沈陽市大東集團辦公樓建筑與結構設計

中文題目：沈陽市大東集團辦公樓建筑與結構設計外文題目：ArchitectureandstructuredesignoftheofficebuildingofdadonggroupinShenyang1建筑設計工程概況現(xiàn)于沈陽市擬建一七層的鋼筋混凝土框架結構的辦公樓。工程名稱：沈陽市大東集團辦公樓。工程概況：建筑面積5843.25㎡，建筑總高為25.8m，主體大樓為七層，室內(nèi)外高差為0.45m。主體結構共七層，首層層高為4.2m，其余樓層層高均為3.6m，樓層屋蓋均為現(xiàn)澆鋼筋混凝土結構。氣象條件：基本風壓0.6KN/m2，基本雪壓0.4KN/m2，年平均降水量為734.5mm，日降雨量215.4mm，1h最大降雨量66mm，常年地下水在地下6m?；緱l件：地面粗糙程度為C類，抗震設防烈度為7度，地震動參數(shù)αmax=0.08，Tg=0.35。材料：使用鋁合金窗（0.4KN/m2），大門為木門（0.4KN/m2），房間均為木門(0.2KN/m2)。墻體采用粘土空心砌筑，外墻厚300mm和內(nèi)墻厚為240mm。屋面為上人屋面，采用300mm厚的磚墻，女兒墻高度為1.5m。2結構布置及計算簡圖2.1結構布置及梁,柱截面尺寸的初選2.1.1梁柱截面尺寸初選樓層屋蓋均為現(xiàn)澆鋼筋砼結構?？紤]到次梁的作用，去格板的邊長比為6.6/3.875=1.703<2，應按雙向板計算，樓板厚度大于等于L/40=90，取100mm。梁截面高度按梁跨的（1/18~1/10估算），由此估算的梁截面尺寸見表2-1，表中還給出了各層梁、柱、板的混凝土強度等級。設計強度：C35（fc=16.7kN/m、ft=1.57kN/m）C30（fc=14.3kN/m、ft=1.43kN/m）表2-1梁截面尺寸及混凝土強度等級Tab2-1Sectionalsizeofroofbeamandstrengthgradeofconcrete樓層混凝土強度等級橫梁次梁縱梁AB、CDBC1C35350×650350×650350×450350×6502～7C35300×500300×500300×450300×500該框架結構抗震等級是二級。，框架柱軸壓比限值，對一、二、三級抗震等級分別取0.7、0.75和0.85。本結構的抗震等級為三級，取=0.90。各層的重力荷載可近似取g=12KN/m2圖2-1平面結構布置圖Fig.2-1Flatdistributionofthestructur由公式可計算得第一層的柱截面邊柱：N/μNfc=βFFgEn/μNfc=1.3×7.5×3.3×12×103×8/16.7×0.90=205508mm2中柱：N/μNfc=βFFgEn/μNfc=1.3×7.5×4.65×12×103×8/16.7×0.90=278443mm2如截面取正方形，則邊柱、中柱的尺寸分別為504mm、678mm。為滿足水平地震作用下框架側移剛度的要求，擬取第一層：700mm700mm，第二層~第四層：600mm×600mm第五層~第六層：500mm×500mm基礎選用柱下獨立基礎，基礎埋深1.45米，室內(nèi)外高差0.45米，基礎埋深自室外地坪計起。2.2結構的計算簡圖一榀橫向框架計算簡圖如下。由結構平面圖得到，取頂層的形心線作為框架柱的軸線，梁軸線取至板底，2~7層柱的計算高度即為層高3.6米，底層柱的高度從基礎梁頂面取至一層板底，即h1=4.2+1.5+1=5.7m。圖2-2結構計算簡圖Fig.2-2Drawingofthestructuraldesign3重力荷載計算3.1屋面及樓面的恒荷載標準值計算屋面（非上人）：30厚細石混凝土保護層22×0.03＝0.66KN/m24厚SBS改性瀝青防水卷材0.96KN/m220厚1：3水泥砂漿找平層20×0.02＝0.40KN/m2150厚水泥蛭石保溫層5×0.15＝0.75KN/m29mmV型輕型龍骨吊頂0.24KN/m2合計：5.52KN/m21~6層樓面：瓷磚地面（包括水泥粗砂打底）0.55KN/m2100厚現(xiàn)澆鋼筋混凝土板25×0.1＝2.5KN/m29mmV型輕型龍骨吊頂0.25KN/m2合計：3.30KN/m23.2屋面及樓面的可變荷載標準值計算上人屋面均布活荷載標準值2.0KN/m2樓面活荷載標準值（房間）2.00KN/m2樓面活荷載標準值（走廊）2.50KN/m2屋面雪荷載標準值Sk=1.0×0.4＝0.4KN/m23.3梁、柱、墻、窗、門重力荷載計算梁、柱可根據(jù)截面尺寸，材料容重及粉刷等計算出單位長度上的重力荷載；對墻、門、窗等可計算出單位面積上的重力荷載。計算結果見下表。外墻300mm厚普通粘土磚，外墻貼瓷磚（0.5KN/m2），內(nèi)墻為20mm厚抹灰，則外墻單位墻面重力荷載為：0.5+18×0.30+17×0.02=6.24KN/m2內(nèi)墻為240mm厚粘土空心磚，兩側均為20mm厚抹灰，則內(nèi)墻單位面積重力荷載為：18×0.2+17×0.02×2=4.28KN/m2女兒墻為300mm厚的磚墻，外墻面貼瓷磚，內(nèi)墻面為20mm厚抹灰，（0.34KN/m2）則單位面積重力荷載為：0.5+18×0.3+17×0.02=6.24KN/m2木門的單位面積重力荷載和窗戶的重力荷載建筑概況已經(jīng)給出。鋁合金窗（0.4KN/m2）木門（0.2KN/m2）表3-1梁、柱重力荷載標準值Tab4-1Representvalueofbeamsandcolumnsgravityload樓層構件b（m）h(m)γ（kN/m3）βg（kN/m3）li（m）nGi（kN）Gi（kN）1邊橫梁0.350.65251.055.9725.9016563.7572063.891中橫梁0.350.65251.055.9722.00895.552次梁0.350.45251.054.1346.3514367.5136.縱梁0.350.65251.055.9726.80281137.069柱0.700.70251.1013.4754.20321811.042~4邊橫梁0.30.50251.053.9386.0016378.0中橫梁0.300.50251.053.9382.10866.151519.937次梁0.300.45251.053.5446.3514315.062縱梁0.300.50251.053.9386.9028760.725柱0.600.60251.109.9003.60321811.04邊橫梁0.300.50251.053.9386.1016384.35~6中橫梁0.300.50251.053.8932.20869.31540.412次梁0.300.45251.053.5446.3514315.662縱梁0.300.50251.053.9387.00282108.442柱0.500.50251.106.8753.6032755.842注：1）表中：β為考慮梁、柱的粉刷層重力荷載而對其重力荷載的增大系數(shù)；g表示單位梁長度取凈長；柱長度取層高。3.4重力荷載代表值的計算重力荷載代表值是指結構和配件自重標準值和各可變荷載組合值的和，是地震發(fā)生時的“有效重力”。集中于各樓層標高處的重力荷載代表值包括：樓面或屋面自重的標準值，50%樓面活荷載或50%屋面雪荷載，屋面活荷載不計。墻重取上、下各半層墻重的標準值之和。（1）底層重力荷載代表值G1恒載：首層板重3.3×（52.5+0.6）×（15.9+0.6）=2896.74KN底層框架邊梁自重35.235×16=563.76KN底層走道梁自重95.552KN底層次梁自重367.513KN底層縱梁自重1137.069KN底層框架柱自重905.52KN二層框架柱自重570.24KN二層外墻及窗重二層內(nèi)墻及門重首層外墻及窗重首層內(nèi)墻及門重活載：樓面活載所以G1（2）二~四層重力荷載代表值G2G3恒載：二層板重3.3×（52.5+0.6）×（15.9+0.6）=2896.74KN二層框架邊梁自重378KN二層走道梁自重66.15KN二層次梁自重315.06KN二層縱梁自重760.73KN二、三層框架柱自重570.24KN二、三層外墻及窗重二、三層內(nèi)墻及門重活載：樓面活載所以G2=G3（3）四~五層重力荷載代表值G4恒載：五層板重3.3×（52.5+0.6）×（15.9+0.6）=2896.74KN五層框架邊梁自重384.3KN五層走道梁自重69.3KN五層次梁自重315.06KN五層縱梁自重771.75KN五層框架柱自重396KN四層外墻及窗重3024.214KN五層內(nèi)墻及門重3072.103KN活載：樓面活載所以G4=11281.904KN（4）五~七層重力荷載代表值G5G6恒載：五~七層板重3.3×（52.5+0.6）×（15.9+0.6）=2896.74KN五~七層框架邊梁自重384.3KN五~七層走道梁自重69.3KN五~七層次梁自重315.06KN五~七層縱梁自重771.75KN五~七層框架柱自重396KN五~七外墻及窗重3072.103KN五~七內(nèi)墻及門重3005.1KN活載：樓面活載所以G5=G6（5）七層重力荷載代表值G7恒載：七層板重3.3×（52.5+0.6）×（15.9+0.6）=2896.74KN七層框架邊梁自重384.3KN七層走道梁自重69.3KN七層次梁自重315.06KN七層縱梁自重771.75KN七層框架柱自重396KN七層外墻及窗重3072.103KN活載：樓面活載所以G7塔樓：6.24×2.4×（7.5+2）×2=284.544KN2×7.5×4.96=74.4KN5.569×2.4×8=106.825KN5.119×7.2×2=73.7KN5.119×7.2×2×4=20.48KN所以G8=960.049KN將各層的墻、梁、板、柱的重力荷載標準值進行匯總，在與可變荷載進行組合，得出重力荷載值。重力荷載代表值計算簡圖如下所示。圖3-1各質(zhì)點的重力荷載代表值Fig.4-1Eachparticlegravityloadrepresentvalue4框架結構側移剛度計算4.1橫向框架側移剛度計算框架梁柱的線剛度作為計算節(jié)點彎矩分配的依據(jù)。框架梁的線剛度ib=EI/lb，柱的側移剛度按D=αc計算。梁在框架結構中，對于中框架梁取ib=2EIb/lb,對于邊框架梁取ib=1.5EI/lb，其中的I0按矩形截面b×h的梁來計算得到梁截面慣性矩，計算結果見表4-1。柱線剛度ic=EIc/hi，計算結果見表4-2.表4-1橫梁線剛度計算表Tab3-1Linerigidityibreckonerofthecrossbeam類別層次EcN/mmb×hmm×mmlmmI0mm4EcI0/lN·mm1.5EcI0/lN·mm2EcI0/lN·mm邊走梁13.15×104350×65066008×1093.82×10105.73×10107.64×10102~73.0×104300×5003.125×1091.42×10102.13×10102.84×1010走道梁13.15×104350×65024008×10910.5×101015.75×101021×10102~73.0×104300×5003.125×1093.91×10105.865×10107.82×1010表4-2柱的線剛度計算表Tab3-2Linerigidityicreckonerofthecolomn樓層hc(mm)Ec(N/mm)b×h(mm×mm)Ic(mm4)ic=EcIc/hc(N·mm)157003.15×104700×7002.001×1091.106×10112～436003.0×104600×6001.080×1099.0×10105~736003.0×104500×5005.208×1094.34×1010梁、柱線剛度比不同，在結構平面圖中，柱可分為中框架中柱和邊柱、邊框架中柱和邊柱、樓梯間框架柱等等。柱子按D值法計算式中αc（查柱的側移剛度修正系數(shù)表計算得出）根據(jù)不同層的不同公式進行計算。 一般層：，（4-1）（4-2）底層：，（4-3）（4-4）例如：第一層中框架：邊柱：，D11=N/mm中柱：，D11=N/mm第一層一品桁架橫向中框架總的側移剛度為：D1=91174N/mm其他柱計算見下表4-3,4-4表4-3一榀橫向中框架的側向剛度Tab3-3Framecolumnlateralstiffnessinthetransverseframework樓層中框架邊柱（12個）中框架中柱（12個）αcDi1αcDi210.6910.443180962.5890.670274919117420.5800.225187501.6000.44437000994963~40.3160.136113331.1840.37230988846425～70.6540.24699022.4560.5512215064104表4-4一榀橫向邊框架的側向剛度Tab3-4Framecolumnsidelateralstiffnessinthehorizontaledgeframework樓層A-1,A-8B-1,B-8αcDi1αcDi210.5180.404165031.9420.619252858357620.4370.179149171.6380.450375001048343~40.2370.10688330.8880.45037500926665～70.4910.19779161.8420.4791924854328將上述不同情況下的同層框架柱側向剛度相加，即可得到框架各層層間側向剛度，如下表：表4-6橫向框架層間側向剛度Tab4-6Transverselateralstiffnessbetweenlayersframework樓層1234567714196806644693184693184493280493280493280由表4-6可求得：/D2=714196/806644=0885>0.7，滿足，故該框架為規(guī)則框架。框架結構，樓層與上部相鄰樓層的側向剛度比，各層側向剛度比均大于0.7與上不相鄰三層側向剛度比平均值大于0.8，滿足要求。 5橫向水平荷載作用下框架結構的內(nèi)力和側移計算5.1橫向水平地震作用下框架結構的內(nèi)力和側移計算5.1.1橫向自振周期計算結構頂點的假想側移可由下列公式計算：（5-1）（5-2）（5-3）表5-1結構頂點的假想位移計算Tab5-1Theimaginationdisplacementofthesummitpinnacleofthestructureiscalculated層次79950.2589950.25849328020.2468.3611524.17621474.43449328043.5448.3511524.17632998.61049328066.9404.8411281.90444280.51469318463.8337.9311408.21555688.72969318480.3274.1211408.21567096.94480664483.2193.8111880.75278977.696714196110.6110.6按照公式T1=1.7ΨT計算結構的基本周期，其中uT為頂點位移，其單位為m，取ΨT=0.7，則基本周期T1=1.7×0.7×=0.81s。5.1.2水平地震作用及樓層地震剪力計算本建筑的結構高度不超過40m，質(zhì)量和剛度沿高度分布比較均勻，變形以剪切型為主，故可用底部剪力法計算水平地震作用。結構總水平地震作用按標準式（5-4）計算即：由于，故：=0.0376×67017.18=2519.85KN又因為1.4Tg=1.4×0.35=0.49s<T1=0.81s.故該考慮頂部附加地震作用。頂部附加地震作用系數(shù)δn=0.08×T1＋0.07=0.08×0.81+0.07=0.1348頂部附加地震作用△F7=0.1348×2519.85=339.68KN各層質(zhì)點i層處的水平地震作用按下列公式計算：（5-5）將上述的FEK、帶入得Fi的數(shù)據(jù)，具體計算過程見下表，各樓層的地震剪力按式（5-6）計算，計算結果見表5-2。表5-2各質(zhì)點橫向水平地震作用下樓層地震剪力Tab5-2Displacementcheckingcomputationsunderhorizontalearthquake層次Hi（KN）Gi（KN）GiHi（KN·m)Fi（KN）Vi（KN）塔樓29.7960.04928513.460.02247.9647.96727.38856.249241775.600.187407.69455.65623.711524.176273122.970.213464.38920.03520.111524.176231635.940.181394.611314.64416.511281.904186151.420.145316.121630.76312.911408.215147165.420.115250.721881.4829.311408.215106096.100.083180.952062.4315.711880.75267720.290.053115.552177.98各質(zhì)點水平地震作用及樓層地震剪力沿房屋高度的分布見下圖：（a）水平地震作用分布（b）層間剪力分布(a)Thedistributionofhorizontalearthquake(b)Thedistributionofinterlaminarshear圖5-1橫向水平地震作用及樓層地震剪力Fig.5-1Lateralseismicimpactandfloorseismicshear5.1.3水平地震作用下的位移驗算水平地震作用下框架結構的層間位移和頂點位移分別按照下面公式進行計算：層間位移（5-7）頂點位移（5-8）層間彈性位移角θe=/hi（5-9）具體計算過程及結果見下表5-3。表5-3橫向水平地震作用下的位移驗算Tab5-3Displacementcheckingcomputationsunderhorizontalearthquake層次Vi(KN)∑Di(N/mm)(mm)ui(mm)hi(mm)θe=7455.654932800.9216.1336001/39136920.034932801.8715.2136001/192551314.641932802.6713.3436001/134841630.766931842.3510.6736001/153231881.486934842.718.3236001/132822062.438066442.565.6136001/140612177.987141963.053.0557001/1869由上表可知，最大彈性位移角發(fā)生在第3層，其值為1/1328。查表可知，鋼筋混凝土框架層間位移角限值最大值為1/550，滿足要求。5.1.4水平地震作用下框架內(nèi)力計算（D值法）框架柱端剪力采用公式：Vij=（5-10）彎矩采用公式：Mijb=Vij×yh（5-11）Miju=Vij×(1-y)h（5-12）計算，反彎點高度比y=y0+y1+y2+y3，其中y0可以通過表倒三角形分布水平荷載下的標準反彎點高度比yn得到。本例中計算底層柱需要考慮修正值y2，第2層柱需考慮y1和y3、，其余反彎點高度均無修正。具體計算過程及結果下表5-4.表5-4各層邊柱端彎矩及剪力計算Tab5-4Thesquareofpostendofeverysidelayerandstrengthcalculated層次hi（m）Vi（KN）∑Dij（N/mm）邊柱Di1Vi1KyMijbMiju73.6455.6549328099029.1470.6540.309.8823.0563.6920.03493280990218.4680.6540.4026.5939.8953.61314.64493280990226.3890.6540.4542.7552.2543.61630.766931841133326.660.3610.4139.3556.6333.61881.486931841133330.7610.3610.5055.3755.3723.62062.438066441875047.9400.580.7120.8151.3715.72177.987141961809655.1850.6910.7220.18894.37表5-5各層中柱端彎矩及剪力計算Tab5-5Thesquareofpostendofeverysidelayerandstrengthcalculated層次hi(m)Vi(KN)∑Dij(N/mm)中柱Di2Vi2KyMijbMiju73.6455.654932802215020.4602.4560.4533.1540.5163.6920.034932802215041.3132.4560.4769.9078.8353.61314.644932802215059.0322.4560.50106.26106.2643.61630.766931843098872.9011.1840.46120.72141.7233.61881.486931843098884.1091.1840.50151.40151.4023.62062.438066443700094.6021.6000.57194.12146.4415.72177.987141962749183.8352.5890.57272.38205.48注：表中M量綱為KN·m，V量綱為KN。梁端彎矩、剪力及柱軸力分別按下列公式計算：Mbl=（5-13）Mbr=（5-14）Vb=（5-15）Ni=（5-16）表5-6梁端彎矩、剪力及柱軸力計算Tab5-6Squareofroofbeamend,strengthandaxisofacylindercalculated層次邊梁走道梁柱軸力MblMbrlVbMblMbrlVb邊柱N中柱N723.0510.796.6-5.1329.7210.792.7-15.00-5.13-9.87649.7729.796.6-12.0582.1929.792.7-41.47-17.18-46.21578.8446.866.6-19.05129.3046.862.7-65.24-36.23-94.27499.3865.966.6-25.05182.0265.962.7-91.84-61.28-149.88394.7272.386.6-25.32199.7472.382.7-110.78-86.6-189.382107.1579.236.6-28.24218.6179.232.7-110.31-114.84-231.091215.18106.296.6-48.71293.31106.292.7-148.00-163.55-246.25注：1）柱軸力的負號表示拉力，當為左地震作用時，左側兩根柱為拉力，對應的右側兩根柱為壓力。2）表中M單位為kN·m，V單位為KN·m，l單位為m。水平地震作用下框架的彎矩圖、梁端剪力圖及柱軸力圖如下圖圖所示。圖5-2地震作用下的框架彎矩圖Fig5-2Thesqareofframeunderearthquake·圖5-3地震作用下的框架梁端剪力及柱軸力圖Fig5-3Thestrenghofbeamandaxisofpillarunderearthquake5.2橫向風荷載作用下框架結構內(nèi)力和側移計算5.2.1風荷載標準值風荷載標準值按式（5-17）計算，基本風壓風荷載體型系數(shù)：μs=0.8（迎風面），μs=-0.5（背風面）。地面粗糙程度為B類地區(qū)，H/B=25.8/15.9=1.62，查表高層建筑的脈動影響系數(shù)可知v=0.42,ω0T12=0.6×0.722=0.31KN/m2，查表可知脈動增大系數(shù)ξ=1.31。風振系數(shù)βZ=1+其中為振型系數(shù)，可以近似取振型計算點距室外地面高度z與房屋高度H的比值βZ==1+1.31×0.42/取結構平面圖中的一榀橫向框架進行計算，計算單元為7.5m，則由公式得沿房屋高度的荷載標準值q(z)=7.5×0.4×βZ×μs×μz=3βZμz再由各層標高處的高度Hi查得風壓高度變化系數(shù)μz，代入上式可得各樓層標高處的q(z)計算結果見下表表5-7沿房屋高度分布風荷載標準值Tab5-7Highlydistributethewindandloadstandardvaluealongthehouse層次HiHi/Hμzβzq1()KN/mq2()，KN/m727.30.970.851.3392.7321.707623.70.840.781.2612.3601.475520.10.7130.411.2482.2191.387416.50.5850.661.1991.8991.187312.90.4570.651.1691.8241.13929.30.3300.651.0751.6771.04815.70.20920.651.0351.6151.009女兒墻28.810.8551.3372.7441.715《荷載規(guī)范》規(guī)定，對于高寬比大于1.5或高度大于30m的房屋結構（本工程高寬比為1.30），考慮風壓脈動的影響，在計算時，應將沿房屋高度分布的風荷載如圖5-4按靜力等效原理轉化為節(jié)點處的集中荷載如圖5-5。各層集中等效荷載計算過程如下：圖5-4風荷載沿房屋高度的分布(單位：KN/m)Fig5-4Thedistributionofwindloadingsalongeachfloor圖5-5等效節(jié)點集中風荷載(kN)Fig5-5Theconcentrationwindloadingsofequivalentnode5.2.2風荷載作用下的水平位移驗算根據(jù)5-5所示的水平荷載，計算層間剪力Vi=（5-18）再根據(jù)表4-3求出軸線框架的層間側移剛度。計算過程見如下表：表5-8風荷載作用下的框架層間剪力及側移計算Tab5-8Cutstrengthandsidemoveamongtheframelayerunderthefunctionofloadingofwind層次Fi（kN）Vi（kN）∑Di（N/mm）ui（mm）△ui/hi711.63211.632641040.181/20000614.03125.663641040.401/9000512.97038.633641040.601/6000411.34849.981846420.5916101310.59860.579846420.721/5000210.50271.081994960.711/5070112.20283.283911740.911/6263由上表可知，風荷載作用下最大層間位移角為1/5000<1/550，滿足規(guī)范要求。5.2.3風荷載作用下框架結構內(nèi)力計算風荷載作用下框架內(nèi)力計算過程和水平地震作用下的計算過程相同，計算結果如下表5-9、表5-10。表5-9各層邊柱端彎矩及剪力計算Tab5-9Curvedsquareofpostendofeverysidelayerandstrengthcalculate層次hi(m)Vi(KN)∑Dij(N/mm)邊柱Di1Vi1KyMijbMiju73.611.6326410499021.800.6540.301.9444.5463.625.6636410499023.960.6540.405.708.5553.638.6336410499025.680.6540.459.2011.2543.649.98184642113336.690.3160.419.8714.2133.660.57984642113338.110.3160.514.6014.6023.671.081994961875013.400.580.733.7714.4715.783.283911741809616.530.6910.765.9528.27表5-10各層邊柱端彎矩及剪力計算Tab5-10Curvedsquareofpostendofeverysidelayerandstrengthcalculated層次hi(m)Vi(KN)∑Dij(N/mm)中柱Di1Vi1KyMijbMiju73.611.632641044.02221502.4560.456.517.9663.625.663641048.87221502.4560.4715.0116.9253.638.6336410413.35221502.4560.524.0324.0343.649.9818464218.30309881.1840.4630.3035.5833.660.5798464222.18309881.1840.539.9239.9223.671.0819949626.43370001.60.5754.2340.9115.783.2839117425.11274912.5890.5781.5861.54注：表中M量綱為KN·m，V量綱為KN。表5-11梁端彎矩、剪力及柱軸力計算Tab5-11Thesquareofroofbeamend,strengthandaxisofcylindercalculated層次邊梁走道梁柱軸力MblMbrlVbMblMbrlVb邊柱N中柱N74.542.126.6-1.015.842.122.7-2.93-1.01-1.92610.496.236.6-2.5317.206.232.7-8.68-3.54-8.07516.9510.386.6-4.1428.6610.382.7-14.46-7.68-18.09423.4115.866.6-5.9543.7515.862.7-22.08-13.63-34.22324.4718.686.6-6.5451.5418.682.7-26.01-20.17-53.69229.0721.506.6-7.6659.3321.502.7-19.94-27.83-75.97162.0430.796.6-14.0784.9830.792.7-42.88-41.9-104.78注：1）柱軸力的負號表示拉力，當為左地震作用時左側的兩根柱為拉力，對應的右側的兩根柱為壓力。2）表中M單位為kN·m，V單位為KN·m，l單位為m。風荷載作用下框架的彎矩圖、梁端剪力圖及柱軸力圖如圖所示。圖5-6風荷載作用下的框架彎矩圖Fig5-6Thesqareofframeunderwindloadings圖5-7風荷載作用下的梁端剪力及柱軸力圖Fig5-7Thestrenghofbeamandaxisofpillarunderwindloadings6豎向荷載作用下框架結構的內(nèi)力計算6.1橫向框架內(nèi)力計算6.1.1選取計算單元取4軸線所處的橫向框架進行分析計算，計算單元寬度為7.5m，如下圖6-1所示，因為房間內(nèi)部布置有次梁，直線陰影部分荷載直接傳給橫向框架，計算單元內(nèi)其他的在樓面荷載通過次梁和縱向框架以集中力的形式傳遞給橫向框架，作用于各個節(jié)點上。圖6-1橫向框架計算單元Fig6-1Thecomputingelementofcrossframe6.1.2進行荷載計算（恒載+活載）（1）恒載計算圖6-2各層梁上作用的恒荷載Fig6-2Permanentloadofeachbeam在上圖6-2中、q1′q2′代表橫梁自重，以均布荷載形式分布。對于第6層：q1′=3.938KN/m,q2′=3.938KN/m，q1q2分別為房間和走道板傳給橫梁的梯形荷載和三角形荷載峰值，則：q1=20.7KN/m，q2=14.904KN/m，集中力P1、P2分別為由邊縱梁、中縱梁直接傳給柱子的恒載，它包括梁自重、樓板重、女兒墻的重力荷載。計算如下：樓面荷載：q1′q2′包括衡量自重與隔墻自重，可得q2′=3.938（2-6層）q1=3.3×3.75=12.375KN/m（1層）q2′=5.972（1層）q2=3.3×2.7=8.91KN/m（1層）q1′=5.972+4.28×（3.75-0.5-0.1）=19.454KN/m（1層）q1′=3.983+4.28×（3.75-0.5-0.1）=17.42KN/m（2-6層）對第5~6層：對2~4層:對第1層：（2）活荷載計算活荷載作用下各層框架梁上的荷載分布如下圖6-3所示圖6-3各層梁上作用的活荷載Fig6-3Theliveloadofeachbeam屋面荷載：q1=2.0×3.75=7.5KN/m，q2=2.0×2.7=5.4KN/m樓面荷載：q1=2.0×3.75=7.5KN/m，q2=2.5×2.7=6.75KN/m對于第7層：P1=2.0×(2A1+A2)=31.8KNP2=2.0×(2A1+A2)+2×2A3=48.4KN對1～6層:P1=2.0×(2A1+A2)=31.8KNP2=2.0×(2A1+A2)+2.5×2A3=52.55KN將以上的計算結果進行匯總，見表6-1、表6-2表6-1豎向框架恒載匯總表Tab6-1Summaryinpermanentyearofthehorizontalframe層次q1′KN/mq2′KN/mq1KN/mq2KN/mP1KNP2KN73.93813.93820.714.904188.29170617.423.93812.3758.91284.59260.62517.423.93812.3758.91284.59260.62417.423.93812.3758.91282.71259.23317.423.93812.3758.91282.71259.23217.423.93812.3758.91282.71259.23119.4545.97212.3758.91327.82296.84表6-2橫向框架活載匯總表Tab6-2Summaryinlivingyearofthehorizontalframe層次q1KN/mq2KN/mP1KNP2KN77.55.431.848.467.56.7531.852.5557.56.7531.852.5547.56.7531.852.5537.56.7531.852.5527.56.7531.852.5517.56.7531.852.55注：表中括號內(nèi)的數(shù)值對應屋面雪荷載作用是的情況。表6-1豎向框架恒載匯總表Tab6-1Summaryinpermanentyearofthehorizontalframe樓層AB跨BC跨AB跨BC跨層次q1′KN/mq1KN/mq2′KN/mq2KN/mVA=-VBVB=-VC73.93820.73.93814.90461.8515.38617.4212.3753.9388.9186.6911.33517.4212.3753.9388.9186.6911.33417.4212.3753.9388.9186.6911.33317.4212.3753.9388.9186.6911.33217.4212.3753.9388.9186.6911.33119.45412.3755.9728.9193.4014.08表6-1豎向框架恒載匯總表Tab6-1Summaryinpermanentyearofthehorizontalframe樓層AB跨BC跨AB跨BC跨層次q1KN/mq2KN/mVA=-VBVB=-VC77.55.417.73.64567.56.7517.79.5657.56.7517.79.5647.56.7517.79.5637.56.7517.79.5627.56.7517.79.5617.56.7517.79.566.1.3內(nèi)力計算梁端和柱端彎矩計算方法采用彎矩二次分配系數(shù)法。彎矩計算過程如圖6-4所示，因為框架是規(guī)則的且結構荷載對稱，所以計算時可以用半框架，得到的彎矩圖為6-5。梁端剪力可根據(jù)梁上的豎向荷載引起的剪力和梁彎矩引起的剪力相疊加而得到。柱軸力可以由梁端剪力和節(jié)點集中力疊加得到。計算柱軸力還得計算柱子的自身重量。計算過程及其結果見表6-3、表6-4.計算桿件的桿斷彎矩分配系數(shù)以第一層邊節(jié)點和中節(jié)點為例，說明桿端彎矩分配系數(shù)的計算方法，其中SA、SB、SC、SD分別表示邊節(jié)點和中節(jié)點各桿端彎矩轉動剛度之和。第一層：SA=4i=4×（11.06+9+3.82）×1010=4×23.88×1010N·mm/radSB=4×(11.06+9+3.82）×1010+10.5×2×1010=4×29.13×1010N·mm/rad同理可求得其余各層的節(jié)點桿端彎矩分配系數(shù)。第二三層SA=4×（9+9+1.42）×1010=4×19.42×1010N·mm/radSB=4×(9+9+1.42）×1010+3.91×2×1010=4×21.38×1010N·mm/rad第四層：SA=4×（9+4.34+1.42）×1010=4×14.76×1010N·mm/radSB=4×(9+4.34+1.42）×1010+3.91×2×1010=4×16.715×1010N·mm/rad第五六層：SA=4×（4.34+4.34+1.42）×1010=4×10.04×1010N·mm/radSB=4×(4.34+4.34+1.42）×1010+3.91×2×1010=4×11.995×1010N·mm/rad第七層：SA=4×（4.34+1.42）×1010=4×5.76×1010N·mm/radSB=4×(4.34+1.42）×1010+3.91×2×1010=4×7.715×1010N·mm/rad計算桿件固端彎矩以第一層邊跨梁和中跨梁為例，說明其計算方法。1.恒載作用下固端彎矩計算邊跨梁的固端彎矩：一層MA=l2q1l2（6-1）中間跨梁的固端彎矩為：（6-2）二至六層MA=l2q1l2=-101.938（6-1）中間跨梁的固端彎矩為：（6-2）七層MA=l2q1l2=-83.375（6-1）中間跨梁的固端彎矩為：（6-2）2.活載作用下彎矩計算一至六層MA=l2（6-3）七層MA=l2（6-3）上柱下柱右梁左梁上柱下柱右梁0.7530.2470.1840.5630.2530.00-83.37583.7310-14.32262.7820.59-12.770.00-39.08-17.5622.02-6.3910.300.00-7.490.00-11.77-3.86-0.520.00-1.58-0.7173.03-73.0380.740.00-48.15-32.590.4320.4320.1410.1180.3620.3620.1630.00-101.938101.9380-60.56344.0444.0414.37-4.88-14.98-14.98-6.7431.3922.02-2.447.19-19.54-7.490.00-22.02-22.02-7.192.347.187.183.2353.4144.04-97.19106.58-27.33-15.28-64.070.4320.4320.1410.1180.3620.3620.1630.00-101.938101.9380-60.56344.0444.0414.37-4.88-14.98-14.98-6.7422.0214.98-2.447.19-7.49-5.380.00-14.93-14.93-4.870.672.062.060.9351.1244.09-94.88104.91-20.41-18.30-66.380.2940.610.0960.0850.260.5380.1170.00-101.938101.9380-60.56329.9762.189.79-3.52-10.76-22.26-4.8422.0223.60-1.764.89-7.49-8.710.00-12.89-26.75-4.210.962.946.081.3239.0959.03-98.12104.28-15.31-24.89-64.080.4630.4630.0740.0660.4210.4210.0920.00-101.938101.9380-60.56347.2047.207.54-2.73-17.42-17.42-3.8131.09-1.373.77-11.130.00-13.76-13.76-2.200.493.103.100.6864.5333.43-97.96103.46-25.45-14.32-63.690.4630.4630.0740.0660.4210.4210.0920.00-101.938101.9380-60.56347.2047.207.54-2.73-17.42-17.42-3.8123.60-1.373.77-8.710.00-10.29-10.29-1.650.332.082.080.4560.5036.90-97.41103.30-24.05-15.34-63.920.3770.4630.160.1310.3090.380.180.00-109.322109.3220-90.09641.2150.6217.49-2.52-5.94-7.31-3.4623.60-1.268.75-8.710.00-8.42-10.34-3.570.00-0.01-0.01-0.0156.3940.27-96.66115.54-14.66-7.32-93.5620.14-3.66圖6-4恒荷載作用下橫向框架的二次分配法（kN·m）Fig6-4SeconddistributionFranceofthecrossframeunderdeadload上柱下柱右梁左梁上柱下柱右梁0.7530.2470.1840.5630.2530.000.00-23.4618.770-2.050.0017.675.79-3.080.00-9.41-4.230.004.05-1.542.900.00-2.930.000.00-1.89-0.620.010.000.020.010.0019.83-19.8318.600.00-12.33-6.270.4320.4320.1410.1180.3620.3620.1630.00-18.7718.770-2.5638.118.112.65-1.91-5.87-5.87-2.648.834.05-0.961.32-4.71-2.930.00-5.15-5.15-1.680.752.292.291.0311.797.01-18.7618.93-8.29-6.51-4.180.4320.4320.1410.1180.3620.3620.1630.00-18.7718.770-2.5638.118.112.65-1.91-5.87-5.87-2.644.052.76-0.961.32-2.93-2.110.00-2.53-2.53-0.830.441.351.350.619.638.34-17.9118.62-7.45-6.63-4.600.2940.610.0960.0850.260.5380.1170.00-18.7718.770-2.5635.5211.451.80-1.38-4.21-8.72-1.904.054.35-0.690.90-2.93-3.410.00-2.27-4.70-0.740.461.422.930.647.3111.09-18.4018.76-5.73-9.20-3.820.4630.4630.0740.0660.4210.4210.0920.00-18.7718.770-2.5638.698.691.39-1.07-6.82-6.82-1.495.72-0.530.69-4.360.00-2.40-2.40-0.380.241.541.540.3412.016.29-18.3018.64-9.64-5.28-3.720.4630.4630.0740.0660.4210.4210.0920.00-18.7718.770-2.5638.698.691.39-1.07-6.82-6.82-1.494.35-0.530.69-3.410.00-1.76-1.76-0.280.181.141.140.25圖6-5活荷載作用下橫向框架的二次分配法（kN·m）Fig6-5SeconddistributionFranceofthecrossframeunderliveload圖6-6豎向恒荷載作用下框架彎矩圖（kN·m）Fig6-6Thesquareofframeunderverticaldeadload圖6-7豎向活荷載作用下框架彎矩圖（kN·m）Fig6-7Thesquareofframeunderverticalliveload恒載作用下框架梁剪力及柱軸力圖恒載作用下框架梁剪力及柱軸力圖表6-3框架梁端彎矩及彎矩引起的剪力Tab6-3thegirderendsunderconstantload樓層AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱MAMB′MB′=-MC′VAVBVBVCMAMB′MB′=-MC′VAVBVBVC7-73.0380.74-32.59-1.1680-19.8318.60-6.27-0.18606-97.19106.58-64..07-1.4230-18.7618.93-4.18-0.0265-94.88104.91-66.38-1.5200-17.9118.62-4.60-0.7104-98.12104.28-64.08-0.9330-18.4018.76-3.82-0.0553-97.96103.46-63.69-0.8330-18.3018.64-3.72-0.0522-97.41103.30-63.92-0.8920-18.2018.57-3.80-0.0861-96.66115.54-93.56-2.8610-17.3518.40-5.14-0.159表6-3恒載作用下梁端剪力及軸力計算表Tab6-3thegirderendsunderconstantload樓層荷載引起的剪力彎矩引起的剪力總剪力柱軸力AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱VA-VBVB-VCVAVBVBVCVAVBVB-VCN頂N底N頂N底761.8999.042-1.168060.731-63.0679.042249.011273.761241.773266.523686.72211.331-1.423085.299-85.14511.331369.889394.639360.098384.848586.72211.331-1.520085.202-88.24211.331369.792394.542360.195384.945486.72211.331-0.933085.789-87.65511.331368.017403.657358.214393.854386.72211.331-0.833085.889-87.55511.331368.595404.235381.592417.232286.72211.331-0.892085.830-87.61411.331368.536404.176358.173393.81319.43414.076-2.861090.573-96.29514.076418.388474.983407.207463.802表6-4活載作用下梁端剪力及軸力計算表Tab6-4thegirderendsunderconstantload樓層荷載引起的剪力彎矩引起的剪力總剪力柱軸力AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱VA-VBVB-VCVAVBVBVCVAVBVB-VCN頂N底N頂N底717.7193.645-0.186017.533-17.5333.64549.33349.33369.95069.950614.1754.556-0.026014.149-14.2014.55645.94945.94971.30771.307514.1754.556-0.710013.465-14.8554.55645.26545.26571.99171.991414.1754.556-0.055014.120-14.2304.55645.92045.92071.33671.336314.1754.556-0.052014.123-14.2274.55645.92345.92371.33371.333214.1754.556-0.086014.089-14.2614.55645.88945.88971.36771.367114.1754.556-0.159014.016-14.3344.55645.81645.81671.44071.4406.4側移二階效應的考慮按此式進行驗算是不是需要去考慮側移二階效應的影響,計算的結果見下表所示表6-5各樓層重力荷載設計值二階效應驗算表樓層層高恒載軸力標準值活載軸力標準值20A柱B柱A柱B柱73.6273.61266.52349.3369.951726.58489.619792.249328063.6394.639384.84845.9571.312378.45660.68378.44849328053.6394.542384.94545.2771.992378.45660.6813213.649328043.6403.657393.85445.9271.342425.31673.701347469318433.6404.235417.23245.9271.332487.56690.9913819.869318423.6404.176393.81345.8971.372426.55674.0413480.880664015.7474.983463.80245.8271.442792.62489.939798.6714196Tab6-5Summaryinlivingyearofthehorizontalframe由此，公式成立，不需要考慮側移二階效應。7橫向框架內(nèi)力組合7.1結構抗震等級結構的抗震等級可以使根據(jù)結構的類型、地震烈度、房屋高度等因素，由現(xiàn)澆鋼筋混凝土的抗震等級確定，由表可知，本工程是二級抗震框架。梁端最危險截面應該在梁端柱邊緣處，而不是在結構計算簡圖中的柱軸線處。住邊緣處的彎矩值Mb，剪力值Vb近似按下列公式計算：均布荷載：Mb=MV·b/2，Vb=Vq·b/2三角形荷載：Mb=MV·b/2，Vb=Vq/2·b/2風荷載（地震）：Mb=MV·b/2，Vb=V第一層邊柱至梁支座邊緣處的距離：0.6/2+0.1=0.3m第一層中柱軸線至梁支座邊緣的距離：0.7/2=0.35m（1）恒載作用下第一層AB跨梁A支座邊緣處的內(nèi)力Mb=MV·b/2=Vb=Vq/2·b/2=第一層AB梁B支座邊緣處的內(nèi)力Mb=MV·b/2=Vb=Vq/2·b/2=第一層BC跨梁B支座邊緣處的內(nèi)力Mb=MV·b/2=Vb=Vq/2·b/2=（2）活載作用下的內(nèi)力組合第一層AB跨梁A支座邊緣處的內(nèi)力Mb=MV·b/2=Vb=Vq/2·b/2=第一層AB梁B支座邊緣處的內(nèi)力Mb=MV·b/2=KN·mVb=Vq/2·b/2=KN第一層BC跨梁B支座邊緣處的內(nèi)力Mb=MV·b/2=KN·mVb=Vq/2·b/2=KN（3）地震作用下的內(nèi)力組合第一層AB跨梁A支座邊緣處的內(nèi)力Mb=MV·b/2=KN·mVb=V=-48.71KN第一層AB梁B支座邊緣處的內(nèi)力Mb=MV·b/2=KN·mVb=V=-65.32KN第一層BC跨梁B支座邊緣處的內(nèi)力Mb=MV·b/2=KN·mVb=V=-148KN(4)風載作用下的內(nèi)力組合第一層AB跨梁A支座邊緣處的內(nèi)力Mb=MV·b/2=KN·mVb=V=-14.07KN第一層AB梁B支座邊緣處的內(nèi)力Mb=MV·b/2=KN·mVb=V=--14.07KN第一層BC跨梁B支座邊緣處的內(nèi)力Mb=MV·b/2=KN·mVb=V=-42.88KN其他計算結果見下表7-1。表7-1梁端控制截面處內(nèi)力標準值Tab7-11Standardvalueofinternalfor框架梁端控制截面內(nèi)力標準值樓層截面恒載內(nèi)力活載內(nèi)力風載內(nèi)力地震內(nèi)力支座中心線支座邊緣支座中心線支座邊緣支座中心線支座邊緣支座支座中心線支座邊緣支座MVMVMMVMMV7A-73.0360.73-57.8559.31-19.8317.53-15.4517.374.544.29-1.0123.0521.77-5.13BL80.74-63.0764.97-64.4918.60-17.9114.12-18.072.121.87-1.0110.799.51-5.13BR-32.599.04-30.337.67-6.273.65-5.363.515.845.11-2.9329.7225.97-15.006A-97.1985.30-75.8780.69-18.7614.15-15.2214.0310.499.86-2.5349.7746.76-12.05BL106.58-88.1584.54-92.7618.93-14.2015.38-14.336.235.60-2.5329.7926.78-12.05BR-64.0711.33-61.2410.11-4.184.56-3.044.3817.2015.03-8.6882.1971.82-41.475A-94.8885.20-73.5880.59-17.9113.47-14.5413.3516.9515.92-4.1478.8474.08-19.05BL104.91-88.2482.85-92.8518.62-14.8914.90-15.0210.389.35-4.1446.8642.10-19.05BR-66.3811.33-63.5510.11-4.604.56-3.464.3828.6625.05-14.46129.30112.99-65.244A-98.1285.79-72.3880.19-18.4014.12-14.1613.9423.4121.63-5.9599.3891.87-25.05BL104.28-87.6677.98-93.2618.76-14.2314.49-14.3615.8614.08-5.9565.9658.45-25.05BR-64.0811.33-60.689.81-3.824.56-2.454.3143.7537.13-22.08182.02154.47-91.843A-97.9685.90-72.1980.30-18.3014.12-14.0613.9424.4722.51-6.5494.7287.12-25.32BL103.46-87.5677.19-93.1618.64-14.2314.37-14.3618.6816.72-6.5472.3864.78-25.32BR-63.6911.33-60.299.81-3.724.56-2.354.3151.5443.74-26.01199.74169.51-100.782A-97.4185.83-71.6680.23-18.2014.09-13.9713.91