畢業(yè)設(shè)計(jì)-宿舍樓

摘要本論文綜合運(yùn)用所學(xué)的專業(yè)知識(shí)，根據(jù)設(shè)計(jì)任務(wù)書的要求進(jìn)行了鋼筋混凝土結(jié)構(gòu)辦公樓的建筑設(shè)計(jì)、結(jié)構(gòu)設(shè)計(jì)。設(shè)計(jì)過程遵循先建筑后結(jié)構(gòu)再根底的順序進(jìn)行。建筑設(shè)計(jì)，依據(jù)建筑總體規(guī)劃要求、建筑用地條件和基地周邊的環(huán)境特點(diǎn)，首先設(shè)計(jì)建筑平面，其次進(jìn)行立面造型、剖面設(shè)計(jì)。建筑設(shè)計(jì)應(yīng)滿足使用功能和造型藝術(shù)的要求，并適應(yīng)未來開展與靈活改造的需要。結(jié)構(gòu)設(shè)計(jì)密切聯(lián)系建筑設(shè)計(jì)，以現(xiàn)行的有關(guān)標(biāo)準(zhǔn)為依據(jù)，主要包括結(jié)構(gòu)選型及結(jié)構(gòu)布置、確定計(jì)算簡(jiǎn)圖及計(jì)算單元、荷載計(jì)算、側(cè)移控制、內(nèi)力組合、構(gòu)件設(shè)計(jì)、樓梯設(shè)計(jì)、根底設(shè)計(jì)等內(nèi)容。本工程采用鋼筋混凝土結(jié)構(gòu)框架結(jié)構(gòu)體系〔橫向承重〕，選擇了有代表性的一榀框架進(jìn)行計(jì)算。對(duì)于豎向荷載作用采用彎矩分層法，水平荷載作用采用D值法。設(shè)計(jì)計(jì)算整個(gè)過程中綜合考慮了技術(shù)經(jīng)濟(jì)指標(biāo)和施工工業(yè)化的要求。關(guān)鍵詞：建筑設(shè)計(jì)結(jié)構(gòu)設(shè)計(jì)荷載計(jì)算ABSTRACTThisthesisusestheprofessionalknowledgesyntheticallyaccordingtotherequestofthedesignprogram.Thedesignoftheofficebuildingincludesarchitecturaldesign,structuraldesignandconstructionmanagementdesign.Thedesignprocessfollowstheorder:firstly,architecturaldesign;secondly,structuraldesign;lastly,thefoundationdesign.Thearchitecturaldesign,accordingtothemasterplanofthebuilding,thesitecondition,peripheralurbanenvironment,andcharacteristicofthebasedesignthebuildingplainatfirst.Theelevationdesigniscarriedonsecondly,consideringbuildingclassifyandfireprevention.Thearchitecturaldesignshouldmeettheneedsofthefunctionalrequirement,theuserequirementanddevelopmentandflexibletransformationinthefuture.Structuraldesignmaintainsclosetieswiththearchitecturaldesign,whichisbasedoncurrentrelevantcodes.Itincludesthestructurestyle,thepreliminaryestimationforthestructuralmembers,confirmationofthesketchandunitforcalculation,sidewaycontrol,loadcalculation,componentdesign,slab-stairsdesign,flooroverlaydesignandfoundationdesign.Thisprojectadoptscast-in-placereinforcedconcretestructure(transversebearing),whichhaschosenarepresentativeframetocalculate.Verticalloadfunctionadoptsmomentdistributionmethod,levelloadfunctionadoptsDvaluemethod,andseismicloadfunctionadoptsequivalentbaseshearmethod.Keywords:ArchitecturaldesignStructuraldesignLoadcalculation目錄前言……………………1第一章建筑設(shè)計(jì)方案…………21.1工程地質(zhì)條件………………21.2設(shè)計(jì)標(biāo)高……………………21.3活荷載標(biāo)準(zhǔn)值………………21.4主要建筑做法………………2第二章建筑結(jié)構(gòu)選型、平面布置及計(jì)算簡(jiǎn)圖…………32.1結(jié)構(gòu)選型……………………32.2框架結(jié)構(gòu)平面布置…………32.3構(gòu)件截面初估………………32.4確定計(jì)算簡(jiǎn)圖………………4第三章荷載計(jì)算…………………63.1恒載標(biāo)準(zhǔn)值計(jì)算……………63.2活載標(biāo)準(zhǔn)值計(jì)算……………8第四章橫向水平荷載作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算……………104.1橫向框架側(cè)移剛度計(jì)算……………………104.2風(fēng)荷載作用下的內(nèi)力分析及計(jì)算…………104.3地震作用作用下的內(nèi)力計(jì)算及側(cè)移驗(yàn)算…………………14第五章豎向荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算………………225.1恒荷載作用下的內(nèi)力計(jì)算…………………225.2活荷載作用下的內(nèi)力計(jì)算…………………28第六章結(jié)構(gòu)內(nèi)力組合…………35第七章梁的截面設(shè)計(jì)…………42第八章柱截面設(shè)計(jì)…………508.1底層A柱截面設(shè)計(jì)…………508.2底層B柱截面設(shè)計(jì)……………578.3節(jié)點(diǎn)設(shè)計(jì)………………………64第九章板的計(jì)算………………659.1設(shè)計(jì)資料………………………659.2A~F區(qū)格板的計(jì)算……………65第十章樓梯設(shè)計(jì)…………………7010.1計(jì)算簡(jiǎn)圖及截面尺寸………7010.2設(shè)計(jì)資料………………………7110.3梯段板設(shè)計(jì)……………………7110.4平臺(tái)板計(jì)算……………………7210.5平臺(tái)梁計(jì)算……………………73第十一章根底設(shè)計(jì)………………7511.1確定根底底面尺寸……………7511.2校核地基承載力〔標(biāo)準(zhǔn)組合〕………………7511.3驗(yàn)算根底高度…………………7611.4根底底板配筋〔按根本組合〕………………78結(jié)論………………………80致謝………………………81參考文獻(xiàn)…………………82前言結(jié)構(gòu)設(shè)計(jì)是土木工程畢業(yè)設(shè)計(jì)的重要階段，畢業(yè)前的綜合學(xué)習(xí)階段,是深化、拓寬、綜合教學(xué)的重要過程,是對(duì)大學(xué)期間所學(xué)專業(yè)知識(shí)的全面總結(jié)。本組畢業(yè)設(shè)計(jì)題目為《高等商業(yè)?？茖W(xué)校學(xué)生宿舍樓設(shè)計(jì)》。在結(jié)構(gòu)前期，我復(fù)習(xí)了《結(jié)構(gòu)力學(xué)》、《土力學(xué)與根底工程》、《混凝土結(jié)構(gòu)》、《建筑結(jié)構(gòu)抗震設(shè)計(jì)》等知識(shí)，并借閱了《抗震標(biāo)準(zhǔn)》、《混凝土標(biāo)準(zhǔn)》、《荷載標(biāo)準(zhǔn)》、《砌體標(biāo)準(zhǔn)》、《地基根底標(biāo)準(zhǔn)》等標(biāo)準(zhǔn)。在網(wǎng)上搜集了不少資料，并做了筆記。在結(jié)構(gòu)設(shè)計(jì)中期，我們通過所學(xué)的根本理論、專業(yè)知識(shí)和根本技能進(jìn)行計(jì)算和分析。在結(jié)構(gòu)設(shè)計(jì)后期，主要進(jìn)行設(shè)計(jì)手稿的電腦輸入和PKPM計(jì)算出圖〔并有一張手畫根底圖〕，并得到老師的審批和指正，使我圓滿的完成了任務(wù)，在此表示衷心的感謝。結(jié)構(gòu)設(shè)計(jì)的六周里，在指導(dǎo)老師的幫助下，經(jīng)過資料查閱、設(shè)計(jì)計(jì)算，加深了對(duì)新標(biāo)準(zhǔn)、規(guī)程、手冊(cè)等相關(guān)內(nèi)容的理解。穩(wěn)固了專業(yè)知識(shí)、提高了綜合分析、解決問題的能力。在進(jìn)行內(nèi)力組合的計(jì)算時(shí)，進(jìn)一步了解了Excel；在繪圖時(shí)熟練掌握了AutoCAD，PKPM等專業(yè)軟件。以上所有這些從不同方面到達(dá)了畢業(yè)設(shè)計(jì)的目的與要求。框架結(jié)構(gòu)設(shè)計(jì)的計(jì)算工作量很大，在計(jì)算過程中以手算為主，輔以一些計(jì)算軟件的校正。由于自己水平有限，難免有不妥和疏忽之處，敬請(qǐng)各位老師批評(píng)指正。本工程為四川省綿陽市高等商業(yè)?？茖W(xué)校學(xué)生宿舍樓設(shè)計(jì)，采用現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)，橫向框架承重。根據(jù)規(guī)劃及房屋使用要求采用六層的結(jié)構(gòu)，層高為3.3m。建筑平面布置，剖面布置及各節(jié)點(diǎn)祥圖詳見建筑圖。第一章建筑設(shè)計(jì)方案1．1工程地質(zhì)條件地形地貌、地層巖性該場(chǎng)地地形平整，無滑坡，無液化土層等不良地質(zhì)現(xiàn)象，地基承載力抗震設(shè)防烈度、場(chǎng)地土類型和建筑場(chǎng)地類別該場(chǎng)區(qū)抗震設(shè)防烈度為6度；設(shè)計(jì)根本地震加速度值為0.05g，設(shè)計(jì)分組為第二組，特征周期值為0.40s；場(chǎng)地地基土屬中軟場(chǎng)地土，場(chǎng)地類別屬II類。最大凍結(jié)深度及土的凍脹性類別該場(chǎng)區(qū)最大凍結(jié)深度為0.15米，土的凍脹類別屬不凍脹。不良地質(zhì)現(xiàn)象經(jīng)現(xiàn)場(chǎng)勘察及資料收集證實(shí)，場(chǎng)區(qū)內(nèi)無其它不良地質(zhì)現(xiàn)象存在，因此該場(chǎng)區(qū)較適宜該建筑物的建設(shè)。自然條件該地區(qū)主導(dǎo)風(fēng)向?yàn)闁|北風(fēng)，平均氣溫16.3度左右，最高氣溫38度，最低氣溫－5度；年降雨量800mm，最大雨量110mm/日。根本風(fēng)壓值0.30KN/m2。1．2設(shè)計(jì)標(biāo)高室內(nèi)設(shè)計(jì)標(biāo)高0.00，室內(nèi)外高差450mm1．3活荷載標(biāo)準(zhǔn)值活荷載：樓面活荷載標(biāo)準(zhǔn)值為2.0KN/，走廊、門廳活荷載標(biāo)準(zhǔn)值為2.5KN/，樓梯活荷載采用3.5KN/，屋面采用不上人屋面均布活荷載標(biāo)準(zhǔn)值為0.5KN/。1.4主要建筑做法主要建筑做法說明見建筑做法總說明。門窗做法：主要入口為鋁合金門，其他為木門，窗均為鋁合金窗,門窗尺寸見建筑做法總說明門窗表第二章建筑結(jié)構(gòu)選型、平面布置及計(jì)算簡(jiǎn)圖2.1結(jié)構(gòu)選型本工程是高等商業(yè)?？茖W(xué)校學(xué)生宿舍樓設(shè)計(jì)，建筑面積為6100㎡，層數(shù)為6層，根據(jù)使用要求采用框架結(jié)構(gòu)，樓面采用現(xiàn)澆板，框架梁、柱為現(xiàn)澆整體構(gòu)件，根底采用鋼筋混凝土柱下獨(dú)立根底。2.2框架結(jié)構(gòu)平面布置框架結(jié)構(gòu)平面布置如下列圖：圖2-1結(jié)構(gòu)平面布置2.3構(gòu)件截面初估1.梁截面尺寸確實(shí)定：主梁：邊跨〔AB、CD段〕梁：h=(1/8—1/12)l=(1/8—1/12)×7100=600～900，取h=700mm,b=300mm中跨BC梁：取h=500mm,b=300mm次梁：h=(1/8—1/12)l=(1/8—1/12)×3900=217～325，取h=350mm,b=200mm2.框架柱截面的初步估定：框架柱要求，為軸壓比限值，該框架結(jié)構(gòu)的抗震等級(jí)為三級(jí)，軸壓比限值為0.9，各層重力荷載代表值近似取14KN/㎡。邊柱：N=1.3×3.9×7.2/2×14×6=1533KN=，取600mm×600mm對(duì)于內(nèi)柱：N=1.25×3.9×〔7.2+2.1〕/2×14×6=1904KN=，取600mm×600mm2.4確定計(jì)算簡(jiǎn)圖梁柱混凝土標(biāo)號(hào)均為，，在框架結(jié)構(gòu)中，現(xiàn)澆樓面或預(yù)制樓面，但只有現(xiàn)澆樓面可以作為有效的翼緣，增大梁的有效剛度，減少框架側(cè)移，考慮這一有利作用，在計(jì)算截面慣性矩的時(shí)候，對(duì)現(xiàn)澆樓面邊框架梁取，對(duì)中框架梁取,根據(jù)地質(zhì)資料，確定根底頂面離室外地面為500mm，由此求得底層層高為4.25m。橫梁線剛度計(jì)算表表2-1類別/b×h/mm×mm/mml/mm/N/mm邊橫梁30000300×7007200走道梁30000300×5007200柱線剛度計(jì)算表表2-2層次/b×h/mm×mm/mmh/mm/N/mm130000600×60042502～630000600×6003300圖2-2結(jié)構(gòu)計(jì)算簡(jiǎn)圖第三章荷載計(jì)算3.1恒載標(biāo)準(zhǔn)值計(jì)算1.屋面4mm厚APP卷材防水層0.35KN/㎡20mm厚1：2水泥砂漿找平0.02×20=0.4KN/㎡120mm厚〔2%找坡〕膨脹珍珠巖保溫層〔0.1+0.14.〕/2×7=0.8KN/㎡100mm現(xiàn)澆鋼筋混凝土屋面板0.1×25=2.5KN/㎡15mm厚紙筋石灰抹灰0.015×16=0.24KN/㎡屋面恒荷載4.29KN/㎡因此作用在頂層框架梁上的線荷載為：2.標(biāo)準(zhǔn)層樓面25mm厚水泥砂漿面層0.025×20=0.5KN/㎡100mm現(xiàn)澆鋼筋混凝土屋面板0.1×25=2.5KN/㎡15mm厚紙筋石灰抹灰0.015×16=0.24KN/㎡樓面恒荷載3.24KN/㎡邊跨框架梁及梁側(cè)粉刷5.66KN/㎡中跨框架梁及梁側(cè)粉刷4.02KN/㎡因此作用在中間層框架梁上的線荷載為：3.屋面框架梁節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值：邊柱連系梁自重0.2×0.35×3.9×25=6.83KN粉刷0.02×〔0.35-0.1〕×2×3.9×17=0.663KN1m高女兒墻自重1×3.9×0.24×19=17.78KN粉刷1×0.02×2×3.9×17=2.65KN連系梁傳來屋面自重0.5×3.9××0.5×3.9×4.29=16.31KN頂點(diǎn)邊節(jié)點(diǎn)集中荷載中柱連系梁自重0.2×0.35×3.9×25=6.83KN粉刷0.2×〔0.35-0.1〕×2×3.9×17=0.663KN連系梁傳來屋面自重0.5×〔3.9+3.9-2.1〕×1.05×4.29=12.84KN0.5×3.9×0.5×3.9×4.29=16.31KN頂點(diǎn)中節(jié)點(diǎn)集中荷載4.樓面框架梁節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值：邊柱連系梁自重0.2×0.35×3.9×25=6.83KN粉刷0.02×〔0.35-0.1〕×2×3.9×17=0.663KN鋁合金窗自重2.4×1.8×0.45=1.94KN窗下墻體自重0.24×1.15×3.6×19=18.88KN粉刷2×0.02××1.15×3.6×17=2.82KN窗邊墻體自重1.2×1.8×0.24×19=9.85KN粉刷1.2×1.8×2×0.02×17=1.47KN框架柱自重粉刷0.6×0.6×3.3×25=29.7KN連系梁傳來樓面自重0.5×3.9×0.5×3.9×3.24=12.32KN中間層邊節(jié)點(diǎn)集中荷載中柱連系梁自重6.83KN粉刷0.663KN內(nèi)縱墻自重3.6×(3.3-0.35)×0.24×19=48.43KN粉刷3.6×(3.3-0.35)×2×0.02×17=7.22KN扣除門洞重加上門重-2.4×1×0.24×19+2.4×1×0.2=-10.46KN框架柱自重29.7KN粉刷1.88KN連系梁傳來樓面自重0.5×(3.9+3.9-2.1)×1.05×3.24=9.7KN0.5×3.9×1.95×3.24=12.32KN中間層中節(jié)點(diǎn)集中荷載5.恒荷載作用下的結(jié)構(gòu)計(jì)算簡(jiǎn)圖：圖3-1恒荷載作用下的結(jié)構(gòu)計(jì)算簡(jiǎn)圖3.2活荷載標(biāo)準(zhǔn)值計(jì)算樓面活荷載作用下結(jié)構(gòu)計(jì)算簡(jiǎn)圖如圖3-2各荷載值計(jì)算如下：==0.5×3.9=1.95KN/m=0.5×2.1=1.05KN/m==0.5×3.9×0.5×3.9×0.5=1.9KN==0.5×(3.9+3.9-2.1)×1.05×0.5×+0.25×3.9×3.9×0.5=3.4KN/m==2×3.9=7.81KN/m=2.5×2.1=5.25KN/m ==0.25×3.9×7.2×2=14.04KN==14.04+0.25×3.9×2.5×2.1=19.16KN圖3-2樓面活荷載作用下結(jié)構(gòu)計(jì)算簡(jiǎn)圖第四章橫向水平荷載作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算4.1橫向框架側(cè)移剛度計(jì)算計(jì)算柱的側(cè)移剛度柱側(cè)移剛度D計(jì)算公式：，其中為柱側(cè)移剛度修正系數(shù)，K為梁柱線剛度比，對(duì)一般層，，對(duì)底層，橫向框架柱側(cè)移剛度D計(jì)算表表4-1層次層高h(yuǎn)/m柱根數(shù)KN/mm14.25邊柱20.9380.48924755113802中柱22.110.635321462～63.3邊柱20.7280.26728892155172中柱21.6370.45148694，該框架為規(guī)那么框架。4.2風(fēng)荷載作用下的內(nèi)力分析及計(jì)算風(fēng)壓標(biāo)準(zhǔn)值計(jì)算風(fēng)壓標(biāo)準(zhǔn)值計(jì)算公式為：，根本風(fēng)壓：因結(jié)構(gòu)高度H=20.3m<30m,可取=1.0，對(duì)于矩形平面=場(chǎng)地粗糙度C類，可查《建筑結(jié)構(gòu)荷載標(biāo)準(zhǔn)》，將風(fēng)荷載換算成作用于框架每層節(jié)點(diǎn)上的集中荷載，計(jì)算過程如表所示，表中z為框架節(jié)點(diǎn)至室外地面的高度，A為一榀框架各層節(jié)點(diǎn)所受風(fēng)面積，計(jì)算結(jié)果如表4-2所示風(fēng)荷載計(jì)算表4-2層次Z(m)A611.320.250.8440.310.343.4511.316.950.7790.312.873.91411.313.650.740.312.873.71311.310.350.740.312.873.71211.37.050.740.312.873.71111.33.750.740.313.753.97圖4-1風(fēng)荷載作用下的結(jié)構(gòu)計(jì)算簡(jiǎn)圖風(fēng)荷載作用下側(cè)移計(jì)算及內(nèi)力分析1.側(cè)移計(jì)算水平荷載作用下框架的層間側(cè)移可按下式計(jì)算，各層的層間側(cè)移值，求得以后頂點(diǎn)側(cè)移為各層的層間側(cè)移之和，框架在風(fēng)荷載作用下的側(cè)移計(jì)算表風(fēng)荷載作用下的側(cè)移計(jì)算表表4-3層數(shù)各層風(fēng)荷載層間剪力側(cè)移剛度層間側(cè)移63.43.41551720.00002253.917.311551720.000047143.7111.021551720.00007133.7114.731551720.00009523.7118.441551720.0001113.9722.411138020.000196框架總側(cè)移，層間側(cè)移最大值為<，滿足側(cè)移限值2.風(fēng)荷載作用下的框架內(nèi)力分析〔D值法〕風(fēng)荷載作用下的結(jié)構(gòu)計(jì)算簡(jiǎn)圖如圖4-1，內(nèi)力計(jì)算采用D值法，各柱的剪力分配公式為圖4-2風(fēng)荷載作用下內(nèi)力計(jì)算〔左圖〕剪力在各柱間的分配(KN);〔右圖〕各柱反彎點(diǎn)及柱端彎矩(KN·m)梁端彎矩按下式計(jì)算，其中梁線剛度見結(jié)構(gòu)計(jì)算簡(jiǎn)圖2-2，由梁端彎矩進(jìn)一步求得梁端的剪力，具體過程如表4-4所示公式：，梁端彎矩剪力及柱的軸力計(jì)算表表4-4層次AB跨梁BC跨梁柱軸力KN/mKN/mLmKNKN/mKN/mLmKNA柱軸力KNB柱軸力KN61.460.977.20.341.211.212.11.150.340.8153.312.527.20.813.143.142.12.991.152.9945.84.257.21.45.315.312.15.062.556.6537.785.817.21.897.257.252.16.94.4411.6629.727.527.22.49.49.42.18.956.8418.21112.919.647.23.1312.0412.042.111.479.9726.55圖4-3風(fēng)荷載作用下框架彎矩圖〔KN·m〕圖4-4風(fēng)荷載作用下框架剪力、軸力圖〔KN〕4.3地震作用作用下的內(nèi)力計(jì)算及側(cè)移驗(yàn)算重力荷載代表值計(jì)算各層重力荷載代表值去全部樓面恒載，一半活載〔雪載〕，上下各半層的建筑結(jié)構(gòu)代表值1.頂層重力荷載代表值：屋面恒載〔7.2×2+2.1〕×3.9×4.29=276.1KN1m高女兒墻自重1×3.9×0.24×19×2=35.57KN縱橫梁自重5.66×7.2×2+4.02×2.1+4×〔6.83+0.663〕=119.92KN半層柱自重〔29.17+1.88〕×4×0.5=62.1KN半層橫墻自重0.5××2〕×2×0.24×〔3.3-0.7〕×19+21.22×0.5=81.74KN半層縱墻自重〔48.43+7.22〕×2×0.5+34.96×0.5×2=90.6KN恒載+0.5×活載81.14+276.1+35.57+119.92+62.1+90.61+0.5×0.5×〔7.2×2+2.1〕×3.9=682.13KN2.2～5層重力荷載代表值：樓面恒載〔7.2×2+2.1〕×3.9×3.24=208.5KN上下半層縱墻重90.61×2=181.22KN上下半層橫墻重81.74×2=163.48KN縱橫梁自重119.92KN上下半層柱自重62.1×2=124.2KN樓面層活載3.9×〔7.2×2×2+2.1×2.5〕=132.8KN恒載+0.5活載163.48+208.5+181.22+119.92+124.2+0.5×132.8=863.72KN3.底層重力荷載代表值：樓面恒載〔7.2×2+2.1〕×3.9×3.24=208.5KN上下半層縱墻重90.61+90.61×3.75/3.3=193.58KN上下半層橫墻重81.74+81.74×3.75/3.3=174.63KN縱橫梁自重119.92KN上下半層柱自重62.1+62.1×3.75/3.3=132.67KN樓面層活載3.9×〔7.2×2×2+2.1×2.5〕=132.8KN恒載+0.5活載208.5+193.58+174.63+119.92+132.67+0.5×132.8=895.7KN那么一榀框架的總重力荷載代表值：=682.13+863.72×4+895.7=5032.71KN地震力計(jì)算1.橫向自震周期的計(jì)算運(yùn)用頂點(diǎn)位移法計(jì)算，對(duì)于質(zhì)量和剛度沿高度分布比擬均勻的框架結(jié)構(gòu)，根本自震周期可按下式來計(jì)算：式中，—計(jì)算結(jié)構(gòu)根本自震周期用的結(jié)構(gòu)頂點(diǎn)假想位移—結(jié)構(gòu)根本自震周期考慮非承重磚墻影響的折減系數(shù)，取0.7故先計(jì)算結(jié)構(gòu)的頂點(diǎn)假想位移，計(jì)算過程如表4-5結(jié)構(gòu)的頂點(diǎn)假想位移計(jì)算表表4-5層次/KN/KN/N/mm/mm/mm6628.13628.131551724.05121.535863.721545.851551729.96117.484863.722409.5715517215.53107.523863.723273.2915517221.0991.992863.724137.0115517226.6770.91895.75032.7111380244.244.2由上表計(jì)算根本周期：=1.7×0.7×=0.4152.水平地震作用及樓層地震剪力計(jì)算該建筑結(jié)構(gòu)高度遠(yuǎn)小于40m，質(zhì)量和剛度沿高度分布均勻，變形以剪切變形為主，因此用底部剪力法來計(jì)算地震作用。首先，計(jì)算總水平地震作用標(biāo)準(zhǔn)值，即底部剪力：式中：—相應(yīng)于結(jié)構(gòu)根本自震周期的水平地震影響系數(shù)—結(jié)構(gòu)等效總重力荷載，多質(zhì)點(diǎn)取總重力荷載代表值的85%=0.85=0.85×5032.71=4277.8KN特征周期為0.40S，抗震設(shè)防烈度為6度，查表得水平地震影響系數(shù)最大值=0.04由水平地震影響系數(shù)曲線來計(jì)算：式中，—衰減系數(shù)，取0.9=0.0387×4277.8=165.54KN因?yàn)?0.415<1.4=1.4×0.4=0.56所以不需要考慮頂部附加水平地震作用，那么質(zhì)點(diǎn)i的水平地震作用為：式中：、分別為集中于質(zhì)點(diǎn)i、j的荷載代表值；、分別為質(zhì)點(diǎn)i、j的計(jì)算高度。具體計(jì)算過程如下，各樓層的地震剪力按來計(jì)算，一并列入表中。各質(zhì)點(diǎn)橫向水平地震作用及樓層地震剪力計(jì)算表表4-6層次/m/KN/KN·m/KN/KN620.75682.1314154.238.3238.32517.45863.7215071.9140.879.12414.15863.7212221.6433.09112.21310.85863.729371.3625.37137.5827.55863.726521.0917.65155.2314.25895.73806.7310.31165.5461146.93各質(zhì)點(diǎn)水平地震作用及樓層地震剪力沿高度的分布如圖圖4-5水平地震作用圖4-6橫向水平地震作用及層間地震剪力4.3用D值法來驗(yàn)算，框架第i層的層間剪力，層間位移及結(jié)構(gòu)頂點(diǎn)位移分別按下式來計(jì)算：，，計(jì)算過程見下表，表中計(jì)算了各層的層間彈性位移角橫向水平地震作用下的位移驗(yàn)算表4-7層次層間剪力/KN層間剛度層高h(yuǎn)/mm638.321551720.2473300579.121551720.5133004112.211551720.72333003137.581551720.86633002155.23155172133001165.541138021.454250由上表可見，最大層間彈性位移角發(fā)生在第一層，其值為<,滿足要求。4.3.4圖4-7地震作用下剪力在歌柱間分配〔KN〕圖4-8地震作用下各柱反彎點(diǎn)及柱端彎矩〔KN·m〕橫向框架柱端彎矩計(jì)算地震荷載作用下結(jié)構(gòu)內(nèi)力計(jì)算采用D值法，各柱的剪力分配公式為梁端彎矩按下式計(jì)算，其中梁線剛度見結(jié)構(gòu)計(jì)算簡(jiǎn)圖2-2，由梁端彎矩進(jìn)一步求得梁端的剪力，具體過程如表4-8所示公式：，梁端彎矩剪力及柱的軸力計(jì)算表表4-8層次AB跨梁BC跨梁柱軸力KN/mKN/mLmKNKN/mKN/mLmKNA柱軸力KNB柱軸力KN616.4710.97.23.813.6313.632.112.983.89.18536.2327.447.28.8434.2734.272.132.6412.6432.98459.8444.157.214.4455.1555.152.152.5227.0871.06376.8356.077.218.4670.0370.032.166.745.54119.3285.7468.697.221.4585.7885.782.181.7066.99200.711101.2577.97.224.8873.9873.982.170.4691.87261圖4-9地震荷載作用下框架彎矩圖〔KN·m〕圖4-10地震荷載作用下框架剪力及軸力圖〔KN〕第五章豎向荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算5.1恒荷載作用下的內(nèi)力計(jì)算恒荷載作用下的內(nèi)力計(jì)算采用分層法，根據(jù)固端彎矩等效原那么先將梯形分布荷載及三角形分布荷載轉(zhuǎn)化為等效均布荷載圖5-1分層法荷載計(jì)算圖對(duì)于頂層：集中力矩對(duì)于1～5層：集中力矩梁端固端彎矩計(jì)算對(duì)于頂層：對(duì)于1～5層：各層線剛度應(yīng)乘以0.9的修正系數(shù)，其傳遞系數(shù)，底層為0.5，其他層為1/3。頂層彎矩分配圖：下柱右梁左梁下柱右梁0.4470.5530.2870.3550.3588.85-65.7565.75-7.33-3.55-1.7725.4331.47→15.74-10.13←-20.27-25.07-25.28→25.284.535.6→2.8-0.4←-0.8-0.994-1→10.180.2238.99-38.9963.22-33.4-29.8324.512～5層彎矩分配圖：上柱下柱右梁左梁上柱下柱右梁0.3560.3560.2880.2120.2640.2640.2617.27-144.57144.57-21.26-7.813.9134.6434.6428.02→14.01-12.56←-25.12-27.29-27.29-30.81→30.814.474.473.62→1.81-0.19←-0.38-0.48-0.48-0.47→0.470.0680.0680.05539.1856.45-95.63104.89-31.77-34.03-39.0935.19底層彎矩分配圖：上柱下柱右梁左梁上柱下柱右梁0.3870.30.3130.2250.2780.2160.8117.27-144.57144.57-21.26-7.81-3.9137.6629.1930.45→15.23-11.33←-22.66-28-21.76-28.3→28.34.383.43.55→1.775-0.2←-0.4-0.49-0.38-0.5→0.50.080.060.06342.1249.92-92.04108.52-28.49-43.4-36.6124.89分層法彎矩計(jì)算結(jié)果：圖5-2頂層分層法彎矩計(jì)算結(jié)果圖5-3標(biāo)準(zhǔn)層分層法彎矩計(jì)算結(jié)果圖5-4底層分層法彎矩計(jì)算結(jié)果框架各層組合彎矩重分配頂層：×0.447=46.21KN·m×0553=-46.21KN·mB節(jié)點(diǎn)：左梁63.22+10.59×0.287=66.26KN·m下柱-33.4-10.59+10.59×0.355=-40.23KN·m右梁-29.83+10.59×0.358=-26.04KN·m五層：A節(jié)點(diǎn)：上柱39.18+13-〔13+13.06〕×0.356=42.9KN·m下柱56.45+13.06-〔13+13.06〕×0.356=60.23KN·m右梁-95.63-〔13+13.06〕×0.288=-103.14KN·mB節(jié)點(diǎn)：左梁104.89+(11.13+10.59)×0.212=109.5KN·m上柱-31.77-11.13+(11.13+10.59)×0.264=-37.17KN·m下柱-34.03-10.59+(11.13+10.59)×0.264=-38.89KN·m右梁-39.09+(11.13+10.59)×0.26=-33.44KN·m二～四層：A節(jié)點(diǎn)：上柱39.18+18.82-(18.82+13.06)×0.356=46.65KN·m下柱56.45+13.06-(18.82+13.06)×0.356=58.16KN·m右梁-95.63-(18.82+13.06)×0.288=-104.81KN·mB節(jié)點(diǎn)：左梁104.89+(10.59+17.68)×0.212=110.88KN·m上柱-31.77-17.68+(10.59+17.68)×0.264=-41.99KN·m下柱-34.03-10.59+(10.59+17.68)×0.264=-37.16KN·m右梁-39.09+(10.59+17.68)×0.26=-31.74KN·m頂層：×0.387=53.66KN·m×0.3=44.27KN·m×0.313=-97.93KN·mB節(jié)點(diǎn)：左梁108.52+17.68×0.25=112.5KN·m上柱-28.49-17.68+17.68×0.278=-41.25KN·m下柱-43.4+17.68×0.216=-39.58KN·m右梁-36.61+17.68×0.281=-31.64KN·m考慮梁端彎矩調(diào)幅，去調(diào)幅系數(shù)為0.8對(duì)頂層梁端彎矩：=46.21×0.8=31.19KN·m=63.22×0.8=50.58KN·m=29.83×0.8=23.86KN·m對(duì)于2～5層：=95.63×0.8=76.5KN·m=104.89×0.8=83.91KN·m=39.09×0.8=31.07KN·m對(duì)于底層：=92.04×0.8=73.63KN·m=108.52×0.8=86.82KN·m=36.61×0.8=29.29KN·m調(diào)幅后邊跨跨中彎矩計(jì)算：對(duì)于頂層對(duì)于2～5層對(duì)于底層梁端剪力可根據(jù)梁上豎向荷載引起的剪力與梁端彎矩引起的剪力相疊加而得，柱軸力可由梁端剪力和節(jié)點(diǎn)集中力疊加得到，計(jì)算柱底軸力還需考慮柱的自重恒荷載作用下梁端剪力及軸力表5-1層次荷載引起剪力彎矩引起剪力總剪力柱軸力AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱/KN/KN/KN/KN/KN/KN/KN/KN/KN/KN/KN654.8010.13-2.69052.1157.4910.1396.34127.92104.26135.84595.478.68-1.03096.6596.658.68308.72340.3338.77370.35495.478.68-1.03096.6596.658.68521.1552.68573.28604.86395.478.68-1.03096.6596.658.68733.48765.06807.79839.37295.478.68-1.03096.6596.658.68945.86977.441042.31073.88195.478.68-1.83097.397.38.681157.441189.021277.461309.04圖5-5框架在恒荷載作用下彎矩圖〔KN·m〕圖5-6框架在恒荷載作用下剪力及軸力圖〔KN〕5.2活荷載作用下的內(nèi)力計(jì)算活荷載作用下的內(nèi)力計(jì)算采用分層法，根據(jù)固端彎矩等效原那么先將梯形分布荷載及三角形分布荷載轉(zhuǎn)化為等效均布荷載對(duì)于頂層：集中力矩對(duì)于1～5層：集中力矩梁端固端彎矩計(jì)算對(duì)于頂層：對(duì)于1～5層：各層線剛度應(yīng)乘以0.9的修正系數(shù)，其傳遞系數(shù)，底層為0.5，其他層為1/3。分層法彎矩計(jì)算結(jié)果：頂層彎矩分配圖：下柱右梁左梁下柱右梁0.4470.5530.2870.3550.3580.38-4.84.8-7.33-0.24-0.121.982.44→1.22-0.73←-1.46-1.8-1.83→1.830.330.4→0.71-0.1←-0.2-0.25-1→0.250.040.063.54-3.545.07-2.73-2.321.962～5層彎矩分配圖：上柱下柱右梁左梁上柱下柱右梁0.3560.3560.2880.2120.2640.2640.262.81-19.2719.27-3.83-1.21-0.615.865.864.74→2.37-1.76←-3.52-4.38-4.38-4.32→4.320.630.630.51→0.26-0.025←-0.05-0.07-0.07-0.066→0.0660.0090.0090.0076.59.3-15.818.33-4.45-8.28-5.63.78底層彎矩分配圖：上柱下柱右梁左梁上柱下柱右梁0.3870.30.3130.2250.2780.2160.812.81-19.2719.27-3.83-1.21-0.616.374.945.15→2.58-1.89←-3.78-4.67-3.63-4.72→4.720.730.570.59→0.3-0.035←-0.07-0.08-0.06-0.08→0.080.0150.010.017.115.52-12.6318.3-4.75-7.52-6.014.19分層法彎矩計(jì)算結(jié)果：圖5-7頂層分層法彎矩計(jì)算結(jié)果圖5-8標(biāo)準(zhǔn)層分層法彎矩計(jì)算結(jié)果圖5-9底層分層法彎矩計(jì)算結(jié)果框架各層組合彎矩重分配頂層：A節(jié)點(diǎn)：下柱×0.447=4.74KN·m右梁×0.553=-4.74KN·mB節(jié)點(diǎn)：左梁5.07+1.48×0.287=5.6KN·m下柱-2.73-1.48+1.48×0.355=-3.68KN·m右梁-2.32+1.48×0.356=-1.79KN·m五層：A節(jié)點(diǎn)：上柱6.5+1.18-(2.17+1.18)×0.356=6.49KN·m下柱9.3+2.17-(2.17+1.18)×0.356=10.28KN·m右梁-15.8-(2.17+1.18)×0.288=-16.76KN·mB節(jié)點(diǎn)：左梁18.33+(0.91+1.48)×0.212=18.84KN·m上柱-0.91-4.45+(0.91+1.48)×0.264=-4.73KN·m下柱-1.48-8.28+(0.91+1.48)×0.264=-9.13KN·m右梁-5.6+(0.91+1.48)×0.26=-4.98KN·m二～四層：A節(jié)點(diǎn)：上柱6.5+3.1-(3.1+2.17)×0.356=7.72KN·m下柱9.3+2.17-(3.1+2.17)×0.356=9.59KN·m右梁-15.8-(3.1+2.17)×0.288=-17.32KN·mB節(jié)點(diǎn)：左梁18.33+(2.76+1.48)×0.212=19.23KN·m上柱-2.76-4.45+(2.76+1.48)×0.264=-6.09KN·m下柱-8.28-1.48+(2.76+1.48)×0.264=-8.64KN·m右梁-5.6+(2.76+1.48)×0.26=-4.5KN·m頂層：A節(jié)點(diǎn)：上柱×0.387=9KN·m下柱×0.3=4.59KN·m右梁×0.313=-13.6KN·mB節(jié)點(diǎn)：左梁18.3+2.76×0.225=18.9KN·m上柱-4.75-2.76+2.76×0.278=-6.74KN·m下柱-7.52+2.76×0.216=-6.92KN·m右梁-6.01+2.76×0.281=-5.23KN·m考慮梁端彎矩調(diào)幅，去調(diào)幅系數(shù)為0.8對(duì)頂層梁端彎矩：=4.74×0.8=3.79KN·m=7×0.8=5.6KN·m=2.24×0.8=1.79KN·m對(duì)于5層：=16.76×0.8=13.41KN·m=18.84×0.8=15.07KN·m=4.98×0.8=3.98KN·m對(duì)于2～4層：=17.32×0.8=13.86KN·m=19.23×0.8=15.4KN·m=4.5×0.8=3.6KN·m對(duì)于底層：=13.6×0.8=10.88KN·m=18.9×0.8=15.12KN·m=5.23×0.8=4.18KN·m梁端剪力可根據(jù)梁上豎向荷載引起的剪力與梁端彎矩引起的剪力相疊加而得，軸力由荷載引起的剪力疊加而得活荷載作用下梁端剪力及軸力表5-2層次荷載引起剪力彎矩引起剪力總剪力柱軸力AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱/KN/KN/KN/KN/KN/KN/KN/KN/KN/KN/KN642.4-0.2503.754.252.43.753.756.656.65516.0611.81-0.23015.8316.2911.8119.5819.5834.7534.75416.0611.81-0.21015.8516.2711.8135.4135.4162.8362.83316.0611.81-0.21015.8516.2711.8151.2651.2690.9190.91216.0611.81-0.21015.8516.2711.8167.1167.11118.99118.99116.0611.81-0.59015.4716.6511.8182.5882.58147.45147.45圖5-10活荷載作用下框架彎矩圖〔KN·m〕圖5-11活荷載作用下框架剪力及軸力圖(KN)第六章結(jié)構(gòu)內(nèi)力組合結(jié)構(gòu)的抗震登記可根據(jù)結(jié)構(gòu)類型、地震烈度、房屋高度等因素,可知,本工程的框架為三級(jí)抗震等級(jí)?？蚣芰簝?nèi)力組合：本框架考慮了四種內(nèi)力組合，永久荷載控制活載控制風(fēng)載控制重力荷載代表值+水平地震1.35SGk+0.98SQk+0.84Swk1.2SGk+1.4SQk+0.84Swk1.2SGk+1.4Swk+0.98SQk1.2(SGk+0.5SQk')+1.3SEk各層梁的內(nèi)力組合見梁內(nèi)力組合表，〔表中，兩列中的梁端彎矩M為經(jīng)過調(diào)幅后的彎矩。M以下部受拉為正，V以向上為正。梁的內(nèi)力組合結(jié)果見表6-1。取每一層柱的柱頂和柱底為兩個(gè)控制截面，同樣按照上述的四種組合來進(jìn)行組合，組合結(jié)果見表6-2、6-3。梁的內(nèi)力組合表表6-1層次位值內(nèi)力荷載類別永久荷載控制活載控制風(fēng)載控制重力荷載代表值+水平地震1.35SGk+0.98SQk+0.84Swk1.2SGk+1.4SQk+0.84Swk1.2SGk+1.4Swk+0.98SQk1.2(SGk+0.5SQk')+1.3SEkSGkSQkSwkSEk左風(fēng)右風(fēng)左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震恒①活②左風(fēng)④右風(fēng)⑤左震⑥右震⑦①②④①②⑤①②④①②⑤①②④①②⑤①②⑥①②⑦6A右M-31.19-3.791.46-1.4616.47-16.47-44.59-47.05-41.51-43.96-39.10-43.19-18.29-61.11V52.113.750.34-0.343.80-3.8074.3173.7468.0767.5066.6865.7369.7259.84B左M-50.58-5.60-0.970.97-10.9010.90-74.59-72.96-69.35-67.72-67.54-64.83-78.23-49.89V57.494.250.34-0.343.80-3.8082.0681.4975.2274.6573.6372.6876.4866.60B右M-23.86-1.791.21-1.2113.63-13.63-32.95-34.98-30.12-32.15-28.69-32.08-11.99-47.43V10.132.401.15-1.1512.98-12.9816.9915.0616.4814.5516.1212.9030.47-3.28跨中MAB57.742.500.25-0.252.79-2.7980.6080.1972.9972.5872.0871.3974.4167.17MBC-24.51-1.310.000.000.000.00-34.38-34.38-31.25-31.25-30.70-30.70-30.20-30.205A右M-76.50-13.413.31-3.3136.23-36.23-113.64-119.20-107.79-113.35-100.31-109.58-52.75-146.95V94.4415.830.81-0.818.84-8.84143.69142.33136.17134.81129.98127.71134.32111.33B左M-83.91-15.07-2.522.52-27.4427.44-130.16-125.93-123.91-119.67-118.99-111.93-145.41-74.06V96.6516.290.81-0.818.84-8.84147.12145.76139.47138.11133.08130.81137.25114.26B右M-23.86-3.983.14-3.1434.27-34.27-33.47-38.75-31.57-36.84-28.14-36.9313.53-75.57V8.6811.812.99-2.9932.64-32.6425.8020.7829.4624.4426.1817.8059.93-24.93跨中MAB91.6414.660.40-0.404.40-4.40138.41137.75130.82130.16124.89123.78124.48113.05MBC-35.19-1.620.000.000.000.00-49.09-49.09-44.49-44.49-43.81-43.81-43.20-43.204A右M-76.50-13.865.80-5.8059.84-59.84-111.99-121.73-106.33-116.08-97.26-113.50-22.32-177.91V94.4415.851.40-1.4014.44-14.44144.20141.85136.69134.34130.82126.90141.61104.07B左M-83.91-15.40-4.254.25-44.1544.15-131.94-124.80-125.82-118.68-121.73-109.83-167.33-52.54V96.6516.271.40-1.4014.44-14.44147.60145.25139.93137.58133.88129.96144.51106.97B右M-31.27-3.605.31-5.3155.15-55.15-41.28-50.20-38.10-47.02-33.62-48.4932.01-111.38V8.6811.812.99-2.9952.52-52.5225.8020.7829.4624.4426.1817.8085.78-50.77跨中MAB91.6414.270.77-0.777.85-7.85138.35137.05130.60129.30125.04122.87128.73108.33MBC-35.19-1.240.000.000.000.00-48.72-48.72-43.96-43.96-43.44-43.44-42.97-42.973A右M-76.50-13.867.78-7.7876.83-76.83-110.32-123.39-104.67-117.74-94.49-116.27-0.24-200.00V94.4415.851.89-1.8918.46-18.46144.61141.44137.11133.93131.51126.22146.8498.84B左M-83.91-15.40-5.815.81-56.0756.07-133.25-123.49-127.13-117.37-123.92-107.65-182.82-37.04V96.6516.271.89-1.8918.46-18.46148.01144.83140.35137.17134.57129.28149.74101.74B右M-31.27-3.607.25-7.2570.03-70.03-39.65-51.83-36.47-48.65-30.90-51.2051.36-130.72V8.6811.812.99-2.9966.70-66.7025.8020.7829.4624.4426.1817.80104.21-69.21跨中MAB91.6414.270.99-0.9910.38-10.38138.53136.87130.77129.12125.33122.57132.02105.04MBC-35.19-1.240.000.000.000.00-48.72-48.72-43.96-43.96-43.44-43.44-42.97-42.972A右M-76.50-13.869.72-9.7285.74-85.74-108.69-125.02-103.04-119.37-91.77-118.9911.35-211.58V94.4415.852.40-2.4021.45-21.45145.04141.01137.53133.50132.22125.50150.7294.95B左M-83.91-15.40-7.527.52-68.6968.69-134.69-122.05-128.57-115.94-126.31-105.26-199.23-20.64V96.6516.272.40-2.4021.45-21.45148.44144.41140.77136.74135.28128.56153.6397.86B右M-31.27-3.609.40-9.4085.78-85.78-37.85-53.64-34.67-50.46-27.89-54.2171.83-151.20V8.6811.818.95-8.9581.70-81.7030.8115.7734.4719.4334.529.46123.71-88.71跨中MAB91.6414.271.10-1.108.52-8.52138.62136.78130.87129.02125.49122.41129.61107.45MBC-35.19-1.240.000.000.000.00-48.72-48.72-43.96-43.96-43.44-43.44-42.97-42.971A右M-73.63-10.8812.91-12.91101.25-101.25-99.22-120.91-92.74-114.43-80.94-117.0936.74-226.51V93.6415.473.13-3.1324.88-24.88144.20138.95136.66131.40131.91123.15153.9989.31B左M-86.82-15.12-9.649.64-77.9077.90-140.12-123.93-133.45-117.25-132.50-105.51-214.53-11.99V97.3016.653.13-3.1324.88-24.88150.30145.04142.70137.44137.46128.70159.0994.41B右M-29.29-4.1812.04-12.0473.98-73.98-33.52-53.75-30.89-51.11-22.39-56.1058.52-133.83V8.6811.8111.47-11.4770.46-70.4632.9313.6636.5817.3238.055.93109.10-74.10跨中MAB91.6215.901.64-1.6411.68-11.68140.64137.90133.58130.83127.82123.24134.66104.31MBC-24.89-1.820.000.000.000.00-35.38-35.38-32.41-32.41-31.65-31.65-30.96-30.96A柱內(nèi)力組合表表6-2層次位值內(nèi)力荷載類別永久荷載控制活載控制風(fēng)載控制重力荷載代表值+水平地震1.35SGk+0.98SQk+0.84Swk1.2SGk+1.4SQk+0.84Swk1.2SGk+1.4Swk+0.98SQk1.2(SGk+0.5SQk')+1.3SEkSGkSQkSwkSEk左風(fēng)右風(fēng)左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震恒①活②左風(fēng)④右風(fēng)⑤左震⑥右震⑦①②④①②⑤①②④①②⑤①②④①②⑤①②⑥①②⑦6柱頂M46.214.74-1.461.46-16.4716.4765.8068.2660.8663.3158.0562.1436.8979.71V-27.00-3.120.58-0.586.54-6.54-39.03-40.00-36.29-37.26-34.65-36.27-25.78-42.77N96.343.75-0.340.34-3.803.80133.45134.02120.57121.14118.81119.76112.92122.80柱底M-42.90-6.490.62-0.627.06-7.06-63.75-64.80-60.05-61.09-56.97-58.71-46.20-64.55V-27.00-3.120.58-0.586.54-6.54-39.03-40.00-36.29-37.26-34.65-36.27-25.78-42.77N127.933.75-0.340.34-3.803.80176.09176.67158.48159.05156.72157.67150.83160.715柱頂M60.2310.28-2.692.69-29.1729.1789.1393.6484.4188.9378.5886.1240.52116.37V-29.69-5.001.25-1.2513.50-13.50-43.93-46.03-41.58-43.67-38.78-42.27-21.07-56.18N308.7219.58-1.151.15-12.6412.64434.99436.93396.91398.84388.04391.26365.78398.64柱底M-46.65-7.721.80-1.8019.44-19.44-69.03-72.06-65.28-68.30-61.03-66.07-35.34-85.88V-29.69-5.001.25-1.2513.50-13.50-43.93-46.03-41.58-43.67-38.78-42.27-21.07-56.18N340.3019.58-1.151.15-12.6412.64477.63479.56434.81436.74425.94429.16403.68436.544柱頂M58.169.59-4.004.00-40.4040.4084.5591.2779.8686.5873.5984.7923.03128.07V-31.06-4.811.89-1.8919.65-19.65-45.06-48.23-42.42-45.59-39.34-44.63-14.62-65.70N521.1035.41-2.552.55-27.0827.08736.04740.33672.75677.04656.45663.59611.36681.77柱底M-53.66-7.722.80-2.8030.33-30.33-77.65-82.36-72.85-77.55-68.04-75.88-29.60-108.45V-31.06-4.811.89-1.8919.65-19.65-45.06-48.23-42.42-45.59-39.34-44.63-14.62-65.70N552.6835.41-2.552.55-27.0827.08778.68782.96710.65714.93694.35701.49649.26719.673柱頂M58.169.59-4.984.98-46.5046.5083.7392.1079.0387.4072.2286.1615.10136.00V-31.06-4.812.51-2.5123.49-23.49-44.54-48.75-41.90-46.11-38.47-45.50-9.63-70.69N733.4851.26-4.444.44-45.5445.541036.701044.16948.21955.67924.19936.63851.73970.13柱底M-53.66-7.724.06-4.0638.05-38.05-76.60-83.42-71.79-78.61-66.27-77.64-19.56-118.49V-31.06-4.812.51-2.5123.49-23.49-44.54-48.75-41.90-46.11-38.47-45.50-9.63-70.69N765.0651.26-4.444.44-45.5445.541079.341086.80986.11993.57962.09974.52889.631008.032柱頂M58.169.59-5.665.66-47.6947.6983.1692.6778.4687.9771.2787.1113.55137.54V-24.58-4.092.49-2.4920.96-20.96-35.09-39.27-33.12-37.30-30.01-36.98-4.69-59.19N945.8667.11-6.846.84-66.9966.991336.931348.421223.241234.731191.221210.381088.211262.39柱底M-53.66-9.005.66-5.6647.69-47.69-76.51-86.02-72.24-81.75-65.29-81.14-7.79-131.79V-24.58-4.092.49-2.4920.96-20.96-35.09-39.27-33.12-37.30-30.01-36.98-4.69-59.19N977.4467.11-6.846.84-66.9966.991379.571391.061261.141272.631229.121248.271126.111300.281柱頂M44.274.59-7.257.25-53.5653.5658.1770.3553.4665.6447.4767.77-13.75125.51V-12.97-1.354.55-4.5533.64-33.64-15.01-22.65-13.63-21.27-10.52-23.2627.35-60.10N1157.4482.58-9.979.97-91.8791.871635.101651.851496.171512.911455.901483.811319.051557.91柱底M-14.76-1.5313.45-13.4599.48-99.48-10.13-32.72-8.56-31.15-0.38-38.04110.69-147.95V-12.97-1.354.55-4.5533.64-33.64-15.01-22.65-13.63-21.27-10.52-23.2627.35-60.10N1189.0282.58-9.979.97-91.8791.871677.731694.481534.061550.811493.791521.711356.941595.80B柱內(nèi)力組合表表6-3層位內(nèi)荷載類別永久荷載控制活載控制風(fēng)載控制重力荷載代表值+水平地震1.35SGk+0.98SQk+0.84Swk1.2SGk+1.4SQk+0.84Swk1.2SGk+1.4Swk+0.98SQk1.2(SGk+0.5SQk')+1.3SEk次值力SGkSQkSwkSEk左風(fēng)右風(fēng)左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震恒①活②左風(fēng)④右風(fēng)⑤左震⑥右震⑦①②④①②⑤①②④①②⑤①②④①②⑤①③⑥①③⑦6柱頂M40.233.68-2.182.18-24.5324.5356.0959.7551.6055.2648.8354.9318.6082.37V-21.50-2.340.98-0.9811.03-11.03-30.49-32.14-28.25-29.89-26.72-29.46-12.87-41.54N104.266.65-0.810.81-9.189.18146.59147.95133.74135.10130.50132.76117.17141.04柱底M-37.17-4.731.35-1.3515.17-15.17-53.68-55.95-50.09-52.36-47.35-51.13-27.72-67.16V