课程设计-整体式单向板肋梁楼盖设计

目录1设计资料211建造地点与基本概况312楼面构造层做法（至上而下）313设计方案314材料选用32楼盖的结构平面布置43板的设计531荷载设计值532计算简图533弯矩计算值634正截面受弯承载力计算64次梁设计741荷载设计值742计算简图743内力计算744承载力计算8441正截面受弯承载力8442斜截面受剪承载95主梁设计951荷载设计值952计算简图1053内力设计值及包络图10531弯矩设计值11532剪力设计值11533弯矩包络图1254承载力计算13541正面受弯承载力13542斜截面受剪承载力146、绘制施工图1461施工说明1462结构平面布置图1463板配筋图1464次梁配筋图1465主梁配筋图15整体式单向板肋梁楼盖设计1、设计资料某一般金工车间楼盖，采用整体式钢筋混凝土单向板肋梁楼盖结构形式，其柱网布置下图所示123456ABCD1、1建造地点与基本概况建造地点为西安市某地，外墙采用490MM厚的砖墙。该结构的重要性系数为10，使用环境类别为2A类。板的外墙上的支承长度为120MM，梁在外墙上的支承长度为370MM。1、2楼面构造层做法（至上而下）楼面水泥砂浆面层厚20MM20KN/M2现浇混凝土楼板（厚度自定）25KN/M2混合砂浆天棚抹灰厚15MM（17KN/M3）1、3设计方案题号（M）XL（M）YL可变荷载取值3A6A7B5766一类金工1、4材料选用楼板、次梁及主梁的混凝土强度等级均为C30（FC143N/MM2；FT143N/MM2）板中钢筋和梁中箍紧采用HPB335级钢筋；主梁、次梁受力钢筋采用HRB400级钢筋。板伸入外墙内120MM，次梁及主梁伸入墙内370MM，柱的截面尺寸BH350MM350MM，结构层高为42M2、楼盖的结构平面布置主梁沿横向布置，次梁沿纵向布置。主梁跨度为66M，次梁的跨度为57M，主梁每跨内布置两根次梁，板的跨度为/66/322，因此按单向板设计。2OL1按跨高比条件，要求板厚H2200/3073MM，对工业建筑的楼盖板，要求H80MM，取板厚H80MM。次梁截面高度应满足H/18/125700/185700/12317475MM。考虑到楼面OLOL可变荷载比较大，取H475MM。截面宽度取B220MM主梁截面高度应满足H/15/126600/156600/10440660MM。取H650MM截面宽度为B300MMABCD123456B1B1B2B2B3B4B1B1B1B1B1B1B2B2B33、板的设计31荷载板的永久荷载标准值20MM厚楼面水泥砂浆面层0022004KN/2M80MM厚现浇钢筋混凝土楼板008252KN/15MM厚混合砂浆抹灰0015170255KN/小计2655KN/2板的可变标准荷载值140KN/永久荷载分项系数取12，可变荷载分项系数应取14。于是板的永久荷载设计值G2655123186KN/2M可变荷载设计值Q14014196KN/荷载总设计值GQ318619622786KN/3、2计算简图按塑性内力重分布设计，次梁截面为220MM475MM，板在墙上的支承长度为120MM。按塑性内力重分布设计，板的计算跨度边跨H/2220012011080/22010MMOLN中间跨22002201980MML因跨度相差小于10，可按等跨连续板计算。取1M宽板带作为计算单元，计算简图如图所示33弯矩计算值不考虑板块供作用截面弯矩的折减。由表111可查得，板的弯矩系数分别为边MA支座为0，边跨中，1/11；离端第二支座，1/11；中跨中，1/16；中间支座，1/14。故由M（GQ）L可得MP20因为梁搁置在墩墙上，所以边上支座处弯矩为零。连续板各面弯矩计算截面边跨跨中1支座B中间跨跨中2、3支座CMP11614MI83783755863834正截面受弯承载力计算环境类别为2A类，C30混凝土，板的最小保护层厚度C20MM。假定纵向钢筋直径D为8MM,板厚80MM，HCD/280208/256MM；板宽B1000MM。C30混凝土，OH10，143KN/；HRB335钢筋，300N/。板配筋计算的过程于下表。1ACF2MYF2M楼面板的配筋计算计算结果表明，支座截面的均小于035，符合塑性内力重分布的原则；/BH5850/（100080）073，此值大于045/045143/300021，同SATFY时大于02，满足最小配筋率。截面1B2或3C弯矩设计值（KNM）837837558638/（1ASMCFB）20H01870187012401421S0209020903501330154035计算配筋（）2MB1A/SAOHCFY5579557935504111实际配筋（）28/101105850SA8/101105850SA8/101703790SA101804360SA4次梁设计41荷载设计值永久荷载设计值板传来的恒载318622701KN/2M次梁自重25022（0475008）122607KN/2M次梁抹灰170015（0475008）2120242KN/2M小计G9859KN/2板的可变荷载标准值Q196224312KN/2荷载总计算值PGQ53KN/M42计算简图按塑性内力重分布设计。次梁在砖墙上的支承长度为370MM。主梁截面为300MM650MM。计算跨度边跨（5700120300/2）10255566MM1OLN中间跨57003005400MM2因跨度相差小于10，可按等跨连续板计算。计算简图如下图所示43内力计算由表111、表113可分表查得弯矩系数和剪力系数，则弯矩设计值截面边跨跨中1支座B跨中23支座C弯矩系数MB1614MMB（GQ）LO21484114841966011040剪力设计值截面A支座B支座左B支座右C支座弯矩系数VB04506055055VGQLOVB1323717649157411574144承载力计算441正截面受弯承载力正截面受弯承载力计算时，跨内按T形截面计算，翼缘宽度去/35700/31900MM；又B22020002220,B1222012801180故取FBLFBNSHF1180MM。除支座B截面纵向钢筋排两排布置外。其余截面均布置一排。F环境类别为2A类，C30混凝土，梁的最小保护厚度C25MM，假定箍紧直径为10MM，纵向钢筋直径20MM,则一排纵向钢筋475251020/2430MM二排纵向钢筋OH43020410MM。OHC30混凝土，10，1，143N/，143N/；纵向钢筋采用1ACCF2MTF2MHRB400钢，360N/，箍筋采用HRB335钢筋，360N/。正截面承载力计YF2MYV算过程列于下表。经判别跨内截面均属于第一类T形截面。次梁正截面受弯承载力计算截面1B2C弯矩设计值（KNM）1484114841966011040/（1ABSMCF）或20H/（1SCF）F2000480281003101901SA10050033803500320213035B1/SAOHCFYF或SF1A/OCFY1007812110645080040选配钢筋（）2M418101751810722161186545416804计算结果表明，支座截面的均小于035；/BH1071/（220475）1，此值SA大于045/045143/360018，同时大于02，满足最小配筋率的要求。TFY442斜截面受剪承载斜截面受剪承载力计算包括截面尺寸的复核、腹筋计算和最小配筋率验算。验算截面尺寸41080330MM，因/B330/220154，截面尺寸按下式验算WHOFWH025B02511432204103225N17949N，截面尺寸C310MAXV满足要求。计算所需腹筋采用采用8双支箍筋，计算支座B左侧截面。由可得到箍筋间距007HSAFBFVVYTCS1730BRYVFSTS调幅后受剪承载力应加强，梁局部范围内将计算的箍筋面积增加20或箍筋间距减小20。现调整箍筋间距S08173138MM，截面高度在300到500的梁，最大箍紧间距200最后取箍紧间距S140。为了方便施工，沿梁长度不变。验算配筋率下限值弯矩弯矩调幅时要求的配筋率下限为0303143/360012。实际配筋YVTF率101/（220140）033012满足要求。SVBNA5主梁设计主梁按弹性方法设计。51荷载设计值为了简化计算将主梁自重等效为集中荷载。次梁传来的永久荷载985957562KN主梁自重（含粉刷）（065008）0322250015（065008）22217）1212053KN永久荷载设计值G56212053683KN可变荷载设计值Q4312572458KN52计算简图因主梁的线刚度与柱线刚度之比大于5，竖向荷载下主梁内力近视按连续梁计算，按弹性理论设计，计算跨度支承中心线之间的距离，6600。端部支承在砖墙上，支承0L长度为370MM，中间支承在350MM350MM的混凝土柱上，其计算跨度边跨1025B/210256600120175350/26638MM1OLNLA/2B/26600120175370/2350/26665MM,则6640MM1OL中跨6600MM2主梁的计算简图如下，因跨度相差不超过10，故可利用附表62计算内力53内力设计值及包络图531弯矩设计值弯矩MGQ式中系数、由附表62相应栏内查得1K0L2L1K202446836640289245866458216KNMMAX,M0267683664031124586662850KNM,B006768366020024586635466KNMAX,2532剪力设计值剪力VGQ式中系数、由附表62相应栏内查得3K43K407336830866245826293KNMAX,AV12676831311245840878KN,BL106831222245836867KNAX,R533弯矩、剪力包络图弯矩包络图第1、3跨有可变荷载，第2跨没有可变荷载。支座B或C的弯矩值为02676836640133245866433806KNMM在第1跨内以支座弯矩0，33806KNM的连线为基线。作AMBG683KN，Q2458KN的简支梁弯矩图，得第1个集中荷载和第2个集中荷载作用点弯矩值分别为（GQ）（6832458）6633806/358231KNM（与前面计算的30L3B158216KNM接近）MAX,1（GQ）（6832458）66233806/346963KNM0L2B在第2跨内以支座弯矩33806KNM，33806KNM的连线作为基线，BMCM作G683KN，Q0的简支弯矩图，得集中荷载作用点处的弯矩值G683663380618693KNM310LBM第1、2跨有可变荷载，第3跨没有可变荷载第1跨内在第1跨内以支座弯矩0，62850KNM的连线为基线。作AMBG683KN，Q2458KN的简支梁弯矩图，得第1个集中荷载和第2个集中荷载作用点弯矩值分别为（6832458）6662850/348550KNM3（6832458）66262850/32760KNM1在第2跨内026768366008924586626474KNM以支座弯CM矩62850KNM，26474KNM的连线为基线，作G683KN，Q2458KN的B简支梁弯矩图，得（GQ）（）（6832458）6626474（310LC32BC31326285026474）18377KNM（GQ）（）（6832458）6626474（0LM1B16285026474）30503KNM第2跨有可变荷载，第1、3跨没有可变荷载026768366013324586633612KNMBC第2跨两集中荷载作用点处可变弯矩分别为（GQ）（6832458）663361235490KNM（与前面计算的310LB335466KNM接近）MAX,2M第1、3跨两集中荷载作用点处的弯矩分别为G68366336123822KNM0LB31G68366336127382KNM2弯矩包络图如下所示。582314046932738738235490187186936285047380654承载力计算541正面受弯承载力跨内按T形截面计算，翼缘计算宽度按66/322MM和B6M中较小值确定取3LNS22M。FB主梁混凝土保护层厚度的要求以及跨内截面有效高度的计算方法同次梁，支座截面因存在板、次梁、主梁上部钢筋的交叉重叠，截面有效高度的计算方法有所不同。板混凝土保护层厚度20MM、板上部纵筋10MM、次梁上部纵筋直径20MM。假定主梁上部纵筋直径25MM,则一排钢筋时，65020102025/2588MM，二排钢筋时，588OHOH25563。纵向受力钢筋除B支座截面为2排外，其余均为一排。跨内截面经判别都属于第一类T形截面。B支座边的弯矩设计值B/2628503141035/2BMMAX,0V5735KNM。正截面受弯承载力的计算过程列于下表。主梁纵向钢筋的弯起和切断按弯矩包络图确定。542斜截面受剪承载力验算截面尺寸56380483MM，因/B483/3001614截面尺寸按下式验算025WH0FWH截面1B2弯矩设计值（KNM）5821657353546618693/（1ABSMCF20H）或/（SCF）20H0054042200330126（1）SSA1/20972069809830932/SAMSYFOH2829440538170449475选配钢筋（）2M5222252882112241655221900225982B025114330056360382KN40878KN，截面尺寸满足要CFOH310MAXV求。计算所需腹筋采用8150双肢箍筋，007HSAFBFVVYTCS071433005633601005563/1503049KN40878KN,因此不需配置弯起钢筋。31MAXV验算最小配箍率1005/300150022024010，满足要求。SVBA360412YVTF次梁两侧附加横向钢筋的计算次梁传来集中力5622458302KN，650450200MM，附加箍筋布置范围S2LF1H3B220032001000MM。取附加箍筋8150双肢，则在长度S内可布置附加箍1H筋的排数，M1000/15018排，次梁两侧各布置4排。由式MN82360503290KN302KN，满足要求。YVF1SA30LF因主梁的腹板高度大于450MM，需在梁侧设置纵向构造筋，每侧纵向构造钢筋的截面面积不小于腹板面积的01，且其间距不大于200MM。现每侧配置214，308/（30056301801，满足要求6、绘制施工图楼盖施工图包括施工说明、结构平面布置图、板配筋图、次梁和主梁配筋图。6、1施工说明1,、本工程设计使用年限为50年，结构安全等级为10的安全重要性系数，使用环境类别为2A类。2、采用下列规范（1）混凝土结构设计规范GB500102010，（2）建筑结构荷载规范GB50092001。3、荷载取值楼面可变荷载标准值14KN/。2M4、楼板，次梁及主梁的混凝土强度等级均为C30版中钢筋，梁中箍紧采用HRB335级钢筋。梁中受力钢筋采用HRB400级钢筋。5、板的纵向钢筋的混凝土保护层厚度为20MM,梁最外层钢筋的混凝土保护层厚度为25MM。6、2结构平面布置图图中柱、主梁、次梁、板的代号分别用表示，主、次梁”、“、”、“BLKZ的跨数写在括号内。6、3板配筋图板配筋采用分离式，板面配筋从支座边伸出长度A/41980/4495MM，板配筋图见附图NL（板配筋图）。6、4次梁配筋图次梁支座截面上部钢筋的第一批切断点要求离支座边/520D5400/520181440，NL切断面积要求小于总面积的二分之一，支座切断218,402/10050405，C支座第二B批切断118，离支座边，剩余218兼做架立筋。端支座上部钢1803/54/NLA筋伸入主梁（014360/D564MM。下部纵向钢筋在中间支座的锚固长度NL12D216MM。次梁配筋见附图（梁配筋图）。ASL6、5主梁配筋图主梁纵向钢筋的弯起和切断需按弯矩包络图确定。底部纵向钢筋全部伸入支座，不配置弯起钢筋，所以仅需确定B支座上部钢筋的切断点。相关切断点位置见主梁的配筋详图。为你提供优秀的毕业论文参考资料，请您删除以下内容，O_O谢谢2MANYPEOPLEHAVETHESAMEMIXEDFEELINGSWHENPLANNINGATRIPDURINGGOLDENWEEKWITHHEAPSOFTIME,THESEVENDAYCHINESE为你提供优秀的毕业论文设计参考资料，请您删除一下内容，O_O谢谢NATIONALDAYHOLIDAYCOULDBETHEBESTOCCASIONTOENJOYADESTINATIONHOWEVER,ITCANALSOBETHEEASIESTWAYTORUINHOWYOUFEELABOUTAPLACEANDYOUMAYBECOMEMOREFATIGUEDAFTERTHEHOLIDAY,DUETOBATTLINGTHELARGECROWDSDURINGPEAKSEASON,ADREAMABOUTAPLACECANTURNTONIGHTMAREWITHOUTCAREFULPLANNING,ESPECIALLYIFYOUTRAVELWITHCHILDRENANDOLDERPEOPLEASMOSTCHINESEPEOPLEWILLTAKETHEHOLIDAYTOVISITDOMESTICTOURISTDESTINATIONS,CROWDSANDBUSYTRAFFICAREINEVITABLEATMOSTPLACESALSOTOBEEXPECTEDAREINCREASINGTRANSPORTANDACCOMMODATIONPRICES,WITHTHEPOSSIBILITYTHATTHEREWILLBENOROOMSAVAILABLEITISALSOCOMMONTHATYOULLWAITINTHELINEFORONEHOURTOGETATICKET,ANDANOTHERTWOHOURSATTHESITE,TOONLYSEEATINYBITOFTHEPLACEDUETOTHECROWDSLASTYEAR,428MILLIONTOURISTSTRAVELEDINCHINAOVERTHEWEEKLONGHOLIDAYINOCTOBERTRAVELINGDURINGTHISPERIODISAMATTERTHATNEEDSTHOROUGHPREPARATIONIFYOUARESHORTONTIMETOPLANTHEUPCOMING“GOLDENWEEK“ITMAYNOTBEABADIDEATOAVOIDSOMEOFTHEMOSTCROWDEDPLACESFORNOWTHEREISALWAYSAPLACESOFASCINATINGTHATEVERYONEYEARNSFORARXANISAPLACELIKETHISTHEBEAUTYOFARXANISEVERLASTINGREGARDLESSOFTHECHANGINGOFFOURSEASONSBESTOWEDBYNATURE,ITSSPECTACULARSEASONALLANDSCAPEANDMOUNTAINSAREJUSTBEYONDWORDARXANISACRUCIALDESTINATIONFORTHERECOMMENDEDTRAVELLINGROUTE,“CHINAINNERMONGOLIAARXANHAILARMANZHOULI“ITISALSOTHEJOINTOFTHEFOURPRAIRIESACROSSTHESINOMONGOLIANBORDER,WHEREPEOPLEGRAVITATETOWARDSTHEEXOTICATMOSPHEREMIXEDWITHCHINESE,RUSSIAN,ANDMONGOLIAELEMENTSASAHISTORICSITEFORTHEYITIANBATTLE,ARXANSTILLEMBODIESTHESPIRITOFGENGHISKHANWALKINGINTOARXAN,YOUWILLBEAMAZEDBYAKALEIDOSCOPEOFGORGEOUSCOLORSALLTHEYEARROUNDTHESPRINGAZALEASBLOOMINGREDINTHESNOW,THESUMMERSEAWAVERINGBLUEINTHEBREEZE,THEAUTUMNLEAVESPAINTEDINYELLOWCOVERINGVOLCANICTRACES,ANDTHEWINTERWOODSSHININGWHITEONTHEVASTALPINESNOWSCAPEHINGGANLEAGUEARXANCITYISSITUATEDINTHEFAREASTERNAREAOFINNERMONGOLIAAUTONOMOUSREGIONITSFULLNAME“HARENARXAN“MEANS“HOTHOLYWATER“INTHEMONGOLIANLANGUAGEARXANISATOURISMCITYINTHENORTHERNFRONTIERWITHABLENDOFLARGEFOREST,GRANDPRAIRIES,VASTSNOWFIELD,HEAVENLAKECLUSTER,THERMIUM,ASWELLASVOLCANICCLUSTERITISARAREANDUNIQUEECOTOURISMBASEFILLEDWITHHEALTHYSUNSHINE,CLEANAIRANDUNSPOILEDGREENNESTLEDCLOSETOTHECOUNTRYSLARGESTVIRGINFOREST,ANDKNOWNFORITSSPRINGANDECOLOGICALENVIRONMENT,ARXANISMARVELEDATBYMANYTOURISTSASTHEPURESTLANDONEARTHYOUCANNOTMISSOUTTHEAUTUMNOFARXANITISDEFINITELYTHEBESTWITHBRIGHTLYCOLOREDSCENERYFULLOFEMOTIONSAUTUMNINTHENORTHERNPARTOFTHECOUNTRYCOMESEARLIERTHANTHESOUTHASEPTEMBERRAINFOLLOWEDBYTHEFOOTPRINTSOFAUTUMNBRINGSMORECOLORSTOTHEONCEEMERALDGREENMOUNTAINANDBLOOMINGGRASSLANDSHUTTERBUGSFLOCKTOSEEFORTHEMSELVESTHEMARVELOFSPLENDIDCOLORSAROUNDTHEMOUNTAINSANDWATERS,MANYOFWHOMHAVETRAVELALONGDISTANCEANDEVENCAMPHEREONLYTOCAPTUREAMOMENTOFTHENATUREWONDERTHESILVERBIRCHTURNSGOLDEN,WHILETHELARCHISSTILLPROUDLYGREENYOUWILLFINDYOURSELFDROWNEDINTHEINTOXICATINGREDOFTHEWILDFRUITSASWELLASTHEGLAMOUROFFLOWERSINFULLBLOWNANDYOURHEARTWILLBELINGERINGONTHEWOODSASITSTIMEFORTHEWILDFRUITSTORIPETHEPICTURESQUEARXANINAUTUMNISINDEEDAFAIRYLANDONLYEXISTSINADREAMTHATSATISFIESALLYOURFANTASIESIFITRAINSHEAVILYONSATURDAYNIGHT,SOMEELDERLYCHINESEWILLSAYITISBECAUSEZHINU,ORTHEWEAVINGMAID,ISCRYINGONTHEDAYSHEMETHERHUSBANDNIULANG,ORT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