杭州某小区高层钢结构住宅设计毕业设计_计算书

毕业设计书题目杭州某小区高层钢结构住宅设计专业土木工程班级钢结构XXXX姓名XXXX指导教师XXX（教授级高工）所在学院城建学院完成时间2013年6月承诺书我谨此郑重承诺本毕业设计（论文）是本人在指导老师指导下独立撰写完成的。凡涉及他人观点和材料，均依据著作规范作了注释。如有抄袭或其它违反知识产权的情况，本人愿接受学校处分。承诺人（签名）2013年月日杭州某小区高层钢结构住宅设计城建学院土木工程专业王晓涛摘要本设计为杭州某小区高层钢结构住宅。该住宅楼为八层结构，结构主体为钢框架结构，采用钢与混凝土组合楼盖。结构设计考虑到了结构的抗震性能，在有关地震效应计算时，主要参考国家现行规范。结构的计算的主要内容如下初步选取构件尺寸，荷载的计算，内力的计算，构件的验算，构件的连接设计，基础的设计。其中内力考虑了风荷载、地震荷载、雪荷载等多种荷载。根据不同力的作用方式选择计算方法，计算竖向荷载作用下时采用弯矩二次分配法，风荷载作用下时采用D值法。计算中采用了一些合理的假定，如不考虑屋面结构找坡，当作平屋面假定计算。计算中注意对手算结果和电算结果的比较，可以对软件计算和手算各自的特点有更充分的认识。在计算组合梁挠度时，按简支梁简化计算。计算组合板负弯矩时，按单跨两端固支简化计算。在具体的结构计算中以国家现行规范为依据。关键词钢结构；住宅结构设计；内力计算；弯矩二次分配法；D值法AHIGHRISESTEELSTRUCTURERESIDENTIALDESIGNINHANGZHOUWANGXIAOTAO,MAJORINCIVILENGINEERINGABSTRACTTHEDESIGNOBJECTISHIGHRISESTEELSTRUCTURERESIDENTIALDESIGNLOCATEDINHANGZHOUTHISBUILDINGISEIGHTSTRORY,ANDTHEMAINFORMOFITSSTRUCTUREISSTEELFRAMESTRUCTURE,WHILETHEFLOORISSTEELANDCONCRETECOMPOSITEFLOORTHESTRUCTURALDESIGNBASESONGRADUATIONPROJECTREQUESTS,SUCHASTHECAPACITYOFRESISTINGTHEEARTHQUAKEINTHECALCULATION,THESOLUTIONSABOUTEARTHQUAKECOMPUTINGISACCORDINGTOTHEASEISMICCODE,WHICHISOURNATIONALNORUNSSPECIFICLYSPEAKING,THEPROCESSOFTHESTRUCTURALDESIGNAREASFOLLOWS,JUDGETHESIZEOFTHEMEMBEROFSTRUCTURE,CALCULATETHELOAD,CALCULATETHEINTERNALFORCE,DESIGNTHECONECTIONOFMEMBERS,DESIGNTHESINGLEEXTENDEDFOUNDATIONUNDERTHECOLUMNWHENCALCULATETHEINTERNALFORCE,MANYLOADSARETAKENINTOCONSIDERATION,SUCHASTHEWINDLOAD,THESEISMICLOAD,THESNOWLOADANDETCWHENCHECKTHESTEELMEMBERANDTHECONNECTIONS,THENORMALSITUATIONANDSEISMICSITUATIONAREBOTHCONSIDEREDACCORDINGTODIFFERENTMODESOFSELECTIONMETHODSEISMICLEVELSCALCULATEDUSING“MOMENTDISTRIBUTIONMETHOD“UNDERVERTICALLOADSTRATIFIED,WINDLOADCALCULATIONOFINTERNALFORCESOF“D”METHODINTHECALCULATION,IADOPTSOMEREASONABLEASSUMPTIONSFORINSTANCE,IGNORETHESLOPEMADEFORDRAININGTHEWATER,TREATTHEROOFASFLATROOFIALSOCOMPARETHERESULTSBETWEENHANDCOUNTANDSOFTWARE,SOTHATICANKNOWBETTERABOUTTHEDIFFERENCEBETWEENTHEMWHENCALCULATETHEDEFORMATIONOFTHESTEELCONCRETECOMBINATEDBEAM,THEBEAMISSIMPLIFIEDASASIMPLESUPPORTEDBEAMWHENCALCULATETHEMOMENTOFTHECOMBINATEDSLAB,THESLABISSIMPLIFIEDASASLABWITHBOTHENDSFIXEDINTHESPECIFICSTRUCTURALCACULATIONS,THEPREVAILCODESAREUSEDASREFERENCEKEYWORDSSTEELSTRUCTURERESIDENTIALSTURCUREDESIGNINTERNALFORCECALCULATINGMOMENTDISTRIBUTIONMETHOD“D”METHOD目录1工程概况及结构选型111工程概况112结构选型12结构布置及构件参数121结构布置及计算简图1211梁柱布置1212计算简图222截面选择3221框架梁4222次梁4223框架柱423框架梁柱线刚度计算5231梁线刚度5232柱线刚度53荷载标准值计算531恒载标准值计算6311楼面荷载6312屋面荷载6313内墙荷载7314外墙荷载7315女儿墙荷载732活载标准值74横向框架内力计算841风荷载作用下横向框架内力计算842竖向荷载作用下横向框架内力计算14421计算单元14422荷载计算15423固端弯矩计算18424弯矩分配系数计算19425内力计算20致谢26参考文献27附录281工程概况及结构选型11工程概况本工程为杭州某小区高层钢结构住宅设计，层数为8层，1层为社区用房，28层为住宅用房。1层层高31米，其余各层层高29米。女儿墙高为14米，屋面层以上有电梯机房层。拟建房屋所在地的设计资料如下抗震烈度为6度，设计分组第一组，场地类别为三类，基本地震加速度005G。基本雪压，基本风压。2045KN/MS2045KN/M耐火等级2级，屋面防水等级2级。12结构选型结构体系钢框架结构屋面和楼面结构压型钢板组合楼板楼梯结构钢结构楼梯电梯间钢框架柱截面焊接H型钢梁截面焊接H型钢2结构布置及构件参数21结构布置及计算简图211梁柱布置采用的柱网尺寸为纵向，横向。柱、主梁及次梁布置、及3694M57尺寸如图21所示图21标准层梁柱布置简图212计算简图选取一榀典型框架轴线横向框架作为计算单元。由于顶层柱承受的荷载较小，为简化计算，可不考虑顶层柱因结构找坡而引起的细微长度差别。简化后的框架单元见图22。图22横向框架计算简图22截面选择钢梁的截面可根据跨度和荷载条件决定，同时受到建筑设计和使用要求的限制，本设计中采用热轧H型钢，强度为Q345。初始梁高可以根据荷载条件取跨度的1/201/12。而梁的翼缘宽度可以取梁高的1/61/2。柱截面一般凭经验来确定，也可以通过预先假定柱子长细比的方法来实现，设计时先估算柱在竖向荷载作用下的轴力，以作为设计轴力按轴心受压构件来确定框架柱的初始截面，N12即如果，取；如果12N的值为之间，可假定1250K80305KN，同时还应满足相应抗震设防烈度下的长细比限制的要求。67221框架梁，取11703580202HLM1H50M取56HN222次梁，取2211750362550HL2H450取HN494223框架柱初选边柱为，中柱为。W0132HW4280735构件截面尺寸汇总见表21。表21构件选用表项目截面尺寸（）M重量（）KN/M框架梁506HN0896次梁429140765边柱W3172中柱87528323框架梁柱线刚度计算231梁线刚度考虑现浇混凝土楼板与钢梁的共同作用，对边框架和中框架梁的截面惯性矩取12和15的放大系数。梁线刚度如表22所示。表22梁线刚度计算表232柱线刚度以边柱为例23211层线刚度54342061901/010CEIIH232228层线刚度5434/298CII表23柱线刚度汇总表层次边柱KNM中柱KNM1层4104791028层8853荷载标准值计算类型CE2N/M0I4LMC0EI/LKN中框架KM边框架KNAB5061872461743104310BC240592CD58044731恒载标准值计算确定屋面及楼面施工做法后，依据建筑结构荷载规范确定楼面和屋面恒荷载及活荷载标准值。311楼面荷载312屋面荷载厚压型钢板08M201KN/M厚C20钢筋混凝土板12512水泥砂浆找平层224/厚T910地砖3198036KN吊顶及吊挂荷载2/M钢结构自重5合计238KN/厚压型钢板08M201/M厚C25钢筋混凝土板125KN厚C20防水细石混凝土424/12水泥砂浆找平层2000厚膨胀珍珠岩保温层1M2125KN/M厚水泥砂浆336厚改性沥青防水420/吊顶及吊挂荷载KN钢结构自重25/M合计7313内墙荷载内墙线荷载（偏安全取3100MM高）183561KN/M314外墙荷载外墙线荷载（偏安全取高）310M2543178KN/M315女儿墙荷载按外墙做法，高度，线荷载为456/32活载标准值根据建筑结构荷载规范确定活荷载标准值住宅楼面20KN/M上人屋面风荷载标准值245/雪荷载标准值0KN厚加气混凝土砌块150M2015713KN/M厚水泥砂浆找平层8820厚116水泥石膏砂浆24/厚1033水泥石膏砂浆501KN合计28/M厚加气混凝土砌块20M2027510KN/厚13水泥砂浆找平层664M厚116水泥石膏砂浆929/厚水泥砂浆抹平70208KN合计254/4横向框架内力计算根据建筑结构荷载规范，要考虑如下几种受荷情况1、恒载计算，2、活荷载满跨布置，3、风荷载作用，4、横向水平地震作用。根据高层民用建筑钢结构技术规程，本结构层高小于40M，可不考虑竖向地震作用。本计算书仅手算1、2、3三种情况。对于1、2两种情况，框架在竖向荷载作用下，采用弯矩二次分配法计算；框架在风荷载作用下，采用D值法计算。符号规定内力图表示中，轴力取受压为正（梁不考虑轴力），剪力取使构件截面产生顺时针转动趋势为正，弯矩图中不标正负，画在受拉一侧。荷载组合时，弯矩有正负，梁弯矩取下拉为正，柱弯矩取左拉为正。41风荷载作用下横向框架内力计算4111横向框架柱抗侧刚度D值计算D值即两端固定的柱上下端产生相对水平位移时需要在柱顶施加的水平力。本例取轴线处（中框架）的梁柱进行抗侧刚度D值计算。以28层为例A柱37201248BCIK78C44221100190KN/MACIDHB柱37078285BCIK023C4422118501KN/M9CBIDHC柱302106285BCIK63C442211850081KN/M9CCIDHD柱437528BCIK019C44232218071KN/MCIDH494193/其余柱的抗侧刚度D值以此类推，计算得出的抗侧刚度D值见表41表41抗侧刚度D值4112风荷载标准值层数柱号KCKN/MDKN/A077102784190B078802833C0600023142828D043801791049310A0841047246B084804737C0646043343101D04770394253810风荷载标准值按计算，基本风压。由荷载规范查0KZS2045KN/M得（迎风面）和（背风面），B类地区。由于，取08S5H310Z。139Z取轴线横向框架，其负载宽度为，沿房屋高度的分布风荷载标准值7M7504ZSQ根据各楼层标高处的高度HI可得各楼层标高处，见表42。QZ表42沿房屋高度的分布风荷载标准值4113风荷载作用下水平位移验算根据水平荷载，由式计算层间剪力，依据前面得到的抗侧刚度计算轴KNIRIVF线框架的层间侧移刚度，而后由计算各层相对侧移。1IINIJJVUDA表43风载作用下框架层间剪力及侧移计算层次IHMI/ZZ1ZKN/M2QZK/8234010013410036222672050088125100336210617600751181003191995147006311210030318941180050105100283177389003810010027016926000261001002701691310013100100270169层次IFKNIVN/MIUN/MIU/H816841684930000181/16111715923276930000351/8286615054780930000511/5686由表43可见，风荷载作用下框架的最大层间位移角为1/2661远小于1/800，满足规范要求。4114风荷载作用下框架结构内力计算在水平荷载作用下，框架内力及位移可采用D值法进行简化计算。根据框架总层数及该层所在的层数，梁柱线刚度比值且荷载近似倒三角形，查得反弯点K高度比，求得柱截面弯矩。以第8层为例Y层间剪力8V164KNA柱剪力1649/34KNAAD反弯点高度Y03柱顶截面处弯矩8201698KMUAMVHY柱底截面处弯矩493NB其余柱的弯矩以此类推，横向框架柱弯矩见表44、表45、表46。表44横向框架柱端弯矩汇总（1）层数1层2层3层柱号ABCDABCDABCDD260470430220190340280120190340280120CV215939023570182720634238349114961803322626571139Y065065070076050050050053045045045045UCM234242343320135929916146506121802876514642381942B435078637747430329916146506124582353421034671589514246205930000671/4328413387543930000811/3580312828825930000951/30532127210098930001091/266111360114581380000831/3494表45横向框架柱端弯矩汇总（2）层数4层5层6层柱号ABCDABCDABCDD190340280120190340280120190340280120CV15412758227197312682268186880197717481439617Y045045045045045045045040044045040037UCM245843983622165920223618298014891586278725041205B2011359929641358165429602438993124622811670707表46横向框架柱端弯矩汇总（3）层数7层8层柱号ABCDABCDD190340280120190340280120CV6691198986423344616507217Y040040035032030030025016UCM11642084185989169812501103566B77613891001419299536368108框架梁端弯矩、剪力及柱轴力计算，以第8层AB跨梁为例LBM698KNM125037/690KNMR8/437KNLRBBVL347KAN其余梁端弯矩、剪力及柱轴力以此类推，横向框架梁端弯矩、剪力及柱轴力见表47。表47横向框架梁端弯矩、剪力及柱轴力汇总跨次AB跨BC跨CD跨柱轴力层数LBMRBVLRBMVLBRBVANBCDN86986903475606492424545661463475893871467146414467281173131049791799927410751813115841962362230611671870206278614431624438224237662382858532683258163126412735107519142197587387364734045144544112406420443295356513722495265273559179889615221803488748292429391642361630296532998958346139488677307525344571927664637501719313512376810401111218645116484115153335732276646484930191635013817104513878233271460951604115风荷载作用下弯矩图图41风荷载作用下弯矩图42竖向荷载作用下横向框架内力计算421计算单元取轴线横向框架进行计算，计算宽度为，如图312所示由于房间内布置次梁，75M故直接传给该框架的楼面荷载如图中的水平阴影线所示，计算单元范围内的其余楼面荷载则通过次梁和纵向框架梁以集中力的形式传给横向框架，作用于各节点上。由于纵向框架梁的中心线与柱的中心线不重合，因此在框架节点上还作用有集中力矩。横向框架计算单元见图42。图42横向框架计算单元422荷载计算4221恒载计算图43各层梁上作用的恒载在图43中，代表横梁自重和横墙线荷载，为均布荷载形式。以第8层为例0Q08963546KN/M至为板直接传递给横梁的线荷载，并折算为均布荷载。以为例151Q231872429KN/M4Q至为由纵梁和次梁直接传给柱和横梁的恒载，它包括梁自重、楼板重和女儿墙等重1P6力荷载，以为例1104382185720896720654567296KN由于边框架柱与轴线未对齐产生的集中力矩12042894KMM其它各层计算以此类推，各层梁上作用的恒荷载值见表48、表49。表48横向框架恒荷汇总表（1）表49横向框架恒荷汇总表（2）4222活载计算活荷载作用下各层框架梁上的荷载分布如图44。层次0QKN/M1K/2QKN/M3K/4QKN/M5/84456141291072571510725141291787669584727548572759584层次1PKN23PKN5PKN61MKNM28948612042910093810093812042994869499491710668212587911216611216612587910668210671067图44各层梁上作用的活载至为板直接传递给横梁的线荷载，并折算为均布荷载。以第8层的为例1Q51Q2318203694KN/M4至为由纵梁和次梁直接传给柱和横梁的活载，以为例1P61P103828208K由于边框架柱与轴线未对齐产生的集中力矩12409KNM2M其它各层计算以此类推，各层梁上作用的活荷载值见表410、表411。表410横向框架活荷汇总表（1）表411横向框架活荷汇总表（2）层次1QKN/M2QK/3QKN/M4QK/5QKN/M1849437525375494层次1PKN23PKN45PKN61MKN2182088379831731737982088209209423固端弯矩计算4231恒载作用下梁固端弯矩计算以8层AB跨的固端弯矩为例221185478KNMABMQL22L其它层固端弯矩计算以此类推，各层固端弯矩值见表412。表412恒载作用下固端弯矩汇总表4232活载作用下梁固端弯矩计算以8层AB跨的固端弯矩为例2214965KNMABMQL22L其它层固端弯矩以此类推，各层固端弯矩值见表413。表413活载作用下固端弯矩汇总表层次ABM）KNMBA）KBCM）KNMCB）KCDM）KNMDCK824782478787410039185891614017244724678635111531928316540层次ABM）KNMBA）KBCM）KNMCB）KCDM）KNMDCK186596592256292754594704424弯矩分配系数计算以第8层为例437485AS5012B8236C4149DSB0568A7058RA912BB3241LB301982RB85063BC06LC546RC49BD2134LD其余各梁柱分配系数以此类推，见表414、表415。表414弯矩分配系数汇总表（1）表415弯矩分配系数汇总表（2）层次UABARALBUBBBRB80565043502430559019827036103610278015503590359012710372034102870160036803420130层次LCUCBCRCLDUDBD80221062501540304069627013503850385009501800410041010140039503670098018604250389425内力计算4251恒载作用下内力计算用弯矩二次分配法计算梁、柱端的弯矩，见图45。以此为依据绘制弯矩图，见图46。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05604350243059019802106250154034069偏心矩偏心矩偏心矩偏心矩948278787433948916974866165313301651068518534136481057327269521620535094580472904637604926195017034127630587197039195412435129415303610361027801503590359012701350385038509501804104184624678635271283653976849749738195217217010963102310274284341634132179150830943756952758182607662674746430615909095063271017843629215562106253902171897483162103610361027801503590359012701350385038509501804104184624678635271283653976849749738195217217010963102310274284341634128279109094356569757535352646346347622878484021072294941851203938225891563703701561942523403030361036102780150359035901270135038503850950180410418462467863527128365397684974973819521721701096310231027428434163412827910909435656975753535264634634762287848402107229494185120393822589156370370156194252340303036103610278015035903590127013503850385095018041041846246786352712836539768497497381952172170109631023102742843416341282791090943565697575353526463463476228784840210722949418512039382258915637037015619425234030303610361027801503590359012701350385038509501804104184624678635271283653976849749738195217217010963102310274284341634128279109094356569757535352646346347622878484021072294941851203938225891563703701561942523403030361036102780150359035901270135038503850950180410418462467863527128365397684974973819521721701096310231027428434163412825679109343566589752873532463340437928063109328999079818517200252876805690150393902151942524041400372034102870160368034201301403950367098018604250389684624786552712353971685126493959027421650413831529837968286576018248711109914064435623464272081405151187621769282731737508605912694579278997019676564931087321395024697图45恒载作用下弯矩二次分配计算注柱的传递系数均为1/2，对于钢结构，一般不需进行弯矩调幅。图46恒载作用下梁柱弯矩图由弯矩图得到梁端剪力和柱轴力，见表416。表416恒载作用下的梁端剪力及柱轴力层次AVLBRLCVRDV顶AN底A顶BN底B顶CN底顶DN底8321924214864547105146135276105036127052132052227124235364341360349600199896204896733775396257443511308713730811009427250927750947530348354371216172040142167242667263349339907746411128801377021097004176844226847239707322101083149109138964305464805453349339907746411128801377021097005628595678599726379808771454137146237786443686943643349339907746411128801377021097007080347130341221304122954418251251833365108581810908183334933990774641112880137702109700853209858209146997114782112196113220435313072001312200233510398917465911286213767810972499840110034011718640172688025670592575299152860615336061327894061273772113749138429108974114287211478721967143197538329396432947883174926217542624252活载作用下内力计算用弯矩二次分配法计算梁、柱端的弯矩，见图47。以此为依据绘制弯矩图，见图48。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05604350243059019802106250154034069偏心矩偏心矩偏心矩偏心矩28687658725697972085419532893031561582381364312850409267981824762950918164714503030520679373838013296529743705371354036103610278015035903590127013503850385095018041041286568756297447328164164122457357320934189748974820580914918429270380462861701325659909198040875656974561612375217373513205160832869081537680724371794036103610278015035903590127013503850385095018041041286568756297447328164164122457357320934189748974820580914918429080380286286170255330796199597256256638370637063141444784357057098417032610310353914502812810361036102780150359035901270135038503850950180410412865687562974473281641641224573573209341897489748205809149184290803802862861702553307961995972562566383706370631414447843570570984170326103103539145028128103610361027801503590359012701350385038509501804104128656875629744732816416412245735732093418974897482058091491842908038028628617025533079619959725625663837063706314144478435705709841703261031035391450281281036103610278015035903590127013503850385095018041041286568756297447328164164122457357320934189748974820580914918429080380286286170255330796199597256256638370637063141444784357057098417032610310353914502812810361036102780150359035901270135038503850950180410412865687562974473281641641224573573209341897489748205809149184290803738028629170501255220169349263263636720701394149491328475057985134771987458034541043280372034102870160368034201301403950367098018604250389865587256297544738167415341292658795463073541092281861910317485082780426110887402250706814180682606374380217821413467938036594014823619857564935621049143804118243287192图47活载作用下弯矩二次分配计算注柱的传递系数均为1/2，对于钢结构，一般不需进行弯矩调幅。图48活载作用下梁柱弯矩图由弯矩图得到梁端剪力和柱轴力，见表417。表417活载作用下的梁端剪力及柱轴力层次AVLBRVLCRVD顶AN底A顶BN底B顶CN底顶DN底8853311227164323151839036299542941334413656397387910225411049450834558347881710943184602949038009309816411069110141262149502209693217933107695112695691111065018420295303796831022991011041012165522247923171313253711645971695975911110650184202953037968310221340921390922918423000824245694328092214992264994911110650184202953037968310221690831740833671323753725320075402472784012834013911110650