毕业论文-第二人民医院后勤办公楼设计

本科毕业设计第二人民医院后勤办公楼设计ADESIGNOFBACKOFFICEFORNO2PEOPLESHOSPITAL学院名称土木工程与力学学院专业班级学生姓名指导教师姓名指导教师职称讲师2012年6月摘要本论文综合运用所学的专业知识，根据设计任务书的要求进行了钢筋混凝土结构办公楼的建筑设计、结构设计。设计过程遵循先建筑后结构再基础的顺序进行。建筑设计，依据建筑总体规划要求、建筑用地条件和基地周边的环境特点，首先设计建筑平面，其次进行立面造型、剖面设计。建筑设计应满足使用功能和造型艺术的要求，并适应未来发展与灵活改造的需要。结构设计密切联系建筑设计，以现行的有关规范为依据，主要包括结构选型及结构布置、确定计算简图及计算单元、荷载计算、侧移控制、内力组合、构件设计、楼梯设计、基础设计等内容。本工程采用钢筋混凝土结构框架结构体系（横向承重），选择了有代表性的一榀框架进行计算。对于竖向荷载作用采用弯矩二次分配法，水平荷载作用采用D值法。设计计算整个过程中综合考虑了技术经济指标和施工工业化的要求，由于本工程位于6度抗震设防区，所以计算时不考虑抗震要求。施工组织设计主要包括施工准备工作、施工部署、主要项目的施工方法以及技术质量、安全生产、文明施工方面的一系列措施。关键词建筑设计结构设计施工组织设计荷载计算ABSTRACTTHISTHESISUSESTHEPROFESSIONALKNOWLEDGESYNTHETICALLYACCORDINGTOTHEREQUESTOFTHEDESIGNPROGRAMTHEDESIGNOFTHEOFFICEBUILDINGINCLUDESARCHITECTURALDESIGN,STRUCTURALDESIGNANDCONSTRUCTIONMANAGEMENTDESIGNTHEDESIGNPROCESSFOLLOWSTHEORDERFIRSTLY,ARCHITECTURALDESIGNSECONDLY,STRUCTURALDESIGNLASTLY,THEFOUNDATIONDESIGNTHEARCHITECTURALDESIGN,ACCORDINGTOTHEMASTERPLANOFTHEBUILDING,THESITECONDITION,PERIPHERALURBANENVIRONMENT,ANDCHARACTERISTICOFTHEBASEDESIGNTHEBUILDINGPLAINATFIRSTTHEELEVATIONDESIGNISCARRIEDONSECONDLY,CONSIDERINGBUILDINGCLASSIFYANDFIREPREVENTIONTHEARCHITECTURALDESIGNSHOULDMEETTHENEEDSOFTHEFUNCTIONALREQUIREMENT,THEUSEREQUIREMENTANDDEVELOPMENTANDFLEXIBLETRANSFORMATIONINTHEFUTURESTRUCTURALDESIGNMAINTAINSCLOSETIESWITHTHEARCHITECTURALDESIGN,WHICHISBASEDONCURRENTRELEVANTCODESITINCLUDESTHESTRUCTURESTYLE,THEPRELIMINARYESTIMATIONFORTHESTRUCTURALMEMBERS,CONFIRMATIONOFTHESKETCHANDUNITFORCALCULATION,SIDEWAYCONTROL,LOADCALCULATION,COMPONENTDESIGN,SLABSTAIRSDESIGN,FLOOROVERLAYDESIGNANDFOUNDATIONDESIGNTHISPROJECTADOPTSCASTINPLACEREINFORCEDCONCRETESTRUCTURETRANSVERSEBEARING,WHICHHASCHOSENAREPRESENTATIVEFRAMETOCALCULATEVERTICALLOADFUNCTIONADOPTSMOMENTDISTRIBUTIONMETHOD,LEVELLOADFUNCTIONADOPTSDVALUEMETHOD,ANDSEISMICLOADFUNCTIONADOPTSEQUIVALENTBASESHEARMETHODDURINGTHEDESIGNPROCESSEARTHQUAKERESISTANTDESIGN,TECHNICALECONOMYINDEXANDCONSTRUCTIONINDUSTRIALIZEDREQUESTARESYNTHETICALLYCONSIDEREDCONSTRUCTIONMANAGEMENTDESIGNINCLUDESTHEPREPARATIONOFCONSTRUCTION,CONSTRUCTIONSCHEDULE,THEMAINCONSTRUCTIONMETHODANDASERIESOFMEASURESFORTECHNOLOGICALQUALITY,SAFETYINPRODUCTIONANDCIVILIZATIONCONSTRUCTIONKEYWORDSARCHITECTURALDESIGN,STRUCTURALDESIGN,CONSTRUCTIONMANAGEMENTDESIGN,LOADCALCULATION目录摘要IABSTRACTII目录III第一章建筑设计方案111工程地质条件1111气象条件1112抗震设防1113地质资料1114设计标高1115活荷载标准值112主要建筑做法113建筑结构选型、平面布置及构件截面初估1131结构选型1132框架结构平面布置1133构件截面初估2第二章结构设计方案321确定计算简图322统计荷载4221恒载标准值统计4222活荷载标准值计算7223竖向荷载下框架受荷总图7224风荷载计算923风载作用下侧移的验算10231侧移刚度D10232侧移验算10第三章内力计算1131内力计算11311竖向荷载利用弯矩分配法进行计算11312风荷载作用下内力计算采用D值法1932内力组合22321梁截面内力组合表22第四章截面设计与配筋计算4941框架梁截面设计4943框架柱截面设计5943基础截面设计6244板的截面设计6545雨蓬的设计68第五章PKPM电算结果74结论85致谢87参考文献88第一章建筑设计方案11工程地质条件111气象条件基本风压09KN/，基本雪压035KN/2M2M112抗震设防7度抗震113地质资料该工程以粉质粘土作为基础持力层，承载力特征值FAK240KPA。114设计标高室内设计标高000，室内外高差900MM115活荷载标准值活荷载楼面活荷载标准值为20KN/，走廊、门厅活荷载标准值为25KN/，楼2M2M梯活荷载采用35KN/，屋面采用不上人屋面均布活荷载标准值为05KN/。2M12主要建筑做法主要建筑做法说明见建筑做法总说明。门窗做法门均为铝合金门，窗均为铝合金窗,门窗尺寸见建筑做法总说明门窗表13建筑结构选型、平面布置及构件截面初估131结构选型本工程是第二人民医院后勤办公楼设计，建筑面积为3571，层数为3层，根据使用要求采用框架结构，楼面采用现浇板，框架梁、柱为现浇整体构件，基础采用钢筋混凝土柱下独立基础。132框架结构平面布置框架结构平面布置如下图图11框架布置图133构件截面初估1）框架梁1截面尺寸的确定高H1/81/12L取H500宽B1/31/2H取B300框架梁2截面尺寸的确定取H400B2502）次梁截面尺寸的确定高H1/121/18L取H450宽B1/31/2H取B2503）框架柱截面的初步估定取BH500MM500MM,为计算简便，边柱中柱尺寸取相同。第二章结构设计方案21确定计算简图2、3层层高均为36M，1层层高为420951M框架梁线刚度的计算考虑板对梁的翼缘作用取02I图21计算简图EELIIL4102541033112LI底层柱线刚度EELIIC26105503底底相对线刚度，1CI34061253IL602351232EIL405133IL180243658102534EIL761IC底22统计荷载221恒载标准值统计（1）屋面20厚13水泥砂浆打底0022004KN/2厚合成高分子防水层10000201KN/40厚喷涂硬质发泡聚氨酯保温层00325075KN/100厚憎水膨胀珍珠岩保温层05004002KN/20厚13水泥砂浆0022004KN/卷材防水层005KN/18水泥膨胀珍珠岩40厚15015225KN/现浇钢筋混凝土屋面板00925225KN/10厚混合砂浆抹灰层00117017KN/合计556KN/（2）标准层楼面20厚磨光大理石板00228056KN/20厚12水泥砂浆0022004KN/60厚CL75陶粒混凝土006195117KN/现浇钢筋混凝土楼板00925225KN/10厚混合砂浆抹灰层00117017KN/合计455KN/（3）标准层楼面走廊荷载20厚磨光大理石板00228056KN/20厚12水泥砂浆0022004KN/60厚CL75陶粒混凝土006195117KN/现浇钢筋混凝土楼板00825200KN/10厚混合砂浆抹灰层00117017KN/合计430KN/（4）梁自重BH300MM600MM梁自重（06009）2503383KN/M10厚混合砂浆抹灰层06009200117017KN/M合计400KN/M梁自重BH250MM450MM梁自重（045009）25025225KN/M10厚混合砂浆抹灰层045009200117012KN/M合计237KN/M梁自重BH250MM400MM梁自重（04008）25025200KN/M10厚混合砂浆抹灰层040008200117011KN/M合计211KN/M（5）柱自重BH500MM600MM柱自重050625750KN/M10厚混合砂浆抹灰层050600117034KN/M合计784KN/M（6）外纵墙自重标准层加气混凝土砌块自重MKN/032504542639504铝合金窗MKN/263MKN/70504542639504陶瓷锦砖外墙面/麻刀石抹灰内墙面合计419KN/M底层加气混凝土砌块自重MKN/8045045204636504铝合金窗MKN/12132/0750426395陶瓷锦砖外墙面MKN/54麻刀石抹灰内墙面合计726KN/M（7）内纵墙自重标准层加气混凝土砌块自重MKN/19350452401821693504铝合金窗/3MKN/42504502182169麻刀石抹灰内墙面合计592KN/M底层加气混凝土砌块自重MKN/9655042401326504铝合金窗/31KN/425045021821693麻刀石抹灰内墙面合计869KN/M（8）女儿墙自重女儿墙自重0802418346KN/M压顶自重00603025045KN/M陶瓷锦砖外墙面05090503105KN/M合计496KN/M（9）栏杆自重02504250241218768KN/M222活荷载标准值计算（1）屋面和楼面活载标准值不上人屋面05KN/楼面办公室20KN/走廊、卫生间、楼梯间25KN/（2）雪荷载20/35MKNS20/3501MKNSRK223竖向荷载下框架受荷总图（1）恒载标准值计算图22横载标准值梁上的荷载屋面AB、CD跨梁上的均布荷载为556343852275KN/M标准层AB、CD跨梁上的均布荷载为455343851922KN/MB1/B、3/BC跨梁上的均布荷载均为211KN/M柱上的荷载传到A柱上的荷载屋面KN8976159823456标准层（385419）5140568156KN传到B柱上的荷载顶层55634309005110261KN标准层38538776151405611874KN传到C柱上的荷载屋面KN7241537412第二、三层966传到D柱上的荷载屋面KN7241537412第二、三层966传到1/D柱上的荷载屋面5563430905110261KN标准层8195136877864KN传到E柱上的荷载屋面4504896519074KN标准层8195136877864KN传到底层上的的恒荷载A、C柱（25435）513494KNB、D柱（25869）514682KN（2）活荷载标准值计算AB跨梁屋面162KN/M楼面540KN/MDE跨梁屋面162KN/M楼面540KN/M传到A柱上的荷载屋面063433673KN标准层3420332244KN传到B柱上的荷载屋面53505151795KN标准层2255117822930KN传到C柱上的荷载屋面34063005151872KN标准层342030225513188KN传到D柱上的荷载屋面486KN标准层1620KN传到1/B、1/D柱上的荷载屋面KN63150327标准层04224风荷载计算作用在屋面梁和楼面梁节点处的集中风荷载标准值基本风压20BHWJISZK20/4MKNWB54M，一层层高为45M，标准层层高均为36M。集中风荷载标准值表21集中风荷载标准值离地高度Z/MZZZS0WIHJW114124023710080936167478118012410080936159542105004910080936869H123MB72MSBHT2701530231查表743得（脉动增大系数）70W1查表7443得（脉动影响系数）BH6720ZZZZ67201123风载作用下侧移的验算231侧移刚度D横向23层D值的计算表22横向23层D值构件名称CBIK2K/12MKNHICA轴柱0831027414792B轴柱1453038120358C轴柱0724027713974D轴柱07240277139741/D轴柱1504042420923E轴柱0891031815819横向底层D值的计算表23横向底层D值构件名称CBIK2K50/12MKNHICA轴柱1212054814725B轴柱2379067216574C轴柱1154051712852D轴柱11540517128521/D轴柱2446067816759E轴柱1320057214627232侧移验算水平荷载作用下框架的层间侧移可按下式计算IJJDVU左风载作用下框架侧移计算表24左风载作用下框架侧移层数KNWJ/VJ/MKNDUJ/HUJ31674167432186000052692312159531673218600009871869132752892400045984层间侧移最大值（满足）7846在左风载作用下满足条件，则在右风载作用下层间侧移也满足条件。第三章内力计算31内力计算311竖向荷载利用弯矩分配法进行计算顶层（恒载作用下）MKNMBA9536490212323CB70123MKNM223630194AS873B203AB8273BC62S64C63CCS583A4083BA106283AB9623B2901683CB573C423BCA3A2A3B3B3A3B3B22B3C3C3B3C3C2分配系数056044031039029043057固端弯矩369536950700702069162681361113761731128764334226913413827636704208410607903902401800900801702200500700500200100124352435319618301215390390MKNMDC9743890212323DC810412231MKNM2316301942DS283C8731CDS623DS604632CS52804803CD0713DC376922806931DC568221340831CD1/D31/D21/D3C3C31/D3C3C2C3D3D3C3D3D2分配系数057043028037035048052固端弯矩2812814397439710562111228657611521523144172053238529523446864604208311010405203401800901202502700600800700400200236236216371641374019411941恒载作用下图31顶层恒载作用图32标准层恒载作用图33底层恒载作用活荷载作用下图34顶层活载作用图35标准层活载作用图36底层活载作用恒载作用下弯矩图图37恒载作用下弯矩图恒载作用下的轴力图图38恒载作用下轴力图恒载作用下的剪力图图39恒载作用下的剪力图框架梁在恒载作用下经调幅至柱边截面的弯矩图310框架梁在恒载作用下经调幅至柱边截面的弯矩活载在AB、DE跨的弯矩图图311活载在AB、DE跨的弯矩图活载在AB、DE跨的轴力图图312活载在AB、DE跨的轴力图活载在AB、DE跨的剪力图图313活载在AB、DE跨的剪力图框架梁在活载作用下经调幅至柱边截面的弯矩图314框架梁在活载作用下经调幅至柱边截面的弯矩312风荷载作用下内力计算采用D值法（1）在左风荷载作用下表31左风荷载作用下内力计算层数柱顶集中风载P柱的剪力VKNA柱VKC、B柱KC、C柱VKC、三层64253PV7182906C432905C53862071C二层172P645VKC92KC961VKC一层6759841PV7210C64305C7280C表32左风荷载作用下内力计算层数A柱），（下上MY,B柱），（下上Y,C柱），（下上MY,三层2617430下上96214380下上5410723下上二层985下上MY54下上Y9623下上MY一层1403下上27386910下上50384下上在右风载作用下表33右风荷载作用下内力计算层数柱顶集中风载P柱的剪力VKND柱VKC、1/D柱KC、E柱VKC、三层2630PV147260C9641058C2037C二层795142P26VKC45KC751VKC一层6481PV1750C308C43026C表34右风荷载作用下内力计算层数D柱），（下上MY,1/D柱），（下上Y,E柱），（下上MY,三层2719430下上67214380下上2013549下上二层9835下上MY94580下上Y5486下上MY一层6734210下上256713下上69730下上风载作用下的弯矩图图315风载作用下的弯矩图风载作用下的剪力图图316风载作用下的剪力图风载作用下的轴力图图317风载作用下的轴力图32内力组合321梁截面内力组合表表35截面内力组合表风载1214梁号截面恒载活载左风右风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表36截面内力组合表1214/12091414梁号截面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柱截面内力组合表表37柱截面内力组合表风载柱号楼层截面内力恒载活载左风右风12141214M42634162163216353282134上N145698725345341823416268M207462681681636711434N145698725345341721816234三层下V8138130001034M14278273129312928673027上N236173428181818183816731718M16477692034203431241134N236173428181818183821731246二层下V163216320002303M17326284538453833284627上N316233128387238726312846318M14627233786378633283026N490273286387238726312846318A柱一层下V192719270002918M3528373128312848628628上N167281268138213821893717392M12366384832483226288138B柱三层下N298425743456245624782131492V213921390003123M1236634832483226988138上N298425743456245624782131492M16986384832483228169863N298425743456245624782131492二层下V213921390003123M152662853285328242811034上N498349834829282927824348293M15266285328532824289032N498349834829282927824348293一层下V281628160003849M632036211621168382236上N2534218193619363536427M215041816816372893N2534218193619363536427三层下V736726000296M098058352635262344392上N11093118368346834153822628M163054201920192344392N11093118368346834153822063二层下V132813280006832M152073438243822626218上N2105422381326813268281635814M152073438243822624514N2105422381326813268281635814C柱一层下V202820280002816M468054203820386283272上N2839214182618264132814M1890598148142981426N2839214182618264132814三层下V733733000928M069062322832281724863上N11028112859145914149285827M089060185318534712827N11028112859145914149286234二层下V126812680002151M092062421842182496234上N20034233439623962283148126M092062383838382492816N20034233439623963283148126一层下V226322630002816M2835314101410144018834上N14329126818281828182964328三层下M101453810141014183712532D柱N143291268126812681829616217V421842180001649M16275824218421821264278上N314285192396239627123432932M13175713838383821263942N314285192396239627123432932二层下V226322630002927M10285286284628421268193上N493289362812881287123448239M10285285328532821266814N4932893628128812871234482391/D柱一层下V4239423900014837M326332621632163492637367上N128147636146141582714837M206242862862828253764N12814763103410341582714837三层下V8268260001263M11286293628362823286934上N245342834182418243812731829M14266282543254318292634N245342814182618142893734393二层下V152715270001827M22142281928192839299328上N143626937287281829414563M201463473973931287263N4362693102810281829419329E柱一层下V9149140001328表38柱截面内力组合表柱号楼层截面内力121412091414120914141351407140613514071406M82632289832641288192上N1635415934175941762618729M48272634529429435234N1635415934175941762618729三层下V116310291029716716M6327182776541985843上N3982739914426344169843319M4598200572811294927N3982739914426344169847627二层下V18481627187812261226M8200292796247987632上N5823457639716426254274169M7624154981310437159N5823457639716426254374169A柱一层下V39262986285218431843M079914562772342163上N2380921135241272312724827M282542961149171629N2380821135241272312728129三层下V18071226172610721848M42199027433769451863上N4921641627563275126459914M49279134421670541714N4921641627563275126459914二层下V37263796379618271827M762711094589480243127上N7924370234927347741494263M654310269464676272841N7924370234927347741494263B柱一层下V46274127452720642064M4021181432968242629上N60281027642823416054M112967415432741029N6028107642823416054三层下V1064927927712712M50294027482929263427上N240347086240361301423129M31292014216315262071C柱二层下N240347086240361301423129V19281998199813131313M70266064621440854150上N4762812034480122105444626M629148294811229142128N4762812034480122105444626一层下V30912429242919811981M21203627201926371012上N63481129712929266234M112918297291129419N63481129712929266234三层下V106310411041694694M50415013412929176234上N24128802921536112462641M282920342164202624537N24128187312536112461382二层下V204858341873119824537M619811954516441631074上N41263256341716213943613M39870083129282141496N412631249641716213942144D柱一层下V291615242169206141496M7351008712916351627上N192311249615236181426934M3564328362736721028N192311249615236181423427三层下V17171524159494221028M8243314284911048994上N3612831541468274258648539M65322846716818455928N3612831541468273163485281/D柱二层下V319528462954628142064M100245879926419362929上N6246457234716526281476314M41334263823819366128N126457234716526281476314一层下V160723854823826182631M1264823120156849827上N1607216027190172141921434M7274027162440272429N1607216072190172141921434三层下V138211281128603603M50849209312678341534上N5923454348670276712658874M4129627115894236726N5923454348670276712658874二层下V35083158312821082105E柱一层上M723411027562880142709N8110672006930148012696014M54275034291650341726N811067200693014801269604下V41263914391426062789第四章截面设计与配筋计算41框架梁截面设计（1）正截面受弯承载力计算梁AB300MM500MM一层环境类别为二类，取35MM，465MM，跨中截面M8048KNM，SA0HMHF90MBF20KNHFFC218902946523101属第一类截面。01FFCBM012465203182201BHFMCSBS9402SS26074835931048MHFASYS065450FYT取2620MINH2MIN352BHAS下部实配3根直径14的HRB400钢筋，上部按构造要求进行配筋。（2）斜截面受剪承载力计算梁AB一层KNVB47842BHW满足要求BCVKNHF96530125050按构造要求配置箍筋。07HFT取双肢箍8150（3）梁的裂缝宽度验算取梁AB一层验算支座左截面MKNMK3197182346MKNHASKSK/192476502750319TE860319021SKTEF2EQD1CR梁的斜截面配筋计算如下表表41梁的斜截面配筋表梁号层数KNVB025KNBHFCCK/0002517HFBVSAYVTV实配钢筋三层823449871028150二层794249871028150AB一层1235649871028150三层432926954028150二层6578269540210150BC一层10246269541285210100三层371626954028150二层615826954028150D1/D一层12364269541742310100三层752849871028150二层7469498710281501/DE一层1125849871028150梁端截面配筋表表42梁端截面配筋表梁AB梁CD梁D1/D梁1/DE层数计算公式左截面右截面左截面右截面左截面右截面左截面右截面M52495249326330282847290246984732201BHFCS005005007004007007004004S0050050090030070070040042S098098096099096096098098201BHFMACS2213824632154872823629245172507225136MINI27000270001990019900199001990027000270003层实配钢筋2根直径12的级钢筋2根直径12的级钢筋2根直径12的级钢筋2根直径12的级钢筋2根直径12的级钢筋2根直径12的级钢筋2根直径12的级钢筋2根直径12的级钢筋M82537364487265365254357271878139201BHFCS007007012015015010006007S0080070130170160110060072S096097094092092095097096201BHFMACS4165238658384585617447395322673564746912MINI27000270001990019900199001990027000270002层实配钢筋2根直径14的级钢筋2根直径14的级钢筋2根直径14的级钢筋2根直径14的级钢筋2根直径14的级钢筋2根直径14的级钢筋2根直径14的级钢筋2根直径14的级钢筋M2716321269183271864519859156842183926934201BHFCS024020018018018015019023S0270200520520520520210262S087090045045045045090087201BHFMACS8543726954105482123556118329812646218793258MINI27000270001990019900199001990027000270001层实配钢筋6根直径16的级钢筋6根直径16的级钢筋6根直径16的级钢筋6根直径16的级钢筋6根直径16的级钢筋6根直径16的级钢筋6根直径16的级钢筋6根直径16的级钢筋梁跨中截面配筋计算如下表表43梁跨中截面配筋表层数跨中截面M翼缘高度翼缘宽度201FFCHB截面类型SSSAMIN实配钢筋AB392690220011892一类000500080995231542702根直径12的级钢筋CD8348060011892一类00040008099638951992根直径12的级钢筋D1/D8698060011892一类00040008099640521992根直径12的级钢筋三层DE364290220011892一类000500090996183282702根直径12的级钢筋AB513290220011892一类000500100995231542702根直径14的级钢筋CD18358060011892一类00040008099639951992根直径14的级钢筋D1/D18688060011892一类00040008099640521992根直径14的级钢筋二层DE473990220011892一类000500090996183282702根直径14的级钢筋AB513290220011892一类000600130994275392702根直径16的级钢筋CD18358060011892一类00080015099385471992根直径16的级钢筋D1/D18688060011892一类00080016099287861992根直径16的级钢筋一层DE473990220011892一类000600110995212392702根直径16的级钢筋框架梁的截面裂缝验算如下表表44框架梁的截面裂缝验算表层数梁号截面KMSA0H/8720MNHAMSKSKTEEQDCRMAXW左4631560510128540006702012210072中4956560510169350006700512210023AB右4728560510132670006702012210081左2634560360115160013603512210085中89756036047390013602012210016CD右183