+1.4*0.7*②21.14　　　　右M-34.94-18.26　　1.35*①+1.4*0.7*②--65.061.35*①+1.4*0.7*②-65.06V-18.73-8.65　　-33.76-33.762左M-43.74-18.561.35*①+1.4*0.7*②-77.241.35*①+1.4*0.7*②-77.24V18.738.6533.7633.76中M12.404.491.35*①+1.4*0.7*②21.14右M-34.94-18.261.35*①+1.4*0.7*②-65.061.35*①+1.4*0.7*②-65.06V-18.73-8.65-33.76-33.761左M-43.74-18.561.35*①+1.4*0.7*②-77.241.35*①+1.4*0.7*②-77.24V18.738.6533.7633.76中M12.404.491.35*①+1.4*0.7*②21.14右M-34.94-18.261.35*①+1.4*0.7*②-65.061.35*①+1.4*0.7*②-65.06V-18.73-8.65-33.76-33.76表5.3用于承载力计算框架柱由可变荷载效应控制的基本组合表（柱A）(单位：弯矩：KN·m；剪力：KN)层　恒载活载左风右风Nmax相应的MNmin相应的M∣Mmax∣相应的N①②③④组合项目值组合项目值组合项目值6上M15.263.81-2.632.631.2*①+1.4②+1.4*0.6④25.861.2*①+1.4*③14.631.2①+1.4*0.7②+1.4③25.73N74.423.22-0.80.894.4888.1893.58下M-0.17-6.06-1.541.54-7.391.2*①+1.4*③-2.36-8.3056 1.2*①+1.4②+1.4*0.6④1.2①+1.4*0.7②+1.4③N88.823.22-0.80.8111.76105.46108.62V-5.14-3.291.39-1.39-11.94-4.22-7.455上M8.427.73-5.455.451.2①+1.4②+1.4*0.6*④25.501.2*①+1.4*③2.471.2①+1.4*0.7②+1.4③25.31N147.5217.15-2.922.92203.49172.94197.92下M-4.93-7.06-4.124.121.2①+1.4②+1.4*0.6*④-12.341.2*①+1.4*③-11.681.2①+1.4*0.7②+1.4③-18.60N161.9217.15-2.922.92220.77190.22207.02V0.69-8.223.19-3.19-13.365.29-2.764上M-4.937.06-7.877.871.2①+1.4②+1.4*0.6*④10.581.2*①+1.4*③-16.931.2①+1.4*0.7②+1.4③12.02N220.6231.08-6.536.53313.74255.60304.34下M-4.937.06-6.446.441.2①+1.4②+1.4*0.6*④10.581.2*①+1.4*③-11.331.2①+1.4*0.7②+1.4③10.02N235.0231.08-6.536.53331.02272.88321.62V7.74-9.644.77-4.77-8.2115.97-6.843上M-4.937.06-8.468.461.2①+1.4②+1.4*0.6*④11.071.2*①+1.4*③-17.761.2①+1.4*0.7②+1.4③12.85N293.7245.01-11.1511.15424.84336.85412.18下M-4.937.06-10.3510.351.2①+1.4②+1.4*0.6*④12.661.2*①+1.4*③-20.411.2①+1.4*0.7②+1.4③15.49N308.1245.01-11.1511.15442.12354.13429.46V6.57-9.416.27-6.27-10.5616.66-10.122上M-4.937.06-11.6611.661.2①+1.4②+1.4*0.6*④13.761.2*①+1.4*③-22.241.2①+1.4*0.7②+1.4③17.33N366.8258.94-16.6716.67536.70416.85521.28下M-4.937.06-11.6611.661.2①+1.4②+1.4*0.6*④13.761.2*①+1.4*③-22.241.2①+1.4*0.7②+1.4③-15.32N381.2258.94-16.6716.67553.98434.13491.89V6.57-9.417.77-7.77-11.8218.769.541上M-2.124.12-9.799.791.2①+1.4②+1.4*0.6*④11.451.2*①+1.4*③-16.251.2①+1.4*0.7②+1.4③15.20N439.9272.87-23.3023.30649.49495.28631.94下M-1.062.06-19.0119.0117.581.2*①+1.4*③-27.8928,2356 1.2①+1.4②+1.4*0.6*④1.2①+1.4*0.7②+1.4③N456.072.87-23.3023.30668.79514.58651.23V5.39-6.559.60-9.60-10.7719.91-13.39表5.4用于承载力计算框架柱由永久荷载效应控制的基本组合表（柱A）(单位：弯矩：KN·m；剪力：KN)层　恒载活载Nmax相应的MNmin相应的M∣Mmax∣相应的N①②组合项目值组合项目值组合项目值6上M15.263.811.35*①+1.4*0.7*②24.331.35*①20.601.35*①+1.4*0.7*②24.33N74.423.22103.62100.47103.62下M-0.17-6.061.35*①+1.4*0.7*②-6.171.35*①-0.231.35*①+1.4*0.7*②-6.17N88.823.22123.06119.91123.06V-5.14-3.29-10.16-6.94-10.165上M8.427.731.35*①+1.4*0.7*②18.941.35*①11.371.35*①+1.4*0.7*②18.94N147.5217.15215.96199.15215.96下M-4.93-7.061.35*①+1.4*0.7*②-13.571.35*①-6.661.35*①+1.4*0.7*②-13.57N161.9217.15235.40218.59235.40V0.69-8.22-7.120.93-7.124上M-4.937.061.35*①+1.4*0.7*②0.261.35*①-6.661.35*①+1.4*0.*7②0.26N220.6231.08328.30297.84328.30下M-4.937.061.35*①+1.4*0.7*②0.261.35*①-6.661.35*①+1.4*0.7*②0.26N235.0231.08347.74317.28347.74V7.74-9.641.0010.450.603上M-4.937.061.35*①+1.4*0.7*②0.261.35*①-6.661.35*①+1.4*0.7*②0.26N293.7245.01440.63396.52440.63下M-4.937.061.35*①+1.4*0.7*②0.261.35*①-6.661.35*①+1.4*0.7*②0.2656 N308.1245.01460.07415.96460.07V6.57-9.41-0.358.87-0.352上M-4.937.061.35*①+1.4*0.7*②0.261.35*①-6.661.35*①+1.4*0.7*②0.26N366.8258.94552.97495.21552.97下M-4.937.061.35*①+1.4*0.7*②0.261.35*①-6.661.35*①+1.4*0.7*②0.26N381.2258.94572.41514.65572.41V6.57-9.41-0.358.87-0.351上M-2.124.121.35*①+1.4*0.7*②1.181.35*①2.861.35*①+1.4*0.7*②1.18N439.9272.87665.30593.89665.30下M-1.062.061.35*①+1.4*0.7*②0.591.35*①-1.431.35*①+1.4*0.7*②0.59N456.072.87687.01615.6687.01V5.39-6.550.867.280.86表5.5用于承载力计算框架柱由可变荷载效应控制的基本组合表（柱B）(单位：弯矩：KN·m；剪力：KN)层　恒载活载左风右风Nmax相应的MNmin相应的M∣Mmax∣相应的N①②③④组合项目值组合项目值组合项目值6上M-36.73-4.35-2.632.631.2*①+1.4②+1.4*0.6④-47.961.2*①+1.4*③-47.761.2①+1.4*0.7②+1.4③-52.02N40.622.86-0.80.853.4247.6250.42下M-23.57-6.63-1.541.541.2*①+1.4②+1.4*0.6④-36.271.2*①+1.4*③-30.441.2①+1.4*0.7②+1.4③-36.94N55.022.86-0.80.870.764.9067.70V20.013.661.39-1.3928.8025.9629.545上M-14.5-8.64-5.455.451.2①+1.4②+1.4*0.6*④-24.921.2*①+1.4*③-25.031.2①+1.4*0.7②+1.4③-33.50N84.215.71-2.922.92125.4896.95112.35下M-16.32-8.05-4.124.12-27.391.2*①+1.4*③-25.35-33.2456 1.2①+1.4②+1.4*0.6*④1.2①+1.4*0.7②+1.4③N98.628.56-2.922.92160.76114.23142.22V30.299.223.19-3.1946.5840.8149.854上M-16.32-8.05-7.877.871.2①+1.4②+1.4*0.6*④-24.241.2*①+1.4*③-30.601.2①+1.4*0.7②+1.4③-38.49N127.7831.08-6.536.53202.33144.19172.78下M-16.32-8.05-6.446.441.2①+1.4②+1.4*0.6*④-25.441.2*①+1.4*③-28.61.2①+1.4*0.7②+1.4③-36.49N142.1828.56-6.536.53216.08161.47189.46V21.1510.934.77-4.7736.6832.0642.773上M-16.32-8.05-8.468.461.2①+1.4②+1.4*0.6*④-23.751.2*①+1.4*③-31.431.2①+1.4*0.7②+1.4③-39.32N171.3641.41-11.1511.15272.97190.02230.60下M-16.32-8.05-10.3510.351.2①+1.4②+1.4*0.6*④-25.371.2*①+1.4*③-34.071.2①+1.4*0.7②+1.4③-41.96N185.7641.41-11.1511.15290.25207.32247.89V21.7610.736.27-6.2735.8734.8945.402上M-16.32-8.05-11.6611.661.2①+1.4②+1.4*0.6*④-21.061.2*①+1.4*③-35.911.2①+1.4*0.7②+1.4③-43.80N214.9454.26-16.6716.67347.89234.59287.76下M-16.32-8.05-11.6611.661.2①+1.4②+1.4*0.6*④-22.711.2*①+1.4*③-35.911.2①+1.4*0.7②+1.4③-50.81N229.3454.26-16.6716.67365.17251.87312.06V21.7610.737.77-7.7736.8136.9947.511上M-9.82-4.97-9.799.791.2①+1.4②+1.4*0.6*④-10.521.2*①+1.4*③-25.491.2①+1.4*0.7②+1.4③-30.36N258.5267.11-23.3023.30423.75277.60373.33下M-4.91-2.49-19.0119.011.2①+1.4②+1.4*0.6*④6.591.2*①+1.4*③-32.511.2①+1.4*0.7②+1.4③-34.95N274.667.11-23.3023.30443.05296.90362.67V18.687.599.60-9.60-10.7735.8643.29表5.6用于承载力计算框架柱由永久荷载效应控制的基本组合表（柱B）(单位：弯矩：KN·m；剪力：KN)层　恒载活载Nmax相应的MNmin相应的M∣Mmax∣相应的N56 ①②组合项目值组合项目值组合项目值6上M-36.73-4.351.35*①+1.4*0.7*②-53.851.35*①-49.591.35*①+1.4*0.7*②-53.85N40.622.8657.6454.8457.64下M-23.57-6.631.35*①+1.4*0.7*②-38.321.35*①-31.821.35*①+1.4*0.7*②-38.32N55.022.8677.0874.2877.08V20.013.6630.6027.0130.605上M-14.5-8.641.35*①+1.4*0.7*②-28.041.35*①-37.851.35*①+1.4*0.7*②-28.04N84.215.71129.07174.24129.07下M-16.32-8.051.35*①+1.4*0.7*②-29.921.35*①-22.031.35*①+1.4*0.7*②-29.92N98.628.56161.10133.11161.10V30.299.2249.9340.8949.934上M-16.32-8.051.35*①+1.4*0.7*②-29.921.35*①-20.031.35*①+1.4*0.*7②-29.92N127.7831.08202.96172.50202.96下M-16.32-8.051.35*①+1.4*0.7*②-29.921.35*①-22.031.35*①+1.4*0.7*②-29.92N142.1828.56219.93191.94219093V21.1510.9339.2628.5539.263上M-16.32-8.051.35*①+1.4*0.7*②-29.921.35*①-20.031.35*①+1.4*0.7*②-29.92N171.3641.41271.92231.34271.92下M-16.32-8.051.35*①+1.4*0.7*②-29.921.35*①-22.031.35*①+1.4*0.7*②-29.92N185.7641.41291.36250.78291.36V21.7610.7339.8929.3839.892上M-16.32-8.051.35*①+1.4*0.7*②-29.921.35*①-22.031.35*①+1.4*0.7*②-29.92N214.9454.26343.34290.17343.34下M-16.32-8.051.35*①+1.4*0.7*②-29.921.35*①-22.031.35*①+1.4*0.7*②-29.92N229.3454.26362.78309.61362.7856 V21.7610.7339.8929.3839.891上M-9.82-4.971.35*①+1.4*0.7*②-18.131.35*①-13.261.35*①+1.4*0.7*②-18.13N258.5267.11414.77249.00414.77下M-4.91-2.491.35*①+1.4*0.7*②-9.061.35*①-6.631.35*①+1.4*0.7*②-9.07N274.667.11436.48370.71436.48V18.687.5932.6625.2232.66表5.7用于正常使用极限状态验算的框架梁基本组合表（梁AB）(单位：弯矩：KN·m；剪力：KN)层　恒载活载左风右风Ms,maxMs,min①②③④组合项目值组合项目值6左M-64.06-4.662.63-2.63　　①+0.7*②+④-64,69中M29.232.07-0.80.8①+②+0.6*③31.78　　右M17.91.090.92-0.92　　①+0.7*②+③17.745左M-55.95-4.62-0.80.8　　①+0.7*②+④-58.38中M-29.23-2.07-0.80.8①+②+0.6*③-31.78　　右M-45.19-18.286.99-6.99　　①+0.7*②+③-50.104左M18.738.65-2.122.12　　①+0.7*②+④22.67中M12.404.492.43-2.43①+②+0.6*③18.35　　56 右M-38.08-18.02-2.142.14　　①+0.7*②+③-42.013左M-18.73-8.65-2.122.12　　①+0.7*②+④--22.67中M-43.74-18.5611.99-11.99①+②+0.6*③-69.49　　右M18.738.65-3.613.61　　①+0.7*②+③21.182左M12.404.494.23-4.23①+0.7*②+③11.31中M-34.94-18.26-3.543.54①+②+0.6*③-55.32右M-18.73-8.65-3.613.61①+0.7*②+③-21.181左M-43.74-18.5614.9-14.9①+0.7*②+③-41.83中M18.738.65-4.624.62①+②+0.6*③30.15右M12.404.494.96-4.96①+0.7*②+③10.5856 6.框架梁、柱的配筋计算混凝土强度：C30，=14.3N/mm2，=1.43N/mm2，钢筋强度：HRB400，=360N/mm2,=400N/mm26.1框架柱截面设计6.1.1轴压比验算底层柱：Nmax=668.79kN轴压比：（满足要求）则A轴柱的轴压比满足要求。6.1.2截面尺寸复核取h0=400mm-35mm=365mm，Vmax=13.36kN。因为所以满足要求。6.1.3正截面受弯承载力计算柱同一截面分别承受正反向弯矩，故采用对称配筋。A轴柱：1层：从柱的内力组合表可见，N