畢設說明書(辦公樓小框架)

內(nèi)容摘要本畢業(yè)設計遵循先建筑、后結構、再根底的設計過程，根據(jù)任務書的要求完成鋼筋混凝土框架結構的辦公樓建筑、結構設計。在當今工程實際中，框架結構是應用非常廣泛的一種結構布置形式。它的鋼及水泥用量雖然比擬大，造價也比混合結構的高，但具有梁柱承重，墻體只起分隔和圍護的作用，房間布置比擬靈活，門窗開置的大小、形狀都較為自由的特點。本說明書將對辦公樓進行建筑設計，并對設計給予相應的說明，詳細說明本辦公樓的結構布置，根據(jù)建筑設計和相關標準條款給出合理的柱網(wǎng)圖；在綜合考慮了結構在各種恒載、活載、風荷載以及地震荷載作用下的情形后，詳細的分析了結構在風荷載和地震荷載作用下的橫向和縱向的各種性能，具體的計算了結構的梁、柱的彎矩、軸力、剪力，并進行了相應的內(nèi)力組合，并由此進行了框架配筋局部，最后完成了柱下獨立根底以及聯(lián)合根底的有關計算。從而比擬完整地完成了該辦公樓的各項設計工作。關鍵詞：框架結構、辦公樓、配筋、荷載，內(nèi)力組合AbstractThisgraduationprojectfollowsthebuilds,andthenstructure,morebasicdesignprocessfirst,accordingtotherequestoftaskbook,finishthebuildingdesignandstructuraldesignofreinforcedconcreteframestructure’scomprehensivebuilding.FrameConstructionisastructuredisposaltypeintheconstructionpractices,whichisusedwidelyintheworldrecently.Itneedsagreatdealofsteelandcementandmakesitscosthigherthanmixedconstruction.Butitisoftheadvantagesthatoneisbeamandcolumnbeartheforce,whilethewallonlydividesthespaceandtheotheristhedisposalforaroomisflexible:itmakesitfreelytosetthesizesandshapesofthewindowsanddoors.Thistitlewilldothearchitecturedesignfortheofficebuildingandgivesomeillumination，willtellofthedisposalofstructureanddrawthereasonablecolumniationplanaccordingtothearchitecturedesignandthecorrelativecodes.Italsoresearchesthesituationswithpermanentload,liveload,windload,andsnowloadactingonthedesignedstructure,andanalyzesthecharacterofstructurewiththewindloadandearthquakeactingon,andcalculatesthemoment,axialstressandshearofbeamsandcolumnsofthestructure,andcombinesthevalueofanyload,andattheend,accomplishestheofficebuildingofthestructure.Keywords:frameconstruction,officebuilding,placingthereinforcement,Load,Combinationofload目錄TOC\o"1-2"\h\u64971設計概況1144341.1工程概況1307221.2設計的根本內(nèi)容1201331.3設計資料220182結構類型2275643框架結構設計計算3319953.1梁柱截面、梁跨度及柱高確定344733.2荷載的均布恒載4162413.3水平地震力作用下框架的側移驗算10258853.4水平地震作用下橫向框架的內(nèi)力分析22203643.6內(nèi)力組合33326033.7截面設計38241414.現(xiàn)澆板設計548424.1設計荷載54266294.2四邊支承板的內(nèi)力及截面配筋計算〔按彈性理論〕54131025樓梯設計56185215.1梯段板設計56155755.1.1板厚確定56152455.2中間平臺板設計585895.3平臺梁計算5979566根底設計592199鳴謝625047參考文獻63邯鄲市某貿(mào)易集團辦公樓設計學生：王洋指導教師：高洪俊河北工程大學土木工程學院土木工程專業(yè)結構方向1設計概況1.1工程概況建筑地點：河北邯鄲市區(qū)內(nèi)建筑類型：六層辦公樓，鋼筋混凝土框架結構建筑介紹：建筑面積約8000平方米，樓蓋及屋蓋均采用現(xiàn)澆鋼筋混凝土框架結構，樓板厚度取100mm，填充墻采用240厚的粘土空心磚。柱網(wǎng)與層高：本辦公樓采用柱距為6.4m的內(nèi)廊式柱網(wǎng)，邊跨為6.4m，中間跨為2.4m，層高一層為3.9m，二~五層為3.7m，六層為4.5m。結構選材：梁、板、柱混凝土采用C35,受力縱筋采用HRB400級，箍筋采用HPB235級，板和根底的受力筋采用HRB335級。1.2設計的根本內(nèi)容結構設計包括結構布置，設計依據(jù)、步驟和主要計算過程及計算結果，計算簡圖等，具體如下內(nèi)容：〔1〕結構設計依據(jù)與步驟〔計算過程〕；〔2〕結構布置方案；〔3〕計算簡圖；〔4〕地震作用計算；(5)框架內(nèi)力分析，配筋計算〔取一榀〕；(6)根底設計計算；(7)板、次梁、樓梯的設計計算。其它構件計算視設計情況而定。1.3設計資料1.3.1氣象條件根本風壓0.35KN/m2，夏季主導風向為南風，冬季主導風向為北風。根本雪壓0.30KN/m2，此處按建筑結構荷載標準采用。1.3.2地質條件與抗震設防經(jīng)地質勘察部門確定，此建筑場地為三類近震場地，設防烈度為7度，地基土承載力特征值為fk=200Kpa。1.3.3屋面及樓面的做法屋面的做法：30厚C20細石混凝土保護層冷底子油熱瑪蹄脂二道20厚水泥沙漿找平層150厚膨脹珍珠巖保溫層180厚現(xiàn)澆混凝土結構層粉底樓面的做法：水磨石地面20厚水泥沙漿找平層180厚現(xiàn)澆混凝土結構層粉底2結構類型框架結構承重方案的選擇：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，本辦公樓框架的承重方案為縱橫向框架承重方案，梁、板、柱、樓面均采用現(xiàn)澆形式。梁的計算跨度如圖2-1所示190060002400650065006000250250250250一至五層梁圖2-1梁的計算跨度190060002400650065006000250250250250一至五層梁3框架結構設計計算3.1梁柱截面、梁跨度及柱高確定3.1.1初估截面尺寸(1)柱：框架柱截面面積Ac可按下式進行初步估算：Ac≧Nc/(a×fc)式中a柱軸壓比限值〔一級框架取0.65；二級框架取0.75，三級框架取0.85〕；Fc混凝土軸心抗壓強度設計值；Nc估算柱軸力設計值柱軸力設計值Nc可按下式進行估算：Nc=1.25CβN式中N豎向荷載作用下柱軸力標準值〔含活載〕；β水平力作用對柱軸力的放大系數(shù)，7度抗震時取β=1.05；C中柱C=1、邊柱C=1.1、角柱C=1.2。豎向荷載作用下柱軸力標準值N可按正式估算：N=nAq式中n柱承受樓層數(shù)；A柱子附屬面積；q豎向荷載標準值〔含活載〕，根據(jù)《高規(guī)》條文說明5.1.8規(guī)定，框架與框架剪力墻結構約為12～14KN/㎡,可取q=13KN/㎡。Ｎ＝6×13×19.95＝1556.10KN＝1.25×1.05×155.6＝2450.86KN≧2450.86／〔0.85×fc〕＝16.7〔KN/㎡〕＝0.17㎡根據(jù)《高規(guī)》中的規(guī)定和上述計算結果并綜合考慮其他因素，本設計柱截面尺寸取值如下〔為計算簡便，邊柱中柱尺寸取相同〕：1~7層400mm×500mm梁：梁截面高度按梁跨度的1/12~1/8估算，由此估算的梁截面尺寸見表3.0，表3.0梁截面尺寸〔mm〕及混凝土強度等級層次混凝土強度等級橫梁〔b×h〕縱梁〔b×h〕次梁〔b×h〕1--7C35300×500300×500300×5003.1.2梁的計算跨度框架梁的計算跨度以上柱形心線為準，而墻中心線是與軸線重合的，所以柱的形心與軸線發(fā)生偏移，造成計算跨度與軸線間距不同，如圖2-1。3.1.3柱的高度底層柱高度：底層層高3.9m，室內(nèi)外高差0.6m，根底埋深取1.5m，根底高度取0.8m，故3.9+0.6+2.0-0.8-0.1=5.6m，2～5為3.7m，6層為4.5m，7層為4.2m。3.2荷載的均布恒載其按屋面的做法逐項計算均布荷載：吊頂處不做粉底，無吊頂處做粉底，近似取吊頂來參與計算，粉底為相同重量，其屋面構造做法如圖3-3所示，按圖3-3來計算屋面恒載，其結果如下：3.2.1屋面的恒載40厚C35細石混凝土保護層0.04×20=0.8KN/m2二氈三油防水層0.065×0.35=0.023KN/m2冷底子油熱瑪蹄脂二道0.4KN/m220厚水泥沙漿找平層0.02×20=0.4KN/m2150厚膨脹珍珠巖保溫層0.025KN/m2厚現(xiàn)澆混凝土結構層0.12×25=3.0KN/m2粉底0.5KN/m2合計：5.2KN/m2圖3-1屋面構造做法屋面的長邊長：6.6×9+0.24=59.64m屋面的短邊長：8.1×2+2.1+0.24=18.54m那么屋面恒荷載標準值為：(暫不考慮預留洞與樓梯及其它構造對荷載的影響)1284.66×5.2=6680.232KN3.2.2屋面的活載計算重力荷載代表值時，不必考慮活荷載，僅考慮屋面雪荷載作用：1284.66×0.3=385.4KN3.2.3樓面的均布恒載樓面的做法如圖3-4所示，按圖示各層進行組合來參與計算樓面恒載大小。水磨石地面0.65KN/m220厚水泥沙漿找平層0.02×20=0.4KN/m2120厚現(xiàn)澆混凝土結構層0.12×25=2.5KN/m2粉底0.5KN/m2合計:4.55KN/m2因而得到樓面均布恒載標準值：59.64×18.54×4.05=4478.2KN2層：1076.05×4.55=4896.0KN3～5層：1184.04×4.55=5387.38KN圖3-2樓面構造做法3.2.4樓面均布活荷載根據(jù)荷載標準，標準辦公用房2.0KN/，走道，樓梯上面活載2.5KN/，這里統(tǒng)一偏平安地取3.0KN/參與計算：×2.4〕×3.0+2.4×2.4×7.0=3251.19KN×2.4〕×3.0+2.4×2.4×7.0=3575.16KN3.2.5梁柱的自重梁的自重層次構件b∕mh∕mγβgli∕mnGiKN2層邊梁0.150.3251.051.188.1438.232橫梁〔1〕0.30.6251.054.72517.57578.8125橫梁10.30.6251.054.72517.52165.375橫梁20.30.6251.054.72514.56411.075次梁10.30.6251.054.72517.52165.375次梁20.30.6251.054.72514.52137.025縱梁10.30.6251.054.7257.94149.31縱梁20.30.6251.054.7253.524396.9縱梁30.30.6251.054.7253.212181.44縱梁40.30.6251.054.7257.48279.72縱梁50.30.6251.054.7256.84128.52縱梁60.30.6251.054.7253.8471.823~5層邊梁0.150.3251.051.188.1438.232橫梁10.30.6251.054.72517.59744.1875橫梁20.30.6251.054.72514.56411.075次梁10.30.6251.054.72517.52165.375次梁20.30.6251.054.72514.52137.025縱梁10.30.6251.054.7257.94149.31縱梁20.30.6251.054.7253.524396.9縱梁30.30.6251.054.7253.212181.44縱梁40.30.6251.054.7257.48279.72縱梁50.30.6251.054.7256.84128.52縱梁60.30.6251.054.7253.8471.826層及頂層邊梁10.150.3251.051.183.91464.428邊梁20.150.3251.051.183.628.496邊梁30.150.3251.051.184.2419.824邊梁0.150.3251.051.188.1438.232橫梁10.30.6251.054.72517.59744.1875橫梁20.30.6251.054.72517.16484.785次梁10.30.6251.054.72517.52165.375次梁20.30.6251.054.72517.12161.595縱梁10.30.6251.054.7257.94149.31縱梁20.30.6251.054.7253.524396.9縱梁30.30.6251.054.7253.212181.44縱梁40.30.6251.054.7257.48279.72縱梁50.30.6251.054.7256.84128.52縱梁60.30.6251.054.7253.8471.82注：〔1〕上表中β為考慮梁的粉刷層重力荷載而對其重力荷載的增大系數(shù)；g表示單位長度構件重力荷載；n為構件數(shù)量〔2〕梁長度取凈長柱的自重柱的自重如下表3-2所示，其計算與梁相似〔考慮抹灰層在內(nèi)計算)表3-2柱重力荷載標準值柱子自重表層次bhγβgli∕mnGiKN10.40.5251.15.53.9641372.82~50.40.5251.15.53.7641302.460.40.5251.15.54.564158470.40.5251.15.54.218415.8注：〔1〕上表中β為考慮柱的粉刷層重力荷載而對其重力荷載的增大系數(shù)；g表示單位長度構件重力荷載；n為構件數(shù)量〔2〕底層柱高度從根底頂面取至一層板底，2~7層柱高即層高3.2.6墻體、門窗自重的計算層數(shù)內(nèi)墻㎡外墻㎡內(nèi)墻門窗面積㎡外墻門窗面積㎡墻厚墻體自重KN∕m3墻體總重合計1372.4321.523.73205.370.271228.1915101.8052591.8321.545.78205.370.271560.103466.8367.059.72159.90.271413.394466.8367.059.72159.90.271413.395507.0367.055.02159.90.271464.356560.4399.261.74261.420.271705.50一層底614.20.2253839.06女兒墻1909.587208.1146.111.3453.090.27568.223墻體為240mm厚粘土空心磚，兩面20mm厚抹灰，依建筑結構荷載標準，空心磚自重為15，其計算如表3-3所示：〔此處考慮門窗洞口，平均重度按墻體的80%折算〕注：〔1〕單位面積墻重為0.2×7+7×0.02=1.74等效重力荷載代表值〔標準值〕的計算：恒載取100%雪載取50%樓面〔屋面〕取等效均布活載50%-80%一般民用建筑取50%一般樓層取G=1.0恒+0.5活+1.0(柱、梁、墻)分層總計，上下各半，屋蓋和樓蓋重力代表值為：屋蓋層=屋面荷載+50%雪載+縱橫梁自重+半層柱重+半層墻重〔墻和門窗〕+女兒墻重樓蓋層=樓面恒載+50%樓面活載+縱橫梁自重+樓面上下各半層柱和各半層墻重將上述各荷載相加，得到集中于各層樓面的重力荷載代表值如下：底層：G5=4896.0+0.5×3251.19+2199.03+1/2×(1372.8+1302.4)+1/2×(1228.192+3839.063+1560.104)=13371.873KN二層：G4~3=5387.38＋0.5×3575.16＋2259.658＋1/2×〔1302.4+1302.4〕+1/2×〔1560.104+1413.392〕=12223.753KN三層：G2=5387.38＋0.5×3575.16＋2259.658＋1/2×〔1302.4+1302.4〕+1/2×〔1413.392+1413.392〕=12150.453KN四層：=5387.38＋0.5×3575.16＋2259.658＋1/2×〔1302.4+1302.4〕+1/2×〔1413.392+1464.352〕=12175.89KN五層：=5387.38＋0.5×3575.16＋2259.658＋1/2×〔1302.4+1302.4〕+1/2×〔1464.352+1705.505〕=12321.753KN六層：=6508.944＋0.5×2150.848＋2434.316＋1/2×〔1584+415.8〕+1/2×〔1705.505+568.22〕+1529.094=13684.5405KN七層：=263.52×5.2＋263.52×0.3＋552.5014＋1/2×415.8+1/2×568.22+680.29=3214.1839KN所以質點重力荷載代表值如圖3-5所示圖3-3重力荷載代表值3.3水平地震力作用下框架的側移驗算3.3.1橫梁的線剛度混凝土采用C35，在框架結構中，對現(xiàn)澆樓面，可以作為梁的有效翼緣，增大了梁的有效剛度，減小了框架的側移，為了考慮這一有利作用，在計算梁的截面慣性矩時，對現(xiàn)澆樓面的邊框架梁取I=1.5〔為梁的截面慣性矩〕，對中框架梁取I=2來計算，橫梁線剛度計算結果見表3-4所示：表3-4橫梁線剛度橫梁的線剛度類別截面b×h(㎡)跨度l(m)慣性矩邊框架梁中框架梁〔〕〔〕〔〕〔〕邊橫梁10.3×0.51.50.00310.00465976500.0062130200邊橫梁20.3×0.56.50.00310.0046522534.6150.006230046.15385邊橫梁30.3×0.580.00310.0046518309.3750.006224412.5走道梁0.3×0.52.40.00310.0046561031.250.006281375邊橫梁40.3×0.57.70.00310.0046519022.7270.006225363.636363.3.2橫向框架柱的線剛度及側移剛度D值柱的線剛度見表3-5所示，橫向框架柱側移剛度D值見表3-6所示：表3-5柱線剛度柱子線剛度層次截面〔〕柱高h〔m〕慣性矩線剛度10.4×0.53.90.00416666733653.846152~50.4×0.53.70.00416666735472.9729760.4×0.54.50.00416666729166.6666770.4×0.54.20.004166667312502層11軸柱子0.4×0.57.60.00416666717269.73684表3-6橫向框架柱側移剛度D位置根數(shù)1邊框邊柱0.66960.4381180711632.629694邊框中柱2.48310.66541009617667.541614中框邊柱18軸0.89280.48147123912783.715196中框中柱18軸3.31080.71755667719052.104156中框邊柱16軸0.89280.48147123912783.7151912中框中柱16軸3.31080.71755667719052.1041512中框邊柱12軸3.86880.74441112319765.126174中框中柱112軸4.76160.77815901620661.178544中框中柱212軸3.31080.71755667719052.104154中框邊柱11軸0.72540.44962207411938.076614中框中柱11軸3.14340.70836411718808.029212∑D1013527.4342邊框邊柱0.6352615380.2410620467495.5624074邊框中柱2.3557615380.54083804116816.771274中框邊柱18軸0.8470153850.2975099439250.7484286中框中柱18軸3.1410153850.61097179218997.504066中框邊柱16軸0.8470153850.2975099439250.74842812中框中柱16軸3.1410153850.61097179218997.5040612中框邊柱12軸3.67040.64729119620126.816464中框中柱112軸4.5174153850.69312988621552.120724中框中柱212軸3.1410153850.61097179218997.504064中框邊柱11軸0.68820.2560077387960.2824432中框中柱11軸2.98220.59857091218611.912172中框邊柱門前11軸1.41360.4141082731485.7771942中框中柱門前11軸2.63810.56878894417685.874212∑D939911.33653~5邊框邊柱0.6352615380.2410620467495.5624074邊框中柱2.3557615380.54083804116816.771274中框邊柱18軸0.8470153850.2975099439250.7484286中框中柱18軸3.1410153850.61097179218997.504066中框邊柱16軸0.8470153850.2975099439250.74842812中框中柱16軸3.1410153850.61097179218997.5040612中框邊柱12軸3.67040.64729119620126.816464中框中柱112軸4.5174153850.69312988621552.120724中框中柱212軸3.1410153850.61097179218997.504064中框邊柱11軸0.68820.2560077387960.2824434中框中柱11軸2.98220.59857091218611.912174∑D954712.42296邊框邊柱0.7726153850.2786594164816.335594邊框中柱2.8651153850.58891005810178.692374中框邊柱18軸1.0301538460.3399675065875.9815876中框中柱18軸3.8201538460.65636647211344.605696中框邊柱16軸1.0301538460.3399675065875.98158712中框中柱16軸3.8201538460.65636647211344.6056912中框邊柱12軸4.4640.69059405911936.193624中框中柱112軸5.4941538460.73312530812671.301624中框中柱212軸3.8201538460.65636647211344.605694中框邊柱11軸0.8370.2950299615099.283284中框中柱11軸3.6270.64457081911140.730214∑D578719.14047邊框邊柱12軸3.12480.60974086812962.178314邊框中柱112軸3.8459076920.65788033213985.551274中框邊柱11軸0.78120.2808859495971.2148924中框中柱11軸3.38520.62861175113363.345044邊框中柱212軸2.6741076920.57211084312162.22034∑D233778.03933.3.3橫向框架自震周期橫向自振周期的計算采用結構頂點的假想位移法。根本自振周期T1〔s〕可按下式計算：T1=1.7ψT〔uT〕1/2注：uT假想把集中在各層樓面處的重力荷載代表值Gi作為水平荷載而算得的結構頂點位移。ψT結構根本自振周期考慮非承重磚墻影響的折減系數(shù)，取0.6。uT按以下公式計算：VGi=∑Gk〔△u〕i=VGi/∑DijuT=∑〔△u〕k注：∑Dij為第i層的層間側移剛度?！病鱱〕i為第i層的層間側移?！病鱱〕k為第k層的層間側移。s為同層內(nèi)框架柱的總數(shù)。結構頂點的假想側移計算過程見下表：表3-7橫向框架頂點位移計算層次73214.183214.18233778.040.0140.321613684.5416898.72578719.140.0290.307512321.7529220.47954712.420.0310.278412175.8941396.36954712.420.0430.247312150.4553546.81954712.420.0560.204212223.7565770.56939911.340.0700.148113371.8779142.431013527.430.0780.078因此：T1=1.7ψT〔uT〕1/2=1.7×0.6×(0.321)1/2=0.577(s)3.3.4橫向地震作用計算本結構高度不超過40m，質量和剛度沿高度分布比擬均勻，變形以剪切型為主，故可用底部剪力法計算水平地震作用，即：1、結構等效總重力荷載代表值GeqGeq=0.85∑Gi=0.85×79142.43=67271.0681〔KN〕2、計算水平地震影響系數(shù)а1查表得二類場地中震特征周期值Tg=0.45s，設防烈度為7度的аmax=0.12，設計地震加速度值0.15gа1=〔Tg/T1〕0.9аmax=〔0.45/0.577〕0.9×0.12=0.1033、結構總的水平地震作用標準值FEkFEk=а1Geq=0.103×67271.0681=6967.108〔KN〕因1.4Tg=1.4×0.45=0.635s＞T1=0.517s，所以不需考慮頂部附加水平地震作用。各質點橫向水平地震作用按下式計算：Fi=GiHiFEk/〔∑GkHk〕，地震作用下各樓層水平地震層間剪力Vi為：Vi=∑Fk〔i=1，2，…n〕計算過程如下表：表3-8各層橫向地震作用及樓層地震剪力層次74.227.43214.1888068.530.08516.291548.8764.523.213684.54317481.330.291861.192377.4853.718.712321.75230416.730.211350.793728.2743.71512175.89182638.350.171070.694798.9633.711.312150.45137300.120.12804.905603.8623.77.612223.7592900.500.08544.626148.4813.93.913371.8752150.290.05305.726454.20橫向框架各質點水平地震作用及樓層地震剪力沿房屋高度的分布見以下圖：圖3-4橫向框架各層水平地震作用及地震剪力3.3.5橫向框架多遇水平地震作用下的抗震變形驗算水平地震作用下框架結構的層間位移〔△u〕i和頂點位移ui分別按以下公式計算：〔△u〕i=Vi/∑Dijui=∑〔△u〕k各層的層間彈性位移角θe=〔△u〕i/hi，根據(jù)《抗震標準》，不考慮磚填充墻抗側力作用的框架，層間彈性位移角限值[θe]<1/450，計算過程如下表：表3-9橫向變形驗算層次層面剪力〔KN〕層間剛度層間位移〔m〕層高〔m〕層間彈性轉角71548.87233778.040.0066253874.20.0015774762377.48578719.140.0041081764.50.0009129353728.27954712.420.0039051243.70.0010554444798.96954712.420.0050266033.70.0013585435603.86954712.420.0058696843.70.001586426148.48939911.340.0065415533.70.0017679916454.21013527.430.0063680573.90.00163284注：層間彈性相對轉角均滿足要求：θe<[θe]<1/4503.3.6縱向框架柱的線剛度及側移剛度D值表3-10縱梁線剛度類別截面b×h〔〕跨度l〔m〕慣性矩邊框架梁中框架梁〔〕〔〕〔〕〔〕縱梁10.3×0.54.20.00310.00465348750.006246500縱梁20.3×0.53.90.00310.0046537557.69230.006250076.92308縱梁30.3×0.53.60.00310.0046540687.50.006254250縱梁40.3×0.58.40.00310.0046517437.50.006223250縱梁50.3×0.57.80.00310.0046518778.84620.006225038.46154縱梁60.3×0.57.20.00310.0046520343.750.006227125柱的線剛度見表3-5所示，縱向框架柱側移剛度D值見表3-10所示：表3-11縱向框架柱側移剛度D值的計算位置根數(shù)匯總1層邊框邊柱Z1Z640.5181428570.40432291410735.32239221470.64479邊框邊柱Z17Z481.1160.51861360713769.8955227539.79101邊框中柱Z2Z631.6341428570.58724792615592.22988231184.45975邊框中柱Z13Z14Z15Z16Z49Z50Z51Z522.2320.64555765617140.432388137123.459邊框中柱Z12Z531.6740.5917256415711.11924231422.23849邊框中柱Z3Z622.3250.65317919117342.79447234685.58895邊框中柱Z4Z612.2452857140.64666689117169.88407234339.76815邊框中柱Z5Z601.5942857140.58267090615470.70378230941.40755邊框中柱Z6Z59Z11Z540.5580.41360437810981.75789443927.03154邊框中柱Z7Z58Z10Z551.2090.53256466214140.31495456561.2598邊框中柱Z8Z9Z57Z561.81350.60666054816107.66134464430.64537中框邊柱Z18Z471.4880.56995412815133.05606230266.11212中框邊柱Z32Z330.6908571430.44255680611750.48416223500.96831中框中柱Z19Z20Z21Z22Z46Z45Z44Z432.9760.69855305518547.532188148380.2574中框中柱Z23Z422.2320.64555765617140.43238234280.86475中框中柱Z24Z41Z38Z273.10.70588235318742.135474968.53999中框中柱Z26Z39Z25Z402.4180.66047985517536.63703470146.54811中框中柱Z28Z372.8697142860.69197371518372.84178236745.68355中框中柱Z29Z362.9937142860.69962238218575.92428237151.84856中框中柱Z30Z353.10.70588235318742.135237484.26999中框中柱Z31Z342.1788571430.64105018517020.75289234041.50578∑D1040592.8932~5層邊框邊柱Z1Z640.4915714290.1972937336134.634271212269.26854邊框邊柱Z17Z481.0587692310.34614223910762.91684221525.83368邊框中柱Z2Z631.5503406590.43667377513577.89659227155.79319邊框中柱Z13Z14Z15Z16Z49Z50Z51Z522.1175384620.51427290415990.757188127926.0575邊框中柱Z12Z531.5881538460.44261029913762.48634227524.97268邊框中柱Z3Z622.2057692310.52446273416307.59889232615.19778邊框中柱Z4Z612.1301428570.51575524916036.84909232073.69818邊框中柱Z5Z602.0419120880.50518468615708.16891231416.33783邊框中柱Z6Z59Z11Z540.5293846150.2092938396507.764511426031.05804邊框中柱Z7Z58Z10Z551.1470.36447410211332.92621445331.70483邊框中柱Z8Z9Z57Z561.72050.46243784414379.00233457516.00931中框邊柱Z18Z471.4116923080.41378066412866.06016225732.12033中框邊柱Z32Z330.6554285710.2468259097674.783467215349.56693中框中柱Z19Z20Z21Z22Z46Z45Z44Z432.8233846150.58535340618200.928188145607.4255中框中柱Z23Z422.1175384620.51427290415990.75718231981.51437中框中柱Z24Z41Z38Z270.7058461540.2608596778111.148231432444.59293中框中柱Z26Z39Z25Z402.2940.53423381516611.42002466445.68006中框中柱Z28Z372.0167032970.5020792315611.60813231223.21626中框中柱Z29Z362.8401904760.58679312118245.69454236491.38909中框中柱Z30Z352.9410256410.59522573918507.89765237015.7953中框中柱Z31Z342.0671208790.50825164515803.5327231607.06539∑D895284.29766層邊框邊柱Z1Z640.5978571430.2301347263977.63724727955.274494邊框邊柱Z17Z481.2876923080.3916705666769.614725213539.22945邊框中柱Z2Z631.8855494510.4852722828387.422166216774.84433邊框中柱Z13Z14Z15Z16Z49Z50Z51Z522.5753846150.5628782789728.760368877830.08294邊框中柱Z12Z531.9315384620.4912932898491.488945216982.97789邊框中柱Z3Z622.6826923080.5728952779901.89368219803.78736邊框中柱Z4Z612.5907142860.5643379499753.989247219507.97849邊框中柱Z5Z601.839560440.4791070418280.862431216561.72486邊框中柱Z6Z59Z11Z540.6438461540.2435263314209.097081416836.38832邊框中柱Z7Z58Z10Z551.3950.410898387101.947308428407.78923邊框中柱Z8Z9Z57Z562.09250.5113011618837.304011435349.21605中框邊柱Z18Z471.7169230770.461920537983.811626215967.62325中框邊柱Z32Z330.7971428570.2849846784925.66110529851.322211中框中柱Z19Z20Z21Z22Z46Z45Z44Z433.4338461540.6319365810922.36064887378.88511中框中柱Z23Z422.5753846150.5628782789728.760368219457.52074中框中柱Z24Z41Z38Z270.8584615380.3003229285190.766655420763.06662中框中柱Z26Z39Z25Z402.790.58246346610067.26977440269.0791中框中柱Z28Z372.4527472530.5508390929520.675661219041.35132中框中柱Z29Z363.4542857140.63331587210946.20026221892.40052中框中柱Z30Z353.5769230770.6413793111085.56833222171.13665中框中柱Z31Z342.5140659340.5569404559626.131317219252.26263∑D545593.94167層邊框邊柱Z7Z10Z55Z581.3020.3943064818382.365666433529.46266邊框中柱Z8Z9Z57Z561.9530.49405514810502.87304442011.49218中框邊柱Z24Z41Z27Z381.7360.4646680949878.148261439512.59305中框中柱Z25Z26Z39Z402.6040.56559513512023.70609448094.82438∑D163148.37233.3.7縱向框架自震周期縱向自振周期的計算采用結構頂點的假想位移法，結構頂點的假想側移計算過程見下表3-11所示：表3-12縱向框架頂點位移計算層次73214.183214.18163148.370.0197009630.34613684.5416898.72545593.940.0309730710.32512321.7529220.47895284.300.0326382020.29412175.8941396.36895284.300.0462382290.26312150.4553546.81895284.300.0598098430.21212223.7565770.56895284.300.0734633270.15113371.8779142.431040592.890.0760551350.08因此：T1=1.7ψT〔uT〕1/2=1.7×0.6×(0.28)1/2=0.539(s)3.3.8縱向地震作用計算本結構高度不超過40m，質量和剛度沿高度分布比擬均勻，變形以剪切型為主，故可用底部剪力法計算水平地震作用，即：1、結構等效總重力荷載代表值GeqGeq=0.85∑Gi=0.85×〔12294.5+13405.0×2+13652.4+15656.6〕=69598.68〔KN〕2、計算水平地震影響系數(shù)а1查表得二類場地中震特征周期值Tg=0.45s，設防烈度為7度的аmax=0.12，地震加速度設計值0.15gа1=〔Tg/T1〕0.9аmax=〔0.45/0.539〕0.9×0.12=0.1023、結構總的水平地震作用標準值FEkFEk=а1Geq=0.102×69598.68=7099.76〔KN〕因1.4Tg=1.4×0.45=0.63s>T1=0.539s，所以不考慮頂部附加水平地震作用。各質點橫向水平地震作用按下式計算：Fi=GiHiFEk/〔∑GkHk〕地震作用下各樓層水平地震層間剪力Vi為：Vi=∑Fk〔i=1，2，…n〕計算過程如下表3-12所示：層次74.227.43214.1888068.5320.07999279502.06595941506.19787864.523.213684.54317481.3280.288368811809.9151192311.98107853.718.712321.75230416.7250.209287891313.5724133625.55349143.71512175.89182638.350.165890711041.194814666.74830133.711.312150.45137300.11890.12470992782.72811375449.47641523.77.612223.7592900.50.08438168529.61230995979.08872513.93.913371.8752150.2930.0473682297.30127546276.39表3-13各層縱向地震作用及樓層地震剪力3.3.9縱向框架多遇水平地震作用下的抗震變形驗算水平地震作用下框架結構的層間位移〔△u〕i和頂點位移ui分別按以下公式計算：〔△u〕i=Vi/∑Dijui=∑〔△u〕k各層的層間彈性位移角θe=〔△u〕i/hi，根據(jù)《抗震標準》，不考慮磚填充墻抗側力作用的框架，層間彈性位移角限值[θe]<1/450。計算過程如下表3-13所示：表3-14縱向變形驗算層次層間剪力〔KN〕層間剛度層間位移〔m〕層高〔m〕層間彈性轉角71506.197163148.370.0092320694.20.0021981162311.981545593.940.0042375494.50.0009416853625.553895284.300.0040496113.70.0010944944666.748895284.300.0052125883.70.0014088135449.476895284.300.0060868673.70.001645125979.089895284.300.0066784253.70.0018049816726.391040592.890.0064639983.90.00165744注：層間彈性相對轉角均滿足要求：θe<[θe]<1/4503.4水平地震作用下橫向框架的內(nèi)力分析3.4.1框架柱端剪力及彎矩計算框架柱端剪力及彎矩分別按以下公式計算：Vij=DijVi/∑DijMlc=Vij×yhMuc=Vij〔1-y〕hy=yn+y1+y2+y3注：yn框架柱的標準反彎點高度比。y1為上下層梁線剛度變化時反彎點高度比的修正值。y2、y3為上下層層高變化時反彎點高度比的修正值。y框架柱的反彎點高度比。各層梁線剛度相同，故修正值y1均為0。底層柱需考慮修正值y2，第二層柱需考慮修正值y3，其它柱均無修正。下面以采用②軸橫向框架為例計算，邊框架和縱向框架的計算方法步驟與橫向中框架完全相同，框架柱剪力和彎矩計算，采用D值法。表3-15地震力作用下框架各層柱端剪力及彎矩計算〔邊柱〕層次hi〔m〕Vi〔KN〕∑Dij〔N/mm〕邊柱Di1〔N/mm〕Vi1〔KN〕ky〔m〕Muc〔KN·m〕Mlc〔KN·m〕64.52377.48578719.14587524.142377.480.554.3054.3053.73728.27954712.42925036.123728.270.566.8366.8343.74798.96954712.42925046.504798.960.586.0286.0233.75603.86954712.42925054.295603.860.5100.44100.4423.76148.48939911.34925060.516148.480.5111.94111.9413.96454.21013527.431278381.406454.200.55142.86174.61表3-16地震力作用下框架各層柱端剪力及彎矩計算〔中柱〕層次hi〔m〕Vi〔KN〕∑Dij〔N/mm〕中柱Di1〔N/mm〕Vi1〔KN〕ky〔m〕Muc〔KN·m〕Mlc〔KN·m〕64.52377.48578719.141134446.603.31080.5104.86104.8653.73728.27954712.421899774.193.1410.5137.24137.2443.74798.96954712.421899795.493.1410.5176.66176.6633.75603.86954712.4218997111.513.1410.5206.29206.2923.76148.48939911.3418997124.273.1410.5229.90229.9013.96454.21013527.4319052121.323.820.55212.92260.243.4.2梁端彎矩、剪力及柱軸力計算梁端彎矩、剪力及柱軸力分別按以下公式計算：Mlb=〔Muc+Mlc〕K1/〔K1+K2〕Mrb=〔Muc+Mlc〕K2/〔K1+K2〕Vb=〔Mlb+Mrb〕/l邊柱軸力為各層梁端剪力按層疊加，中柱軸力為柱兩側梁端剪力之差，亦按層疊加Ni=∑〔Vlb-Vrb〕k具體計算過程見下表：圖3-6節(jié)點受力示意圖圖3-6節(jié)點受力示意圖表3-17梁端彎矩、剪力及柱軸力的計算框架彎矩圖見圖3-8，框架梁剪力圖和柱軸力圖如圖3-9所示：圖3-7地震力作用下框架彎矩圖3.5豎向荷載作用下橫向框架的內(nèi)力分析3.5.1計算單元的選擇確定此處用④軸線橫向中框架為例來進行計算：計算單元寬度為7.5m，對于AB跨，板的長寬比a1=7.8/3.9=2，對于BC跨a2=3.9/2.4=1.65,a2<a1≤2,按雙向板設計，雙向布筋承當彎矩。由于每個房間內(nèi)主要布置主梁〔b×h=300mm×500mm〕，故直接傳給該框架的樓面荷載如圖中的水平陰影所示。計算單元范圍內(nèi)的其余樓面荷載那么通過次梁和縱向框架梁以集中力P的形式傳給橫向框架，作用于各節(jié)點上，由于縱向框架梁的中心線與柱的中心線不重合，所以在框架節(jié)點上還作用有集中力矩M。240065006500240065006500圖3-10計算單元的選擇3.5.2荷載計算1.荷載作用下柱的內(nèi)力計算：荷載作用下各層框架梁上的荷載分布如以下圖所示：6500650065006500各層梁上作用的荷載對于第6層：q1代表橫梁自重〔含抹灰〕，為均布荷載形式。q1=0.3×0.5×25×1.05=3.938KN/mq2為屋面板傳給橫梁的均布荷載。q2=3.9×0.12×25=11.7KN/mP1、P2分別由邊縱梁、中縱梁直接傳給柱的恒載，它包括主梁自重、樓板重等重力荷載，計算如下：集中荷載：縱梁自重〔包括抹灰〕：0.3×0.5×〔3.9-0.4〕×25×1.05=13.78kN女兒墻自重〔包括抹灰〕：0.9×6.6×4.28=25.42KNAB板傳到梁上的：3.9×2×6.5×4.05=160.17P1=199.37KN縱梁自重〔包括抹灰〕：0.3×0.5×〔7.5-0.70〕×25×1.05=13.75kNAB跨板傳給梁：6.6/2×8.1×4.05=108.25KNBC跨板傳給梁：2.1×6.6×4.05=56.13KNP2=154.35KN集中力矩M1=P1e1=199.37×〔0.5-0.3〕/2=19.94KN·mM2=P2e2=154.35×〔0.5-0.3〕/2=15.44KN·m對于1-4層：計算方法與頂層的相同，將計算結果匯總如表3-17；表3-19橫向框架恒載匯總表層次q1〔KN/m〕q1‘〔KN/m〕q2〔KN/m〕q2，〔KN/m〕P1〔KN〕P2〔KN〕M1〔KN·m〕M2〔KN·m〕63.9383.93811.70199.37154.3519.9415.441-53.9383.9387.20189.53168.2918.9516.82活載的計算類似于恒載，屋面活載按上人屋面活荷載計算，取2.0KN/m2，不再計算雪荷載，計算結果匯總如表3-18。表3-20橫向框架活載匯總表層次q2〔KN/m〕q2，〔KN/m〕P1〔KN〕P2〔KN〕M1〔KN·m〕M2〔KN·m〕66.03353.2252.055.35.211-59.584.538.0247.383.84.132.荷載作用下梁的內(nèi)力計算：荷載作用下各層框架梁上的荷載分布如以下圖所示：15.14恒載活載15.14圖3-11框架豎向荷載示意圖3.5.3用力距二次分配法計算框架彎距用彎矩分配法計算框架彎矩：由于結構對稱，在豎向荷載作用下的框架側移可略去不計，其內(nèi)力分析采用二次力矩矩分配法。先求固端彎矩，將框架梁視為兩端固定梁計算固端彎矩，計算結果見下表：AB跨BC跨簡圖固端彎矩M0＝MJ〔KN/m〕簡圖固端彎矩MJ=MK〔KN/m〕15.64KN/m1/12×15.64×6.152＝49.303.938KN/m1/12×3.938×2.52＝1.5211.14KN/m35.11注：BC跨上僅有自重均布荷載，無其它荷載6.03KN/m19.019.58KN/m30.19表3－21梁固端彎矩計算1、分配系數(shù)計算：考慮框架對稱性，梁端、柱端彎矩采用彎矩二次分配法計算，由于結構和荷載均對稱，故計算時可用半框架。取半框架計算，半框架的梁柱線剛度如以下圖3-12所示。切斷的橫梁線剛度為原來的一倍，分配系數(shù)按與節(jié)點連接的各桿的轉動剛度比值計算。圖3-12半框架梁柱線剛度示意圖2、傳遞系數(shù)：遠端固定：傳遞系數(shù)為1/2遠端滑支：傳遞系數(shù)為-13、彎距分配：恒載作用下，框架彎距分配計算見3-13圖，框架的彎距圖見圖3-14活載作用下，框架的彎距分配計算圖3-15，框架的彎距圖見圖3-16所示：在豎向荷載作用下，考慮框架梁端的塑性內(nèi)力重分布，取彎距調(diào)幅系數(shù)為0.8，調(diào)幅后，恒載及活載彎距圖見圖3-15及圖3-16中括號內(nèi)數(shù)值所示：表3-22恒荷載彎矩計算恒荷載彎矩計算上柱下柱左梁上柱下柱右梁6分配系數(shù)00.490.300.290.41彎矩069.240-16.96一次分配033.93-15.680-15.16-21.43傳遞08.3817.660-3.780二次分配0-0.22-4.160-4.03-5.6總彎矩042.0967.060-22.97-43.995分配系數(shù)0.310.370.220.220.260.3彎矩54.06-18.83一次分配16.7620-7.75-8.81-8.81-10.57傳遞16.968.388.65-7.58-3.780二次分配-6.65-7.940.60.60.71.81總彎矩27.0720.4455.56-15.79-11.89-27.594分配系數(shù)0.350.350.210.250.250.29彎矩54.06-18.83一次分配16.7620-7.75-8.81-8.81-10.57傳遞108.388.66-4.58-3.780二次分配-5.08-5.08-0.07-0.08-0.08-0.07總彎矩21.6823.354.9-13.47-12.67-29.473分配系數(shù)0.350.350.210.250.250.29彎矩54.06-18.83一次分配16.7620-7.75-8.81-8.81-10.57傳遞108.388.66-4.58-3.780二次分配-5.08-5.08-0.07-0.08-0.08-0.07總彎矩21.6823.354.9-13.47-12.67-29.472分配系數(shù)0.350.350.210.250.250.29彎矩54.06-18.83一次分配16.7620-7.75-8.81-8.81-10.57傳遞109.738.66-4.58-4.40二次分配-5.55-5.55-1.78-2.12-2.12-2.45總彎矩21.2124.1853.19-8.81-15.33-31.851分配系數(shù)0.360.30.220.250.240.29彎矩54.06-18.83一次分配19.4616.22-7.75-8.81-8.46-10.22傳遞1009.19-4.5800二次分配-2.2-1.84-1.01-1.15-1.1-1.34總彎矩27.2614.3854.49-14.54-9.56-30.39表3-23活荷載彎矩計算層數(shù)上柱下柱右梁左梁上柱下柱右梁6分配系數(shù)0.490.510.300.000.290.41彎矩-26.6826.681.82一次分配0.0013.0713.61-8.550.00-8.27-11.69傳遞11.27-4.286.80-3.11二次分配0.00-3.43-3.57-1.110.00-1.07-1.51總彎矩0.0020.92-20.9223.830.00-12.45-11.385分配系數(shù)0.310.370.320.220.220.260.30彎矩-26.6326.632.24一次分配22.5426.9023.26-6.40-6.23-7.57-8.68傳遞6.544.68-3.2011.63-4.13-3.06二次分配-2.47-3.01-2.54-0.98-0.98-1.16-1.34總彎矩26.6028.57-55.1830.88-11.34-11.79-7.773-4分配系數(shù)0.350.350.300.210.250.250.29彎矩-26.6326.632.24一次分配9.369.367.91-6.11-7.23-7.23-8.29傳遞13.454.68-3.063.95-3.78-3.62二次分配-5.30-5.30-4.480.730.860.860.99總彎矩17.518.74-26.2525.20-10.15-9.99-5.062分配系數(shù)0.350.350.300.210.250.250.29彎矩-26.6326.632.24一次分配9.369.367.91-6.11-7.23-7.23-8.29傳遞4.684.76-3.063.95-3.62-3.66二次分配-2.25-2.25-1.900.700.830.830.95總彎矩11.7911.88-23.6725.18-10.02-10.06-5.101分配系數(shù)0.360.350.300.210.250.240.29彎矩-26.6326.632.24一次分配9.539.238.05-6.19-7.33-6.95-8.40傳遞4.680.00-3.104.03-3.620.00二次分配-0.57-0.55-0.48-0.09-0.10-0.10-0.12總彎矩13.648.68-22.3324.38-11.05-7.05-6.28圖3-14活荷載作用下框架彎矩圖〔KN.m〕圖3-13恒荷載作用下框架彎矩圖〔KN.m〕3.54梁端剪力及柱軸力的計算1、恒載作用下：梁端剪力及柱軸力計算梁端剪力V=Vq＋Vm式中：Vq——梁上均布荷載引起的剪力，Vq＝ql/2Vm——梁端彎矩引起的剪力，Vm＝(M左-M右)/2柱軸力N=V+P式中：V——梁端剪力；P——節(jié)點集中力及柱自重。例：第5層荷載引起的剪力：VqA=VqB=15.64×6.15/2=48.09KNVqB=VQC=3.93×2.15/2=4.12KN本方案中，彎矩引起的剪力:VmA=VmB=(67.06-41.99)×0.8/6.15=3.26KN，其中0.8為調(diào)幅系數(shù)。A柱：N頂=P+VqA=59.42-4.5+216.67=273.68KN柱重：0.60×0.60×3.6×25=32.4KNN底=N頂+32.4=306.0KNB柱：N頂=247.38+59.42+3.58=310.38KN表3-24恒載作用下梁端剪力及柱軸力〔KN〕恒載作用下梁端剪力及柱軸力層次彎矩引起的

剪力荷載引起的剪力DC跨CB跨B柱Vma=VmbVqa=VqbVqb=VqcNbNtNb6-3.2648.094.12266.7206.56229.065-1.0434.264.12507.98413.18454.184-1.2934.264.12748.98619.8679.33-1.2934.264.12989.98826.42904.422-1.0134.264.121231.261033.041129.541-1.6734.264.121471.881239.661354.66活載作用下：計算方法與恒載類似，結果如下表表3-25活載作用下梁端剪力及柱軸力〔KN〕活載作用下梁端剪力及柱軸力層次彎矩引起的

剪力荷載引起的剪力DC跨CB跨B柱Vqa=VqbVqb=VqcNbNtNb6-0.3718.543.2371.4973.8273.825-0.2629.464.84138.71155.5155.54-0.2529.464.84205.94237.18237.183-0.2329.464.84273.19318.86318.862-0.2529.464.84340.42400.54400.541-0.1229.464.84407.78482.22482.223.6內(nèi)力組合3.6.1框架梁內(nèi)力組合1、結構抗震等級：根據(jù)《抗震標準》，本方案為三級抗震等級。2、框架梁內(nèi)力組合：本方案考慮了三種內(nèi)力組合，即1.2SGk+1.4SQk、1.35SGk+1.0SQk及1.2〔SGk+0.5SQk〕+1.3SEk?？紤]到鋼筋混凝土結構具有塑性內(nèi)力重分布的性質，在豎向荷載下適當降低梁端彎矩，進行調(diào)幅〔調(diào)幅系數(shù)取0.8〕后進行組合，以減少負彎矩鋼筋的擁擠現(xiàn)象。在恒載和活載作用下，跨間可近似取跨中的M代替，式中：、為梁端左右端彎矩見圖3-15，圖3-16中所示跨中M假設小于，那么應取在豎向荷載與地震力組合時，跨間最大彎矩采用數(shù)解法來進行計算如圖3-18所示：圖3-15框架梁內(nèi)力組合圖圖中：、表示重力荷載作用下梁端彎矩、表示水平地震作用下梁端彎矩表豎向荷載與地震荷載共同作用下梁端反力對圖中作用點取彎矩可見：那么任意截面x處的彎矩為：由時，可求得跨間的位置為：將代入任意截面處彎矩表達式，可得跨間最大彎矩為：當右震時，公式中反號即可以。其中，及的具體數(shù)值可參見表3-23所示，表中的和均有兩組數(shù)值，而梁的內(nèi)力組合情況見表3-24所示。在表中恒載和活載的組合，梁端挽矩取調(diào)幅后的數(shù)值，即圖3-15和圖3-16中括號中的數(shù)值，剪力取調(diào)幅前后較大值，如圖3-18所示圖中，分別表調(diào)幅前后的彎矩，剪力值應取和，見表所示：圖3-16調(diào)整前后剪力值變化表3-26X值及跨間最大彎矩MGE計算組合1.2〔恒＋0.5活〕1.3地震qKN/mMGA〔KN·m〕MGB〔KN·m〕MEA〔KN·m〕MEB〔KN·m〕AB跨541.7464.3771.1552.9527.02445.8047.12131.38103.7925.70342.7345.47172.32154.95243.4645.93216.85180.32142.7445.