毕业设计济南市高级技术学院办公楼说明

本科毕业设计说明书题目：济南市高级技术学院办公楼（方案一）院（部）：土木工程学院专业：土木工程班级：姓名：学号：指导教师：李建琦杨正凯完成日期：目录摘要··································································ⅢABSTRACT····························································Ⅳ前言···································································1第一部分建筑设计1设计要点1.1建筑平面设计··························································21.2建筑立面设计··························································21.3建筑剖面设计··························································22方案设计2.1建筑平面设计··························································22.2建筑立面设计··························································32.3建筑剖面设计··························································33建筑设计说明·························································34建筑材料及做法4.1墙体工程······························································34.2门窗··································································34.3楼地面做法····························································34.4散水做法······························································44.5水管及雨水口··························································44.6挑出墙面的雨蓬等构件··················································4第二部分结构设计1结构方案1.1建筑结构选型··························································41.2结构平面布置及计算简图···············································41.3初步估计梁柱的截面尺寸···············································51.4荷载统计·····························································61.4.1恒荷载·····························································61.4.2活荷载·····························································71.4.3风荷载·····························································71.4.4雪荷载·····························································81.4.5地震作用···························································82框架计算 2.1荷载统计······························································92.1.1恒荷载计算························································102.1.2活荷载计算························································132.1.3风荷载····························································142.2内力计算·····························································142.2.1恒荷载作用下的内力计算············································142.2.2活荷载载作用下的内力计算··········································232.2.3风荷载载作用下的内力计算及侧移验算································302.3内力组合····························································352.3.1柱的内力组合······················································352.3.2梁的内力组合······················································372.4框架梁、柱截面配筋计算···············································392.4.1框架梁配筋计算····················································392.4.2框架柱配筋计算····················································403板的设计 3.1楼面板的设计·························································453.1.1双向板的设计（AB、CD跨）···········································453.1.1单向板的设计（BC跨）···············································473.2屋面板的设计·························································483.2.1双向板的设计（AB、CD跨）···········································483.2.1单向板的设计（BC跨）···············································504次梁设计 4.1荷载设计值···························································514.2计算简图····························································524.3内力计算·····························································524.4承载力计算···························································524.4.1正截面受弯承载力计算··············································524.4.2斜截面受剪承载力计算··············································535楼梯设计5.1设计参数·····························································545.2楼梯板计算···························································545.2.1荷载计算··························································545.2.2截面设计··························································545.3平台板计算···························································5553.1荷载计算··························································555.3.2截面设计··························································555.4平台梁设计··························································565.4.1荷载计算··························································565.4.2截面设计···························································566雨篷设计6.1雨篷尺寸·····························································576.2荷载统计·····························································576.3内力计算·····························································577挠度验算·····························································588截面裂缝控制验算···················································599基础设计·····························································599.1边基础·······························································599.1.1基础埋深··························································609.1.2基础底面积························································609.1.3基础高度··························································619.1.4基础底板配筋计算··················································629.1B、C柱基础··························································639.2.1基础埋深··························································649.2.2基础底面积························································659.2.3基础高度··························································659.2.4基础底板配筋计算··················································67第三部分施工设计1编制依据·····························································682工程概况·····························································692.1工程建设概况·························································692.2工程设计概况·························································692.2.1建筑设计··························································692.2.2结构设计··························································692.3工程施工概况·························································702.3.1建设地点特征······················································702.3.2施工技术经济条件··················································703施工现场平面布置···················································703.1施工平面布置原则·····················································703.2平面布置·····························································704单位工程施工进度计划···············································714.1划分施工流水段·······················································714.2工程量计算···························································734.2.1场地平整··························································734.2.2土方开挖··························································734.2.3基础工程··························································734.2.4主体工程··························································735施工顺序5.1施工准备·····························································765.2施工原则·····························································765.3施工工艺流程·························································776主要施工方法、技术措施·············································776.1土方及基础工程施工方案···············································776.1.1土方开挖··························································776.1.2垫层浇筑··························································786.1.3基础钢筋工程······················································786.1.4基础模板工程······················································796.1.5基础混凝土浇筑····················································806.1.6基槽及房心土回填··················································806.2主体结构施工方案·····················································816.2.1垂直运输和脚手架··················································826.2.2主体结构主要项目施工方法··········································856.3主要装饰工程施工方案·················································856.3.1屋面工程··························································866.3.2楼面工程··························································876.3.3外墙工程··························································886.3.4内墙及顶棚抹灰····················································887施工措施·····························································887.1质量保证措施·························································887.1.1施工前的质量预控及材料验收········································887.1.2质量控制措施······················································887.2冬雨季施工措施······················································907.2.1雨季施工技术措施··················································907.2.2高温季节施工技术措施··············································907.2.3冬季施工技术措施··················································907.1安全技术措施·························································907.1.1防坠落措施························································907.1.2安全用电措施······················································917.4文明施工工措施····································································991谢辞··············································································922参考文献···········································································993附录··············································································599摘要本文综合运用所学学的专业知识识，根据设计计任务书的要要求进行了现现浇钢筋混凝凝土框架结构构办公楼的建建筑设计、结结构设计以及及施工设计。在确定结构方案之之后，先进行行了层间荷载载代表值的计计算，进而求求出在水平荷荷载（风荷载载）作用下的的结构内力（弯弯矩，剪力，轴轴力）。接着着计算竖向荷荷载（恒载，活活载）作用下下的结构内力力，找出最不不利的一组或或几组内力组组合。选取最最安全的结果果计算配筋并并绘图。此外外还进行了结结构方案中的的室内楼梯的的设计（完成成了平台板，梯梯段板，平台台梁等构件的的内力和配筋筋计算及施工工图绘制），楼楼盖的设计（完完成了板的配配筋和次梁的的配筋），基基础的设计（完完成了独立基基础和联合基基础的配筋及及手画基础图图）。本设计按先建筑后后结构再基础础的顺序进行行。首先，建筑设计依依据建筑总体体规划要求、建建筑用地条件件和基地周边边的环境特点点，设计出建建筑平面，然然后进行立面面、剖面设计计。结构设计依据建筑筑设计，以现现行的有关规规范为依据，主主要包括结构构选型及结构构布置、确定定计算简图及及计算单元、荷荷载计算、侧侧移控制、内内力组合、构构件设计、楼楼梯设计、基基础设计等内内容。本工程选选取了有代表表性的一榀框框架进行计算算。对于竖向向荷载作用采采用弯矩二次次分配法，水水平荷载作用用采用D值法。本工程位于6度抗抗震设防区，计计算时不考虑虑抗震要求。施工组织设计主要要包括施工准准备工作、施施工部署、主主要项目的施施工方法以及及技术质量、安安全生产、文文明施工方面面的一系列措措施。关键词：建筑设计计；结构设计计；施工组织织设计；框架架结构；荷载载计算；ABSTRACTTThistheesisuusesttheprrofesssionallknowwledgeesynttheticcallyaccorrdingtothhereqquestofthhedessignpprograam.Thhedessignooftheeframmeoffficebbuildiinginncludeesarcchiteccturalldesiign,sstructturaldesiggnanddconsstructtionmmanageementdesiggn.Whentheedireectionnsofthefframessisddetemiined.TThenttheinnternaalforrce（windloadss）(benddingmmomentt,sheaaringforcee,axiaalforrce)iintheestruuctureeundeertheehoriizontaalloaadscaanbeeasillycallculatted.Afftertthedeetermiinatioonoftheiinternnalfoorceuundertheddeadaandliivelooads,tthecoombinaationofinnternaalforrcecaanbemadebyussingttheExxcelssoftwaare,wwhosepurpooseisstoffindooneorrseveeralssetsooftheemosttadveerseiinternnalfoorceooftheewallllimbbsanddthecoterrminouusgirrders,,whicchwilllbethebbasisofprrotracctingtherreinfoorcinggdrawwingsofthhecommponennts.TThedeesignofthhestaairsiisalssobeapprooacheddbyccalcullatinggtheinterrnalfforceandrreinfoorcinggsuchhcompponenttsaslandiingsllab,sstepbboardandllandinnggirrderwwhoseshopdrawiingsaarecoompletted.TThedeesignofflloorsllab,ffoundaationand“#”-flooorslabbisaalsobbecommpleteedintheeend.Thedesiignprrocesssfolllowsttheorrder:firsttly,aarchittecturraldeesign;;secoondly,,struucturaaldessign;lastlly,thhefouundatiiondeesign..Thearchhitectturaldesiggn,acccordiingtoothemasteerplaanofthebbuildiing,tthesiitecoonditiion,pperiphheralurbannenviironmeent,aandchharactteristticoffthebasedesiggntheebuilldingplainnatffirst..Theelevaationdesiggniscarriiedonnsecoondly,,conssideriingbuuildinngclaassifyyandfirepreveentionn.Structurraldeesignmainttainscloseetiesswithhthearchiitectuuralddesignn,whiichissbaseedoncurreentreelevanntcoddes.IItinccludessthestruccturestylee,theeprelliminaaryesstimattionfforthhestrructurralmeemberss,connfirmaationofthheskeetchaandunnitfoorcallculattion,sidewwaycoontroll,loaadcallculattion,compoonentdesiggn,sllab-sttairsdesiggn,flloorooverlaaydessignaandfooundattionddesignn.Thiisproojecthascchosennareepreseentatiivefrramettocallculatte.Veerticaalloaadfunnctionnadopptsmoomentdistrributiionmeethod,,leveelloaadfunnctionnadopptsDvalueemethhod.Duringtthedeesignproceesseaarthquuake-rresisttantddesignn,tecchnicaalecoonomyindexxandconsttructiioninndustrrializzedreequesttaresynthheticaallycconsiddered..Consttructiionmaanagemmentddesignninclludestheppreparrationnofcconstrructioon,coonstruuctionnscheedule,,themainconsttructiionmeethodandaaseriiesoffmeassuresforttechnoologiccalquualityy,saffetyiinprooductiionanndcivvilizaationconsttructiion.Keywordss:Archhitectturaldesiggn;Sttructuuralddesignn;Connstrucctionmanaggementtdesiign;Frameesstrructurre;LLoadccalcullationn前言毕业设计是大学本本科教育培养养目标实现的的重要阶段，也也是综合性和和实践性极强强的最后一个个教学环节，是是毕业前的综综合学习阶段段,是深化、拓拓宽、综合教教和学的重要要过程,是对大学期期间所学专业业知识的全面面总结。是我我们学生运用用所学的基础础理论、专业业知识和基本本技能进行建建筑、结构、施施工设计的重重要实践过程程，涉及综合合运用建筑、结结构、施工、设设备、给排水水和相关学科科的基础知识识。在老师的的指导和同学学的帮助下，我我完成了这次次的毕业设计计课题——济南市高级级技术学院办办公楼。这次毕业设计，我我们土木工程程专业的学生生要完成该工工程从初步设设计到施工完完成的整个过过程，可以说说涉及知识面面比较广，比比较全面！工工程量也很大大！在设计中，一方面面要把所学的的知识运用到到设计、施工工中去，熟悉悉国家有关规规范、条例和和规程并知道道如何去查找找规范里的相相关条文；另另一方面，由由于现代化建建筑一般都具具有密度大，高高度高，功能能多，设备复复杂，装修豪豪华，防火要要求和管理自自动化水平高高，需要各工工种交叉配合合。因此，通通过这次毕业业设计，扩大大学生非本专专业知识面也也是十分重要要的。所以在这次毕业设设计中，我们们不仅仅温习习了以前所学学习的专业知知识还学习到到了很多新的的知识和实践践，让我们在在最后的大学学时光里，更更多的去体会会一项工程的的产生是多么么具有价值和和付出的。让让我们时刻提提起努力的旗旗帜，去创造造我们的成功功。由于毕业设计是一一种初步的尝尝试，涉及专专业比较多，加加上条件和水水平所限，不不可避免地存存在疏漏与错错误，敬请土土木学院资深深专家、教师师批评指正。第一部分建筑筑设计1设计要点1.1.建筑平面面设计（1）依据建筑功能要要求，确定柱柱网的尺寸，然然后，再逐一一定出各房间间的开间和进进深；（2）根据交通、防火火与疏散的要要求，确定楼楼梯间的位置置和尺寸；（3）确定墙体所用的的材料和厚度度，以及门窗窗的型号与尺尺寸。1.2.建筑立面面设计（1）确定门窗的立面面形式。门窗窗的立面形式式一定要与立立面整体效果果相协调；（2）与平面图对照，核核对雨水管、雨雨棚等的位置置及做法；（3）确定墙体立面装装饰材料做法法、色彩以及及分格艺术处处理的详细尺尺寸。1.3.建筑剖面面设计（1）分析建筑物空间间组合情况，确确定其最合适适的剖切位置置。一般要求求剖到楼梯及及有高低错落落的部位；（2）进一步核实外墙墙窗台、过梁梁、圈梁、楼楼板等在外墙墙高度上的关关系，确定选选用那种类型型的窗台、过过梁、圈梁、楼楼板及其形状状和材料；（3）根据平面图计算算确定的尺寸寸，核对楼梯梯在高度方向向上的梯段的的尺寸，确定定平台梁的尺尺寸。2方案设计根据设计任务的要要求，本方案案尽量追求完完美,造型美观大大方、新颖，有有办公楼特色色,方案可实实施性较强。2.1.建筑平面面设计平面上力求简单、规规则、对称，整整个建筑平面面为大体上为为矩形结构，既既有利于自然然采光和自然然通风，同时时又有利于抗抗震。整栋建建筑为南北朝朝向，建筑物物主入口的朝朝向为南边。本工程为现浇混凝凝土框架结构构。在框架结结构的平面布布置上，柱网网是竖向承重重构件，柱网网布置既要满满足建筑平面面布置和使用用功能的要求求，又要使结结构受力合理理，构件种类类少，施工方方便。柱网布布置还应与建建筑分隔墙布布置互相协调调，一般常将将柱子设在纵纵横建筑墙交交叉点上，以以尽量减少柱柱网对建筑使使用功能的影影响。框架结结构常用的柱柱网布置方式式有：内廊式式、外廊式、等等跨式、不等等跨式等。本本框架结构采采用两跨等跨跨式柱网布置置。建筑物的的总长为566.34米，总宽度为为13.444米，其长宽比比满足6度抗震设防防区建筑物长长宽比不允许许超过6.00的要求。2.2.建筑立面面设计该办公楼在建筑立立面上门厅以以上采用玻璃璃幕墙，有效效的满足室内内采光的要求求，同时可以以表现简洁和和现代感，还还增加了立面面的美观效果果。建筑立面面和竖向剖面面上力求规则则，避免立面面的凹进或突突出，使结构构的侧向刚度度变化均匀，有有利于结构抗抗震。2.3.建筑剖面面设计建筑物的剖面图要要反应出建筑筑物在垂直方方向上各部分分的组合关系系。剖面设计计的主要任务务是确定建筑筑物各部分应应有的高度、建建筑物的层数数及建筑空间间的组合关系系。在建筑物物的层高上，该该办公楼的层层高为一层33.9m，，其其他各层为33.6m，室室内外高差为为0.60mm。总建筑高高度为15..3m，满足足6度抗震设防防烈度区建筑筑物高宽比不不允许超过44的要求。另另外从室内采采光和通风的的角度考虑，窗台的高度取1.0m。屋顶为平屋顶形式。此设计满足“适用用、经济、美美观的总体要要求，建筑平平面简洁、明明快、体现时时代待征，结结构方案合理理，体系选择择准备、技术术先进、利于于施工，装饰饰简洁适用、经经济。3建筑设计说明本工程为济南市高高级技术学院院办公楼，该该工程总面积积约为28662m2。该工程位位于抗震设防防烈度为6度的区域，设设计基本地震震加速度为00.05g，设计地震震分组为第二二组，框架抗抗震等级为四四级。3.1.图中标注注除有特别注注明外，标高高以米计，尺尺寸以毫米计计。3.2.本图根据据任务书要求求不考虑抗震震。房屋正常使用年限限为50年。3.3.放样以现场实际为放样样依据。4建筑材料及做法4.1.墙体工程程墙体采用240厚厚加气混凝土土砌块。4.2.门窗铝合金门窗、塑钢钢窗和木质夹夹板门、木门门。4.3.楼地面做做法20mm厚1:33水泥沙浆找找平层。110mm厚砼现现浇板。20mm厚板底抹抹灰层。4.4散水做法法混凝土散水宽10000毫米。4.5水管及雨雨水口屋面雨水口做法详详见图集；水水落管材料采采用直径为1100PVCC水落管。4.6挑出墙面面的雨棚等构构件凡未特别注明者，其其上部粉刷11：2水泥砂浆，并并找5%挑水坡。其其下部粉刷11：2水泥砂浆155厚白色1066涂料，并做做30mm宽滴滴水线。第二部分结构构设计1结构方案1.1建筑结构选选型本工程是济南市高高级技术学院院办公楼，建建筑面积为2862㎡，建筑结构构选型为钢筋筋混凝土框架架结构。建筑筑结构按材料料分为砌体结结构，混凝土土结构，钢结结构等，各类类结构都有一一定的适用范范围，应根据据材料性能、结结构形式、受受力特点和结结构使用要求求及施工条件件等因素合理理选择。一般般而言，无筋筋混凝土结构构主要用于建建筑多层住宅宅、办公楼、教教学楼以及单单层工业厂房房；钢结构多多用于建造超超高层建筑以以及有重型吊吊车，跨度大大于36m或有特特殊要求的厂厂房。其余情情况可用钢筋筋混凝土结构构。本工程用用钢筋混凝土土结构即可。1.2结构布置及及计算简图设计资料建设地点：济南市市西北部，n=50；基本风压：0.445；基本雪压压：0.3地面粗糙类别：BB类地质条件：地基承承载力的标准准值为200，不考考虑地下水的的作用该地区的抗震设防防烈度为6度，建筑安安全等级Ⅱ级柱网的平面布置如如图1.1，框架计算算单元如图1.2图1-1结构平面面柱网布置图图图1-2框架结构构计算单元1.3初步估计梁梁柱的截面尺尺寸框架结构沿纵横两两个方向布置置框架梁，纵纵向框架梁的的跨度为6mm，横向框架架梁的跨度为为5.1m和2.1m，则则板的跨度为为5100mmm、2100mmm，可以按按双向板及单单向板设计。为为了满足刚度度，双向板的的厚度不应小小于跨度的1/50，所以按跨跨高比条件要要求板厚h5100/50=102mmm，取板厚h=110mmm。横向框框架梁的高度度：应满足h==51000/15~51100/100=340~~510mm,取h=500mmm，截面宽宽度取b=250mmm。纵向框架梁：取hh=500mmm，截面宽宽度取为b=250mmm。次梁截面：取取h=400mmm，b=200mmm。楼盖结构平面布置置见图1-3图1-3楼盖结构构平面布置图图1.4荷载统计恒荷载楼面（17）110mm厚现浇浇钢筋混凝土土楼板00.11×225=2.775刷素水泥浆一道20mm厚1：22水泥砂浆找找平层0..025×220=0.553厚T910地砖胶结结剂粘贴彩色色釉面地瓷砖砖，水泥浆填填缝19..80×0..03=0..059合计3..21屋面(28)110mm厚现浇浇钢筋混凝土土屋面板0..11×255=2.7551：8水泥膨胀珍珠岩找找坡2%最薄处40厚(0..04+0..163)××7=0.7711100厚憎水水泥泥膨胀珍珠岩岩块保温层（密密度）0.1××2.5=00.2530厚1：3水泥泥砂浆4@2200双向配筋，6×6分格缝宽10油膏嵌缝0.03××20=0..63厚（一层）高聚物物改性沥青防防水卷材防水水层（SBS，APP）0.005满涂胶粘剂一层用量0.3-00.4%00.043厚（一层）高聚物物改性沥青防防水卷材防水水层（SBS，APP）0.00520厚1：3水泥砂浆抹平压光光1×1m分格0.002×20==0.4合计4.885内墙（8）8厚1：3水泥砂浆打底扫光光00.008××20×2==0.328厚1：1：6水泥石灰膏砂浆扫扫光00.008××14×2==0.22447厚1：0.3：3水泥石石灰膏砂浆压压实抹光0.0007×14××2=0.1196240厚加气混凝土土砌块0.24××7.5=11.8合计2.544外墙(34)6厚1：3水泥砂浆打底扫光光0.0066×20×22=0.24412厚1：0.2：2水泥石石灰膏砂浆结结合层00.012××14×2==0.33663厚T920瓷砖胶粘粘剂贴6-12厚面砖0.55240厚加气混凝凝土砌块00.24×77.5=1..8合计2..876活荷载查荷载规范：办公室楼面活荷载载标准值1.5（包括括卫生间）走廊、门厅活荷载载标准值2.0，楼梯梯活荷载标准准值3.5屋面活荷载标准值值1.5（上人人屋面）风荷载风压标准值计算公公式为因结构高度H=115.8<330，可取风振振系数，对于于矩形平面风风荷载体型系系数=1.3，可查荷载规规范，（n=50，济南市郊郊区）。将风荷载换算成作作用于框架每每层节节点上上的集中荷载载，计算过程程如下表所示示。表中Z为框架节点点至室外地面面的高度，A为一榀框架架各节点的受受风面积。计计算结果如下下：层次(m)()A()(kN)41.01.3115.31.1470.4516.210.8731.01.311.71.0480.4521.613.2421.01.38.11.00.4521.612.6411.01.34.51.00.4524.314.22风载下的结构计算算简图见图1-4图1-4风荷载作作用下的结构构计算简图（）雪荷载雪荷载为0.3，准准永久分区=2\*ROMANIII，雪荷载载不与活荷载载同时组合，取取其中的最不不利组合，本本工程雪荷载载较小，荷载载组合时直接接取活荷载组组合，而不考考虑与雪荷载载的组合。地震作用本工程抗震设防烈烈度为6度（0.055g），设计计地震分组为为第二组，在在计算中不考考虑地震作用用，仅从构造造上进行考虑虑。2框架计算该框架柱网平面布布置规则，故故只需选择中中间位置的一一榀框架进行行设计计算，对对边框架及其其他位置框架架，除荷载计计算略有差别别外，均可仿仿此进行。所所选框架为对对称结构，故故只取一半结结构进行计算算即可。框架架梁的跨度等等于柱截面形形心轴线间的的距离，底层层柱高从基础础顶面算至二二层楼顶面，为5000mm，其余各层柱从本层楼面算至上层楼面，为3600mm，拟定框架梁截面尺寸为250mm×500mm，框架柱截面尺寸为400mm×400mm，混凝土采用C25，，=11.9，=1.27线刚度计算：其中中在求梁截面面惯性矩时考考虑到现浇板板的作用，取取（为不考虑楼楼板翼缘作用用的梁截面惯惯性矩）AB、CD跨梁BC跨梁底层柱上部各层柱结构计算简图如图图3-1示：单位：图2-1结构计算算简图（图中中数字为线刚刚度）2.1荷载统计恒荷载计算.1屋面框架梁线荷载载标准值：框架横梁重00.25×00.5×255=3.1225梁抹灰（0.5×2××0.02++0.25××0.02）×17=00.425合计屋面恒载110mm厚现浇浇钢筋混凝土土屋面板0..11×255=2.7551：8水泥膨胀珍珠岩找找坡2%最薄处40厚(0..04+0..163)××7=0.7711100厚憎水水泥泥膨胀珍珠岩岩块保温层（密密度）0.1××2.5=00.2530厚1：3水泥泥砂浆4@2200双向配筋，6×6分格缝宽10油膏嵌缝0.03××20=0..63厚（一层）高聚物物改性沥青防防水卷材防水水层（SBS，APP）0.005满涂胶粘剂一层用量0.3-00.4%00.043厚（一层）高聚物物改性沥青防防水卷材防水水层（SBS，APP）0.00520厚1：3水泥砂浆抹平压光光1×1m分格0.002×20==0.4合计4.885；.2楼面框架梁线荷载载标准值：楼面恒载110mm厚现浇浇钢筋混凝土土楼板00.11×225=2.775刷素水泥浆一道20mm厚1：22水泥砂浆找找平层0..025×220=0.553厚T910地砖胶结结剂粘贴彩色色釉面地瓷砖砖，水泥浆填填缝19..80×0..03=0..059合计3..21框架横梁重00.25×00.5×255=3.1225梁抹灰（0.5×2××0.02++0.25××0.02）×17=00.425合计故作用在中间层框框架梁上的线线荷载为：；；；.3屋面框架节点集中中荷载标准值值屋面外纵梁传来荷荷载（A节点的集中中力）纵梁自重0..25×0..5×6×225=18..75梁侧抹灰2×（0.5-00.11）×0.022×6×177=1.599900高女儿墙自自重0.9××6×0.224×19==24.622抹灰0..9×2×00.02×117×6=33.67连系梁传来屋面自自重合计==91.33kN屋面内纵梁传来荷荷载（B节点的集中中力）BC跨框架梁自重0.255×0.5××6×25==18.755梁侧抹灰2×（0.5-00.11）×0.022×6×177=1.599连系梁传来屋面自自重合计.4楼面框架节点集中中荷载标准值值楼面外纵梁传来荷荷载：纵梁自重0.225×0.55×6×255=18.775梁侧抹灰2×（0.5-00.11）×0.022×6×177=1.599铝合金门窗自重2.11×2.1××0.45==1.98窗下墙体自重0.244×1×6××7.0=110.08抹灰2×11×0.022×6×177=3.677窗边墙体自重0.244×（6-4.22-0.4）×（3.6-11.5）×7=4..94抹灰2×（6-4.22-0.4）×（3.6-11.5）×0.022×17=220.00连系梁传来楼面自自重合计楼面内纵墙集中荷荷载B柱连系梁自重0.255×0.5××6×25==18.755梁侧抹灰2×（0.5-00.11）×0.022×6×177=1.599框架柱自重0.44×0.4××（3.6-00.5）×25=114.4抹灰（0.4×4-3×0.24）×3.6×0.022×17=11.08（三、四层：内纵墙自重6×（3.6-00.5）×0.244×7=311.25抹灰66×（3.6-00.5）×2×0.002×3.66×17=112.65）连系梁传来楼面自自重合计.5框架柱自重：底层0..4×0.44×5×255=20抹灰（0.4×4-3×0.24）×5×0..02×117=1.448合计211.48标准层0.4×00.4×3..6×25==14.4抹灰（0.4×4-3×0.24）×3.6×0.022×17==1.08合计15.448恒荷载作用下的结结构计算简图图见图2-2：图2-2恒荷载作作用下的结构构计算简图活荷载计算.1屋面活荷载计算AB跨上的线荷载BC跨上的线荷载A轴线上集中力B轴线上集中力.2楼面活荷载计算AB跨上的线荷载BC跨上的线荷载A轴线上集中力B轴线上集中力活荷载作用下的结结构计算简图图见图2-3：图2-3活荷载作作用下的结构构计算简图风荷载风荷载作用下的结结构计算简图图见图2-32.2内力计算恒荷载作用下框架架的内力计算算恒荷载作用下的内内力计算采用用分层法。因因为该框架结结构荷载对称称，变形对称称，中跨中点点无转角和水水平位移，可可取其一半进进行计算，计计算步骤如下下，除底层外外其余各层柱柱线刚度均乘乘以0.9修正，除底底层外其余各各层柱弯矩传传递系数为1/3。结构计算简图如图图2-2所示。边跨梁上分布荷载载有矩形和三三角形两部分分组成，在求求固端弯矩时时，可根据固固端弯矩相等等的原则，先先将三角形荷荷载转化伟等等效均布荷载载，等效均布布荷载的计算算公式见图3-4：，图2-4等效均布布荷载的转化化示意图顶层：将三角形荷载转化化为等效均布布荷载结构内力可用弯矩矩分配法计算算并可利用对对称性取二分分之一结构计计算。各杆的固端弯矩为为弯矩分配法传递弯弯矩：顶层弯矩图如图22-5示：图2-5顶层弯矩矩图标准层：将三角形荷载转化化为等效均布布荷载结构内力可用弯矩矩分配法计算算并可利用对对称性取二分分之一结构计计算。各杆的固端弯矩为为弯矩分配法传递弯弯矩：标准层弯矩图如图图3-6示：图2-6标准层弯弯矩图底层：将三角形荷载转化化为等效均布布荷载结构内力可用弯矩矩分配法计算算并可利用对对称性取二分分之一结构计计算。各杆的固端弯矩为为弯矩分配法传递弯弯矩：标准层弯矩图如图图2-7示：图2-7标准层弯弯矩图求跨中弯矩：根据据求得的支座座弯矩和各跨跨的实际荷载载分布。顶层：图2-8顶层跨中中弯矩计算简简图标准层、底层：图2-9标准层跨跨中弯矩计算算简图将各层求得的弯矩矩图叠加，见见图2-10：图2-10恒载作作用下的弯矩矩图考虑梁段弯矩调幅幅，乘以系数数0.85，调幅后的的弯矩图见图图2-11：图2-11调幅后后恒载作用下下的弯矩图根据弯矩图得出剪剪力图和轴力力图，见图2-12：图2-12恒载下下的剪力图和和轴力图将梁端节点弯矩换换算至梁端柱柱边弯矩值，以以备内力组合合时用。梁端柱边的剪力和和弯矩按下式式计算：节点：节点左侧：节点右侧：节点：节点左侧：节点右侧：节点：节点左侧：节点右侧：节点：节点左侧：节点右侧：有以上数据得出梁梁端柱边弯矩矩图，如图2-13示：图2-13梁端柱边边弯矩图活荷载作用下框架架的内力计算算活荷载作用下的内内力计算采用用分层法。因因为该框架结结构荷载对称称，变形对称称，中跨中点点无转角和水水平位移，可可取其一半进进行计算，计计算步骤如下下，除底层外外其余各层柱柱线刚度均乘乘以0.9修正，除底底层外其余各各层柱弯矩传传递系数为1/3。结构计算简图如图图2-3示边跨梁上分布荷载载为三角形，在在求固端弯矩矩时，可根据据固端弯矩相相等的原则，先先将三角形荷荷载转化伟等等效均布荷载载，等效均布布荷载的计算算公式见下图图2-14：，图2-14等效均均布荷载的转转化示意图将三角形荷载转化化为等效均布布荷载顶层：标准层：等效后的结构计算算简图见图2-15：图2-15等效后活活荷载下的结结构计算简图图结构内力可用弯矩矩分配法计算算并可利用对对称性取二分分之一结构计计算。顶层：各杆的固端端弯矩为中间层及底层：各各杆的固端弯弯矩为弯矩分配法计算过过程如下：顶层：标准层：底层：活荷载作用下的各各层的弯矩图图分别如图2-16、2-17、2-18所示：图2-16顶层活活荷载作用下下的弯矩图图2-17标准层层活荷载作用用下的弯矩图图图2-18底层活活荷载作用下下的弯矩图求跨中弯矩：根据据求得的支座座弯矩和各跨跨的实际荷载载分布。顶层：图2-19顶层梁梁在实际分布布荷载下的跨跨中弯矩标准层、底层跨中中弯矩同顶层层：图2-20底层、标标准层梁在实实际分布荷载载下的跨中弯弯矩将各层求得的弯矩矩图叠加，见见图2-21：图2-21活载作作用下的弯矩矩图考虑梁段弯矩调幅幅，乘以系数数0.85，调幅弯矩矩值见图2-22：图2-22调幅后后活载作用下下的弯矩图根据弯矩图得出剪剪力图和轴力力图，见图2-23：图2-23活载下下的剪力图和和轴力图将梁端节点弯矩换换算至梁端柱柱边弯矩值，以以备内力组合合时用。梁端柱边的剪力和和弯矩按下式式计算：节点：节点左侧：节点：节点左侧：节点：节点左侧：节点：节点左侧：由以上计算结果得得出活载下的的梁端柱边弯弯矩图见图2-24图2-24梁端柱柱边弯矩图2.2.3风荷载作作用下框架内内力及侧移验验算2.2.3.1风荷荷载作用下的的内力计算风荷载作用下的结结构计算简图图如图2-25示：图2-25风载下下的结构计算算简图各层框架承受的层层间总剪力为为：，，，风荷载作用下的内内力计算采用用D值法。由规范查得，即。故故可有规范查查得。采用左风：底层柱：边柱A：，中柱B：，上层柱：边柱A：，中柱B：，层数边柱A边柱B4321各柱柱端弯矩计算算：层数边柱A中柱B4321梁端弯矩：；层数边节点A中节点B4321风荷载下的内力图图如图2-26、2-27示：图2-26左风下下的弯矩图图2-27左风下下的剪力图和和轴力图2.2.3.2风荷荷载作用下框框架的侧移验验算：因房屋高度小于440，故仅考考虑框架的总总体剪切变形形。由刚度折折减系数便可可计算出相对对位移。各层柱实际总侧移移刚度底层：其它层：侧移计算：层数410.8739.31324.1139.31236.7539.31150.9717.36由上述验算可知，层层间相对位移移满足要求。2.3内力组合柱的内力组合.1边柱的内力组合边柱的内力组合见见下表：层数截面内力边柱恒载活载左风载右风载内力组合基本组合标准组合恒×1.2+活×1..4恒×1.2+左风×11.4恒×1.2+右风×11.4恒×1.2+0.9××1.4×（活+左风恒×1.2+0.9××1.4×（活+右风）恒×1.35+0.77×1.4×活恒载+活载恒+左风恒+右风恒+0.9×（活++左风）恒+0.9×（活++右风）四层上M19.125.17-4.354.3530.1816.8529.0323.9734.9330.8724.2914.7723.4719.8527.68N142.6126.54-1.251.25208.28169.38172.88202.99206.14218.53169.15141.36143.86165.3167.61下M14.414.72-2.742.7423.913.4521.1219.7826.6924.0719.1311.6717.1516.1921.12N158.0926.54-1.251.25226.86187.95191.45221.57224.72239.43184.63156.84159.34180.85183.10V-9.32-2.751.97-1.97-15.03-8.42-13.94-12.16-17.13-15.27-12.07-7.35-11.29-10.02-13.56三层上M11.144.22-8.638.6319.271.2825.457.8129.5519.1715.362.5119.777.1722.70N285.7253.59-4.594.59417.89336.43349.29404.60416.17438.24339.31281.13290.31329.82338.08下M11.944.33-7.067.0620.394.4424.2110.8828.6720.3616.274.88199.48322.19N301.253.59-4.594.59436.46355.01367.86423.18434.74459.13354.79296.61305.79345.3353.56V-6.41-2.384.36-4.36-11.02-1.58-13.79-5.19-16.18-10.98-8.79-2.05-10.77-4.62-12.47二层上M12.144.4-12.3112.3120.72-2.6631.804.6035.6220.7016.54-0.1724.455.0227.17N428.6480.62-10.3910.39627.23499.82528.91602.85629.04657.67509.26418.25439.03491.84510.54下M13.433.87-11.6311.6321.53-0.1632.396.3335.6421.9217.31.825.066.4427.38N444.1280.62-10.3910.39645.81518.39547.49621.43647.61678.56524.74433.73454.51507.32526.02V-7.1-2.36.65-6.65-11.740.79-17.83-3.03-19.79-11.83-9.4-0.45-13.75-3.18-15.15一层上M8.032.92-252513.72-25.3644.636-18.1844.8113.7010.95-16.9733.03-11.8433.15N571.19107.47-20.6320.63835.88656.54714.31794.84846.83876.42678.66550.56591.82649.34686.48下M4.391.6-30.5530.557.50-37.5048