平米三層框架教學(xué)樓畢業(yè)設(shè)計(jì)計(jì)算書建筑結(jié)構(gòu)圖

土木狗論壇土木工程畢業(yè)設(shè)計(jì)大全免費(fèi)下載(海量樣板,本CAD附圖上論壇免費(fèi)下載)十年老店，品牌信譽(yù)，超低價(jià)按任務(wù)書定做學(xué)姐QQ765476453微信tmgbbs畢業(yè)設(shè)計(jì)定做/職稱論文發(fā)表/工作注冊考試交流企鵝學(xué)姐Q765476453微信tmgbbs河海大學(xué)畢業(yè)設(shè)計(jì)說明書作者：李良學(xué)號：AHG2009140專業(yè)：土木工程題目：溧陽職業(yè)學(xué)校一號教學(xué)樓設(shè)計(jì)指導(dǎo)者：評閱者：2011年5月南京土木狗論壇土木工程畢業(yè)設(shè)計(jì)大全免費(fèi)下載(海量樣板,本CAD附圖上論壇免費(fèi)下載)十年老店，品牌信譽(yù)，超低價(jià)按任務(wù)書定做學(xué)姐QQ765476453微信tmgbbs畢業(yè)設(shè)計(jì)定做/職稱論文發(fā)表/工作注冊考試交流企鵝學(xué)姐Q765476453微信tmgbbs目錄2011年5月南京 1前言 1內(nèi)容摘要 2第一章工程概況 41．1工程總體概況 41．2設(shè)計(jì)資料 41．3承重方案選擇 41．4結(jié)構(gòu)布置 5第二章確定計(jì)算簡圖 62.1框架梁截面尺寸 62.2框架柱截面尺寸 62.3框架結(jié)構(gòu)計(jì)算簡圖 6第三章 荷載代表值 73.1荷載統(tǒng)計(jì) 73.2荷載作用計(jì)算 93.3地震作用下荷載計(jì)算 12第四章框架內(nèi)力計(jì)算 174.1恒載作用下的框架內(nèi)力 174.2活載作用下的框架內(nèi)力 244.3地震作用下橫向框架的內(nèi)力計(jì)算 28第五章框架內(nèi)力組合 325.1彎矩調(diào)幅 325.2橫向框架梁內(nèi)力組合 335.3橫向框架柱內(nèi)力組合 36第六章框架梁、柱截面設(shè)計(jì) 406.1框架梁截面設(shè)計(jì) 406.2框架柱截面設(shè)計(jì) 46第七章樓梯結(jié)構(gòu)設(shè)計(jì) 487.1樓梯板計(jì)算 487.2平臺板計(jì)算 497.3平臺梁計(jì)算 50第八章現(xiàn)澆樓蓋設(shè)計(jì) 538.1現(xiàn)澆樓蓋設(shè)計(jì) 54第九章基礎(chǔ)設(shè)計(jì) 569.1荷載計(jì)算 579.2確定基礎(chǔ)底面積 589.3基礎(chǔ)結(jié)構(gòu)設(shè)計(jì)（混凝土采用C20） 59第十章科技資料翻譯 64參考資料 83土木狗論壇土木工程畢業(yè)設(shè)計(jì)大全免費(fèi)下載(海量樣板,本CAD附圖上論壇免費(fèi)下載)十年老店，品牌信譽(yù)，超低價(jià)按任務(wù)書定做學(xué)姐QQ765476453微信tmgbbs畢業(yè)設(shè)計(jì)定做/職稱論文發(fā)表/工作注冊考試交流企鵝學(xué)姐Q765476453微信tmgbbs前言畢業(yè)設(shè)計(jì)是大學(xué)本科教育培養(yǎng)目標(biāo)實(shí)現(xiàn)的重要階段，是畢業(yè)前的綜合學(xué)習(xí)階段,是深化、拓寬、綜合教和學(xué)的重要過程,是對大學(xué)期間所學(xué)專業(yè)理論知識的全面總結(jié)。本組畢業(yè)設(shè)計(jì)題目為《溧陽職業(yè)學(xué)校一號教學(xué)樓框架結(jié)構(gòu)設(shè)計(jì)》。在畢業(yè)設(shè)計(jì)前期，我溫習(xí)了《結(jié)構(gòu)力學(xué)》、《鋼筋混凝土》、《建筑結(jié)構(gòu)抗震設(shè)計(jì)》等知識，并借閱了《抗震規(guī)范》、《混凝土規(guī)范》、《荷載規(guī)范》等規(guī)范。在畢業(yè)設(shè)計(jì)中期，我通過所學(xué)的基本理論、專業(yè)知識和基本技能進(jìn)行建筑、結(jié)構(gòu)設(shè)計(jì)。在設(shè)計(jì)期間，本組在校成員齊心協(xié)力、分工合作，發(fā)揮了大家的團(tuán)隊(duì)精神。在設(shè)計(jì)后期，主要進(jìn)行設(shè)計(jì)手稿的電腦輸入，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。畢業(yè)設(shè)計(jì)的三個(gè)月里，在指導(dǎo)老師的幫助下，經(jīng)過資料查閱、設(shè)計(jì)計(jì)算、論文撰寫以及外文的翻譯，加深了對新規(guī)范、規(guī)程、手冊等相關(guān)內(nèi)容的理解。鞏固了專業(yè)知識、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，以上所有這些從不同方面達(dá)到了畢業(yè)設(shè)計(jì)的目的與要求?？蚣芙Y(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，敬請各位老師批評指正。2011.5.8內(nèi)容摘要本設(shè)計(jì)主要進(jìn)行了結(jié)構(gòu)方案中橫向框架3軸框架的抗震設(shè)計(jì)。在確定框架布局之后，先進(jìn)行了層間荷載代表值的計(jì)算,接著利用頂點(diǎn)位移法求出自震周期，進(jìn)而按底部剪力法計(jì)算水平地震荷載作用下大小，進(jìn)而求出在水平荷載作用下的結(jié)構(gòu)內(nèi)力（彎矩、剪力、軸力）。接著計(jì)算豎向荷載（恒載及活荷載）作用下的結(jié)構(gòu)內(nèi)力，。是找出最不利的一組或幾組內(nèi)力組合。選取最安全的結(jié)果計(jì)算配筋并繪圖。此外還進(jìn)行了結(jié)構(gòu)方案中的室內(nèi)樓梯的設(shè)計(jì)。完成了平臺板，梯段板，平臺梁等構(gòu)件的內(nèi)力和配筋計(jì)算及施工圖繪制。關(guān)鍵詞：框架結(jié)構(gòu)設(shè)計(jì)抗震設(shè)計(jì) AbstractThepurposeofthedesignistodotheanti-seismicdesigninthelongitudinalframesofaxis3.Whenthedirectionsoftheframesisdetermined,firstlytheweightofeachflooriscalculated.Thenthevibratecycleiscalculatedbyutilizingthepeak-displacementmethod,thenmakingtheamountofthehorizontalseismicforcecanbegotbywayofthebottom-shearforcemethod.Theseismicforcecanbeassignedaccordingtotheshearingstiffnessoftheframesofthedifferentaxis.Thentheinternalforce(bendingmoment,shearingforceandaxialforce)inthestructureunderthehorizontalloadscanbeeasilycalculated.Afterthedeterminationoftheinternalforceunderthedeadandliveloads,thecombinationofinternalforcecanbemadebyusingtheExcelsoftware,whosepurposeistofindoneorseveralsetsofthemostadverseinternalforceofthewalllimbsandthecoterminousgirders,whichwillbethebasisofprotractingthereinforcingdrawingsofthecomponents.Thedesignofthestairsisalsobeapproachedbycalculatingtheinternalforceandreinforcingsuchcomponentsaslandingslab,stepboardandlandinggirderwhoseshopdrawingsarecompletedintheend.Keywords:frames,structuraldesign,anti-seismicdesign第一章工程概況1．1工程總體概況江蘇溧陽職業(yè)學(xué)校一號樓為三層鋼筋混凝土框架結(jié)構(gòu)體系，建筑面積約3000m2，層高3.6m，室內(nèi)外高差為0.45m，屋面為上人屋面，采用有組織排水。樓蓋及屋蓋用現(xiàn)澆鋼筋混凝土板。建筑設(shè)計(jì)使用年限50年。1．2設(shè)計(jì)資料（1）建筑構(gòu)造屋面做法：SBS改性瀝青防水卷材屋面，屋面保溫材料選用聚苯板樓面作法：水磨石樓面，內(nèi)外墻作法：內(nèi)外墻均選用粉煤灰輕渣空心砌塊（390mm×190mm×190mm）（2）地質(zhì)資料層次土類平均厚度（m）承載力特征值值fak((kPa)重度（KN/m33）土層剪切波速速（m/s）1雜填土0.89016.52素填土0.910016.03粉塵沙土6.216019.22004粉土5.714019.01805粉質(zhì)粘土7.922519.4350注：1、場地土覆蓋厚度（地面至剪切波速大于500m/s的土層距離）為66m。2、常年地下水位在地表下2.0m。（3）基本雪壓：0.5kN/m2（4）地震資料：設(shè)防烈度為7度，設(shè)計(jì)基本地震加速度為0.1g，設(shè)計(jì)地震為第一組。（5）建筑等級：結(jié)構(gòu)安全等級二級，耐火等級Ⅱ級。（6）材料：混凝土強(qiáng)度等級上部結(jié)構(gòu)采用C25，基礎(chǔ)采用C20；梁柱及基礎(chǔ)縱向受力鋼筋采用HRB335級鋼筋，其余鋼筋均采用HPB235級鋼筋，鋼筋最大直徑不超過25mm。（7）教學(xué)樓樓面活載，查《建筑結(jié)構(gòu)荷載規(guī)范》(GB50009–2001)，確定樓面活載標(biāo)準(zhǔn)值為2kN/m2；上人屋面活荷載標(biāo)準(zhǔn)值2.0kN/m21．3承重方案選擇豎向荷載的傳力途徑：樓板的均布活載和恒載經(jīng)次梁間接或直接傳至主梁，再由主梁傳至框架柱，最后傳至地基。根據(jù)以上樓蓋的平面布置及豎向荷載的傳力途徑，本教學(xué)樓框架的承重方案為橫向框架承重方案。1．4結(jié)構(gòu)布置第二章確定計(jì)算簡圖2.1框架梁截面尺寸1．主梁高h(yuǎn)=(1/12～1/8)l，b=(1/2～1/3)h橫向：AB、CD跨：l=7500mm。h=625～937.5mm，取h=700mm，b=300mm。BC跨：l=3000mm。h=250～375mm，取h=400mm，b=300mm?？v向：l=8100mm。h=675～1012.5mm，取h=700mm，b=300mm。（3）次梁：h=(1/18～1/15)lh=500mmb=250mm2.2框架柱截面尺寸本工程為現(xiàn)澆鋼筋混凝土結(jié)構(gòu)，7度設(shè)防，高度<30m，抗震等級為二級，取底層柱估算柱尺寸，根據(jù)經(jīng)驗(yàn)荷載為14kN/m2：中柱負(fù)荷面積（3/2+7.5/2）×8.1=42.525m2。豎向荷載產(chǎn)生的軸力估計(jì)值：NV=14×42.525×3=1786.05kN。軸力增大系數(shù)，中柱1.1，邊柱1.2，N=1.1×1786.05=1964.66kN。Ac≥N/uNfc=1964.66×103/(0.8×11.9)=206371.32mm2。為安全起見，取柱截面尺寸為500mm×500mm。2.3框架結(jié)構(gòu)計(jì)算簡圖荷載代表值3.1荷載統(tǒng)計(jì)一、屋面（上人）（蘇J01-200521+A/7）（1）恒荷載25厚1：2.5水泥砂漿保護(hù)層，表面抹光壓平：0.025×25=0.63kN/m2隔離層：（SBS改性瀝青柔性卷）：0.4kN/m2高分子卷材（一層）： 0.05kN/m220厚1：3水泥砂漿找平層：0.02×20=0.4kN/m2120厚鋼筋筋混凝土屋屋面板：0.122×25==3.0kkN/m2220厚天棚石石灰砂漿抹抹灰：0.002×177=0.334kN//m2合計(jì)：5..93kNN/m2（2）活荷載載和雪荷載載上人屋面均布布活荷載：：2..0kN//m2（基本雪壓00.5KN/mm2）合計(jì)：2..0KNN/m2二、樓面（蘇蘇J01--200555/3）（1）恒荷載載1.15厚11:2白水泥白白石子（或或摻有色石石子）磨光光打蠟0..27KN/mm22.刷素水泥泥漿結(jié)合層層一道20厚1:33水泥砂漿漿找平層0.02××20=0.4kNN/m2120厚現(xiàn)澆澆鋼筋混凝凝土板25×0.122=3.00kN/mm220厚天棚石石灰砂漿抹抹灰：0.022×17==0.344kN/mm2樓面恒載:4.001kN//m2（2）活荷載載樓面均布活荷荷載：2..0kN//m2走廊：22.5kNN/m2三、內(nèi)墻面（蘇蘇J01--200559/5）刷乳膠漆5厚1:0..3:3水泥石灰灰膏砂漿粉粉面0.0005×12=00.06kkN/m2212厚1:11:6水泥石灰灰膏砂漿打打抵0.0012×17==0.2004kN//m2刷界面處理劑劑一道粉煤灰輕渣空空心砌塊7×0.199=1.333kN//m2合計(jì)：1..594kkN/m22四、外墻面（蘇J01--20055222/6）外墻涂料飾面面聚合物砂漿保溫材料3厚專用膠粘粘劑20厚1:33水泥砂漿漿找平層0.0020×20=00.4kNN/m212厚1:33水泥砂漿漿打底掃毛毛0.0112×20=00.24kkN/m22刷界面劑處理理一道粉煤灰輕渣空空心砌塊7×0.199=1.333kN//m2合計(jì)1.977kN/mm2表3-12-3層層墻重位置墻重kN/mm2梁高m鋼框玻璃窗kkN/m22窗高m層高m均布墻重kNN/m跨度m自重kN總重kN外縱墻1.970.40.4523.63.26454.44177.699641.588內(nèi)縱墻1.5940.43.65.10154.44277.7外橫墻1.970.73.65.71318102.833內(nèi)橫墻1.5940.73.64.6311883.36表3-2底層墻重重位置墻重kN/mm2梁高m鋼框玻璃窗kkN/m22窗高m層高m均布墻重kNN/m跨度m自重kN總重kN外縱墻1.970.40.452.04.555.13654.44279.6886.722內(nèi)縱墻1.5940.44.556.61554.44360.122外橫墻1.970.74.557.58518136.533內(nèi)橫墻1.5940.74.556.13718110.477五、主梁荷載載縱軸軸梁：00.7×0.3×25=5..25kNN/m橫軸軸梁：AB，CD跨自重0..7×0.3×25=55.25kkN/m粉粉刷2×（0.7-00.12）×0.022×17=0..39kNN/m5..64kN/mmBC跨自重0..3×0.4×25=33kN/mm粉粉刷22×（0.4--0.122）×0.022×17=00.19kN//m33.19kkN/m次梁荷載自重0.55×0.255×25=33.1255kN/mm粉刷2×（0.5-00.12）×0.022×17=0..129kkN/m3..254kkN/m六、柱荷載2-3層00.5×0.5×3.6×25=222.5kNN底層0.5×0.5×4.55×25=288.44kkN七、梁自重縱梁自重5..25×54.444×4=11443.244kN橫向AB,CCD5.255×7.5×2×7=551..25kkNBBC33×3×7=63kNN八、柱自重2-3層層每層柱重重22..5×32=720kNN底層層288.44××32=910..1kN九、活荷載統(tǒng)統(tǒng)計(jì)上上人屋面活活荷載標(biāo)準(zhǔn)準(zhǔn)值2..0kNN/m2樓樓面，衛(wèi)生生間活荷載載標(biāo)準(zhǔn)值2..0kNN/m2走走廊，樓梯梯2.5kN/mm2屋屋面雪荷載載Sk=us0=1.0×0.5=0.5kN//m23.2荷載載作用計(jì)算算一、屋面荷載載1..屋面恒荷荷載：5.993kN//m2梁自重AB,,CD跨：5.664kN//mBC跨：3.119kN//m作用在頂層框框架梁上的的線荷載標(biāo)標(biāo)準(zhǔn)值為；；梁自重g55AB1=g5CD1=5.644kN/mmg5BC1=3.199kN/mm板傳來的荷載載g5AB2=g5CD2=5.933×8.1=48.00kN/mmg55BC2=3.199×3=9.577kN/mm2.活載作用在頂層框框架梁上的的線活載標(biāo)標(biāo)準(zhǔn)值為；；g55AB=g5CD=22×8.1=16.22kN/mmg5BC=22×3=6kN/mm二、樓面荷載載1..樓面荷載載標(biāo)準(zhǔn)值：：4..01kNN/m2邊跨（AB,CCD）框架自自重：5.644kN/mm中跨（BC）3.119kN//m梁梁自重ggAB1=gCCD1=5.6kNN/mgBC1=3.199kN/mm板板傳來荷載載ggAB2=gCCD2=4.011×8.1=32.448kN//mgBC2=4.011×3=12.003kN//m2..活載gABB=gCCD=2××8.1=16.22kN/mmgBC==2.5××3=7..5kN//m三、屋面框架架節(jié)點(diǎn)集中中荷載標(biāo)準(zhǔn)準(zhǔn)值；1..恒載邊跨連系系梁自重0..7×0.3×8.1×25=422.53kkN粉刷2××（0.7-00.12）×0.022×8.1×17=3..19kNN連系梁傳傳來屋面自自重0.55×8.1×0.5×8.1×5.93=97.227kN頂層邊節(jié)節(jié)點(diǎn)集中荷荷載G5A=G5D=142..99kNN中柱連系系梁自重0.7×0.3×8.1×25=422.53kkN粉刷2×（0.7-00.1）×0.022×8.1×17=3..19kNN連系梁傳傳來屋面板板自重0.5××8.1×0.5×8.1×5.933=97..27kNN0..5×（8.1++8.1--3）×3/2×5.933=58.771kN頂層中節(jié)節(jié)點(diǎn)荷載G5B=G5C=201..67kNN2..活載QQ5A=Q5D=0..5×8.1×0.5×8.1×2=32..81kkNQ5B=Q55C=32.881+0..5×（8.1+8.1-3）×3/2×2=522.61kkN四、樓面框架架節(jié)點(diǎn)集中中荷載標(biāo)準(zhǔn)準(zhǔn)值1.恒載邊梁連系系梁自重0.7×0.3×8.1×25=422.53kkN粉刷22×（0.7-00.1）×0.022×8.1×17=3..19kNN連系梁傳傳來樓面荷荷載0.55×8.1×0.5×8.1×4.011=65.777kN縱向梁上上填充墻8.11×3.2664=26.444kN柱自重222.5kNN288.44kkN中間層邊邊節(jié)點(diǎn)集中中荷載1600.43kkN底層1666.37kkN中柱連系系梁自重0.7×0.3×8.1×25=422.53kkN粉刷2××（0.7-00.1）×0.022×8.1×17=3..19kNN連系梁傳來樓樓面自重0.5×8.1×0.5×8.1×4.011=65.777kN0..5×（8.1+8.1-3）×3/2×4.011=48.772kN內(nèi)縱向梁上填填充墻88.1×5.1001=41.332kN柱自重222.5kNN288.44kkN中中間層中節(jié)節(jié)點(diǎn)集中荷荷載224..03kNN底層2299.97kkN2.活活載QA=QD=0.55×8.1×0.5×8.1×2=32..81kNNQ5B=Q5C=32.881+0..5×（8.1++8.1--3）×3/2×2.5==57.556kN圖3-1恒恒載作用下下計(jì)算簡圖圖圖3-2活活載作用下下計(jì)算簡圖圖3.3地地震作用下下荷載計(jì)算算1.建筑物總總重力荷載載代表值GGi的計(jì)算a.集中于屋屋蓋處的質(zhì)質(zhì)點(diǎn)重力荷荷載代表值值G350%雪載：： 00.5×00.5×18×54.444=244..8kN屋面恒載：5..93×18×54.444=58810.993kN橫梁： （5.644×7.5×2+3..19×3）×7=6599.19kkN縱梁： 5.225×54.444×4=11443.244kN柱重： 0.5×32×22.55=3600kN墻自身重（各各層一半）6441.588／2=3200.79kkNG3=85538.991kNb.集中于樓樓面處的質(zhì)質(zhì)點(diǎn)重力荷荷載代表值值G250%樓面活活荷載：0.55×（2×7.5×54.444×2+2..5×3×54.444）=10020.775kN樓面恒載：44.01××18×54.444=39229.488kN梁自重： 18022.43kkN墻自重（上下下各半層）：641.58kN柱重（上下各各半層）：：720kNNG2-4==81144.24kkNc.集中于底底層樓面處處的質(zhì)點(diǎn)重重力荷載代代表值G150%樓面活活荷載：0.55×（2×7.5×54.444×2+2..5×3×54.444）=10020.775kN樓面恒載：44.01××18×54.444=39229.488kN梁自重： 18002.433kN墻自重（上下下各半層）：641.58/2+886.72/2=764.15kN柱重（上下各各半層）：：7200/2+9100.1/2=8155.05kkNG1=83331.886kN結(jié)構(gòu)等效總重重力荷載：：圖3-4各各質(zhì)點(diǎn)的重重力荷載代代表值2.地震作用用計(jì)算：（1）框架柱柱的抗側(cè)移移剛度在計(jì)算梁、柱柱線剛度時(shí)時(shí)，應(yīng)考慮慮樓蓋對框框架梁的影影響，在現(xiàn)現(xiàn)澆樓蓋中中，中框架架梁的抗彎彎慣性矩取取I=22I0；邊框架架梁取I=11.5I0；在裝配配整體式樓樓蓋中，中中框架梁的的抗彎慣性性矩取I=1..5I0；邊框架架梁取I=1..2I0，I0為框架梁梁按矩形截截面計(jì)算的的截面慣性性矩。表3-4橫梁、柱柱線剛度桿件截面尺寸Ec(kN/mmm2)I0(mm4)I(mm4)L(mm)(kN﹒mmm)相對剛度B(mm)H(mm)邊框架梁300700308.58×110912.87××10975005.15×11071邊框架梁300400301.6×10092.4×100930002.4×10070.466中框架梁300700308.58×110917.16××10975006.86×11071.332中框架梁300400301.6×10093.2×100930003.2×10070.621底層框架柱500500305.21×11095.21×110945503.44×11070.668中層框架柱500500305.21×11095.21×110936004.34×11070.843每層框架柱總總的抗側(cè)移移剛度見表表3-5：表3-5框架柱橫橫向側(cè)移剛剛度D值項(xiàng)目根數(shù)層柱類型及截面面二至三層邊框架邊柱((500×500)1.190.3714.874邊框架中柱((500×500)1.740.4718.894中框架邊柱((500×500)1.580.4417.6810中框架中柱((500×500)2.320.5421.710底層邊框架邊柱((500×500)1.50.5711.374邊框架中柱((500×500)2.190.6412.764中框架邊柱((500×500)1.990.6212.3610中框架中柱((500×500)2.920.713.9610ic:梁的線線剛度，iiz：柱的線線剛度。底層：∑D=11..37×44+12..76×44+12..36×10+13.996×10=359..72kN/mm二～三層：∑∑D=44×（14.887+18.889）+（17.668+21.77）×10=5288.84kkN/mmm（2）框架自自振周期的的計(jì)算表3-6框架頂點(diǎn)點(diǎn)假想水平平位移Δ計(jì)算表層Gi(kN))∑Gi(kNN)∑D(kN//mm)δ=∑Gi//∑D總位移Δ(mmm)38538.9918538.991528.84416.15117.128114.22416653..15528.84431.49100.96618331.88624985..01359.72269.4669.46：（考慮結(jié)構(gòu)構(gòu)非承重磚磚墻影響的的折減系數(shù)數(shù)，對于框框架取0.6）則自振周期為為： （3）地震作作用計(jì)算根據(jù)本工程設(shè)設(shè)防烈度77、Ⅱ類場地土土，設(shè)計(jì)地地震分組為為第一組，查查《抗震規(guī)規(guī)范》特征征周期Tg=00.35sec，αmax=0..08由于Tg==T1結(jié)構(gòu)等效總重重力荷載：：因?yàn)門1<11.4Tg所以無需在此此結(jié)構(gòu)頂部部附加集中中水平地震震作用。各樓層的地震震作用和地地震剪力標(biāo)標(biāo)準(zhǔn)值由表表3-7計(jì)算列出出。表3-7樓層地震震作用和地地震剪力標(biāo)標(biāo)準(zhǔn)值計(jì)算算表層Hi(m)Gi(kN))GiHiFi=GiHHiFEk/（∑GkHk）樓層剪力Vii(kN)311.758538.9911003322.19834.077834.07728.158114.22466131..06549.7661383.88314.558331.88637909..96315.1551698.998（4）多遇水水平地震作作用下位移移驗(yàn)算水平地震作用用下框架結(jié)結(jié)構(gòu)的層間間位移（△u）i和頂點(diǎn)位位移ui分別按按下列公式式計(jì)算：（△u）i=Vii/∑Dij（3-1）ui=∑（△u）k（3-2）各層的層間彈彈性位移角角θe=（△u）i/hi，根據(jù)《建建筑抗震設(shè)設(shè)計(jì)規(guī)范》，考考慮磚填充充墻抗側(cè)力力作用的框框架，層間間彈性位移移角限值[θe]<1//550。計(jì)算過程如表表3-8所示：表3-8橫橫向水平地地震作用下下的位移驗(yàn)驗(yàn)算樓層hi(mmm)Vi(kNN)∑Di(kN/mmm)(Δue)(mm)ui（mm）[]三3600834.077359.7222.329.380.0006641/550==0.001882二36001383.883359.7223.857.060.001007一45501698.998528.8400771第四章框架內(nèi)力力計(jì)算4.1恒載載作用下的的框架內(nèi)力力1.彎矩分配配系數(shù)計(jì)算彎矩分分配系數(shù)頂層：節(jié)點(diǎn)A3節(jié)點(diǎn)BB3節(jié)點(diǎn)A2節(jié)點(diǎn)B2底層：節(jié)點(diǎn)A1 節(jié)點(diǎn)BB1 2.均布等效效荷載頂層邊跨頂層中跨中間層邊跨中間層中跨表4-1均布布等效荷載載（單位：：kN/mm）位置AB梁BC梁CD梁323.389.0823.38223.389.0823.38123.389.0823.383.固端彎矩矩頂層邊跨MM5AB=11/12××23.668×7.52=1022.3kkN.m頂層中跨MM5BC=11/12××9.088×32=6.88kN..m中間層邊跨MAAB=1//12×23.338×7.52=1011kN..m中間層中跨MBBC=1//12×9.088×32=5.552kN.m4.縱梁引起起柱端附加加彎矩邊框架縱梁偏偏向外側(cè)，中中框架縱梁梁偏向內(nèi)側(cè)側(cè)頂層外縱梁 MA5=－MD5=455.3×00.1255=5.666kN..m(逆時(shí)針為為正) 頂層中縱梁梁 MB5=－MC5=－58.001×0..125==－7.255kN.mm 樓層外縱梁梁 MA1=－MD1=488.83××0.1225=6..10kNN.m樓層中縱梁 MB1=－MC1=－63.114×0..125==－7.899kN.mm5.節(jié)點(diǎn)不平平衡彎矩橫向框架的節(jié)節(jié)點(diǎn)不平衡衡彎矩為通通過該節(jié)點(diǎn)點(diǎn)的各桿件件（不包括括縱向框架架梁）在節(jié)節(jié)點(diǎn)處的固固端彎矩與與通過該節(jié)節(jié)點(diǎn)的縱梁梁引起柱端端橫向附加加彎矩之和和，根據(jù)平平衡原則，節(jié)節(jié)點(diǎn)彎矩的的正方向與與桿端彎矩矩方向相反反，一律以以逆時(shí)針方方向?yàn)檎?。頂層：MA55=－MD5=－102..3+5..66=－－96.664kN..mMB5=－MC5=102..3－6.8－7.255=88..25kNN.m樓層：MA==－MD=－101++6.100=－94.99kN.mmMB=－MC=1011－5.522－7.899=87..59kNN.m6.恒荷載作作用下彎矩矩二次分配配7.恒荷載作作用下梁端端剪力和柱柱軸力計(jì)算算表4-2AAB跨梁端端剪力（kkN）層g(kN/mm)(自重作用))q(kN/mm)(板傳來作用用)gl/2u=(l-aa)*q/2MAB(kN.m))MBA(kN.m))∑Mik/llV1/A=ggl/2+u-∑Miik/lVB=-(ggl/2+u+∑Miik/l)35.6448.0332.7642.32-87.28892.680.7574.33-75.83325.6432.4832.7642.32-87.78892.940.7274.36-75.815.6432.4832.7642.32-79.688.21.1973.89-76.277注：l=7..5maa=4.005m表4-3BBC跨梁端端剪力（kkN）層g(kN/mm)(自重作用))q(kN/mm)(板傳來荷載載作用)l(m)gl/2l*q/4VB=gl//2+l*q/4VC=-(ggl/2++l*q/4)33.199.5733.656.8910.54-10.54423.1912.0333.656.8910.54-10.54413.1912.0333.656.8910.54-10.544表4-4AAB跨跨中中彎矩（kkN.m）層g(kN/mm)(自重作用))q(kN/mm)(板傳來作用用)gl/2u=(l-aa)*q/2MAB(kN.m))∑Mik/llV1/A=ggl/2+u-∑Miik/lM=gl/22*l/4+u*1.055-MAB-V1/A*l/235.6448.0332.7642.32-87.2880.7574.33-76.925.6432.4832.7642.32-87.7880.7274.36-76.51115.6432.4832.7642.32-79.61.1973.89-83注：l=7..5ma=4..05m表4-5BBC跨跨中彎彎矩（kNN.m）層g(kN/mm)(自重作用))q(kN/mm)(板傳來荷載載作用)l(m)gl/2l*q/4MBC(kN.m))VB=gl//2+l*q/44M=gl/22*l/4+qll/4*ll/6-MBc-VB*l/233.199.5733.656.89-13.82210.545.1623.1912.0333.656.89-13.65510.544.9913.1912.0333.656.89-17.22210.548.56表4-6柱柱軸力（kkN）層邊柱A軸、DD軸中柱B軸、CC軸橫梁端部壓力力縱梁端部壓力力柱重柱軸力橫梁端部壓力力縱梁端部壓力力柱重柱軸力3柱頂66.0348.8322.5369.91190.72++10.554=1001.26663.1422.5503.877柱底392.411526.3772柱頂66.0348.8322.5507.27790.72++10.554=1001.26663.1422.5690.777柱底529.777713.2771柱頂73.8448.8328.44652.44498.53++10.554=1009.07763.1428.44885.455柱底682.755915.7998.內(nèi)力圖圖4.3恒恒載作用下下橫向框架架彎矩圖（kN·m）圖4.4恒載作用用下橫向框框架剪力圖圖（kN）圖4.5恒載作用用下橫向框框架軸力圖（kN）4.2活載載作用下的的框架內(nèi)力力1.均布等效效荷載頂層邊跨頂層中跨中間層邊跨中間層中跨表4-7均布等效效荷載（單單位：kNN/m）位置AB梁BC梁CD梁37.524.257.5227.524.257.5217.524.257.522.固端彎矩矩頂層邊跨MM5AB=11/12××7.522×7.52=32..49kkN.m頂層中跨MM5BC=11/12××4.255×32=2.005kNN.m中間層邊跨MAAB=1//12×7.522×7.52=32..49kkN.m中間層中跨MBBC=1//12×4.255×32=2.558kN.m3.縱梁引起起柱端附加加彎矩邊框架縱梁偏偏向外側(cè)，中中框架縱梁梁偏向內(nèi)側(cè)側(cè)頂層外縱梁 MA5=－MD5=32.881×0..125==1.277kN.mm((逆時(shí)針為為正) 頂層中縱梁梁 MB5=－MC5=－52.661×0..125==－2.333kN.mm 樓層外縱梁梁 MA1=－MD1=32.881×0..125==1.277kN.mm樓層中縱梁 MB1=-MC1=-（2×0.5×8.1×0.5×8.1+22.5×（8.1-22.7+88.1）×3×0.5×0.5）×0.1125=－2.788kN.mm4.節(jié)點(diǎn)不平平衡彎矩橫向框架的節(jié)節(jié)點(diǎn)不平衡衡彎矩為通通過該節(jié)點(diǎn)點(diǎn)的各桿件件（不包括括縱向框架架梁）在節(jié)節(jié)點(diǎn)處的固固端彎矩與與通過該節(jié)節(jié)點(diǎn)的縱梁梁引起柱端端橫向附加加彎矩之和和，根據(jù)平平衡原則，節(jié)節(jié)點(diǎn)彎矩的的正方向與與桿端彎矩矩方向相反反，一律以以逆時(shí)針方方向?yàn)檎?。頂層：MA55=－MD5=－32.449+1..27=－－31.222kN..mMB5=－MC5=32.449－2.333－2.055=28..11kNN.m樓層：MA==－MD=－32.449+1..27=－－31.222kN..mMB=－MC=32..49－2.588－2.788=27..13kNN.m活荷載作用下下彎矩二次次分配圖圖4.6活載作用下下橫向框架架彎矩的二二次分配（KN·m）6.恒荷載作作用下梁端端剪力和柱柱軸力計(jì)算算表4-8滿滿跨活載作作用下ABB跨梁端剪剪力層q(kN/mm)u=(l-aa)*q/2MAB(kNN.m)MBA(kNN.m)∑Mik/llV1/A=uu-∑Mik/lVB=-(uu+∑Mik/l)316.222.28-27.82230.140.3221.96-22.6216.222.28-27.99930.210.3121.97-22.599116.222.28-25.29928.780.4821.8-22.766注：l=7..5ma=4..05m表4-9滿滿跨活載作作用下BCC跨梁端剪剪力層q(kN/mm)l(m)ql/4(kkN)VB=qll/4((kN)VC=-qll/4((kN)3634.594.59-4.5927.534.594.59-4.5917.534.594.59-4.59表4-10滿跨活載載作用下AAB跨跨中中彎矩層q(kN/mm)(板傳來荷載載作用)u=(l-aa)*q/2MAB(kN.m))∑Mik/llV1/A=uu-∑Mik/lM=u*1..05-MAB-V1/A*l/2316.222.28-27.8220.3221.96-27.822216.222.28-27.9990.3121.97-27.711116.222.28-25.2990.4821.8-29.8注：l=7..5ma=4..05m表4-11滿跨活載載作用下BBC跨跨中彎彎矩層q(kN/mm)l(m)ql/4(kkN)MBC(kN.m))VB=qll/4((kN)M=ql//4*l//6-MBc-VB*l/23634.59-5.214.591.0827.534.59-5.164.591.0317.534.59-6.274.592.14表4-12滿跨活載載作用下柱柱軸力(kN)層邊柱（A軸）中柱（B軸）橫梁端部剪力縱梁端部剪力柱軸力橫梁梁端部剪力縱梁端部剪力柱軸力321.9610.1395.9622.6+44.59==27.11922.22143.955221.9710.13128.06622.59++4.599=27..1822.22193.355121.810.13159.99922.76++4.599=27..3522.22242.922圖4.7活活載作用下下橫向框架架彎矩圖（kN·m）圖4-8活活載作用下下橫向框架架剪力圖（kN）圖4-9活載作用用下橫向框框架軸力圖圖（kN）4.3地震作作用下橫向向框架的內(nèi)內(nèi)力計(jì)算多遇水平地震震作用下位位移驗(yàn)算水平地震作用用下框架結(jié)結(jié)構(gòu)的層間間位移（△u）i和頂點(diǎn)位位移ui分別按按下列公式式計(jì)算：（△u）i=Vii/∑Dij（3-1）ui=∑（△u）k（3-2）各層的層間彈彈性位移角角θe=（△u）i/hi，根據(jù)《建建筑抗震設(shè)設(shè)計(jì)規(guī)范》，考考慮磚填充充墻抗側(cè)力力作用的框框架，層間間彈性位移移角限值[θe]<1//550。計(jì)算過程如表表3-8所示：表3-8橫橫向水平地地震作用下下的位移驗(yàn)驗(yàn)算樓層hi(mmm)Vi(kNN)∑Di(kN/mmm)(Δue)(mm)ui（mm）[]三3600834.077359.7222.329.380.0006641/550==0.001882二36001383.883359.7223.857.060.001007一45501698.998528.8400771滿足要求表4-23各層柱反反彎點(diǎn)位置置層次柱別Ky0α2y2α3y3y3邊柱1.580.4510100.45中柱2.320.4910100.492邊柱1.580.5101.3500.5中柱2.320.5101.3500.51邊柱1.990.650.740\\0.65中柱2.920.580.740\\0.582.確定各層層中各柱分分配到的剪剪力、柱端端彎矩。Vij=DiijVi/∑Dij（4-10）Mbij=VVijxyh（4-11）Muij=VVij（1-y）h（4-12）表4-24地震作用用下框架柱柱剪力及柱柱端彎矩層h(m)Vi(kN))ΣD柱別DiVikyM下M上33.6834.077359.722邊柱13.6628.610.45-46.355-56.655中柱18.4938.730.49-68.322-71.11123.61383.883359.722邊柱13.6633.830.5-60.899-60.899中柱18.4945.790.5-82.422-82.42214.551698.998528.844邊柱5-125.447-67.566中柱10.6846.20.58-129.996-94.1113.梁端彎矩矩，剪力，軸軸力計(jì)算Mlb=illb（Mci+1，j+Mci，j）/（ilb+irb）（4-13）Mrb=irrb（Mci+1，j+Mci，j）/（ilb+irb）（4-14）Vb=（Mllb+Mrb）/l（4-15）Ni=∑（VVlb-Vrb）k（4-16）具體計(jì)算過程程見下表：：表4-25梁端彎矩矩、剪力及及柱軸力的的計(jì)算層次邊梁走道梁柱軸力MlbMrblVbMlbMrblVb邊柱N中柱N387.1569.567.521.7746.9646.96334.79-43.311-25.4662107.24489.997.527.3960.7560.75345-70.7-43.0771128.455105.3997.532.4871.1471.14352.7-103.118-63.299圖4-18地震作用下下彎矩圖VN圖4-19地震作用用下框架剪剪力及柱軸軸力（kN）第五章框架內(nèi)力力組合5.1彎矩矩調(diào)幅彎矩調(diào)幅，取取β=0..9進(jìn)行調(diào)幅幅，調(diào)幅計(jì)計(jì)算過程見見下表。(5-1)(5-2)(5-3)表5-1彎彎矩調(diào)幅計(jì)計(jì)算恒載層次跨向梁彎矩標(biāo)準(zhǔn)值值調(diào)幅系數(shù)β調(diào)幅后彎矩標(biāo)標(biāo)準(zhǔn)值Ml0Mr0M中MlMrM三層AB-87.288-92.68876.90.9-78.555-83.41185.9BC-13.822-13.822-5.160.9-12.444-12.444-3.78二層AB-87.788-92.94476.510.9-79-83.65585.55BC-13.655-13.655-4.990.9-12.299-12.299-3.63一層AB-79.6-88.2830.9-71.64479.3891.39BC-17.222-17.222-8.560.9-15.5-15.5-6.34活載三層AB-27.822-30.14427.820.9-25.044-27.13330.72BC-5.21-5.21-1.080.9-4.69-4.69-0.56二層AB-27.999-30.21127.710.9-25.199-27.19930.62BC-5.16-5.16-1.030.9-4.64-4.64-0.51一層AB-25.299-28.78829.80.9-22.766-25.932.5BC-6.27-6.27-2.140.9-5.64-5.64-1.51BC-2.58-2.58-0.510.9-2.32-2.32-0.25一層AB-12.666-14.33314.920.9-11.399-13.43316.27BC-3.15-3.15-1.080.9-2.84-2.84-0.77一般組合采用用三種組合合形式即可可：①可變荷載效效應(yīng)控制時(shí)時(shí)：②永久荷載效效應(yīng)控制時(shí)時(shí)，5.2橫向框框架梁內(nèi)力力組合表5-2橫橫向框架梁梁內(nèi)力組合合（一般組組合）桿件跨向截面內(nèi)力恒載活荷載1.2恒+11.4活1.35恒++活首層橫梁AB跨梁左端M-62.344-19.655-102.332-103.881V71.1321.59115.588117.622跨中M104.64434.93174.477176.199梁右端M-75.888-24.122-124.882-126.556V-75.311-22.977-122.553-124.664BC跨梁左端M-21.711-6.88-35.688-36.199V12.833.6520.5120.97跨中M-11.066-3.6-18.311-18.533梁右端M-21.711-6.88-35.688-36.199V-12.833-3.65-20.511-20.977三層橫梁AB跨梁左端M-79-25.199-130.007-131.884V74.3621.97119.999122.366跨中M85.5530.62145.533146.111梁右端M-83.655-27.199-138.445-140.111V-75.8-22.599-122.559-124.992BC跨梁左端M-12.299-4.64-21.244-21.233V10.544.5919.0718.82跨中M-3.63-0.515.07-5.41梁右端M-12.299-4.64-21.244-21.233V-10.544-4.59-19.077-18.822二層橫梁AB跨梁左端M-71.644-22.766-117.883-119.447V73.8921.8119.199121.555跨中M91.3932.5155.177123.388梁右端M-79.388-25.9-131.552-133.006V-76.277-22.766-123.339-125.772BC跨梁左端M-15.5-5.64-26.5-26.577V10.544.5919.0718.82跨中M-6.34-1.51-9.72-10.077梁右端M-15.5-5.64-26.5-26.577V-10.544-4.59-19.077-18.822表5-3橫橫向框架梁梁內(nèi)力組合合（考慮地地震組合）桿件跨向截面內(nèi)力內(nèi)力組合恒載地震作用1.2[恒++0.5((雪＋活)]+11.3地震作用用向左向右向左向右首層橫梁AB跨梁左端M-62.34426.91-26.911-44.133-114.11V71.13-6.576.5780.5492.34跨中M104.6443.26-3.2652.4744.15梁右端M-75.888-20.420.4-122.006-69.022V-75.311-6.576.57-102.668-85.6BC跨梁左端M-21.71113.77-13.777-8.86-44.666V12.83-229.04跨中M-11.06600-13.633-13.633梁右端M-21.711-13.77713.77-44.666-8.86V-12.833-10.210.2-29.044-2.52三層橫梁AB跨梁左端M-79107.244-107.22429.48-249.334V74.36-27.39927.3966.81138.033跨中M85.558.63-8.63132.255109.811梁右端M-83.655-89.99989.99-233.6640.34V-75.8-27.39927.39-140.112-68.9BC跨梁左端M-12.29960.75-60.75561.44-96.511V10.54-4545-43.09973.91跨中M-3.6300-4.66-4.66梁右端M-12.299-60.75560.75-96.51161.44V-10.544-4545-73.91143.09二層橫梁AB跨梁左端M-71.644128.455-128.44567.35-266.662V73.89-32.48832.4859.54143.988跨中M91.3911.53-11.533144.188114.2梁右端M-79.388-105.339105.399-248.33825.64V-76.277-32.48832.48-147.339-62.944BC跨梁左端M-15.571.14-71.14470.47-114.449V10.54-52.752.7-53.183.92跨中M-6.3400-8.53-8.53梁右端M-15.5-71.14471.14-114.44970.47V-10.544-52.752.7-83.92253.15.3橫向框框架柱內(nèi)力力組合表5-4橫橫向框架柱柱內(nèi)力組合合(一般組合)桿件跨向恒載活荷載1.2恒+11.4活Nmax及相相應(yīng)的NNmin及相相應(yīng)的MNmax及相相應(yīng)的M三層柱A柱柱頂M40.5513.2667.2275.1755.5668.00N369.91195.96578.244571.555558.055595.344柱底M40.0713.1166.4472.6356.5867.2N392.41195.96529.644598.566585.055625.711B柱柱頂M-35.444-11.077-58.033-68.822-68.822-58.911N503.877143.955806.177782.088782.088824.177柱底M-35.199-10.99957.61-67.944-67.944-58.5N526.377143.955833.177809.088809.088854.555二層柱A柱柱頂M41.5413.5968.8778.955.0469.67N507.277128.066788.000781.922758.244812.877柱底M48.8515.9880.9990.6966.8281.93N529.777128.066815.011808.922785.244843.255B柱柱頂M-36.1-11.266-59.088-73.622-73.622-60.000N690.777193.3551099.6611065.3341065.3341125.889柱底M-41.288-12.86667.54-81.866-81.866-68.599N713.277193.3551126.6611092.3331092.3331156.226底層柱A柱柱頂M24.668.0540.8655.6123.8641.34N652.444159.9991006.9911003.339965.6441040.778柱底M12.334.0320.4449.35-9.620.68N682.755159.9991043.2291039.7761002.0011081.77V-7.63-2.49-11.655-21.644-2.94-12.799B柱柱頂M-21.899-6.86-29.755-57.011-57.011-36.411N885.455242.9221402.6671357.0051357.0051438.228柱底M-10.955-3.43-17.944-47.988-47.988-18.211N915.799242.9221439.0041393.4461393.4461479.224V6.772.1211.0924.0524.0511.26注：表中畫橫橫線數(shù)值用用于后面的的基礎(chǔ)設(shè)計(jì)計(jì)中。表5-5橫橫向框架柱柱內(nèi)力組合合(考慮地震震組合)恒載活荷載地震作用1.2恒+++1.3地震作用+0.5活±|Mmaxx|及相應(yīng)的NNmin及相相應(yīng)的MNmax及相相應(yīng)的M向左向右向左向右三層柱A柱柱頂M40.5513.26-56.65556.65-17.011130.299130.299-17.011130.299N369.91195.96-43.31143.31430.788543.388543.388430.788543.388柱底M40.0713.11-46.35546.35-4.29116.222116.222-4.29116.222392.41195.96-43.31143.31457.788570.388570.388457.788570.388B柱柱頂M-35.444-11.077-71.11171.11-141.77443.15-141.774-141.77443.15N503.877143.955-25.46625.46632.577698.766632.577632.577698.766柱底M-35.199-10.999-68.32268.32-137.77939.84-137.779-137.77939.84N526.377143.955-25.46625.46659.577725.766659.577659.577725.766二層柱A柱柱頂M41.5413.59-60.89960.89-21.133137.199137.199-21.133137.199N507.277128.066-70.770.7579.244763.066763.066579.244763.066柱底M48.8515.98-60.89960.89-10.933147.399147.399-10.933147.399N529.777128.066-70.770.7606.244790.066790.066606.244790.066B柱柱頂M-36.1-11.266-82.42282.42-157.33256.97-157.332-157.33256.97N690.777193.355-43.07743.07861.4973.388861.4861.4973.388柱底M-41.288-12.866-82.42282.42-164.55549.74-164.555-164.55549.74N713.277193.355-43.07743.07888.41000.338888.4888.41000.338底層柱A柱柱頂M24.668.05-67.56667.56-53.4122.266122.266-53.4122.266N652.444159.999-103.118103.188730.366998.633998.633730.366998.633柱底M12.334.03-125.447125.477-145.889180.333180.333-145.889180.333N682.755159.999-103.118103.188766.73310351035766.