明镜教学楼结构毕业设计

'毕业设计设计题目明镜教学楼结构设计 中文摘要本教学楼共5层，首层高4.55米，其他层3.6米，建筑面积约4000m2，建筑总高度18.95米，采用钢筋混凝土框架结构，抗震等级为三级，抗震设防烈度为7度，整个设计包括建筑设计和结构设计两部分。建筑设计部分，首先根据建筑的使用功能确定建筑的初步布局，包括建筑体形及室内空间布置等，然后结合使用的材料、做法进一步确定具体尺寸和平、立面风格等。结构设计部分，首先根据建筑设计、工艺使用要求、材料供应情况以及场地地质条件等确定结构布置方案，然后选取一榀典型框架进行设计计算。在明确计算简图的前提下，进一步确定框架承受的荷载，包括恒载、屋（楼）面活载和风荷载，在此基础上进行框架内力计算（采用D值法计算风荷载作用下的内力，采用弯矩二次分配法计算竖向荷载作用下的内力）、内力组合、梁、柱和基础等构件的配筋计算以及风荷载作用下的侧移验算。除此之外，还进行了屋（楼）面板、楼梯等附属构件的设计计算。为进一步验证手算结果的精确度，采用PKPM200行业软件进行了电算。在上述工作的基础上，采用制图软件AutoCAD2004绘制了建筑施工图和结构施工图。关键词：钢筋混凝土框架结构；教学楼；建筑设计；结构设计。Abstract: Thepresentprojectisa5-storeyteachingwiththefloorheight3.6mandthetotalheight18.95m.Thereinforcedconcreteframestructureisadoptedandtheseismicfortificationintensityis7withtheanti-seismiclevel3.Theentiregraduationprojectdividesintotwoparts,thatis,thearchitecturaldesignpartandthestructuraldesignpart.Inthearchitecturaldesignpart,thegenerallayoutisfirstdeterminedaccordingtothebuildingfunction,includingconformationandindoorspatialsetting;thenthedimension,planestyleandelevationstylearechosenconsideringtheengineeringmaterialsandconstructionaldetails.Inthestructuraldesignpart,thearrayofstructureisfirstdeterminedaccordingtoarchitecturaldesign,processdemand,materialsupplyandgeologicalconditions;thenatypicaltransverseframeistakentobecomputed.Aftertheextractofcomputationsketch,theexternalloadssuchasthedeadload,livingloadontheroof(floor)andthewindloadarecalculated;thentheinternalforceinthestructureisobtainedthroughthemomentdistributionmethodunderverticalloadingandthemodifiedknickpointmethodunderhorizontalloads.Inthefollowing,thecombinationofinternalforceisperformed.Ontheabovebasis,thedesignofstructuralcomponentssuchasbeams,columnsandfoundationsarerespectivelycarriedout,andatthesametimethecheckingcomputationoftheslideswayunderwindloadisdone.Inaddition,thedesignoftheslabs,stairsandotheraccessorycomponentsarealsocompleted.Toverifytheaccuracyofaboveresults,numericaltestsareperformedwiththesoftwarePKPM2005,andthecomparisonsprovethattheoriginalresultsarereliable.Finally,theconstructiondocumentsarecompletedusingthesoftwareAutoCAD2004. 目录前言1第1章设计资料21.1项目名称21.2建设地点21.3设计资料2第２章结构布置及计算简图42.1结构选型和布置42.2框架计算简图6第3章荷载计算83.1恒荷载标准值计算83.2竖向荷载计算103.3风荷载计算143.4重力荷载代表值计算153.5荷载效应计算17第四章内力计算214.1风荷载作用下框架内力计算214.2水平地震作用下框架内力计算234.3恒载作用下框架内力计算254.4活载作用下的内力计算33第五章内力组合365.1控制界面365.2内力组合36第六章截面设计376.1梁的截面设计376.2柱截面设计42 6.3板结构设计46第七章楼梯设计507.1梯段板设计507.2平台板设计517.3平台梁设计527.4小柱设计53第八章基础设计548.1确定基础底面尺寸548.2基础上的荷载分配548.3基础内力计算568.4基础配筋计算58致谢60参考文献61附录62 第1章设计资料第1章设计资料1.1项目名称湖北城市建设职业技术学院明镜教学楼1.2建设地点湖北省武汉市1.3设计资料1.3.1工程概况该校明镜教学楼为钢筋混凝土框架结构形式,建筑层数5层，总建筑面积约为4000m2，作为教师办公和教学使用。教学楼坐北向南，左右两方留有绿地，场地形式宽松。建筑布局集中、整体，主入口位置合理，在建筑设计阶段注意建筑方案的构思；结构设计阶段注意结构计算以及结构配筋图的绘制。1.3.2设计标高自然地面标高：绝对标高：6.00m室内设计标高±0.000mm室内外高差450mm1.3.3气象资料冬季采暖室外空气计算温度-9℃，夏季通风室外空气计算温度34.5℃。绝对最高温度：40℃绝对最低温度：-22℃基本风压：0.45kN/m2；主导风向冬季为西北风，夏季为西南风。基本雪压S0=0.20kN/m2土壤最大冻结深度0.45m。1.3.4工程地质及水文地质资料地基容许承载力：110kPa地下水性质：有弱硫酸盐侵蚀主要持力层土类型为：粉质粘土，Ⅲ级场地；最高地下水位：自然地面下1.2m3 第1章设计资料1.3.5抗震设防烈度抗震设防烈度为7度，设计地震分组为为第三组，框架抗震等级三级。1.3.6建筑做法⑴屋面构造做法15mm纸筋石灰抹底120mm厚现浇钢筋混凝土楼板20mm厚1﹕3水泥砂浆找平层1﹕8水泥砂浆膨胀珍珠岩找坡（平均112mm厚）100厚憎水性膨胀珍珠岩保温层20mm厚1：3水泥砂浆找平水乳型橡胶改性沥青SBS防水卷材喷刷带色苯丙乳液一遍⑵楼面构造做法①卫生间15厚纸筋石灰抹底120mm厚混凝土现浇板细石混凝土找坡薄处30厚，坡向地漏（1％）15mm厚水泥沙浆找平刷素水泥浆一道1.5厚聚氨脂防水涂料刷素水泥浆一道25mm厚干硬性水泥砂浆结合层素水泥地面10厚防滑地面砖（300300）稀水泥擦缝②其它房间15厚纸筋石灰抹底120mm厚混凝土现浇板15mm厚1：3水泥砂浆找平刷素水泥浆一遍25mm厚干硬性水泥砂浆结合层素水泥面（撒适量清水）3 第1章设计资料瓷砖地面（包括水泥粗纱打底）⑶墙身做法外墙采用蒸压粉煤灰加气混凝土砌块，厚240mm内墙采用蒸压粉煤灰加气混凝土砌块，厚200mm⑷墙面做法①外墙12厚1：3水泥沙浆打底搓平6厚1：2.5水泥沙浆罩面水性水泥外墙涂料两道②内墙卫生间：8厚1：3水泥沙浆打底扫毛7厚1：2.5水泥沙浆结合层贴5厚1:2.5釉面砖,白水泥擦缝其他房间：刷白乳胶水泥浆一道7厚1:0.5:4水泥石灰沙浆打底扫毛7厚1:1:6水泥石灰沙浆扫毛刮腻子两遍,刮瓷化涂料三遍⑸门窗做法采用塑钢窗，木门1.3.7活荷载不上人屋面活荷载：0.5KN/m2走廊、资料室活荷载：2.5KN/m2其他房间楼面活荷载：2.0KN/m2屋面雪荷载0.2KN/m21.3.8建筑材料混凝土C30HPB300级箍筋HRB400级钢筋240mm厚粉煤灰混凝土砌块3 第２章结构布置及计算简图第２章结构布置及计算简图2.1结构选型和布置2.1.1结构选型根据建筑功能的要求，建筑平面布置灵活，获得较大的使用空间，故本结构设计采用钢筋混凝土框架结构体系。2.1.2结构布置根据建筑功能的要求及建筑物的平面形状，本结构横向尺寸较短，纵向尺寸较长，故把框架结构横向布置，即采用横向框架承重方案。施工方案采用梁、板、柱整体现浇方案，楼梯采用整体现浇板式楼梯，基础采用柱下交叉条形基础。2.1.3初步截面尺寸本建筑的结构类型为钢筋混凝土框架结构，且建筑地处山东省东营市，抗震设防烈度为7度，根据《建筑抗震设计规范》（GB50001-2010)知，本建筑的抗震等级为三级。楼盖、屋盖均采用现浇钢筋混凝土结构，楼板厚度为120mm，板的混凝土强度等级均为C30，梁柱及基础的混凝土强度等级为C30，纵向受力钢筋采用HRB400，箍筋采用HPB300。根据建筑平面确定结构局部平面布置图如图2-1。图2-1结构平面布置图49 第２章结构布置及计算简图⑴柱截面尺寸估算：柱的截面尺寸估算公式:。—柱组合的轴压力设计值。—考虑地震作用组合后柱轴压力增大系数，边柱取1.3，不等跨内柱取1.25，等跨内柱取1.2。—按简支状态计算的柱的负载面积。—折算在单位面积上的重力荷载代表值，可近似取为12-16。—验算截面以上的楼层层数。—框架柱轴压比限值，对一级、二级、三级抗震等级，分别取0.7、0.8和0.9。—混凝土轴心抗压强度设计值。所以有则取柱的截面尺寸为。⑵梁截面尺寸估算：框架梁的截面尺寸确定时，应综合考虑竖向荷载大小、跨度、抗震设防烈度以及混凝土强度等级等多方面的因素。一般情况下，框架梁截面尺寸取值如下：由于横向梁的跨度分别为边跨，中跨，则取横向边跨梁，中跨梁。纵向梁最大跨度为，取ABE轴纵向梁截面尺寸均为，DE轴梁。⑶板厚确定：最小板厚==120mm，取板厚为120mm49 第２章结构布置及计算简图2.2框架计算简图2.2.1框架计算简图说明本设计基础选用柱下交叉条形基础，基础高度为，基础顶面距室外地面取⑥号轴线上的一榀框架进行计算，计算单元如图2-1所示。假定框架柱嵌固于基础顶面，框架梁与柱刚接，由于各层柱截面尺寸不变，故梁跨度等于柱截面形心轴线之间的距离。一层柱高从基础顶面算至二层楼面，其余各层柱高均为从本层楼面算至上层楼面，即首层柱高，其余各层柱高均为。图2-2轴线2—9线刚度计算简图（）2.2.2框架梁柱截面特性利用结构力学有关截面惯性矩及线刚度的概念计算柱的截面特性。以⑥轴线上的一榀框架为例计算梁柱的线刚度：混凝土的弹性模量：C30混凝土：49 第２章结构布置及计算简图⑴柱计算：一层柱：二、三、四、五层：⑵梁计算：⑥号轴线框架为中框架，则，各层梁截面尺寸均为边，中跨。令边跨i=1.0，则中跨i=1.228，首层柱i=1.583，其他层柱i=2.0由计算可知，结构计算简图如图2-2所示。49 第3章荷载计算第3章荷载计算3.1恒荷载标准值计算3.1.1屋面恒荷载（不上人屋面）4mm厚高聚SBS防水卷材20mm厚1:3水泥砂浆结合层100mm厚憎水性膨胀珍珠岩1:8水泥膨胀珍珠岩2%20mm厚1:3水泥砂浆找平120mm厚现浇钢筋混凝土屋面板15mm厚纸筋石灰抹底合计3.1.2楼面恒荷载3.1.2.1卫生间10mm厚瓷砖25mm厚水泥砂浆1.5mm厚聚氨脂防水涂料15mm厚水泥砂浆找平48mm厚细石混凝土找坡120mm厚现浇钢筋混凝土楼板15mm厚纸筋石灰抹底合计3.1.2.2其他房间瓷砖地面25mm厚干硬性水泥砂浆15mm厚1：3水泥砂浆找平120mm厚现浇钢筋混凝土楼板15mm厚纸筋石灰抹底合计49 第3章荷载计算3.1.3墙体、门、窗做法及自重3.1.3.1外墙1:3水泥砂浆打底搓平1:2.5水泥砂浆罩面蒸压粉煤加气混凝土砌块合计3.1.3.2内墙卫生间1:3水泥砂浆1:2.5水泥砂浆结合层1:2.5釉面砖，白水泥擦缝厚砌块合计其他房间厚1:0.5:4水泥砂浆厚1:0.5:4水泥砂浆厚砌块合计3.1.3.3门窗做法木门窗单位面积荷载铝合金窗单位面积荷载3.1.3.4梁自重横梁边跨中跨49 第3章荷载计算纵梁A、B、E轴C、D轴3.1.3.5女儿墙墙重外贴瓷砖水泥粉刷内墙合计3.1.3.6屋面及楼面可变荷载标准值屋面活荷载（不上人）0.5KN/m2，雪荷载0.2KN/m2，因此只考虑两者之间的大值。楼面活荷载0.5KN/m2；教室、会议室、办公室、厕所活荷载2.0KN/m2；资料室、走廊2.5KN/m23.2竖向荷载计算竖向荷载下框架受荷载总图如图3-1所示。图3-1竖向荷载下框架受荷载总图3.2.1B、C轴间框架梁49 第3章荷载计算3.2.1.1屋面板传荷载恒载:活载:3.2.1.2楼面板传荷载恒载:活载:3.2.1.3均布荷载屋面梁:楼面梁:3.2.2C、D轴间框架梁3.2.2.1屋面板传荷载恒载:活载:3.2.2.2楼面板传荷载恒载:活载:3.2.2.3均布荷载屋面梁:楼面梁:3.2.3D、E轴间框架梁49 第3章荷载计算3.2.3.1屋面板传荷载同3.2.1.1恒载:活载:3.2.3.2楼面板传荷载同3.2.1.2恒载:活载:3.2.3.3均布荷载同3.2.1.3屋面梁:楼面梁:3.2.4B、E轴纵向集中荷载标准层柱恒载=纵梁自重+板传荷载+女儿墙自重顶层柱活载=板传活载标准层柱恒载=纵梁自重+板传荷载+柱自重+墙自重（外墙）标准层柱活载=板传活载首层柱恒载=纵梁自重+板传荷载+墙自重+柱自重3.2.5C、D轴纵向集中荷载49 第3章荷载计算标准层柱恒载=纵梁自重+板传荷载顶层柱活载=板传活载标准层柱恒载=纵梁自重+板传荷载+柱自重+墙自重（外墙）标准层柱活载=板传活载首层柱恒载=纵梁自重+板传荷载+墙自重+柱自重综合以上情况，竖向受力如图3-1所示（括号内为活载）图3-2竖向荷载下计算简图3.3风荷载计算49 第3章荷载计算风压标准值wk=βzμzμsω03.3.1确定各系数值因为结构高度H=3.64+4.55=18.95m,b=7.82+3.0=18.6m,H/b<1.5。取βz=1.0。该结构平面为矩形，由规范得μs=1.3，风压高度变化系数μz可根据各楼层标高H，由规范查出μz，再有线性插值求出各层的μz，见表3-1。表3-1风荷载参数表层次βzμsZ(m)μzωoB(负载宽度)511.318.950.8190.454.8411.315.350.750.454.8311.311.750.740.454.8211.38.150.740.454.8111.34.550.740.454.83.3.2计算风荷载各层标高处的风荷载qz，基本风压ωo=0.45KN/m2，任取平面中的⑥号轴横向框架梁，其符合宽度b=4.8m。qz见表3-1。3.3.3将风荷载转化为节点集中荷载等效风荷载计算简图见图3-3图3-3等效节点集中风荷载计算简图（单位KN）49 第3章荷载计算3.4重力荷载代表值计算结构和构件的自重取楼面上下半层层高范围内（屋顶取顶层一半）结构及配件自重。屋面处重力荷载代表值=结构和构件自重标准值+0.5雪荷载代表值楼面处重力荷载代表值=结构和构件自重标准值+0.5活荷载代表值3.4.1各楼层结构和构件自重标准值计算3.4.1.1第5层重力荷载代表值(1)屋面恒载屋盖面积：女儿墙：(2)梁自重横梁边跨中跨纵梁B轴E、F轴C轴D轴梁重合计(3)柱的自重(4)上半层门窗重门自重：窗自重：门窗重合计(5)墙总重第五层上半层恒载重：顶层重力荷载代表值为：49 第3章荷载计算3.4.1.2第4层重力荷载代表值第五层下半层重力荷载(1)楼面重力荷载代表值：走廊重力荷载代表值：卫生间重力荷载代表值：合计(2)柱的自重(3)上半层门窗重门自重：窗自重：门窗重合计(4)墙总重第四层重力荷载代表值第五层下半层：第四层上半层：合计3.4.1.3第一层重力荷载代表值第1层重力荷载合计3.4.1.4其他层重力荷载代表值二、三层比四层多两个隔墙，所以49 第3章荷载计算3.5荷载效应计算3.5.1风荷载下的侧移计算⑴横向框架侧移刚度计算框架侧移刚度计算用D值法计算，在计算量的线刚度ib时，考虑到楼板对框架梁截面惯性矩的影响，中框架梁（两边有楼板）取Ib=2Io，边框架梁（一边有楼板）取Ib=1.5Io，所有梁柱的线刚度表见表3-2至表3-4。图3-4计算简图（单位KN）表3-2梁柱线刚度表(10-4Em)层次边框架梁中框架梁柱iBC,iDEiCDiBC,iDEiCDiC2-55.4266.6667.2348.88614.46715.4266.6667.2348.88611.45表3-3边框架柱侧移刚度D值表(10-4Em)层次边柱中柱KαCDαKαCDα2-50.3750.1582.1160.8360.2953.94910.4740.3942.6151.0560.5093.378表3-4中框架柱侧移刚度D值表(10-4Em)层次边柱中柱KαCDαKαCDα2-50.50.22.6791.1140.3584.79610.6320.432.8541.4080.6003.9849 第3章荷载计算⑵风荷载作用下水平侧移计算表3-5风荷载作用下层间剪力级水平侧移计算楼层i重力荷载代表值Gi(kN)楼层剪力VGi=∑Gi(kN)楼层侧移刚度Di层间位移ΔuGi=VGi/Di(m)楼层位移uGi=∑ΔuGi(m)μi/hi57051.67051.65340070.01320.21321/232147576.114627.75340070.02740.20001/99937614.822242.55340070.04170.17261/91427614.829857.35340070.05590.13091/773111504.041361.35513950.07500.07501/89257051.67051.65340070.01320.21321/2321（C30的弹性模量为3.0x104N/mm2）由规范可知水平荷载作用下框架允许的层间最大位移为1/773>1/1713满足要求。3.5.2水平地震作用下的侧移计算⑴横向框架自振周期计算按顶点位移法计算框架的自振周期式中----考虑填充墙影响的周期调整系数，取0.6～0.7。本工程取0.65。----框架顶点位移----框架的自振周期⑵横向地震作用采用顶点位移法：=UG5=0.0671；取影响系数=0.7，得结构基本自震周期=0.308s；由《抗震规范》可知Ⅲ类场地，7度第二组，结构的特征周期,地震影响系数，Tg=0.55s,结构阻尼比0.05；因为，所以49 第3章荷载计算表3-6横向框架各层总的抗侧移刚度计算表楼层i层高m柱号柱根数b*hmm2ic=EcIc/h104kN*ma53.60Z122500*50014.4670.5000.200Z2181.1140.358Z340.3750.158Z440.8360.2952~43.60Z12214.4670.5000.200Z2181.1140.358Z340.3750.158Z440.8360.29514.55Z12611.4500.6320.430Z2181.4080.600Z360.4740.394Z441.0560.509楼层i层高m柱号柱根数Dij*104(kN/m)∑Dij*104(kN/m)Di*104(kN/m)E*10753.60Z1220.84418.56553.4010.315Z2181.51127.1930.315Z340.6672.6660.315Z441.2444.9760.3152~43.60Z1220.84418.56553.4010.315Z2181.51127.1930.315Z340.6672.6660.315Z441.2444.9760.31514.55Z1260.89923.37455.1390.315Z2181.25422.5670.315Z360.8244.9420.315Z441.0644.2560.315横向框架顶点位移计算见表3-7（Z1(边柱)Z2（中柱）中框架柱;Z3(边柱)Z4（中柱）边框架柱）表3-7横向框架顶点位移计算楼层i重力荷载代表值Gi(kN)楼层剪力VGi=∑Gi(kN)楼层侧移刚度Di层间位移ΔuGi=VGi/Di(m)楼层位移uGi=∑ΔuGi(m)57051.67051.65340070.01320.213247576.114627.75340070.02740.200037614.822242.55340070.04170.172627614.829857.35340070.05590.1309111504.041361.35513950.07500.075049 第3章荷载计算横向地震作用下的剪力、侧移计算见表3-8。表3-8横向地震作用下的剪力、侧移计算表楼层i层高(m)Gi(kN)Hi(m)Gi*Hi∑Gi*HiFi(kN)Vi(kN)Di(kN/m)10-3Δuej(m)θe53.67051.618.95133628453799828.33828.335340071.5511/232143.67576.115.35116293720.881549.205340072.9011/99933.67614.811.7589474554.632103.835340073.9401/91423.676158.1562061384.702488.535340074.6601/77314.55115044.5552343324.462813.005513955.1021/892由规范可知地震作用下框架允许的层间最大位移为1/773>1/758满足要求。49 第4章内力计算第4章内力计算4.1风荷载作用下框架内力计算4.1.1风荷载作用下的内力由D值法计算结构在风荷载作用下的内力，计算过程及结果见表4-1。表4-1风荷载作用下柱端弯矩表层次边柱D/∑DVi△VyiM上M下50.2646.8991.8200.3004.5901.97040.26414.4813.8230.4008.2505.50030.26421.9625.7940.45011.4809.39020.26429.4437.7730.48014.54013.45010.29537.91111.1680.75020.66030.150层次中柱D/∑DVi△VyiM上M下50.4726.8993.2590.3607.5004.24040.47214.4816.8350.45013.54011.08030.47221.96210.3730.46020.11017.21020.47229.44313.8970.48025.99024.04010.41137.91115.5750.65034.42036.45049 第4章内力计算4.1.2梁端风荷载作用下的弯矩、剪力、轴力梁端风荷载弯矩、剪力、轴力见表4-2,其中λ=KR/（KR+KL）表4-2梁端风荷载弯矩、剪力、轴力（左右对称）位置梁端弯矩梁剪力梁端柱边剪力左跨M1右跨M2V左端V"1右端V"2DE跨54.593.37-1.11-1.11-1.11410.227.98-2.53-2.53-2.53316.9814.00-4.30-4.30-4.30223.9319.39-6.02-6.02-6.02134.1126.24-8.38-8.38-8.38CD跨54.13---1.38-1.38-1.3849.79---3.26-3.26-3.26317.19---5.73-5.73-5.73223.81---7.94-7.94-7.94132.22---10.74-10.74-10.74位置梁端柱边弯矩跨中弯矩轴力左端M"1右端M"2跨中M轴力E柱轴力D柱DE跨54.313.090.611.110.2749.597.351.123.631.01315.9012.921.497.942.43222.4317.892.2713.954.35132.0124.143.93522.336.71CD跨53.79--0----48.97--0----315.76--0----221.83--0----129.54--0----49 第4章内力计算4.1.3风荷载作用下内力图风荷载作用下框架的弯矩、剪力、轴力图见图4-1,4-2图4-1风荷载作用下的框架弯矩（单位KN.m）图4-2风荷载作用下的剪力、轴力(单位KN)4.2水平地震作用下框架内力计算4.2.1地震作用下柱弯矩以⑥轴横向框架为例进行计算，在水平地震作用下的框架柱弯矩计算采用D值法，其计算过程见表4-3表4-3水平地震作用下的中框架柱剪力和柱端弯矩标准值柱k层jhjVjDjDjkDjk/DjVjkyMtjkMbjkZ1(边柱)53.60828.335340070.8440.01613.0920.5000.30032.9914.1443.601549.205340070.8440.01624.4850.5000.40052.8935.2633.602103.835340070.8440.01633.2510.5000.45065.8453.8723.602488.535340070.8440.01639.3310.5000.48073.6367.9614.552813.005513950.8990.01645.8630.6320.75052.17156.5149 第4章内力计算Z2(中柱)53.60828.335340071.5110.02823.4381.1140.36054.0030.3843.601549.205340071.5110.02843.8361.1140.45086.7971.0133.602103.835340071.5110.02859.5291.1140.460115.7298.5823.602488.535340071.5110.02870.4141.1140.480131.82121.6814.552813.005513951.2540.02363.9741.4080.650101.88189.204.2.2水平地震作用下剪力、轴力水平地震作用下框架剪力、轴力见表4-4表4-4水平地震作用下的中框架梁端弯矩、剪力及柱轴力值楼层i进深梁走道梁边柱Z1中柱Z2lMlb(kN/m)Mrb(kN/m)ViEK(kN)lMlb(kN/m)Mrb(kN/m)ViEK(kN)NiEKNiEK57.2032.99124.2387.9483.00029.76429.76419.8427.94811.89447.2067.02752.59016.6133.00064.58064.58043.05324.56238.33437.20101.1083.81425.6823.000102.92102.92468.61650.24481.26827.20127.50103.4132.0703.000126.99126.98784.65882.314133.85617.20120.13100.3430.6213.000123.22123.21682.144112.935185.37849 第4章内力计算4.2.2水平地震作用下内力图地震作用下框架的弯矩、剪力、轴力图见图4-3,4-4图4-3水平地震作用下的框架弯矩图（单位KNm）图4-4水平地震作用下的剪力、轴力（单位KN）4.3恒载作用下框架内力计算4.3.1计算方法选用本工程荷载作用下的内力计算采用弯矩二次分配4.3.2用弯矩分配法计算梁柱端弯矩4.3.2.1注意：除底层外柱的线刚度需要乘以修正系数0.9，并且除底层柱外其它各层的弯矩传递系数取1/3.修正后的梁柱线刚度见表4-5表4-5梁柱线刚度表（10-4E.m3）层次边框架梁中框架梁柱iBC,iDEiCDiBC,iDEiCDiC2-55.4266.6667.2348.88614.46715.4266.6667.2348.88611.454.3.2.2⑥轴框架梁柱相对转动刚度:框架梁边跨中跨框架柱首层边跨中跨其他层边跨中跨49 第4章内力计算4.3.2.3框架梁柱分配系数表4-5⑥轴框架梁柱分配系数分配系数μ=s/∑sik节点∑sikμ左梁μ右梁μ上柱μ下柱左边柱18+4=12-0.333-0.66724+8+8=20-0.20.40.434+8+8=20-0.20.40.444+8+8=20-0.20.40.454+8+6.332=18.332-0.2180.4360.346左中柱64+8+4.912=16.9120.2370.29-0.47374+8+8+4.912=24.9120.1610.1970.3210.32184+8+8+4.912=24.9120.1610.1970.3210.32194+8+8+4.912=24.9120.1610.1970.3210.321104+8+4.912+6.332=23.2440.1720.2110.3440.2734.3.2.4恒载作用下梁端固端弯矩顶层左边跨梁中跨梁右边跨梁其他层左边跨梁中跨梁右边跨梁49 第4章内力计算4.3.2.5恒载作用下弯矩二次分配图根据竖向恒载数据及梁柱转动刚度利用弯矩二次分配法求出内力如图所示图4-5恒载作用下弯矩二次分配4.3.3跨中弯矩计算根据求得的支座处弯矩和个夸的是集合在分布，按平衡条件计算，框架梁在实际荷载作用下按简支梁计算的跨中弯矩Mo，并查静力手册，在实际荷载分布下，框架的跨中弯矩计算按M=Mo-（M左+M右）/2。结果见表4-7。49 第4章内力计算表4-7实际荷载分布下分层法各单元跨中计算表位置按简支梁跨中弯矩分配后框架梁跨中弯矩左跨M1右跨M2跨中MDE跨5148.13-77.7189.2064.684106.27-70.0470.6635.923106.27-66.2868.8138.732106.27-66.5468.9238.541106.27-62.5666.9341.53CD跨513.04-27.4626.46-13.92414.69-10.4716.241.34314.69-12.8117.82-0.63214.69-12.6718.21-0.75114.69-15.3621.46-3.72BC跨5148.13-90.0279.1463.554138.54-91.4389.4948.083138.54-90.1286.6050.182138.54-89.8086.9350.181138.54-87.6781.8153.804.3.4梁端剪力、梁端柱边剪力及梁端柱边弯矩4.3.4.1梁端剪力计算用平衡条件可求出的梁端剪力及梁端柱边剪力。取DE跨梁为隔离体，DE跨为梯形荷载qDE1与均布荷载qDE2的叠加如图，受力分析如图，计算公式为：图4-6荷载分布及计算简图49 第4章内力计算计算结果见表4-94.3.4.2梁端柱边剪力计算取柱轴心至柱边这一端梁为隔离体，由平衡条件可求出的梁端柱边的剪力值，对DE跨梁取图为隔离体，荷载为均布荷载g1与三角形g2的叠加，荷载由竖向力平衡及几何条件，可得4.3.4.3梁端柱边弯矩计算为内力组合做准备，需将梁端弯矩换算为梁端柱边弯矩，对本工程按下式计算计算结果见表4-10表4-9梁端剪力位置按简支梁跨中弯矩荷载梁端剪力梁荷载g1板荷载g2左端剪力V1右端剪力V2DE跨5148.132.50024.89067.12-70.954106.272.50016.99049.88-50.083106.272.50016.99049.56-50.402106.272.50016.99049.58-50.381106.272.50016.99049.25-50.71CD跨513.041.87515.55814.48-14.48414.691.87517.07015.62-15.62314.691.87517.07015.62-15.62214.691.87517.07015.62-15.62114.691.87517.07015.62-15.62BC跨5148.132.50024.89070.85-67.224138.547.48016.99068.23-67.583138.547.48016.99068.49-67.322138.547.48016.99068.39-67.4349 第4章内力计算1138.547.48016.99068.88-66.93表4-10梁端柱边弯矩位置梁端剪力梁端柱边剪力梁端柱边弯矩左端剪力V1右端剪力V2左端V"1右端V"2左端M"1右端M"2DE跨567.12-70.9566.17-71.90-61.1771.23449.88-50.0849.03-50.93-57.7857.93349.56-50.4048.71-51.25-54.1056.00249.58-50.3848.74-51.22-54.3656.11149.25-50.7148.41-51.55-50.4654.04CD跨514.48-14.4813.70-15.26-24.0322.64415.62-15.6214.80-16.43-6.7712.13315.62-15.6214.80-16.43-9.1113.71215.62-15.6214.80-16.43-8.9714.10115.62-15.6214.80-16.43-11.6617.35BC跨570.85-67.2269.90-68.17-72.5562.10468.23-67.5866.14-69.68-74.8972.07368.49-67.3266.40-69.41-73.5269.25268.39-67.4366.30-69.52-73.2369.55168.88-66.9366.79-69.02-70.9764.5549 第4章内力计算4.3.5柱轴力计算柱轴力可通过对梁端剪力、纵向梁传来剪力和柱自重叠加得到。柱轴力的计算过程见表4-11表4-11恒载作用下柱轴力计算层数E柱D柱柱自重G每层竖向力P轴力NA(KN)柱自重G每层竖向力P轴力NA(KN)522.5112.11顶部112.1122.5137.7顶部137.7底部134.61底部160.2422.5110.99顶部245.622.5141.36顶部301.56底部268.1底部324.06322.5110.99顶部379.0922.5141.36顶部465.42底部401.59底部487.92222.5110.99顶部512.5822.5141.36顶部629.28底部535.08底部651.78128.44116.93顶部652.0128.44147.3顶部799.08底部680.45底部827.5249 第4章内力计算4.3.6弯矩调幅本工程考虑梁端弯矩调幅，调幅系数，恒载作用下的梁剪力、柱轴力见图4-8，调幅后的梁端柱边弯矩及跨中弯矩见图4-9。图4-7恒载作用下的剪力图（KN）图4-8恒载作用下经调幅的柱边弯矩图(KNm)图4-9恒载作用下的轴力图（KN）49 第4章内力计算4.4活载作用下的内力计算活载同时作用于所有框架梁上，不考虑活载的不利布置并采用弯矩二次分配法，跨中弯矩乘以1.1-1.2的放大系数，以考虑其不利布置。4.4.1活载作用下梁端固端弯矩顶层左边跨梁中跨梁右边跨梁其他层左边跨梁中跨梁右边跨梁4.4.2内力计算活载作用下的梁端弯矩、剪力、柱轴力计算过程与恒载作用下的计算过程完全一样。计算过程不再累述。叠加后的框架梁端弯矩柱弯矩见图4-10表4-12活载作用下框架梁的计算位置分配后框架梁跨中弯矩荷载梁端剪力梁端柱边剪力左跨M1右跨M2跨中M板荷载g2左端剪力V1右端剪力V2左端V"1右端V"2DE跨5-8.268.864.142.405.69-5.895.66-5.924-29.9334.8618.489.6022.33-24.022.21-24.13-30.7235.0417.999.6022.44-23.922.31-24.02-30.8435.0717.929.6022.45-23.822.33-24.01-28.9234.7519.049.6022.18-24.122.06-24.2CD跨5-4.664.66-3.601.501.13-1.131.10-1.164-21.8421.84-16.567.505.63-5.635.48-5.783-21.6621.66-16.387.505.63-5.635.48-5.782-21.6321.63-16.357.505.63-5.635.48-5.781-22.3222.32-17.047.505.63-5.635.48-5.78BC跨5-8.868.264.142.405.89-5.695.86-5.724-34.8629.9318.489.6023.98-22.323.85-22.53-35.0430.7217.999.6023.88-22.423.75-22.62-35.0730.8417.929.6023.86-22.523.74-22.61-34.7528.9219.049.6024.13-22.224.00-22.349 第4章内力计算表4-13活荷载作用下的梁端柱边弯矩计算位置梁端柱边剪力梁端柱边弯矩左端V"1右端V"2左端M"1右端M"2DE跨55.66-5.92-6.857.38422.21-24.10-24.3828.83322.31-24.00-25.1429.04222.33-23.99-25.2629.07122.06-24.25-23.4128.69CD跨51.10-1.16-4.394.3745.48-5.78-20.4720.4035.48-5.78-20.2920.2225.48-5.78-20.2620.1915.48-5.78-20.9520.88BC跨55.86-5.72-7.406.83423.85-22.46-28.9024.32323.75-22.56-29.1025.08223.74-22.58-29.1425.20124.00-22.31-28.7523.34风荷载作用下的柱边弯矩计算见表4-14表4-14风荷载作用下的柱边弯矩位置梁端弯矩梁剪力梁端柱边剪力梁端柱边弯矩跨中弯矩左跨M1右跨M2V左端V"1右端V"2左端M"1右端M"2跨中MDE跨54.593.37-1.11-1.11-1.114.313.090.61410.227.98-2.53-2.53-2.539.597.351.12316.9814.00-4.30-4.30-4.3015.9012.921.49223.9319.39-6.02-6.02-6.0222.4317.892.27134.1126.24-8.38-8.38-8.3832.0124.143.935CD跨54.13---1.38-1.38-1.383.79--049.79---3.26-3.26-3.268.97--0317.19---5.73-5.73-5.7315.76--0223.81---7.94-7.94-7.9421.83--0132.22---10.74-10.74-10.7429.54--0调整后的风荷载作用下的弯矩见图4-11地震作用下的柱边弯矩计算见表4-15调整后的地震作用下的弯矩见图4-1249 第4章内力计算图4-10风荷载作用下经调幅后的柱边弯矩图图4-11水平地震作用下经调幅后的柱边弯矩图图4-12活载作用下经调幅后的柱边弯矩图49 第5章内力组合第5章内力组合5.1控制界面根据上一章的计算结果，可进行框架各控制界面的内力组合，其中梁的控制截面为梁端及跨中，柱为柱边，由于不对称每层九个控制截面。5.2内力组合各控制界面的内力组合及其调整过程见附表A-1A-2图5-1梁柱控制界面49 第6章截面设计第6章截面设计6.1梁的截面设计设计梁下部的正弯矩钢筋时，由梁跨中及支座最大正弯矩根据矩形截面梁确定，设计梁上部的负弯矩钢筋时由支座负弯矩根据矩形截面梁确定。边跨：b=250mmh=500mm中跨：b=250mmh=400mm梁在跨中截面正弯矩作用下按T型计算，梁在支座处正弯矩作用下按T型截面计算，在支座处负弯矩作用下安矩形截面计算。梁的翼缘宽度bf"取下列最小值2400mm：梁的有效高度：边跨：h0=620-35=585mm中跨：h0=520-35=485mm采用C30混凝土（fc=14.3N/mm2,ft=1.43N/mm2）纵筋采用HRB400(fy=360N/mm2)箍筋采用HPB300（fy=270N/mm2）梁的正截面斜截面计算见表6-1表6-1第五层梁正截面计算截面D支座跨中右边支座C左边支座C跨中右边支座BrRE*M+M-M-M+M-M-M-M+M-M-M4.4-44.0-235.2-43.2-28-88.684.1-28-71.8截面类型一类T形矩形矩形一类T形矩形矩形矩形一类T形矩形矩形截面尺寸（mm2）1000*520250*520250*5201000*520250*520250*620250*6202400*620250*620250*6200.00.10.00.00.10.00.10.00.00.125.225913430254135437401137352325325260325325388388310388388选筋2c182c202c202c182c202c202c202c182c202c20实配As(mm2)50962862850962862862850962862849 第6章截面设计表6-2第四层梁正截面计算截面D支座跨中右边支座C左边支座C跨中右边支座BrRE*M+M-M-M+M-M-M-M+M-M-M39.5-65.5-18.935.4-69.6-7.1-129.580.4-17.4-111截面类型一类T形矩形矩形一类T形矩形矩形矩形一类T形矩形矩形截面尺寸（mm2）1000*520250*520250*5201000*520250*520250*620250*6202400*620250*620250*6200.00.10.00.00.10.00.10.00.00.122739110920441633.665138383.3557325325260325325387387310387387选筋2c182c202c202c182c202c202c202c182c202c20实配As(mm2)509628628509628628628509628628表6-3第三层梁正截面计算截面D支座跨中右边支座C左边支座C跨中右边支座BrRE*M+M-M-M+M-M+M-M+M+M-M68.9-98.4-2165.4-10224.5-16082.512.9-138截面类型一类T形矩形矩形一类T形矩形一类T形矩形一类T形一类T形矩形截面尺寸（mm2）1000*520250*520250*5201000*520250*5202400*620250*6202400*6202400*620250*6200.00.10.00.00.10.00.10.00.00.139860012437862314181747874.0697325325260325325325325260325325选筋2c204c184c182c204c182c204c182c202c204c18实配As(mm2)6281018101862810186281018628628101849 第6章截面设计表6-4第二层梁正截面计算截面D支座跨中右边支座C左边支座C跨中右边支座BrRE*M+M-M-M+M-M+M-M+M+M-M88.6-117.8-21.284.7-121.749.3-183.783.530.2-155.9截面类型一类T形矩形矩形一类T形矩形一类T形矩形一类T形一类T形矩形截面尺寸（mm2）1000*520250*520250*5201000*520250*5202400*620250*6202400*6202400*620250*6200.00.20.00.00.20.00.20.00.00.1514729123491756284949484173794325325260325325325325260325325选筋2c204c184c182c204c182c204c182c202c204c18实配As(mm2)62810181018628101862810186286281018表6-5首层梁正截面计算截面D支座跨中右边支座C左边支座C跨中右边支座BrRE*M+M-M-M+M-M+M-M+M+M-M83.1-117.1-25.578.9-121.444.4-175.088.732.1-148.7截面类型一类T形矩形矩形一类T形矩形一类T形矩形一类T形一类T形矩形截面尺寸（mm2）1000*520250*520250*5201000*520250*5202400*620250*6202400*6202400*620250*6200.00.20.00.00.20.00.20.00.00.1482725148457754256901515184755325325260325325325325260325325选筋2c204c184c182c204c182c204c182c202c204c18实配As(mm2)6281018101862810186281018628628101849 第6章截面设计说明：1.矩形截面：。2.最小配筋率：支座处取0.25和中的较大值；跨中取0.2和中的较大值。3.，，。4.与地震组合有关的弯矩调整系数取0.75。表6-8斜截面梁的计算层次543控制截面12345VGb19.87.943.116.668.6梁端弯矩左5.937.552.69.491.9--58.6118.187.3172.9131.1梁端弯矩右57.695.892.7148.9135.8--6.937.947.222.987.2梁端顺时作用剪力47.829.8107.042.6168.8梁端逆时作用剪力48.733.6102.248.8164.7组合剪力最不利值44.997.779.2118.7112.4最终剪力选择V48.797.7102.2118.7164.7b250.0250.0250.0250.0250.0ho485.0585.0485.0585.0485.0rRE0.90.90.90.90.9fc14.314.314.314.314.3ft1.41.41.41.41.4fyv270.0270.0270.0270.0270.0hw/b=1.4<5是否满足0.25*βc*fc*b*ho>V433.5522.8433.5522.8433.5是否满足0.7*ft*b*ho>V121.4146.4121.4146.4121.4若满足仅按构造配筋,满足最小配筋率ρsv.mian=0.24*ft/fv0.0010.0010.0010.0010.001Asv/(b*s)>ρsv.mian=0.24*ft/fv,箍筋计算Asv/s0.320.320.320.32--若不满足箍筋计算Asv/s=(V-0.7*ft*b*ho)/(fyv*ho)--------0.33剪跨比验算(0.20βfcbho/r)>V408.0492.1408.0492.1408.049 第6章截面设计续表6-8层次543承载力验算(0.42*ft*b*ho+1.25*fyv*ho*Asv/s)/rRE>V146.9177.2146.9177.2149.4三级框架要求加密区箍筋直径d8.08.08.08.08.0加密区箍筋最大间距s=min{h/4,8d,150}=130mm,s取值100.0100.0100.0100.0100.0综上加密区选取双肢箍φ8@100，Asv/s=n*Asv1/s1.0061.0061.0061.0061.006选配钢筋双肢箍φ8双肢箍φ8双肢箍φ8双肢箍φ8双肢箍φ8加密区<130mm100100100100100非加密区<250mm200150200150200ρ0.0040.0040.0040.0040.004ρmin0.0010.0010.0010.0010.001续表6-8层次321控制截面678910VGb25.784.732.182.130.6梁端弯矩左32.7118.165.8110.959.2--213.5157.0244.9156.1233.3梁端弯矩右184.0162.3207.8161.8198.2--17.2112.940.2105.142.7梁端顺时作用剪力61.3208.077.0202.172.9梁端逆时作用剪力63.5203.478.9197.175.9组合剪力最不利值130.2133.2138.7130.0136.0最终剪力选择V130.2203.4138.7197.0136.0b250.0250.0250.0250.0250.0ho585.0485.0585.0485.0585.0rRE0.90.90.90.90.9fc14.314.314.314.314.3ft1.41.41.41.41.4fyv270.0270.0270.0270.0270.0hw/b=1.4<5是否满足0.25*βc*fc*b*ho>V522.8433.5522.8433.5522.8是否满足0.7*ft*b*ho>V146.4121.4146.4121.4146.4满足最小配筋率ρsv.mian=0.24*ft/fv0.0010.0010.0010.0010.00149 第6章截面设计续表6-8层次321Asv/(b*s)>ρsv.mian=0.24*ft/fv,箍筋计算Asv/s0.320.320.32若不满足箍筋计算Asv/s=(V-0.7*ft*b*ho)/(fyv*ho)0.630.58(0.20βfcbho/r)>V492.1408.0492.1408.0492.1(0.42*ft*b*ho+1.25*fyv*ho*Asv/s)/rRE>V177.2206.3177.2196.9177.2加密区箍筋直径d8.08.08.08.08.0加密区箍筋最大间距s=min{h/4,8d,150}=130mm,s取值100.0100.0100.0100.0100.0综上加密区选取双肢箍φ8@100，Asv/s=n*Asv1/s1.0061.0061.0061.0061.006选配钢筋双肢箍φ8双肢箍φ8双肢箍φ8双肢箍φ8双肢箍φ8加密区<130mm100100100100100非加密区<250mm150200150200150ρ0.0040.0040.0040.0040.004ρmin0.0010.0010.0010.0010.0011.剪力设计值：2.梁的截面组合的剪力值应满足3.最小配筋率：6.2柱截面设计根据内力组合的结果，即可选择各截面的最不利内力进行截面的配筋计算。必须指出的是柱的内力组合所得到的内力并不一定是最不利内力。例如对于大偏心受压的情况，可能是N较小但不是最小而M又较大时更危险，因此必要时应根据界面大小偏压的情况重新组合，做出最不利的一组内力配筋。根据计算结果，同时考虑构造要求，确定有关控制界面的钢筋。采用C30（fc=14.3N/mm2，ft=1.43N/mm2）混凝土，混凝土保护层厚度取30mm，纵筋采用HRB400（fy=360N/mm2）。柱的轴压比验算：满足要求。同理其余各柱均满足。49 第6章截面设计6.2.1柱的正截面设计表6-9柱正截面计算--柱截面计算第5层柱截面计算第4层柱截面计算第3层柱截面计算----中柱边柱中柱边柱中柱边柱内力M146.79141.10146.23109.35214.67140.50N197.62190.54402.76407.57797.75634.38rRE0.750.750.750.750.750.75内力M*rRE110.09105.83109.6782.01161.00105.38N*rRE148.22142.91302.07305.68598.31475.79e0=M/N742.79740.53363.07268.30269.09221.48ea=max(20,h/30)20.0020.0020.0020.0020.0020.00ei=e0+ea762.79760.53383.07288.30289.09241.48ζ1=0.5fcA/N9.9510.324.884.822.463.10ζ11.001.001.001.001.001.00底层l0=1.0H，其余层l0=1.25H4500.004500.004500.004500.004500.004500.0l0/h9.009.009.009.009.009.00ζ21.061.061.061.061.061.06最终ζ21.001.001.001.001.001.001.041.041.071.091.091.11ηei>0.3*ho=139.5mm789.69787.43409.97315.20316.00268.38e=ηei+h/2-a1004.691002.43624.97530.20531.00483.38e"=ei-h/2+as"547.79545.53168.0773.3074.0926.48Nb=α1*fc*b*ξb*ho1722.221722.221722.221722.221722.221722.2ξb*ho240.87240.87240.87240.87240.87240.87x=N/(α1*fc*b)20.7319.9942.2542.7583.6888.72偏心类型x=N/(α1*fc*b)<ξb*ho大大大大大大2as’70.0070.0070.0070.0070.0070.00x是否大于2as’否否否否是是As=As"524.49503.61500.00500.00500.00500.00As+As"1048.981007.221000.001000.001000.001000.00选配钢筋4C18+4C184C18+4C184C18+4C184C18+4C184C18+4C184C18+4C18实配钢筋203620362036203620362036ρminbh=0.0055*b*h1375.001375.001375.001375.001375.001375.049 第6章截面设计续表6-9--柱截面计算第2层柱截面第1层柱截面----中柱边柱中柱边柱内力M264.03248.79305.27288.18N1105.62875.501429.931122.55rRE0.750.750.750.75内力M*rRE198.02186.59228.95216.14N*rRE829.22656.631072.45841.91e0=M/N238.81284.17213.49256.72ea=max(20,h/30)20.0020.0020.0020.00ei=e0+ea258.81304.17233.49276.72ζ1=0.5fcA/N1.782.251.381.75ζ11.001.001.001.00底层l0=1.0H，其余层l0=1.25H4500.004500.003600.003600.00l0/h9.009.007.207.20ζ21.061.061.081.08最终ζ21.001.001.001.001.101.091.071.06ηei>0.3*ho=139.5mm285.71331.07250.70293.94e=ηei+h/2-a500.71546.07465.70508.94e"=ei-h/2+as"43.8189.1718.4961.72Nb=α1*fc*b*ξb*ho1722.221722.221722.221722.22ξb*ho240.87240.87240.87240.87x=N/(α1*fc*b)115.9791.84149.99117.75偏心类型x=N/(α1*fc*b)<ξb*ho大大大大2as’70.0070.0070.0070.00x是否大于2as’是是是是是501.91538.66524.45559.17As=As"501.91538.66524.45559.17--As+As"1003.821077.321048.901118.34选配钢筋2C24+2C202C24+2C202C24+2C202C24+2C20实配钢筋1610.001610.001610.001610.00ρminbh=0.0055*b*h1375.001375.001375.001375.0049 第6章截面设计说明：1.2.表中与地震组合有关的弯矩调整系数的轴压比大于0.5时，系数取0.8，小于0.5时，系数取0.75。3.若大于1，则取,若，取4.柱采用对称配筋6.2.2柱的斜截面设计表6-10柱斜截面计算柱中柱层次54321Mct6.3979.43146.67173.06139.80146.79146.23244.47272.51204.54Mcb7.0254.70214.67264.03305.2786.01129.93165.47202.62334.23rRE0.850.850.850.850.85Vmax=ηVC(Mct+Mcb)/Hn93.74111.21165.08191.33216.95VrRE79.6894.52140.32162.63184.410.2bβ0fch0>Vmax664.95664.95664.95664.95664.95N(KN)197.62190.54402.76407.57797.750.3Afc1072.501072.501072.501072.501072.50λ=Hn/(2*h0)3.203.203.203.203.20λ（取值）3.003.003.003.003.00Asv/S-0.69-0.69-0.69-0.69-0.69Asv/S<0<0<0<0<0加密区配筋Φ8@100Φ8@100Φ8@100Φ8@100Φ8@100非加密区配筋Φ8@200Φ8@200Φ8@200Φ8@200Φ8@200说明：1.最小配筋率2.49 第6章截面设计6.3板结构设计6.3.1设计资料采用现浇钢筋混凝土楼盖结构，取标准层的板进行设计，见下图，标准区格板A、B、C、D，板厚采用120mm，屋面活载的标准值为2.0KN/m2，走道活载标准值为2.5KN/m2，采用C30混凝土，板中配筋采用HRB335，按双向板弹性理论进行设计。图6-1板的标准层区格图6.3.2荷载设计值计算走道：6.3.3计算跨度中跨：l0=lc(轴线间距离)边跨：l0=min(l0+h+b/2,1.025ln+b/2),其中ln板的净跨度，h为板厚，b为第一内支座宽度。将各区板的计算跨度列入6.3.4弯矩计算跨中最大正弯矩发生在活载为棋盘式布置时，为当支座固支时g+q/2作用下的跨中弯矩与当内支座简支时q/2作用下的跨中弯矩值两者之和。支座最大负弯矩为内支座固支时g+q作用下的跨中弯矩。考虑泊松比的影响取为v=0.2.49 第6章截面设计表6-11各区格板的计算跨度区格ABCDl014.614.83.02.81l027.017.014.614.61l01/l020.660.680.650.61A区格板：l01/l02=0.66查表得B区格板：l01/l02=0.68查表得49 第6章截面设计C区格板：l01/l02=0.65查表得D区格板：l01/l02=0.61查表得6.3.5截面设计板的保护层厚度为20mm截面有效高度：l01方向跨中截面有效高度h01=100mml02方向跨中截面有效高度h02=90mm支座截面的h0=90mm假如，对区格的跨中弯矩及D-D支座截面弯矩折减20%。49 第6章截面设计表6-12各区格板配筋计算项目---ho(mm)m(KN*m)As(mm2)选配钢筋间距（mm）实有As(mm2)--跨中A区格lo1方向1009.12320.00φ8160314.38157.18lo2方向904.77185.96φ8200251.50270.48B区格lo1方向1009.29325.96φ8160314.38154.31lo2方向904.32168.42φ8200251.50298.65C区格lo1方向1003.75131.58φ8160314.38382.28lo2方向901.6363.55φ8200251.50791.53D区格lo1方向1003.296115.65φ8160314.38434.93lo2方向901.50458.64φ8200251.50857.84支座D-D--100-4.752166.74φ8200251.50301.67D-B--100-7.62267.37φ8160314.38188.12D-C--100-4.58160.70φ8200251.50313.00C-A--100-16.91593.33φ880628.7584.77B-B--100-9.384329.26φ880628.75152.76B-A--100-14.19497.89φ880628.75101.0249 第7章楼梯设计第7章楼梯设计采用现浇板式楼梯，层高3.6m，踏步尺寸，采用C30混凝土，梁受力钢筋HRB400，板受力钢筋HRB335，楼梯上均布活载标准值2.07.1梯段板设计7.1.1确定板厚板厚：h=ln/25--ln/30=3300/25--3300/30=132:110,取h=120mm板倾斜角，则7.1.2取一米板带进行设计。7.1.2.3荷载计算恒载：20mm水泥砂浆面层三角形踏步混凝土斜板板底抹灰恒载标准值：恒载设计值：活载：活载标准值：活载设计值：荷载总计：68 第7章楼梯设计7.1.2.4内力计算跨中弯矩：配筋计算板保护层厚度取25mm，有效高度选，每踏步配一根分布筋7.2平台板设计7.2.1确定板厚板厚h=70mm，板跨度l0=2.06m取一米宽板带进行设计。7.2.2荷载计算7.2.2.1恒载：20mm水泥砂浆面层70mm厚混凝土板板底抹灰恒载标准值：恒载设计值：活载：活载标准值：活载设计值：68 第7章楼梯设计7.2.2.1内力计算跨中弯矩：配筋计算板保护层厚度取20mm，有效高度选，7.3平台梁设计7.3.1确定梁的尺寸梁宽取250mm，梁高取400mm梁跨度为l0=4.8m7.3.1.1荷载计算梁自重梁侧粉刷平台板传来梯段板传来合计7.3.1.2内力计算弯矩设计值：剪力设计值：68 第7章楼梯设计7.3.1.3配筋计算平台梁按倒L形梁计算：梁有效高度：所以属于第一类T形梁选,因此只按构造配筋选7.4小柱设计集中荷载：按正截面受压进行设计，采用HRB400钢筋截面尺寸为底层柱：因此按构造配筋。选配：68 第8章基础设计第8章基础设计基础按柱下条形基础计算，基础采用C30混凝土，基础梁高取1000mm，翼缘高取300mm，保护层厚度取40mm，垫层采用C15细石混凝土，地下水1.2m，土的重度为18.3KN/m3，饱和重度为19.4KN/m3，地基承载力设计值为110KPa。8.1确定基础底面尺寸基础埋深为1.5m，假设地面宽度小于3m，地下水位为1.2m，由基础在地下水位以下，则修正后的地基承载力特征值为：设基础端伸出长度为边跨的0.25倍，则BC跨：取为2000mmDE跨：取为2000mm基础总长度为边柱轴力标准值：P1=1122.55KN中柱轴力标准值：P2=1429.93KN基础底面积为由底面积和基地形状判断，取bf=2.4m基础底面形状截面尺寸见图8.2基础上的荷载分配基础梁的截面尺寸相同，则抗弯刚度相同，令则：边柱轴力设计值：中柱轴力设计值：68 第8章基础设计图8-1基础底面形状和截面图内柱节点D、C边柱节点B、E，68 第8章基础设计8.3基础内力计算8.3.1计算基地净反力在对称荷载下，基地反力为均匀分布，单位长度的基地反力为8.3.2基础弯矩计算B、E截面处弯矩C、D截面处弯矩弯矩分配法计算过程见表8-1。表8-1弯矩分配法计算过程表节点--BCDE分配系数010.2940.7060.7060.29410固端弯矩477.1-1030.5-1030.5-178.9178.9-1030.51030.5-477.1分配--553.4---------553.4--传递----276.6-----276.6----分配-----331.7-796.6796.6331.7----传递------395.3-398.3------分配-----117.1-304.6304.6117.1----传递------152.3-152.3------分配-----44.8-107.6107.644.8----68 第8章基础设计传递471.1-471.1813.6-837.1837.1-813.6477.1-477.18.3.3基础剪力计算B截面左面的剪力为取BC作为隔离体求B截面的支座反力对C取矩：C支座反力取CD为隔离体跨中最大弯矩计算按跨中剪力为零的条件求跨中弯矩BC段：CD段对称所以最大弯矩在跨中：基础的弯矩剪力图68 第8章基础设计477.1813.6813.6477.1894.0686.9894.0图8-2基础弯矩图861.1357.8808.8477.1861.1357.8808.8477.1图8-3基础剪力图8.4基础配筋计算8.4.1正截面抗弯承载力验算计算过程见表8-2表8-2正截面抗弯承载力验算截面B支座BC跨中C支座CD跨中M477.1894.0813.6894.0rRE0.80.80.80.8a11111fc14.314.314.314.3b300300300300ho940940940940as0.1030.2870.2650.16868 第8章基础设计续表8-2截面B座BC跨中C支座CD跨中ξ0.1090.3470.3150.185ξb0.5180.5180.5180.518γ0.9460.8260.8430.907ft1.4301.4301.4301.430fy360.000360.000360.000360.000As1220388935252074选配钢筋4C228C228C226C22实际钢筋1520392739272281ρ=As/(bho)0.541.391.390.81ρmin0.250.250.250.25说明：1.矩形截面：。2.最小配筋率：支座处取0.25和中的大值；跨中取0.2和中的较大值。3.，，。4.与地震组合有关的弯矩调整系数取0.75。8.4.2斜截面设计基础地面横向分布筋计算取一米板带进行计算选,68 致谢本次毕业设计已接近结束，经过半年的设计和整理，由于经验的匮乏，难免有许多考虑不周全的地方，感谢老师的督促指导以及一路支持我帮助我的同学们，如果没有你们想要完成这个设计是难以想象的。感谢与我并肩作战的舍友与同学们，感谢关心我支持我的朋友们给我支持和鼓励，感谢你们。特别感谢我的指导老师平日里工作繁多并且需要照顾家庭，但在我做毕业设计的关键阶段给予了悉心的指导。我的毕业设计能够顺利完成，离不开各位老师的悉心指导和同学们的热情帮助，在此，我对各位老师和同学表示衷心的感谢！68 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本科毕业设计(论文)附表A-1层数控制截面内力类型恒载活载风载水平地震荷载恒载+活载恒载+活载+风载重力荷载代表重力荷载+地震作用重力荷载+地震作用左右左右1.2SGK+1.4SQK1.3SGK+0.7×1.4×SQK1.2SGK+0.9×1.4×（SQK+SWKl）1.2SGK+0.9×1.4×（SQK+SWKr）1.35SGK+1.4×（0.7SQK+0.6SWKl）1.35SGK+1.4×（0.7SQK+0.6SWKr）SGE=SGK+0.5SQK1.3SEhkl+1.2SGE1.3SEhkr+1.2SGE1.3SEhkl-1.0SGE1.3SEhkr-1.0SGEγRE(1.3SEhkl+1.2SGE)γRE(1.3SEhkr+1.2SGE)γRE(1.3SEhkl-1.0SGE)γRE(1.3SEhkr-1.0SGE)第五层1M-51.99-5.824.31-4.3131-31-70.54-73.29-64.29-75.15-72.27-79.51-54.90-25.58-106.18-14.60-95.20-19.19-79.64-10.95-71.40V66.175.66-1.111.11-7.9487.94887.3391.5785.1487.9393.9495.8169.0072.4793.1358.6779.3354.3569.8544.0059.502M68.954.370.61-0.614.371-4.37188.8693.9289.0187.4897.8896.8571.1491.0479.6876.8265.4568.2859.7657.6149.09V---------------------3M-60.54-6.27-3.093.09-22.2522.25-81.43-84.85-84.44-76.65-90.47-85.28-63.68-105.34-47.49-92.60-34.75-79.00-35.61-69.45-26.06V-71.9-5.92-1.111.11-7.9487.948-94.57-99.27-95.14-92.34-103.80-101.93-74.86-100.16-79.50-85.19-64.53-75.12-59.62-63.89-48.404M-20.13-3.733.79-3.7924.803-24.803-29.38-29.82-24.08-33.63-27.65-34.01-22.005.85-58.6410.25-54.244.39-43.987.69-40.68V13.71.1-1.381.38-19.89219.89217.9818.8916.0919.5618.4120.7314.25-8.7642.96-11.6140.11-6.5732.22-8.7130.085M-14.51-3.610000-22.47-22.40-21.96-21.96-23.13-23.13-16.32-19.58-19.58-16.32-16.32-14.68-14.68-12.24-12.24V---------------------6M-19.25-3.72-3.793.79-24.80324.803-28.31-28.67-32.56-23.01-32.82-26.45-21.11-57.586.91-53.3511.13-43.185.18-40.028.35V-15.26-1.16-1.381.38-19.89219.892-19.94-20.97-21.51-18.03-22.90-20.58-15.84-44.876.85-41.7010.02-33.655.14-31.277.517M-61.66-6.294.31-4.3131-31-82.80-86.32-76.49-87.35-85.78-93.03-64.81-37.47-118.07-24.51-105.11-28.10-88.55-18.38-78.83V69.95.86-1.111.11-7.9487.94892.0896.6189.8792.6699.18101.0472.8377.0697.7362.5083.1657.8073.3046.8762.378M59.113.90.61-0.614.371-4.37176.3980.6776.6175.0884.1383.1161.0678.9567.5966.7455.3859.2250.6950.0641.53V---------------------9M-52.78-5.81-3.093.09-22.2522.25-71.47-74.31-74.55-66.76-79.54-74.35-55.69-95.75-37.90-84.61-26.76-71.81-28.42-63.46-20.07V-68.17-5.72-1.111.11-7.9487.948-89.81-94.23-90.41-87.61-98.57-96.70-71.03-95.57-74.90-81.36-60.70-71.68-56.18-61.02-45.52第四层1M-49.11-20.729.59-9.5962.87-62.87-87.94-84.15-72.96-97.12-78.55-94.66-59.4710.37-153.1022.26-141.207.78-114.8216.70-105.90V49.0322.21-2.532.53-16.61316.61389.9385.5083.6390.0185.8390.0860.1450.5793.7638.5481.7337.9270.3228.9061.302M35.9820.371.12-1.127.219-7.21971.6966.7470.2567.4369.4867.5946.1764.7846.0155.5536.7848.5934.5141.6627.59V---------------------3M-49.24-24.51-7.357.35-48.4448.44-93.40-88.03-99.23-80.71-96.67-84.32-61.50-136.77-10.82-124.471.48-102.57-8.12-93.351.11V-50.93-24.1-2.532.53-16.61316.613-94.86-89.83-94.67-88.29-94.50-90.25-62.98-97.17-53.98-84.58-41.38-72.88-40.48-63.43-31.044M-5.75-17.48.97-8.9753.817-53.817-31.26-24.53-17.52-40.13-17.28-32.35-14.4552.62-87.3055.51-84.4139.47-65.4841.63-63.31V14.85.48-3.263.26-43.05343.05325.4324.6120.5628.7722.6128.0917.54-34.9277.02-38.4373.51-26.1957.76-28.8255.135M3.62-16.590000-18.88-11.55-16.56-16.56-11.37-11.37-4.68-5.61-5.61-4.68-4.68-4.21-4.21-3.51-3.51V---------------------6M-10.31-17.34-8.978.97-53.81753.817-36.65-30.40-45.52-22.92-38.45-23.38-18.98-92.7447.19-88.9450.98-69.5535.39-66.7138.24V-16.43-5.78-3.263.26-43.05343.053-27.81-27.02-31.11-22.89-30.58-25.11-19.32-79.1532.78-75.2936.65-59.3624.59-56.4727.497M-63.66-24.569.59-9.5962.87-62.87-110.78-106.83-95.25-119.42-101.95-118.07-75.94-9.40-172.865.79-157.67-7.05-129.644.34-118.25V66.1423.85-2.532.53-16.61316.613112.76109.36106.23112.61110.54114.7978.0772.08115.2756.4799.6654.0686.4642.3574.758M46.8816.531.12-1.127.219-7.21979.4077.1478.5075.6780.4378.5555.1575.5656.7964.5345.7656.6742.5948.4034.32V---------------------9M-61.26-20.67-7.357.35-48.4448.44-102.45-99.89-108.82-90.30-109.13-96.78-71.60-148.89-22.94-134.57-8.62-111.66-17.21-100.93-6.47V-69.68-22.46-2.532.53-16.61316.613-115.06-112.59-115.10-108.73-118.20-113.95-80.91-118.69-75.50-102.51-59.31-89.02-56.62-76.88-44.4868 本科毕业设计(论文)续表A-1梁内力组合层数控制截面内力类型恒载活载风载水平地震荷载恒载+活载恒载+活载+风载重力荷载代表重力荷载+地震作用重力荷载+地震作用左右左右1.2SGK+1.4SQK1.3SGK+0.7×1.4×SQK1.2SGK+0.9×1.4×（SQK+SWKl）1.2SGK+0.9×1.4×（SQK+SWKr）1.35SGK+1.4×（0.7SQK+0.6SWKl）1.35SGK+1.4×（0.7SQK+0.6SWKr）SGE=SGK+0.5SQK1.3SEhkl+1.2SGE1.3SEhkr+1.2SGE1.3SEhkl-1.0SGE1.3SEhkr-1.0SGEγRE(1.3SEhkl+1.2SGE)γRE(1.3SEhkr+1.2SGE)γRE(1.3SEhkl-1.0SGE)γRE(1.3SEhkr-1.0SGE)第三层1M-45.99-21.3715.9-15.994.68-94.68-85.11-80.73-62.08-102.15-69.67-96.39-56.6855.07-191.0966.41-179.7641.31-143.3249.81-134.82V48.1722.31-4.34.3-25.68225.68289.0484.4880.5091.3383.2890.5159.3337.80104.5825.9492.7128.3578.4319.4569.532M39.5319.651.49-1.498.641-8.64174.9570.6574.0770.3273.8771.3749.3670.4647.9960.5938.1252.8435.9945.4428.59V---------------------3M-47.6-24.68-12.9212.92-77.3977.39-91.67-86.07-104.50-71.94-99.30-77.59-59.94-172.5428.68-160.5540.67-129.4021.51-120.4130.50V-51.25-24-4.34.3-25.68225.682-95.10-90.15-97.16-86.32-96.32-89.10-63.25-109.29-42.51-96.64-29.86-81.96-31.89-72.48-22.404M-7.74-17.2515.76-15.7685.77-85.77-33.44-26.97-11.17-50.88-14.12-40.59-16.3791.86-131.1495.14-127.8768.90-98.3571.35-95.90V14.85.48-5.735.73-68.61668.61625.4324.6117.4531.8820.5430.1617.54-68.15110.25-71.66106.74-51.1182.69-53.7580.065M1.33-16.410000-21.38-14.35-19.08-19.08-14.29-14.29-6.88-8.25-8.25-6.88-6.88-6.19-6.19-5.16-5.16V---------------------6M-11.66-17.18-15.7615.76-85.7785.77-38.04-31.99-55.50-15.78-45.82-19.34-20.25-135.8087.20-131.7591.25-101.8565.40-98.8168.44V-16.43-5.78-5.735.73-68.61668.616-27.81-27.02-34.22-19.78-32.66-23.03-19.32-112.3866.02-108.5269.88-84.2949.51-81.3952.417M-62.94-24.7415.9-15.994.68-94.68-110.16-106.07-86.67-126.73-95.86-122.57-75.3132.71-213.4647.77-198.3924.53-160.0935.83-148.80V66.423.75-4.34.3-25.68225.682112.93109.60104.19115.02109.30116.5378.2860.54127.3244.89111.6645.4195.4933.6783.758M48.3616.281.49-1.498.641-8.64180.8278.8280.4276.6782.4979.9956.5079.0356.5767.7345.2759.2742.4350.8033.95V---------------------9M-58.86-21.32-12.9212.92-77.3977.39-100.48-97.41-113.77-81.22-111.21-89.50-69.52-184.0317.18-170.1331.09-138.0212.89-127.6023.32V-69.41-22.56-4.34.3-25.68225.682-114.88-112.34-117.14-106.30-119.42-112.20-80.69-130.21-63.44-114.08-47.30-97.66-47.58-85.56-35.48第二层1M-46.2-21.4722.43-22.43119.48-119.48-85.50-81.10-54.23-110.75-64.57-102.25-56.9487.00-223.6598.39-212.2665.25-167.7373.79-159.19V48.7422.33-6.026.02-32.0732.0789.7585.2579.0494.2182.6392.7459.9130.20113.5818.21101.6022.6585.1813.6676.202M39.2919.542.27-2.2712.043-12.04374.5070.2374.6368.9174.1070.2849.0674.5343.2264.7233.4055.9032.4148.5425.05V---------------------3M-47.7-24.71-17.8917.89-95.3995.39-91.83-86.23-110.92-65.83-103.64-73.58-60.06-196.0751.94-184.0663.95-147.0538.96-138.0547.96V-51.22-23.99-6.026.02-32.0732.07-95.05-90.10-99.28-84.11-97.71-87.60-63.22-117.55-34.17-104.91-21.52-88.16-25.63-78.68-16.144M-7.62-17.2221.83-21.83105.822-105.822-33.25-26.78-3.34-58.35-8.83-45.50-16.23118.09-157.04121.34-153.8088.57-117.7891.00-115.35V14.85.48-7.947.94-84.65884.65825.4324.6114.6634.6718.6832.0217.54-89.01131.10-92.52127.60-66.7698.33-69.3995.705M1.43-16.380000-21.22-14.19-18.92-18.92-14.12-14.12-6.76-8.11-8.11-6.76-6.76-6.08-6.08-5.07-5.07V---------------------6M-11.99-17.16-21.8321.83-105.822105.822-38.41-32.40-63.52-8.50-51.34-14.67-20.57-162.25112.88-158.14117.00-121.6984.66-118.6087.75V-16.43-5.78-7.947.94-84.65884.658-27.81-27.02-37.00-16.99-34.51-21.18-19.32-133.2486.87-129.3890.74-99.9365.15-97.0368.057M-62.24-24.7722.43-22.43119.48-119.48-109.37-105.19-77.64-134.16-89.46-127.14-74.6365.77-244.8780.70-229.9549.33-183.6660.52-172.46V66.323.74-6.026.02-32.0732.07112.80109.46101.89117.06107.71117.8378.1752.11135.5036.48119.8639.08101.6227.3689.908M48.6116.242.27-2.2712.043-12.04381.0779.1181.6575.9383.4579.6356.7383.7352.4272.3941.0762.8039.3254.2930.81V---------------------9M-59.12-21.42-17.8917.89-95.3995.39-100.93-97.85-120.47-75.39-115.83-85.78-69.83-207.8040.21-193.8454.18-155.8530.16-145.3840.63V-69.52-22.58-6.026.02-32.0732.07-115.04-112.50-119.46-104.29-121.04-110.92-80.81-138.66-55.28-122.50-39.12-104.00-41.46-91.88-29.3468 本科毕业设计(论文)续表A-1层数控制截面内力类型恒载活载风载水平地震荷载恒载+活载恒载+活载+风载重力荷载代表值重力荷载+地震作用重力荷载+地震作用左右左右1.2SGK+1.4SQK1.3SGK+0.7×1.4×SQK1.2SGK+0.9×1.4×（SQK+SWKl）1.2SGK+0.9×1.4×（SQK+SWKr）1.35SGK+1.4×（0.7SQK+0.6SWKl）1.35SGK+1.4×（0.7SQK+0.6SWKr）SGE=SGK+0.5SQK1.3SEhkl+1.2SGE1.3SEhkr+1.2SGE1.3SEhkl-1.0SGE1.3SEhkr-1.0SGEγRE(1.3SEhkl+1.2SGE)γRE(1.3SEhkr+1.2SGE)γRE(1.3SEhkl-1.0SGE)γRE(1.3SEhkr-1.0SGE)第一层1M-42.89-19.8932.01-32.01112.48-112.48-79.31-75.25-36.20-116.86-50.51-104.28-52.8482.82-209.6393.39-199.0662.12-157.2270.04-149.29V48.4122.06-8.388.38-30.6230.6288.9884.5575.3396.4579.9394.0159.4431.52111.1319.6399.2523.6483.3514.7374.432M43.0521.283.935-3.9359.898-9.89881.4576.8283.4373.5182.2875.6753.6977.3051.5666.5640.8257.9738.6749.9230.62V---------------------3M-45.94-24.38-24.1424.14-92.6892.68-89.26-83.61-116.26-55.43-106.19-65.63-58.13-190.2450.73-178.6162.35-142.6838.05-133.9646.77V-51.55-24.25-8.388.38-30.6230.62-95.81-90.78-102.97-81.86-100.40-86.32-63.68-116.22-36.60-103.48-23.87-87.16-27.45-77.61-17.904M-9.91-17.8129.54-29.54102.68-102.68-36.83-30.342.89-71.55-6.02-55.65-18.82110.91-156.06114.67-152.3083.18-117.0586.00-114.22V14.85.48-10.7410.74-82.14482.14425.4324.6111.1338.2016.3334.3717.54-85.74127.84-89.25124.33-64.3095.88-66.9493.255M-1.3-17.070000-25.46-18.42-23.07-23.07-18.48-18.48-9.84-11.80-11.80-9.84-9.84-8.85-8.85-7.38-7.38V---------------------6M-14.75-17.74-29.5429.54-102.68102.68-42.54-36.56-77.27-2.83-62.11-12.48-23.62-161.83105.14-157.10109.86-121.3778.86-117.8382.40V-16.43-5.78-10.7410.74-82.14482.144-27.81-27.02-40.53-13.47-36.87-18.82-19.32-129.9783.60-126.1187.47-97.4862.70-94.5865.607M-60.33-24.4432.01-32.01112.48-112.48-106.61-102.38-62.86-143.52-78.51-132.29-72.5559.16-233.2873.67-218.7744.37-174.9655.26-164.08V66.7924-8.388.38-30.6230.62113.75110.3599.83120.95106.65120.7378.7954.74134.3538.98118.6041.06100.7729.2488.958M51.0716.743.935-3.9359.898-9.89884.7282.8087.3377.4288.6682.0459.4484.2058.4672.3146.5763.1543.8554.2334.93V---------------------9M-54.87-19.84-24.1424.14-92.6892.68-93.62-90.77-121.26-60.43-113.80-73.24-64.79-198.2342.74-185.2755.69-148.6732.05-138.9641.77V-69.02-22.31-8.388.38-30.6230.62-114.06-111.59-121.49-100.38-122.08-108.00-80.18-136.02-56.40-119.98-40.37-102.01-42.30-89.99-30.2868 本科毕业设计(论文)表A-2柱内力组合层次柱号截面荷载类型恒载活载风载地震荷载恒载+活载恒载+活载+风载左右左右1.2SGK+1.4SQK1.3SGK+0.7×1.4×SQK1.2SGK+0.9×1.4×（SQK+SWKl）1.2SGK+0.9×1.4×（SQK+SWKr）1.35SGK+1.4×（0.7SQK+0.6SWKl）1.35SGK+1.4×（0.7SQK+0.6SWKr）五层边柱M1077.718.26-4.594.59-32.9932.99104.82109.1297.88109.44109.15116.86M944.42.83-1.971.97-14.1414.1457.2460.4954.3659.3361.0664.37N134.6131.14-1.111.11-7.947.94205.13205.51199.37202.17211.31213.17中柱M10-61.72-4.21-7.57.5-54.0054-79.96-84.36-88.82-69.92-93.75-81.15M9-35.81-5.91-4.244.24-30.3830.38-51.25-52.34-55.76-45.08-57.70-50.57N160.234.74-0.270.27-11.89411.894240.88242.31235.67236.35250.09250.54四层边柱M825.3616.94-8.258.25-52.8952.8954.1549.5741.3862.1743.9157.77M733.1415.36-5.55.5-35.2635.2661.2758.1352.1966.0555.1764.41N268.188.2-3.633.63-24.56224.562445.20434.97428.28437.43445.32451.42中柱M8-24.31-7.05-13.5413.54-86.7986.79-39.04-38.51-55.12-20.99-51.10-28.35M7-28-6.69-11.0811.08-71.0171.01-42.97-42.96-55.99-28.07-53.66-35.05N324.06106.2-1.011.01-38.33438.334537.55525.35521.41523.96540.71542.41三层边柱M633.1415.36-11.4811.48-65.8465.8461.2758.1344.6673.5950.1569.44M532.6315.11-9.399.39-53.8753.8760.3157.2346.3670.0350.9766.75N401.59145.26-7.947.94-50.24450.244685.27664.42654.93674.94677.83691.17中柱M6-28-6.69-20.1120.11-115.72115.72-42.97-42.96-67.37-16.69-61.25-27.46M5-27.78-6.63-17.2117.21-98.5898.58-42.62-42.61-63.37-20.01-58.46-29.54N487.92177.66-2.432.43-81.26881.268834.23808.40806.29812.42830.76834.84二层边柱M433.1915.72-14.5414.54-73.6373.6361.8458.5541.3177.9648.0072.43M341.1719.12-13.5413.54-67.9667.9676.1772.2656.4390.5662.9485.69N535.08202.32-13.9513.95-82.31482.314925.34893.88879.44914.60908.91932.35中柱M4-28.48-6.79-25.9925.99-131.82131.82-43.68-43.68-75.48-9.98-66.93-23.27M3-33.08-7.9-24.0424.04-121.68121.68-50.76-50.75-79.94-19.36-72.59-32.21N651.78249.12-4.354.35-133.856133.8561130.901091.451090.551101.511120.391127.69一层边柱M220.629.79-20.6620.66-52.1752.1738.4536.4011.0563.1120.0854.79M112.255.86-30.1530.15-156.51156.5122.9021.67-15.9160.07-3.0547.61N680.45265.32-22.3322.33-112.935112.9351187.991144.601122.711178.981159.861197.38中柱M2-18.48-4.54-34.4234.42-101.88101.88-28.53-28.47-71.2715.47-58.31-0.48M1-8.35-1.86-36.4536.45-189.20189.2-12.62-12.68-58.2933.56-43.7117.52N827.52326.52-6.716.71-185.378185.3781450.151395.771395.981412.891431.511442.7868 本科毕业设计(论文)续表A-2层次柱号截面荷载类型重力荷载代表值重力荷载+地震作用重力荷载+地震作用SGE=SGK+0.5SQK1.3SEhkl+1.2SGE1.3SEhkr+1.2SGE1.3SEhkl+1.0SGE1.3SEhkr+1.0SGEγRE(1.3SEhkl+1.2SGE)γRE(1.3SEhkr+1.2SGE)γRE(1.3SEhkl-1.0SGE)γRE(1.3SEhkr-1.0SGE)五层边柱M1081.8455.32141.1038.95124.7344.26112.8831.1699.78M945.8236.6073.3627.4364.2029.2858.6921.9551.36N150.18169.89190.54139.86160.50135.92152.43111.89128.40中柱M10-63.83-146.79-6.39-134.036.38-117.43-5.11-107.225.10M9-38.77-86.01-7.02-78.260.73-68.81-5.62-62.610.58N177.57197.62228.55162.11193.03158.10182.84129.69154.43四层边柱M833.83-28.16109.35-34.93102.59-22.5387.48-27.9482.07M740.823.1594.82-5.0286.662.5275.86-4.0169.33N312.20342.71406.57280.27344.13274.17325.26224.22275.30中柱M8-27.84-146.2379.43-140.6684.99-116.9863.54-112.5367.99M7-31.35-129.9354.70-123.6660.97-103.9443.76-98.9348.77N377.16402.76502.43327.33426.99322.21401.94261.86341.60三层边柱M640.82-36.61134.58-44.77126.41-29.29107.66-35.82101.13M540.19-21.81118.25-29.85110.22-17.4594.60-23.8888.17N474.22503.75634.38408.90539.54403.00507.50327.12431.63中柱M6-31.35-188.05112.82-181.78119.09-150.4490.26-145.4295.27M5-31.10-165.4790.84-159.2597.06-132.3772.67-127.4077.65N576.75586.45797.75471.10682.40469.16638.20376.88545.92二层边柱M441.05-46.46144.98-54.67136.77-37.17115.98-43.74109.42M350.73-27.47149.22-37.62139.08-21.98119.38-30.09111.26N636.24656.48870.50529.23743.25525.18696.40423.39594.60中柱M4-31.88-209.62133.12-203.24139.49-167.69106.49-162.59111.59M3-37.03-202.62113.75-195.21121.15-162.1091.00-156.1796.92N776.34757.601105.62602.33950.35606.08884.50481.86760.28一层边柱M225.52-37.2098.44-42.3193.34-29.7678.75-33.8474.67M115.18-185.25221.68-188.28218.64-148.20177.34-150.63174.91N813.11828.921122.55666.29959.93663.13898.04533.04767.94中柱M2-20.75-157.34107.54-153.19111.69-125.8886.04-122.5689.36M1-9.28-257.10234.82-255.24236.68-205.68187.86-204.19189.34N990.78947.941429.93749.791231.77758.361143.94599.83985.4268 本科毕业设计(论文)表A-3柱弯矩调整值及最不利内力组合右边柱上下端弯矩调整值内力方向Mc上Mc下∑McMb左Mb右ηc∑Mb增大倍数Mc"上Mc"下三层节点上194.58134.58229.16-184.03---239.241.0498.74140.5023.15-36.61-33.4617.18--22.331.003.15-36.61二层节点中1118.25144.98263.23-207.80---270.141.03121.35148.792-24.81-46.46-71.2740.21--52.271.00-24.81-46.46一层节点下1149.22198.44347.66-198.23---257.701.00149.22198.442-27.47-37.20-64.6742.74--55.561.00-27.47-37.20右中柱上下端弯矩调整值内力方向Mc上Mc下∑McMb左Mb右ηc∑Mb增大倍数Mc"上Mc"下三层节点上154.70112.82167.52-135.80-213.46-454.042.71148.26146.672-129.93-188.05-317.9832.7187.20155.881.00-129.93-244.47二层节点中190.84133.12223.96-162.25-244.87-529.262.36214.67173.062-165.47-209.62-375.0965.77112.88232.251.00-165.47-272.51一层节点下1113.75107.54221.29-161.83-233.28-513.642.32264.03139.802-202.62-157.34-359.9659.16105.14213.591.00-202.62-204.54--一层柱下端*1.31--234.82-------------305.272---257.10-------------334.231-5层最不利内力组合层j54321--右中柱右边柱右中柱右边柱右中柱右边柱右中柱右边柱右中柱右边柱--弯矩146.79141.10146.23109.35214.67140.50264.03248.79305.27288.18--轴力197.62190.54402.76407.57797.75634.381105.62875.501429.931122.55--表A-4恒载作用下弯矩调幅位置按简支梁跨中弯矩分配后框架梁跨中弯矩荷载梁端剪力梁端柱边剪力梁端柱边弯矩弯矩调幅算至柱边截面的弯矩左跨M1右跨M2跨中M梁荷载g1板荷载g2左端剪力V1右端剪力V2左端V"1右端V"2左端M"1右端M"2左端M"1跨中M"3右端M"2DE跨5148.13-77.7189.2064.682.50024.89067.12-70.9566.17-71.90-61.1771.23-51.9968.9560.544106.27-70.0470.6635.922.50016.99049.88-50.0849.03-50.93-57.7857.93-49.1135.9849.243106.27-66.2868.8138.732.50016.99049.56-50.4048.71-51.25-54.1056.00-45.9939.5347.602106.27-66.5468.9238.542.50016.99049.58-50.3848.74-51.22-54.3656.11-46.2039.2947.701106.27-62.5666.9341.532.50016.99049.25-50.7148.41-51.55-50.4654.04-42.8943.0545.94CD跨513.04-27.4626.46-13.921.87515.55814.48-14.4813.70-15.26-24.0322.64-20.43-14.5119.25414.69-10.4716.241.341.87517.07015.62-15.6214.80-16.43-6.7712.13-5.753.6210.31314.69-12.8117.82-0.631.87517.07015.62-15.6214.80-16.43-9.1113.71-7.741.3311.66214.69-12.6718.21-0.751.87517.07015.62-15.6214.80-16.43-8.9714.10-7.621.4311.99114.69-15.3621.46-3.721.87517.07015.62-15.6214.80-16.43-11.6617.35-9.91-1.3014.75BC跨5148.13-90.0279.1463.552.50024.89070.85-67.2269.90-68.17-72.5562.10-61.6659.1152.784138.54-91.4389.4948.087.48016.99068.23-67.5866.14-69.68-74.8972.07-63.6646.8861.263138.54-90.1286.6050.187.48016.99068.49-67.3266.40-69.41-73.5269.25-62.4948.3658.862138.54-89.8086.9350.187.48016.99068.39-67.4366.30-69.52-73.2369.55-62.2448.6159.121138.54-87.6781.8153.807.48016.99068.88-66.9366.79-69.02-70.9764.55-60.3351.0754.8768 本科毕业设计(论文)表A-5活载载作用下弯矩调幅位置按简支梁跨中弯矩分配后框架梁跨中弯矩荷载梁端剪力梁端柱边剪力梁端柱边弯矩弯矩调幅后并算至柱边截面的弯矩左跨M1右跨M2跨中M--板荷载g2左端剪力V1右端剪力V2左端V"1右端V"2左端M"1右端M"2左端M"1跨中M"3右端M"2DE跨512.70-8.268.864.14---2.405.69-5.895.66-5.92-6.857.38-5.824.376.27450.87-29.9334.8618.48--9.6022.33-23.9822.21-24.10-24.3828.83-20.7220.3724.51350.87-30.7235.0417.99--9.6022.44-23.8822.31-24.00-25.1429.04-21.3719.6524.68250.87-30.8435.0717.92--9.6022.45-23.8622.33-23.99-25.2629.07-21.4719.5424.71150.87-28.9234.7519.04--9.6022.18-24.1322.06-24.25-23.4128.69-19.8921.2824.38CD跨51.06-4.664.66-3.60--1.501.13-1.131.10-1.16-4.394.37-3.73-3.613.7245.28-21.8421.84-16.56--7.505.63-5.635.48-5.78-20.4720.40-17.40-16.5917.3435.28-21.6621.66-16.38--7.505.63-5.635.48-5.78-20.2920.22-17.25-16.4117.1825.28-21.6321.63-16.35--7.505.63-5.635.48-5.78-20.2620.19-17.22-16.3817.1615.28-22.3222.32-17.04--7.505.63-5.635.48-5.78-20.9520.88-17.81-17.0717.74BC跨512.70-8.868.264.14--2.405.89-5.695.86-5.72-7.406.83-6.293.905.81450.87-34.8629.9318.48--9.6023.98-22.3323.85-22.46-28.9024.32-24.5616.5320.67350.87-35.0430.7217.99--9.6023.88-22.4423.75-22.56-29.1025.08-24.7416.2821.32250.87-35.0730.8417.92--9.6023.86-22.4523.74-22.58-29.1425.20-24.7716.2421.42150.87-34.7528.9219.04--9.6024.13-22.1824.00-22.31-28.7523.34-24.4416.7419.84表A-6柱轴力计算恒载作用下柱轴力计算活载作用下柱轴力计算层数E柱D柱E柱D柱柱自重G每层竖向力P轴力NA(KN)柱自重G每层竖向力P轴力NA(KN)柱自重G每层竖向力P轴力NA(KN)柱自重G每层竖向力P轴力NA(KN)522.5112.11顶部112.1122.5137.7顶部137.722.58.64顶部8.6422.512.24顶部12.24底部134.61----底部160.2----底部31.14----底部34.74422.5110.99顶部245.622.5141.36顶部301.5622.534.56顶部65.722.548.96顶部83.7底部268.1----底部324.06----底部88.2----底部106.2322.5110.99顶部379.0922.5141.36顶部465.4222.534.56顶部122.7622.548.96顶部155.16底部401.59----底部487.92----底部145.26----底部177.66222.5110.99顶部512.5822.5141.36顶部629.2822.534.56顶部179.8222.548.96顶部226.62底部535.08----底部651.78----底部202.32----底部249.12128.44116.93顶部652.0128.44147.3顶部799.0828.4434.56顶部236.8828.4448.96顶部298.08底部680.45----底部827.52----底部265.32----底部326.5268'