（毕业设计计算书）八层办公楼建筑结构设计计算书（11-10）

KJ5框架柱斜截面配筋计算表77层数柱号BMMH0MMHNMMREVCKNNKN03FCBH02CFCBH0加密区配箍按构造配箍加密区ASV1MM2SMML1MML2MMLSHMMV加密区轴压比VVMIN加密区A柱60076034008162362562404815230410100101507851205407404760078007008064B柱700760340082836004328056177688101001015078512064074050930700080080648C柱60076034007949368162404815230410100101507851205407404760078006008064A柱60076034009738923602404815230410100101507851205407404760078014008064B柱70076034001298712825728056177688101001015078512064074050930700180080647C柱60076034009769835702404815230410100101507851205407404760078020008064A柱6007603400121691453612404815230410100101507851205407404760078021008064B柱70076034001716119635128056177688101001015078512064074050930700280080646C柱6007603400123251326592404815230410100101507851205407404760078019008064A柱6007603400144862002112404815230410100101507851205407404760078028008064B柱70076034002080026425028056177688101001015078512064074050930700370090695C柱6007603400143571837752404815230410100101507851205407404760078026008064A柱60076034001634026274224048152304101001015078512054074047600780360090724B柱7007603400236973396642805617768810100101501131206407405093101046011087C柱6007603400157472370152404815230410100101507851205407404760078032008064层数柱号BMMH0MMHNMMREVCKNNKN03FCBH02CFCBH0加密区配箍按构造配箍非加密区ASV1MM2SMML1MML2MMLSHMMV加密区轴压比VVMIN加密区A柱600760340095103263642404815230410100101507851205407404760078043009072B柱70076034001180346628528056177688101001015011312064074050931010550120953C柱600760340090972885012404815230410100101507851205407404760078039009072A柱6007603400104473879792404815230410100101501131205407404760112050011087B柱70076034001314754838528056177688101001015011310064074050931220650141112C柱6007603400101043423652404815230410100101501131205407404760112046010080A柱6007604000105604495152404815230410100101501131205407404760112058013103B柱70076040001272763054828056177688101001015011310064074050931220740161211C柱6007604000103733962652404815230410100101501131205407404760112058013103注1柱混凝土采用C35，FT157N/MM2，FC167N/MM2；纵筋采用HRB335，FY300N/MM2；2表中的V值已乘以抗震调整系数，RE085；3上表中VASHLSH/L1L2S；4柱保护层厚为30MM，ASAS40MM；5因各柱剪跨比均大于2，无须在全柱加密箍筋，但需在柱上下端部设加密箍筋；6根据混凝土结构设计规范（GB500102002）1149规定，考虑地震作用组合的框架柱抗震受剪V1/RE105FTBH0/（1）FYVASVH0/S0056N，经验算截面，截面均符合规范要求；7根据混凝土结构设计规范（GB500102002）表114122规定，二级抗震下柱箍筋加密区箍筋最大间距为纵向钢筋直径的6倍和100中的较小值，故取间距为100MM，最小直径为8MM，因此设10100加密箍筋，而柱非加密区箍筋数量须大于50加密区的配箍量，则非加密区设10150箍筋；根据混凝土结构设计规范（GB500102002）11414规定，框架柱的加密区长度应取柱截面的长边尺寸、柱净高的1/6和500MM的最大值，所以，本设计框架柱加密区长度取为800MM；8经验算，配筋率均满足最小配筋率要求。第八节楼板计算（只计算第三层楼板）一、楼板计算方法的确定根据混凝土结构设计规范（GB500102002）规定，计算本层楼板时，将长短边之比小于20的楼板视为双向板，将长短边之比大于20的楼板视为单向板，楼板的编号见楼板计算简图（图81）。为充分利用混凝土考虑塑性内力重分布，单向板采用弯距调幅法计算，双向板采用塑性绞线法计算。本层楼板与梁整浇，四边固端。采用C35混凝土，N/MM2，钢筋采用HRB335，300N/MM2，保护层厚板底716CFYF为15MM，板顶为20MM。板厚为100MM，部分为120MM，板底20MM，1S板顶25MM。S二、单向板计算弯距调幅法就是对结构按弹性理论所算的弯距值和剪力值进行适当的调整。与梁整浇连续单向板考虑塑性内力重分布的弯距计算系数取值见表81M弯距计算系数取值表表81离端第二支座截面位置端支座边跨跨中两跨连续三跨以上连续离端第二跨跨中中间支座中间跨跨中M1/161/141/101/111/161/141/16板计算跨度，和为板下支承梁宽度，由于板1和板2/）（右梁左梁BLN左梁左梁B2、板3和板4的跨度差值小于10，因此可将（1）（2）轴、（2）（6）轴、（8）（11）轴、（11）（12）轴内的单向楼板以及（6）（8）轴的部分单向楼板视为等跨连续板，取M板宽计算。支座及跨中截面弯距用弯距系数法求，该系B数已考虑塑性内力重分布，。按规范要求，梁板整浇时，板上构造2NMLQGM钢筋直径大于8MM。对二级钢，时，取，。单向板计算过程见10105B表82。表中，2MNLQG201BHFACSS2YCFHBA01N/MM2。716CF单向板计算表表82板格号截面位置左梁B（MM）左梁（MM）L（MM）（NMM）恒载G（KN/M）活载Q（KN/M）135恒0714活弯距系数M（KNM/M）0H（MM）S计算配筋（MM2SA）配筋实际配筋（MM2SA）支座30025024002125350486500632447500260002641750101505231跨中2502502400215035048650071285800026700274453310150523支座25025024002150350486500913637500387003941750101505232跨中2502502400215035048650071285800026700274453310150523支座30025026002325390491800633107500330003441750101505233跨中2502502600235039049180071362800033900344453310150523支座25025026002350390491800914617500491005041750101505234跨中2502502600235039049180071362800033900344453310150523支座25030030002725393492300835717500608006341750101505238跨中2503003000272539349230042285800026700274453310150523支座25030030002725440498600836107500650006741750101505239跨中2503003000272544049860042305800028500294453310150523支座2502501300105052441099008310175001070011417501015052315跨中25025013001050524410990042050800004700054453310150523支座25025070045052441099008301975000200002417501015052316跨中250250700450524410990042009800000900014453310150523支座30025060032579441464008301375000140001417501015052319跨中300250600325794414640042006800000600014453310150523支座25025035003250794414640083128975013720148618511010078520跨中25025035003250794414640042644800060300624453310200523支座250300200017254444992006318475001960020417501020052322跨中2503002000172544449920071211800019700204453310200523支座250250200017504444992009127675002940030417501020052323跨中2502502000175044449920071217800020300214453310200523三、双向板计算塑性绞线法计算双向板分两个步骤首先假定板的破坏机构，即由一些塑性绞线把板分割成由若干个刚性板所构成的破坏机构；然后利用虚功原理，建立外荷载与作用在塑性绞线上的弯距之间的关系，从而求出各塑性绞线上的弯距，以此作为各截面的弯距设计值。本楼层双向板可用塑性绞线法计算。混凝土采用C35，钢筋采用HRB335，YF300N/MM2。楼板有效高度短边方向为80MM，长边方向为70MM。为楼板的短边01L方向长度，为长边方向长度。由于所有楼板均与梁柱整浇，所以考虑板跨内起拱作02L用，凡中间跨板的跨中截面及中间支座截面以及边跨板的跨中截面及楼板边缘算起的第二个支座截面弯距均折减20。（10）和（11）号楼板板厚为120MM，其余为100MM。板底保护层为15MM，板顶为20MM。双向板配筋时也按1M板宽配筋。对二级钢，时，取，。10105B双向板弯距计算见表83；双向板配筋计算见表84；表中；根据经验，取21N；，2021LN，0120112013/8LMMLNLPMUUU。，0121LMMMUUU计算方法与单向板一致。SA双向板弯距计算表表83板格号截面内力方向L01ML02M板长短边比N恒载GKN/M2活载QKN/M2135恒0714活M1UKNMM1UKNMM1UKNMM1UKNMM2UKNMM2UKNMM2UKNML01方向222542251902028393400923137578跨中L02方向2225422519020283934009230842225422519020283934009231157L01方向22254225190202839340092311572225422519020283934009231695支座L02方向222542251902028393400923169L01方向2254251892028393400923140593跨中L02方向22254225190202839340092308622542518920283934009231186L01方向225425189202839340092311862225422519020283934009231726支座L02方向222542251902028393400923172L01方向222542251902028393400923137578跨中L02方向2225422519020283934009230842225422519020283934009231157L01方向22254225190202839340092311572225422519020283934009231697支座L02方向222542251902028393400923169续表83板格号截面内力方向L01ML02M板长短边比N恒载GKN/M2活载QKN/M2135恒0714活M1UKNMM1UKNMM1UKNMM1UKNMM2UKNMM2UKNMM2UKNML01方向41254225102209552440010992721150跨中L02方向4125422510220955244001099107141254225102209552440010992301L01方向412542251022095524400109923014125422510220955244001099214110支座L02方向41254225102209552440010992141L01方向3025412513620545244001099227937跨中L02方向302541251362054524400109936930254125136205452440010991873L01方向30254125136205452440010991873302541251362054524400109973911支座L02方向3025412513620545244001099739L01方向2525292511620755244001099127370跨中L02方向25252925116207552440010992382525292511620755244001099740L01方向2525292511620755244001099740252529251162075524400109947612支座L02方向2525292511620755244001099476续表83板格号截面内力方向L01ML02M板长短边比N恒载GKN/M2活载QKN/M2135恒0714活M1UKNMM1UKNMM1UKNMM1UKNMM2UKNMM2UKNMM2UKNML01方向25530512020705244001099136413跨中L02方向2553051202070524400109924225530512020705244001099827L01方向255305120207052440010998272553051202070524400109948314支座L02方向25530512020705244001099483L01方向1725322518720297944001464129417跨中L02方向17253225187202979440014640641725322518720297944001464834L01方向1725322518720297944001464834172532251872029794400146412817支座L02方向1725322518720297944001464128L01方向1225172514120507944001464051089跨中L02方向1517251152076794400146405815172511520767944001464177L01方向1732514520487944001464177173352022024794400146408818支座L02方向1734526020157944001464088续表83板格号截面内力方向L01ML02M板长短边比N恒载GKN/M2活载QKN/M2135恒0714活M1UKNMM1UKNMM1UKNMM1UKNMM2UKNMM2UKNMM2UKNML01方向1525222514620477944001464083184跨中L02方向15252225146204779440014640591525222514620477944001464368L01方向1525222514620477944001464368152522251462047794400146411921支座L02方向1525222514620477944001464119双向板配筋计算表表84板格号截面内力方向弯距折减系数0HMMBMMS计算配筋MM2配筋实配钢筋MM2L01方向08801000004300444453310150523跨中L02方向0870100000080008389671020039308751000009901044339010150523L01方向087510000099010443390101505237510000018001841750101505235支座L02方向08751000001400144175010150523L01方向08801000004400454453310150523跨中L02方向0870100000080008389671020039308751000010101074455810150523L01方向087510000101010744558101505237510000018001941750101505236支座L02方向08751000001500154175010150523L01方向08801000004300444453310150523跨中L02方向0870100000080008389671020039308751000009901044339010150523L01方向087510000099010443390101505237510000018001841750101505237支座L02方向08751000001400144175010150523L01方向081001000005500575566710120654跨中L02方向0890100000630065501001012065408951000012201316909310100785L01方向9510000153016788055101007850895100001140121639711012065410支座L02方向08951000011401216397110120654L01方向081001000004500465566710120654跨中L02方向0890100000220022501001015052308951000009901055549810120654L01方向9510000124013370421101007850895100000390040528831010078511支座L02方向08951000003900405288310120654L01方向08801000002800284453310150523跨中L02方向0870100000230024389671020039308801000005500574453310150523L01方向088010000055005744533101007850880100000360036445331015052312支座L02方向08801000003600364453310150523续表84板格号截面内力方向弯距折减系数0HMMBMMS计算配筋MM2配筋实配钢筋MM2L0