1、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2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3杭州某小区高层钢结构住宅设计城建学院土木工程专业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
2、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4AHIGHRISES
3、TEELSTRUCTURERESIDENTIALDESIGNINHANGZHOUWANGXIAOTAO,MAJORINCIVILENGINEERINGABSTRACTTHEDESIGNOBJECTISHIGHRISESTEELSTRUCTURERESIDENTIALDESIGNLOCATEDINHANGZHOUTHISBUILDINGISEIGHTSTRORY,ANDTHEMAINFORMOFITSSTRUCTUREISSTEELFRAMESTRUCTURE,WHILETHEFLOORISSTEELANDCONCRETECOMPOSITEFLOORTHESTRUCTURALDESIGNBASE
4、SONGRADUATIONPROJECTREQUESTS,SUCHASTHECAPACITYOFRESISTINGTHEEARTHQUAKEINTHECALCULATION,THESOLUTIONSABOUTEARTHQUAKECOMPUTINGISACCORDINGTOTHEASEISMICCODE,WHICHISOURNATIONALNORUNSSPECIFICLYSPEAKING,THEPROCESSOFTHESTRUCTURALDESIGNAREASFOLLOWS,JUDGETHESIZEOFTHEMEMBEROFSTRUCTURE,CALCULATETHELOAD,CALCULATE
5、THEINTERNALFORCE,DESIGNTHECONECTIONOFMEMBERS,DESIGNTHESINGLEEXTENDEDFOUNDATIONUNDERTHECOLUMNWHENCALCULATETHEINTERNALFORCE,MANYLOADSARETAKENINTOCONSIDERATION,SUCHASTHEWINDLOAD,THESEISMICLOAD,THESNOWLOADANDETCWHENCHECKTHESTEELMEMBERANDTHECONNECTIONS,THENORMALSITUATIONANDSEISMICSITUATIONAREBOTHCONSIDER
6、EDACCORDINGTODIFFERENTMODESOFSELECTIONMETHODSEISMICLEVELSCALCULATEDUSING“MOMENTDISTRIBUTIONMETHOD“UNDERVERTICALLOADSTRATIFIED,WINDLOADCALCULATIONOFINTERNALFORCESOF“D”METHODINTHECALCULATION,IADOPTSOMEREASONABLEASSUMPTIONSFORINSTANCE,IGNORETHESLOPEMADEFORDRAININGTHEWATER,TREATTHEROOFASFLATROOFIALSOCOM
7、PARETHERESULTSBETWEENHANDCOUNTANDSOFTWARE,SOTHATICANKNOWBETTERABOUTTHEDIFFERENCEBETWEENTHEMWHENCALCULATETHEDEFORMATIONOFTHESTEELCONCRETECOMBINATEDBEAM,THEBEAMISSIMPLIFIEDASASIMPLESUPPORTEDBEAMWHENCALCULATETHEMOMENTOFTHECOMBINATEDSLAB,THESLABISSIMPLIFIEDASASLABWITHBOTHENDSFIXEDINTHESPECIFICSTRUCTURAL
8、CACULATIONS,THEPREVAILCODESAREUSEDASREFERENCEKEYWORDSSTEELSTRUCTURERESIDENTIALSTURCUREDESIGNINTERNALFORCECALCULATINGMOMENTDISTRIBUTIONMETHOD“D”METHOD5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631
9、2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146422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2811工程概况及结构选型2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
10、雪压20045KN/MS，基本风压20045KN/M。耐火等级2级，屋面防水等级2级。3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4结构布置及构件参数5结构布置及计算简图6梁柱布置采用的柱网尺寸为纵向36394M，横向457M。柱、主梁及次梁布置、及尺寸如图41所示2图41标准层梁柱布置简图7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42。3图42横向框架计算简图8截面选择钢梁的截面可根据跨度和荷载条件决定，
11、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N，以12N作为设计轴力按轴心受压构件来确定框架柱的初始截面，即如果12N1500KN，取80100；如果12N的值为30003500KN之间，可假定6070，同时还应满足相应抗震设防烈度下的长细比限制的要求。49框架梁111111700035058020122012HLMMMM，取1H500MM取5002001016HN10次梁2
12、21111750037562525202520HLMMMM，取2H450MM取HN45020091411框架柱初选边柱为HW4004001321，中柱为HW4284072035。构件截面尺寸汇总见表41。表41构件选用表项目截面尺寸（MM）重量（KN/M）框架梁5002001016HN0896次梁HN4502009140765边柱HW4004001321172中柱HW4284072035283512框架梁柱线刚度计算13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42所示。表42梁线刚度计算表14柱线刚度以边柱为例151层线刚度
13、5434206106690010/31104410CCCCEIIH1628层线刚度5434206106690010/29104810CCCCEIIH表43柱线刚度汇总表层次边柱KNM中柱KNM1层444104791028层448104851017荷载标准值计算类型CE2N/MM0I4MMLMMC0EI/LKNM中框架KNM边框架KNMAB5206108478104000246174371043010BC5206108478105000196944301042410CD5206108478107000140674211041710618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
14、确定楼面和屋面恒荷载及活荷载标准值。19楼面荷载20屋面荷载08MM厚压型钢板2012KN/M100MM厚C20钢筋混凝土板2012525KN/M20MM12水泥砂浆找平层200220040KN/M3M厚T910地砖21980003006KN/M吊顶及吊挂荷载2030KN/M钢结构自重2050KN/M合计2388KN/M08MM厚压型钢板2012KN/M100MM厚C25钢筋混凝土板20125250KN/M40MM厚C20防水细石混凝土200425100KN/M20MM12水泥砂浆找平层200220040KN/M100MM厚膨胀珍珠岩保温层201025025KN/M30MM厚水泥砂浆20032
15、0060KN/M4M厚改性沥青防水2005KN/M吊顶及吊挂荷载2030KN/M钢结构自重2050KN/M合计2572KN/M721内墙荷载内墙线荷载（偏安全取3100MM高）18131561KN/M22外墙荷载外墙线荷载（偏安全取3100MM高）25431787KN/M23女儿墙荷载按外墙做法，高度1400MM，线荷载为25414356KN/M24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220KN/M上人屋面220KN/M风荷载标准值2045KN/M雪荷载标准值2045KN/M150MM厚加气混凝土砌块201575113KN/M8MM厚水泥砂浆找平层2008202032KN/M
16、8MM厚116水泥石膏砂浆2008142022KN/M5MM厚1033水泥石膏砂浆2005142014KN/M合计2181KN/M200MM厚加气混凝土砌块202075150KN/M6MM厚13水泥砂浆找平层2006202024KN/M9MM厚116水泥石膏砂浆2009142052KN/M7MM厚水泥砂浆抹平2007202028KN/M合计2254KN/M825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
17、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。26风荷载作用下横向框架内力计算27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37207712248BCIKI07710278220771CKK442212124810027819010KN
18、/M29ACCIDHB柱3730207882285BCIKI07880283220788CKK44221212851002833410KN/M29CBCIDHC柱93021206002285BCIKI06000231220600CKK44221212851002312810KN/M29CCCIDHD柱212043752248BCIKI0437501792204375CKK4423221212481001791210KN/M29CCIDH4419342812109310KN/MD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251表251抗侧刚度D值28风荷载标准值层数柱号KCDKN/
19、MDKN/M28A077102784191049310B0788028343410C0600023142810D04380179412101A0841047242610513810B0848047344710C0646043344310D047703944221010风荷载标准值按0KZSZ计算，基本风压20045KN/M。由荷载规范查得08S（迎风面）和05S（背风面），B类地区。由于H30M，取10Z139Z。取轴线横向框架，其负载宽度为75M，沿房屋高度的分布风荷载标准值75045ZSZQZ根据各楼层标高处的高度HI可得各楼层标高处QZ，见表252。表252沿房屋高度的分布风荷载标准值2
20、9风荷载作用下水平位移验算根据水平荷载，由式KNIRIVF计算层间剪力，依据前面得到的抗侧刚度计算轴线框架的层间侧移刚度，而后由1IINIJJVUD计算各层相对侧移。表253风载作用下框架层间剪力及侧移计算层次IHMIH/HZZ1QZKN/M2QZKN/M8234010013410036222672050088125100336210617600751181003191995147006311210030318941180050105100283177389003810010027016926000261001002701691310013100100270169层次IFKNIVKNDN/MM
21、IUN/MMIIU/H816841684930000181/16111715923276930000351/8286615054780930000511/5686514246205930000671/432811由表253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。30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K值且荷载近似倒三角形，查得反弯点高度比Y，求得柱截面弯矩。以第8层为例层间剪力8V1684KNA柱剪力168419/93344KNAADVVD反弯点高度Y03
22、0柱顶截面处弯矩813442901030698KNMUAMVHY柱底截面处弯矩8344290030299KNMBAMVHY其余柱的弯矩以此类推，横向框架柱弯矩见表254、表255、表256。表254横向框架柱端弯矩汇总（1）层数1层2层3层柱号ABCDABCDABCDD260470430220190340280120190340280120CV215939023570182720634238349114961803322626571139Y065065070076050050050053045045045045UCM234242343320135929916146506121802876514
23、642381942BCM435078637747430329916146506124582353421034671589413387543930000811/3580312828825930000951/30532127210098930001091/266111360114581380000831/349412表255横向框架柱端弯矩汇总（2）层数4层5层6层柱号ABCDABCDABCDD190340280120190340280120190340280120CV15412758227197312682268186880197717481439617Y04504504504504504504
24、5040044045040037UCM245843983622165920223618298014891586278725041205BCM2011359929641358165429602438993124622811670707表256横向框架柱端弯矩汇总（3）层数7层8层柱号ABCDABCDD190340280120190340280120CV6691198986423344616507217Y040040035032030030025016UCM11642084185989169812501103566BCM77613891001419299536368108框架梁端弯矩、剪力及柱轴力
25、计算，以第8层AB跨梁为例LBM698KNMBM125037/373690KNMR698690/4347KNLRBBBMMVL347KNABNV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257。13表257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LBMRBMBVLBMRBMBVLBMRBMBVANBNCNDN8698690347560649242454566146347589387146714641446728117313104979179992741075181311584196236223061167187020627861443162
26、44382242376623828585326832581631264127351075191421975873873647340451445441124064204432953565137224952652735591798896152218034887482924293916423616302965329989583461394886773075253445719276646375017193135123768104011112186451164841151533357322766464849301916350138171045138782332714609516031风荷载作用下弯矩图1
27、4图251风荷载作用下弯矩图32竖向荷载作用下横向框架内力计算33计算单元取轴线横向框架进行计算，计算宽度为75M，如图312所示由于房间内布置次梁，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252。15图252横向框架计算单元34荷载计算35恒载计算图253各层梁上作用的恒载在图253中，0Q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008963564456KN/MQ1Q至5Q为板直接
28、传递给横梁的线荷载，并折算为均布荷载。以1Q为例2311818572361214129KN/M44Q1P至6P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力16荷载，以1P为例11044361821857208967207654223567259486KNP由于边框架柱与轴线未对齐产生的集中力矩1204029486949KNM2MM其它各层计算以此类推，各层梁上作用的恒荷载值见表258、表259。表258横向框架恒荷汇总表（1）表259横向框架恒荷汇总表（2）36活载计算活荷载作用下各层框架梁上的荷载分布如图254。图254各层梁上作用的活载1Q至5Q为板直接传递给横
29、梁的线荷载，并折算为均布荷载。以第8层的1Q为例层次0QKN/M1QKN/M2QKN/M3QKN/M4QKN/M5QKN/M84456141291072571510725141291787669584727548572759584层次1PKN2PKN3PKN4PKN5PKN6PKN1MKNM2MKNM8948612042910093810093812042994869499491710668212587911216611216612587910668210671067172311818203612494KN/M44Q1P至6P为由纵梁和次梁直接传给柱和横梁的活载，以1P为例1104436182
30、1822088KN22P由于边框架柱与轴线未对齐产生的集中力矩1204022088209KNM2MM其它各层计算以此类推，各层梁上作用的活荷载值见表2510、表2511。表2510横向框架活荷汇总表（1）表2511横向框架活荷汇总表（2）层次1QKN/M2QKN/M3QKN/M4QKN/M5QKN/M1849437525375494层次1PKN2PKN3PKN4PKN5PKN6PKN1MKNM2MKNM1820883798317317379820882092091837固端弯矩计算38恒载作用下梁固端弯矩计算以8层AB跨的固端弯矩为例22111858542478KNM1212ABMQL2211
31、1858542478KNM1212BAMQL其它层固端弯矩计算以此类推，各层固端弯矩值见表2512。表2512恒载作用下固端弯矩汇总表39活载作用下梁固端弯矩计算以8层AB跨的固端弯矩为例22114944659KNM1212ABMQL22114944659KNM1212BAMQL其它层固端弯矩以此类推，各层固端弯矩值见表2513。表2513活载作用下固端弯矩汇总表层次ABMKNM）BAMKNM）BCMKNM）CBMKNM）CDMKNM）DCMKNM824782478787410039185891614017244724678635111531928316540层次ABMKNM）BAMKNM）B
32、CMKNM）CBMKNM）CDMKNM）DCMKNM1865965922562927545947041940弯矩分配系数计算以第8层为例44837485AS48537304152BS48530214136CS44821469DSB48056585A37043585RA850559152BB370243152LB300198152RB850625136BC300221136LC210154136RC48069669BD21030469LD其余各梁柱分配系数以此类推，见表2514、表2515。表2514弯矩分配系数汇总表（1）表2515弯矩分配系数汇总表（2）层次UABARALBUBBBRB805
33、65043502430559019827036103610278015503590359012710372034102870160036803420130层次LCUCBCRCLDUDBD802210625015403040696270135038503850095018004100410101400395036700980186042503892041内力计算42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255。以此为依据绘制弯矩图，见图256。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056504350243055901980221062501540304069
34、6偏心矩偏心矩偏心矩偏心矩94862478024780000078743100394000018588916139794868641665313113301651068518894534341316646181105730248765573326111099447534215651230906583317155110393458031335047290463131103237640174926019155051171035416279246334050587125094703961954901243531294391199530361036102780155035903590127013503
35、850385009501800410041010688244672446700008635311152700001928321653971068849744974383195922221722217786010976313023130277242784863431634314321248747961915150831110954883930267171565113924386252865317154189418932265207120601206042674371124641246430761452933095330955106327219066117843076725239212657727
36、265652122062455553449020210711889715594183201620510361036102780155035903590127013503850385009501800410041010688244672446700008635311152700001928321653971068849744974383195922221722217786010976313023130277242784863431634312487248747961915111091110954883930156511565113924386231715317153527352727164591
37、106341063437622877820482042024107222442324423393439341855612039313832269222692767675893912355638750387502010561194221521347072370723036103610278015503590359012701350385038500950180041004101068824467244670000863531115270000192832165397106884974497438319592222172221778601097631302313027724278486343163
38、431248724874796191511109111095488393015651156511392438623171531715352735272716459110634106343762287782048204202410722244232442339343934185561203931383226922269276767589391235563875038750201056119422152134707237072303610361027801550359035901270135038503850095018004100410106882446724467000086353111527
39、000019283216539710688497449743831959222217222177860109763130231302772427848634316343124872487479619151110911109548839301565115651139243862317153171535273527271645911063410634376228778204820420241072224423244233934393418556120393138322692226927676758939123556387503875020105611942215213470723707230361
40、036102780155035903590127013503850385009501800410041010688244672446700008635311152700001928321653971068849744974383195922221722217786010976313023130277242784863431634312487248747961915111091110954883930156511565113924386231715317153527352727164591106341063437622877820482042024107222442324423393439341
41、855612039313832269222692767675893912355638750387502010561194221521347072370723036103610278015503590359012701350385038500950180041004101068824467244670000863531115270000192832165397106884974497438319592222172221778601097631302313027724278486343163431248725634796191511109113875488393015651160581392438
42、623171532876355435542737463410734107343797293283608360206310931248992489939073983185781172031340225922287076803596901235013859339000201095119422152343702477140703720341028701600368034201300140039503670098018604250389106882446724467000086353111527000019283216539710688512646993955990222774211658045113
43、8332115298397968287766575160182248749511977111095691402315651143883984317152767253621353004691064222441074020881940051851581178610788484621621769612182333422697314743750586059012619245679278991997701199611457638568149394108173721395024697图255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。21图256恒载作用下梁柱弯矩
44、图由弯矩图得到梁端剪力和柱轴力，见表2516。22表2516恒载作用下的梁端剪力及柱轴力层次AVLBVRBVLCVRCVDVAN顶AN底BN顶BN底CN顶CN底DN顶DN底8321924214864547105146135276105036127052132052227124235364341360349600199896204896733775396257443511308713730811009427250927750947530348354371216172040142167242667263349339907746411128801377021097004176844226847239
45、707322101083149109138964305464805453349339907746411128801377021097005628595678599726379808771454137146237786443686943643349339907746411128801377021097007080347130341221304122954418251251833365108581810908183334933990774641112880137702109700853209858209146997114782112196113220435313072001312200233510
46、398917465911286213767810972499840110034011718640172688025670592575299152860615336061327894061273772113749138429108974114287211478721967143197538329396432947883174926217542622343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257。以此为依据绘制弯矩图，见图258。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0565043502430559019802210625015403040696偏心矩偏心
47、矩偏心矩偏心矩20886587658700002256229270000054590470372088254219573882893031635596158253899136643128508121941097928682798158248746832195092151555119816143714131500830235005822095056179938873300983380841791713292365302093457465370523753135443036103610278015503590359012701350385038500950180041004102088658765
48、8700002256229270000054590470372088162416241251247657355735202934189748974824058091184291842912710812123806254465286817091014791348744045120315642921511991199092314983470347012281317375637560927425896989698169612375021273381906730513220052156083238613905108665715733768444072437317945036103610278015503590359012701350385038500950180041004
