現(xiàn)澆混凝土多層框架結(jié)構(gòu)設(shè)計(jì)示例

4.6框架結(jié)構(gòu)設(shè)計(jì)實(shí)例4.6.1工程概況該工程為六層綜合辦公樓，建筑平面如圖4.6.1所示，建筑剖面如圖4.6.2所示。層高為3.5m，室內(nèi)外高差0.45m，基礎(chǔ)頂面距室外地面為500mm。承重結(jié)構(gòu)體系擬采用現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)。(1)重要建筑做法如下：1)屋面做法（自上而下）：300×300×25水泥磚、20厚1：2.5水泥砂漿結(jié)合層、高聚物改性瀝青防水卷材、基層解決劑、20厚1：3水泥砂漿找平層、水泥膨脹珍珠巖保溫兼找坡層（最薄處30mm，2％自?xún)蓚?cè)檐口向中間找坡）、100厚現(xiàn)澆鋼筋混凝土屋面板。2)樓面做法（自上而下）：13厚缸磚面層、2厚純水泥漿一道、20厚1：2水泥砂漿結(jié)合層、100厚鋼筋混凝土樓板。3)墻身做法：190mm厚混凝土空心小砌塊填充墻，用1：2.5水泥砂漿砌筑，內(nèi)墻粉刷為混合砂漿底，低筋灰面，厚20mm，“803”內(nèi)墻涂料兩度。外墻粉刷為20mm厚1：3水泥砂漿底，外墻涂料。4)門(mén)窗做法：外窗采用塑鋼窗，其余為木門(mén)。窗和門(mén)的洞口尺寸分別為3.0×1.8m2、2.1×1.0m2。225225225225390022530004502253900390039003900390039002730060002800600014800樓梯間450圖4.6.1.建筑平面圖該工程地質(zhì)條件：建筑場(chǎng)地類(lèi)別為Ⅲ類(lèi)，余略該地區(qū)的設(shè)防烈度為6度風(fēng)荷載：基本風(fēng)壓KN/m2（地面粗糙度屬B類(lèi)）活荷載：屋面活荷載（上人）為2.0KN/m2，辦公室樓面活荷載2.0KN/m2，走廊樓面活荷載2.0KN/m2。17.5017.5010.507.0021.0014.003.500.002800600060006002023450900350090035009003500900350090035009003500600202360020236002023600202360020231000圖4.6.2.建筑剖面圖10004.6.2結(jié)構(gòu)布置及結(jié)構(gòu)計(jì)算簡(jiǎn)圖的擬定結(jié)構(gòu)平面布置如圖4.6.3所示。各層梁、柱和板地混凝土強(qiáng)度等級(jí)為C25（?c=11.9N/mm2,?t=1.27N/mm2）。(1)梁柱截面尺寸擬定1)梁截面初選：邊跨（AB、CD跨）梁：取h=l/10=6000/l=600mm,取b＝250mm中跨（BC跨）梁：取h＝450，b＝250縱向框架梁，取b×h＝250mm×400mm2)柱截面初選：本例房屋高度<30m,由抗震規(guī)范可知，抗震等級(jí)為四級(jí)，對(duì)軸壓比沒(méi)有規(guī)定。各層的重力荷載代表值近似取12kN/m2,由結(jié)構(gòu)平面布置圖（圖4.6.3）可知，中柱的負(fù)載面積為（1.4+3）×3.9/2=17.16m2，則：豎向荷載產(chǎn)生的軸力估計(jì)值：NV＝1.25×12×17.16×6=1544.40kN/m2僅有風(fēng)荷載作用時(shí)估算面積計(jì)算：N＝1.1×NV＝1.1×1544.4＝1698.84kN/m2＝142760mm2選柱截面為：b×h＝450×450mm2圖圖4.6.3結(jié)構(gòu)平面布置圖柱450×450450×450450×450450×450250×600250×400250×400250×400250×450250×600250×400390039003900390039003900390027300600028006000148009.7615.009.769.7615.009.7615.0015.0015.0015.0015.009.769.7613.609.769.7613.6013.6013.6013.6013.609.769.769.769.769.769.769.769.769.767.687.687.687.6815.0015.0015.0015.0015.0015.009.769.769.769.769.76350035003500350035004450600028006000注：圖中數(shù)字為線剛度，單位：×10-4Em3圖4.6.4結(jié)構(gòu)計(jì)算簡(jiǎn)圖結(jié)構(gòu)計(jì)算簡(jiǎn)圖如圖4.6.4所示。各梁柱構(gòu)件線剛度經(jīng)計(jì)算后列于圖4中。其中在求梁截面慣性矩時(shí)考慮到現(xiàn)澆板的作用，取I＝2I0(I0為不考慮樓板翼緣作用的梁截面慣性矩)。AB、CD跨梁：i=2E××0.25×0.603/6.0=15.00×10-4E（m3）BC跨梁：i=2E××0.25×0.453/2.8=13.60×10-4E（m3）縱向梁：i=2E××0.25×0.43/3.9=6.84×10-4E（m3）上部各層柱：i=E××0.45×0.453/3.5=9.76×10-4E（m3）底層柱：i=E××0.45×0.453/4.45=7.68×10-4E（m3）4.6.3．荷載計(jì)算(1)恒載計(jì)算1)屋面框架梁線荷載標(biāo)準(zhǔn)值：300×300×25水泥磚0.025×19.8＝0.50KN/m220厚1：2.5水泥砂漿結(jié)合層0.02×20＝0.40KN/m2高聚物改性瀝青防水卷材0.35KN/m220厚1：3水泥砂漿找平層0.02×20＝0.40KN/m2水泥膨脹珍珠巖找坡層（平均厚度105mm）0.105×13＝1.37KN/m215mm厚低筋石灰抹底0.015×136＝0.24KN/m2屋面恒荷載：5.76KN/m2邊跨（AB、CD跨）框架梁自重0.25×0.60×25＝3.75KN/m梁側(cè)粉刷2×（0.6-0.1）×0.02×17＝0.34KN/m中跨（BC跨）框架梁自重0.25×0.45×25＝2.81KN/m梁側(cè)粉刷2×（0.45-0.1）×0.02×17＝0.24KN/m因此作用在頂層框架梁上的線荷載為：g6AB1＝g6CD1＝4.09KN/mg6BC1＝3.05KN/mg6AB2＝g6CD2＝5.76×3.9＝22.46KN/mg6BC2＝5.76×2.8＝16.13KN/m2)樓面框架梁線荷載標(biāo)準(zhǔn)值：13mm厚缸磚面層0.013×21.5＝0.28KN/m220厚水泥漿0.002×16＝0.03KN/m220厚1：2水泥砂漿結(jié)合層0.02×20＝0.40KN/m2100mm厚鋼筋混凝土樓板0.10×25＝2.50KN/m215mm厚低筋石灰抹底0.015×136＝0.24KN/m2樓面恒荷載：3.45KN/m2邊跨框架梁自重及梁側(cè)粉刷4.09KN/m邊跨填充墻自重0.19×（3.5-0.6）×11.8＝6.50KN/m墻面粉刷2×（3.5-0.6）×0.02×17＝1.97KN/m中跨框架梁自重及梁側(cè)粉刷3.05KN/m因此作用在頂層框架梁上的線荷載為：gAB1＝gCD1＝4.09＋8.47＝12.56KN/mgBC1＝3.05KN/mgAB2＝gCD2＝3.45×3.9＝13.46KN/mgBC2＝3.45×2.8＝9.66KN/m3)屋面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值：邊柱縱向框架梁自重0.25×0.40×3.9×25＝9.75KN邊柱縱向框架梁粉刷2×(0.4-0.1)×0.02×3.9×17＝0.80KN1m高女兒墻自重1×0.19×3.9×11.8＝8.74KN1m高女兒墻粉刷1×0.02×3.9×17.0＝2.65KN縱向框架梁傳來(lái)屋面自重0.5×3.9×0.50×3.9×5.76＝21.90KN頂層邊節(jié)點(diǎn)集中荷載：G6A＝G6D＝43.84KN中柱縱向框架梁自重0.25×0.40×3.9×25＝9.75KN/m中柱縱向框架梁粉刷2×0.02×(0.40-0.10)×3.9×17＝0.80KN/m縱向框架梁傳來(lái)屋面自重0.5×(3.9+3.9-2.8)×2.8/2×5.76＝20.16KN0.5×3.9×3.9/2×5.76＝21.90KN頂層中節(jié)點(diǎn)集中荷載：G6B＝G6C＝52.61KN4)樓面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值：邊柱縱向框架梁自重9.75KN邊柱縱向框架梁粉刷0.80KN塑鋼窗自重3.0×2.0×0.45＝2.7KN窗下墻體自重0.19×0.9×(3.9-0.45)×11.8＝6.96KN窗下墻體粉刷2×0.02×0.9×3.45×17＝2.11KN窗邊墻體自重0.45×0.19×(3.5-0.6-0.9)×11.8＝2.02KN窗邊墻體粉刷2×0.02×0.45×(3.5-1.5)×17＝0.61KN框架柱自重0.45×0.45×3.5×25＝17.72KN框架柱粉刷(0.45×4-0.19×3)×0.02×(3.5-0.4)×17＝1.30KN縱向框架梁傳來(lái)樓面自重0.5×3.9×3.9/2×3.45＝13.12KN中間層邊節(jié)點(diǎn)集中荷載：GA＝GD＝57.09KN中柱縱向框架梁自重9.75KN中柱縱向框架梁粉刷0.80KN內(nèi)縱墻自重0.19×(3.5-0.4)×(3.9-0.45)×11.8＝23.98KN內(nèi)縱墻粉刷2×0.02×(3.5-0.4)×(3.9-0.45)×17＝7.27KN扣除門(mén)洞重加上門(mén)重－2.1×1.0×(0.19×11.8+2×0.02×17-0.2)＝-5.72KN框架柱自重17.72KN框架柱粉刷1.30KN中柱縱向框架梁傳來(lái)樓面自重0.5×(3.9+3.9-2.8)×2.8/2×3.45＝12.08KN0.5×3.9×3.9/2×3.45＝13.12KN中間層中節(jié)點(diǎn)集中荷載：GB＝GC＝80.30KN5)恒荷載作用下的計(jì)算簡(jiǎn)圖恒荷載作用下的計(jì)算簡(jiǎn)圖如圖4.6.5所示。GG6AG6DABCDg6BC2GBGC1950195021001950600028006000gAB1gAB2g6AB1g6AB2140014002100GDG6BG6Cg6BC11950GAg6BCg6BC圖4.6.5恒荷載作用下結(jié)構(gòu)計(jì)算簡(jiǎn)圖PAP6DABCDPABPBCPCD195019501950600060002800P6ABP6BCPBPCP6AP6B21002100P6CP6CD140014001950圖4.6.6樓面活荷載作用下結(jié)構(gòu)計(jì)算簡(jiǎn)圖PD(2)樓面活荷載計(jì)算樓面活荷載作用下的結(jié)構(gòu)計(jì)算簡(jiǎn)圖如圖4.6.6所示。P6AB＝P6CD＝2.0×3.9＝7.80KN/mP6BC＝2.0×2.8＝5.60KN/mP6A＝P6D＝0.5×3.9×3.9/2×2＝7.61KNP6B＝P6C＝0.5×(3.9+3.9-2.8)×2.8/2×2＋0.5×3.9×3.9/2×2＝14.61KNPAB＝PCD＝2.0×3.9＝7.80KN/mPBC＝2.0×2.8＝5.60KN/mPA＝PD＝0.5×3.9×3.9/2×2＝7.61KNPB＝PC＝0.5×(3.9+3.9-2.8)×2.8/2×2＋0.5×3.9×3.9/2×2＝14.61KN(3)風(fēng)荷載計(jì)算：風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算公式為：wk=βz·μs·μz·w01)擬定各系數(shù)的值因結(jié)構(gòu)高度H＝21.95m<30m，高寬比H/B＝21.95/14.8＝1.48<1.5，可取βz＝1.0；本例結(jié)構(gòu)平面為矩形，由4.1.3節(jié)可知μs＝1.3。風(fēng)壓高度變化系數(shù)μz可根據(jù)各樓層標(biāo)高處的高度Hi，由表4.4查得標(biāo)準(zhǔn)高度的μz值，再用線性差值法求得所求各層高度的μz值，查得的結(jié)果見(jiàn)表4.6.1。2)計(jì)算各樓層標(biāo)高處的風(fēng)荷載q(z)本例基本風(fēng)壓w0＝0.65KN/m2。仍取圖4.6.3中的③軸線橫向框架梁，其負(fù)荷寬度為3.9m，由式(a)得沿房屋高度得分布風(fēng)荷載標(biāo)準(zhǔn)值：q(z)=3.9·0.65βz·μs·μz＝2.54βzμsμz根據(jù)各樓層標(biāo)高處的高度Hi，查得μz代入上式，可得各樓層標(biāo)高處的q(z)見(jiàn)表4.6.1。其中q1(z)為迎風(fēng)面值，q2(z)為背風(fēng)面值。表4.6.1風(fēng)荷載計(jì)算層數(shù)Hi（m）zzq1(z)(kN/m)q2(z)(kN/m)7(女兒墻頂部)22.951.3001.002.6421.629621.951.2831.002.6071.629518.451.2161.002.4171.544414.951.1391.002.3151.447311.451.0411.002.1151.32227.951.0001.002.0321.27014.451.0001.002.0321.2703)將分布風(fēng)荷載轉(zhuǎn)化為節(jié)點(diǎn)集中荷載按靜力等效原理將分布風(fēng)荷載轉(zhuǎn)化為節(jié)點(diǎn)集中荷載，如圖4.6.7所示。例如，第六層，即屋面處的集中荷載F6要考慮女兒墻的影響：11.5714.0213.1012.2011.6813.13圖4.6.7等效節(jié)點(diǎn)集中風(fēng)荷載(單位：KN)F611.5714.0213.1012.2011.6813.13圖4.6.7等效節(jié)點(diǎn)集中風(fēng)荷載(單位：KN)+(2.642+2.607)/2×1+0.5[(1.629+1.544)/2+1.629]×3.5/2+(1.629+1.629)/2×1＝11.57kN第四層的集中荷載F4的計(jì)算過(guò)程如下：F4＝0.5×[(2.315+2.115)/2+(2.471+2.315)/2]×3.5+0.5×[(1.544+1.447)/2+(1.447+1.322)/2]×3.5＝13.10kN第一層，要考慮底層層高的不同：F1＝(2.032+1.270)×(3.5/2+4.45/2)＝13.13kN4.6.4風(fēng)荷載作用下的側(cè)移驗(yàn)算（1）框架側(cè)移剛度計(jì)算框架側(cè)移剛度計(jì)算按4.2.3節(jié)求D值的方法計(jì)算，在計(jì)算梁的線剛度ib時(shí)，考慮到樓板對(duì)框架梁截面慣性矩的影響，中框架梁取Ib＝2.0I0，邊框架梁取Ib＝1.5Ib。因此，中框架的線剛度和柱的線剛度可采用圖4.6.2的結(jié)果，邊框架梁的線剛度為中框架梁的線剛度的1.5/2＝0.75倍。所有梁、柱的線剛度見(jiàn)表4.6.2所示。表4.6.2梁柱線剛度表單位：10-4E?m3層次邊框架梁中框架梁柱iAB(iCD)iBCiAB(iCD)iBCic2～611.2510.2015.013.69.76111.2510.2015.013.67.6815.0013.6015.0013.60..9.76圖4.6.8B-3柱及與其相連的梁的線剛度柱的側(cè)移剛度按式（4-27）計(jì)算，式中系數(shù)c由表4-8所列公式計(jì)算。根據(jù)梁、柱線剛度比的不同，圖4.6.3中的柱可分為中框架中柱和邊柱、邊框架中柱和邊柱?，F(xiàn)以第2層C-15.0013.6015.0013.60..9.76圖4.6.8B-3柱及與其相連的梁的線剛度第2層B-3柱及與其相連的梁的相對(duì)線剛度如圖4.6.8所示，由表4-8《節(jié)點(diǎn)轉(zhuǎn)動(dòng)影響系數(shù)系數(shù)c》可得梁柱線剛度比K為：,由式(4-27)可得：表4.6.3邊框架柱側(cè)移剛度D值(10-4E?m)層次邊柱A-1，A-8，D-1，D-8中柱B-1，B-8，C-1，C-8DiKcDi1KcDi22～61.1530.3663.4962.1980.5245.00634.00811.4650.5672.6392.7930.6873.19723.344表4.6.4中框架柱側(cè)移剛度D值(10-4E?m)層次邊柱（12根）中柱（12根）DiKcDi1KcDi22～61.5370.4354.1542.9300.5945.682118.03211.9530.6212.8883.7240.7383.43475.864層次12～6Di（10-4E?m）99.208152.04Di（N/mm）277782425712表4.6.5表4.6.5不同層框架側(cè)移剛度層間側(cè)移剛度Di，并考慮將單位10-4E?m換算為標(biāo)準(zhǔn)單位N/mm，這里C25混凝土的彈性模量E＝2.80×104N/mm2，可得10-4E?m＝2.80×103N/mm。換算結(jié)果見(jiàn)表4.6.5。（2）風(fēng)荷載作用下的水平位移驗(yàn)算根據(jù)圖4.6.7所示的水平荷載，由式（4-17）計(jì)算層間剪力Vi，然后根據(jù)表4.6.4求出eq\o\ac(○,3)軸線框架的層間側(cè)移剛度，再按式（4-33）和式（4-34）計(jì)算各層的相對(duì)側(cè)移和絕對(duì)側(cè)移。計(jì)算過(guò)程見(jiàn)表4.6.6所示：表4.6.6風(fēng)荷載作用下框架層間剪力及側(cè)移計(jì)算層次123456Fi(kN)13.1311.6812.2013.1014.0211.57Vi(kN)75.7062.5750.8938.6925.5911.57Di(10-4E.m)12.64419.67219.67219.67219.67219.672Di(N/mm)354035508255082550825508255082ui(mm)2.141.140.920.700.460.21ui(mm)2.143.284.204.905.365.57ui/hi1/20791/30701/38041/50001/76081/16667由表4.6.6可見(jiàn)，風(fēng)荷載作用下框架的最大層間位移角為1/2079，遠(yuǎn)小于1/550，滿足規(guī)范規(guī)定。4.6.5、內(nèi)力計(jì)算(1)恒載作用下的內(nèi)力計(jì)算1)計(jì)算方法的選用恒載作用下的內(nèi)力計(jì)算采用分層法。由圖4.6.4中取出頂層、中間任一層、以及底層進(jìn)行分析，頂層的結(jié)構(gòu)計(jì)算簡(jiǎn)圖如圖4.6.9(a)所示，中間層和底層的計(jì)算簡(jiǎn)圖如圖4.6.9(c)所示。圖4.6.9中柱的線剛度取框架柱實(shí)際線剛度的0.9倍。2)等效均布荷載的計(jì)算g’6邊g’6邊圖4.6.9分層法計(jì)算單元簡(jiǎn)圖g’6中g(shù)’邊g’邊g’中g(shù)’6邊g’6邊圖4.6.9分層法計(jì)算單元簡(jiǎn)圖g’6中g(shù)’邊g’邊g’中(a)(b)(c)(d)AABPalallq=q=(1-2a2+a3)pa=1/2,q=1/8圖4.6.10荷載的等效把梯形荷載化為等效均布荷載：頂層：kN/mkN/m中間層：kN/mkN/m底層：kN/mkN/m3)用彎矩分派法計(jì)算梁、柱端彎矩圖4.6.9（b）所示結(jié)構(gòu)內(nèi)力可用彎矩分派法計(jì)算，并可運(yùn)用結(jié)構(gòu)對(duì)稱(chēng)性取一半結(jié)構(gòu)計(jì)算。并注意到除底層外，柱的線剛度需要乘以修正系數(shù)0.9，并且除底層外其他各層柱的彎矩傳遞系數(shù)取為1/3。線剛度的修正：底層柱i＝7.68×10-4Em3，其他層柱i＝0.9×9.76×10-4＝8.784×10-4Em3修正后的梁柱線剛度見(jiàn)表4.6.7所示：表4.6.7梁柱線剛度表單位：10-4E?m3層次梁柱iAB(iCD)iBCic2～615.013.68.784115.013.67.680作為示例，本例只給出中間層的結(jié)點(diǎn)分派系數(shù)以及固端彎矩的計(jì)算過(guò)程，其它層結(jié)點(diǎn)的分派系數(shù)以及固端彎矩計(jì)算結(jié)果見(jiàn)表4.6.8所示。中間層A結(jié)點(diǎn)分派系數(shù)計(jì)算：B結(jié)點(diǎn)分派系數(shù)計(jì)算：中間層固端彎矩計(jì)算：kN.mkN.mkN.m由于縱向框架梁在邊柱上的偏心距e0引起的框架邊節(jié)點(diǎn)附加偏心彎矩：頂層：M6e0=G6A×e0＝43.84×（0.45－0.25）/2＝4.38kN.m中間層：Me0=GA×e0＝57.09×（0.45－0.25）/2＝5.71kN.m底層：Me0=GA×e0＝57.09×（0.45－0.25）/2＝5.71kN.m表4.6.8分層法分派系數(shù)及恒載作用下固端彎矩計(jì)算結(jié)果單位：kN.m結(jié)點(diǎn)單元ＡBEＡ下柱A上柱AB端BA端B下柱B上柱BE端EB端分派系數(shù)頂層0.369－0.6310.4910.287－0.222－中間層0.2700.2700.4600.3810.2230.2230.173－底層0.2440.2790.4770.3920.2010.2290.178－固端彎矩頂層－－-67.7467.74－－-8.58-4.29中間層－－-70.9270.92－－-5.94-2.97底層－－-70.9270.92－－-5.94-2.97彎矩分派法計(jì)算過(guò)程如圖4.6.11、圖4.6.12、圖4.6.13所示。計(jì)算所得結(jié)構(gòu)彎矩圖見(jiàn)圖4.6.14所示Ａ下柱ＭABＭBAＢ下柱ＭBEＭEB分派系數(shù)0.3690.6310.4910.2870.222固端彎矩4.381/21/267.74-8.58-4.29一次分派傳遞23.3839.981/21/219.99--11/2-19.431/2-38.86-22.72-17.5717.57二次分派傳遞7.1712.261/21/26.13--1-1.511/21/2-3.01-1.76-1.361.36三次分派傳遞0.560.950.47--1-0.23-0.14-0.110.11結(jié)果31.11-35.4952.23-24.61-27.6214.75圖4.6.11頂層彎矩分派法計(jì)算過(guò)程Ａ下柱Ａ上柱ＭABＭBAＢ下柱Ｂ上柱ＭBEＭEB分派系數(shù)0.2700.2700.4600.3810.2230.2230.173固端彎矩5.71-70.921/21/270.92-5.94-2.97一次分派傳遞17.6117.6130.001/21/215.00--1-15.241/21/2-30.47-17.84-17.8-13.813.84二次分派傳遞4.114.117.011/21/23.50--1-0.671/21/2-1.34-0.78-0.78-0.610.61三次分派傳遞0.180.180.310.15--1-0.06-0.03-0.03-0.030.03結(jié)果21.9021.90-49.5157.71-18.65-18.65-20.4111.50圖4.6.12中間層彎矩分派法計(jì)算過(guò)程Ａ下柱Ａ上柱ＭABＭBAＢ下柱Ｂ上柱ＭBEＭEB分派系數(shù)0.2440.2790.4770.3920.2010.2290.178固端彎矩5.71-70.921/21/270.92-5.94-2.97一次分派傳遞15.9118.9131.111/21/215.55--1-15.781/21/2-31.57-16.19-18.44-14.3314.33二次分派傳遞3.854.407.531/21/23.76--1-0.741/21/2-1.48-0.76-0.86-0.670.67三次分派傳遞0.180.210.350.18--1-0.07-0.04-0.04-0.030.03結(jié)果19.9422.8-48.4657.30-16.98-19.34-20.9812.07圖4.6.13底層彎矩分派法計(jì)算過(guò)程52.2352.2352.237.3031.117.3021.907.6019.9435.4910.3749.517.3021.9022.809.9748.4661.8354.9555.6827.6214.108.208.2024.6124.6157.7118.6520.4120.416.226.2211.1118.65418.656.226.2218.6557.7119.3457.306.456.4520.9820.987.7016.9816.988.498.4957.3019.34(a)頂層(b)標(biāo)準(zhǔn)層(c)底層27.6235.4931.1110.377.3021.9049.5121.9054.959.9719.9422.8048.4655.6861.38圖4.6.14分層法彎矩計(jì)算結(jié)果4）跨中彎矩計(jì)算在求得圖4.6.9(b)、(d)所示結(jié)構(gòu)的梁端支座彎矩后，如欲求梁的跨中彎矩，則需注意不能按等效分布荷載計(jì)算，須根據(jù)求得的支座彎矩和各跨的實(shí)際荷載分布（即圖4.6.9(a)、(c)所示），按平衡條件計(jì)算。框架梁在實(shí)際分布荷載作用下按簡(jiǎn)支梁計(jì)算的跨中彎矩Ｍ0如圖4.6.15所示。16.1316.13kN/m3.05kN/m22.46kN/m22.46kN/mM0=13.52kN.mM0=9.30kN.m圖4.6.15梁在實(shí)際分布荷載作用下按簡(jiǎn)支梁計(jì)算的跨中彎矩a)頂層邊跨梁b)頂層中跨梁c)中間層及底層邊跨梁d)中間層及底層中跨梁(b)(d)4.09kN/m22.46kN/m12.56kN/mM0=105.24kN.mM0=108.56kN.m(a)(c)13.46kN/m在實(shí)際分布荷載作用下，實(shí)際結(jié)構(gòu)框架梁的跨中彎矩Ｍ按下式計(jì)算：(1)計(jì)算結(jié)果如表4.6.9所示表4.6.9實(shí)際分布荷載作用下分層法各單元跨中彎矩計(jì)算表單位：kN.m位置按簡(jiǎn)支梁跨中彎矩按實(shí)際結(jié)構(gòu)跨中彎矩左端彎矩右端彎矩跨中彎矩AB、CD跨頂層105.2435.4952.2361.38中間層108.5649.5157.7154.95底層108.5648.4657.3055.68BC跨頂層13.5227.6227.62-14.10中間層9.3020.4120.41-11.11底層9.3020.9820.98-11.685)由分層法各單元計(jì)算整個(gè)結(jié)構(gòu)在恒載作用下的彎矩圖將分層法求得的各層彎矩圖疊加，可得整個(gè)框架在荷載作用下的彎矩圖。很顯然，疊加后的框架內(nèi)各節(jié)點(diǎn)彎矩并不一定能達(dá)成平衡，這是由于分層法計(jì)算的誤差導(dǎo)致的。為提高精度，可將節(jié)點(diǎn)不平衡彎矩再分派一次進(jìn)行修正。疊加后的框架梁跨中彎矩計(jì)算見(jiàn)表4.6.10。表4.6.10疊加后框架梁跨中彎矩計(jì)算表單位：kN.m位置按簡(jiǎn)支梁跨中彎矩疊加后框架梁跨中彎矩左端彎矩右端彎矩跨中彎矩AB、CD跨6層105.24-40.155.2857.555層108.56-57.6463.2048.143、4層108.56-56.2362.4549.222層108.56-56.3662.5449.111層108.56-51.9459.7452.72BC跨6層13.52-26.2426.24-12.725層9.30-17.9217.92-8.623、4層9.30-18.2618.26-8.962層9.30-18.2218.22-8.921層9.30-19.8719.87-10.57據(jù)此可作出疊加后的整體結(jié)構(gòu)彎矩圖，如圖4.6.16所示。55.2855.2826.2426.2457.5552.7249.1149.2249.2248.1429.0412.7223.6317.9263.2017.928.6262.4518.2618.268.9622.1021.6518.2618.268.968.9218.2218.2210.5719.8719.8715.738.4924.1422.0422.1022.1022.1022.2762.4559.7462.54圖4.6.16恒載作用下整體框架彎矩圖（kNm）35.7224.4325.2625.2625.4818.1640.1057.6456.2356.2356.2651.9427.5025.2625.2625.1828.079.9757.5552.7249.1149.2249.2248.1435.7224.4325.2625.2625.4818.1640.1057.6456.2356.2356.2651.9427.5025.2625.2625.1828.079.9755.2829.0463.2023.6321.6562.4522.1022.1062.4522.1022.1062.5422.2759.7415.7324.148.4922.04MBA圖MBA圖4.6.17AB跨梁隔離體MAB1950210019506000BAgAB1gAB2①梁端剪力計(jì)算梁端彎矩求出后，從框架中截取梁為隔離體，用平衡條件可求得梁端剪力及梁端柱邊剪力值。對(duì)AB跨梁，取圖4.6.17所示隔離體：由平衡條件，經(jīng)整理可得：同理?yè)?jù)此，可計(jì)算得出梁端剪力，計(jì)算過(guò)程見(jiàn)表4.6.11及表4.6.12。表4.6.11AB跨梁剪力計(jì)算表層次梁荷載gAB1板荷載gAB2ＭABＭBAＶABＶBAＶAB＇ＶBA＇64.0922.4640.1055.2855.22-60.2854.01-59.07512.5613.4657.6463.2064.01-65.8661.01-62.86412.5613.4656.2362.4563.90-65.9760.90-62.97312.5613.4656.2362.4563.90-65.9760.90-62.97212.5613.4656.2362.5463.91-65.9760.91-62.97112.5613.4651.9459.7463.64-66.2460.64-63.24表4.6.12BC跨梁剪力計(jì)算表表4.6.12BC跨梁剪力計(jì)算表層次梁荷載gBC1板荷載gBC2ＶBCＶCBＶBC＇ＶCB＇63.0516.1315.56-15.5614.58-14.5853.059.6611.03-11.0310.17-10.1743.059.6611.03-11.0310.17-10.1733.059.6611.03-11.0310.17-10.1723.059.6611.03-11.0310.17-10.1713.059.6611.03-11.0310.17-10.17②梁端柱邊剪力計(jì)算取柱軸心至柱邊這一段梁為隔離體，由平衡條件可求得梁端柱邊的剪力值。對(duì)AB跨梁，取圖4.6.18所示隔離體：由豎向力平衡及幾何關(guān)系，整理可得：VA’圖VA’圖4.6.18梁端柱邊剪力計(jì)算隔離體225MABgAB2’gAB1’VA同理?yè)?jù)此，可計(jì)算得出梁端柱邊剪力，計(jì)算過(guò)程見(jiàn)表4.6.11及表4.6.12。③梁端柱邊彎矩計(jì)算為內(nèi)力組合作準(zhǔn)備，需將梁端彎矩?fù)Q算至梁端柱邊彎矩，對(duì)于本例，按下式進(jìn)行計(jì)算：計(jì)算結(jié)果如表4.6.13所示，其中ＭAB、ＭBA及ＭBC取自表4.6.10，VAB’及VBA’取自表4.6.11，VBC’取自表4.6.12。表4.6.13梁端柱邊彎矩計(jì)算表層次梁端彎矩梁端柱邊剪力梁端柱邊彎矩ＭABＭBAＭBCＶAB＇ＶBA＇ＶBC＇ＭAB’ＭBA’ＭBC’6-40.1055.28-26.2454.01-59.0714.58-27.9541.99-22.965-57.6463.20-17.9261.01-62.8610.17-43.9149.06-15.634-56.2362.45-18.2660.90-62.9710.17-42.5348.28-15.973-56.2362.45-18.2660.90-62.9710.17-42.5348.28-15.972-56.2362.54-18.2260.91-62.9710.17-42.6648.37-15.931-51.9459.74-19.8760.64-63.2410.17-38.3045.51-17.587)柱軸力計(jì)算柱軸力可由梁端剪力和柱自重疊加得到。在本例中，假定縱向框架梁按簡(jiǎn)支支承，即縱向框架梁傳給柱的集中力可由其受荷面積得到。柱軸力的計(jì)算過(guò)程見(jiàn)表4.6.14，恒載作用下的框架軸力圖如圖4.6.19所示。8)彎矩調(diào)幅本例考慮梁端彎矩調(diào)幅，調(diào)幅系數(shù)取0.85。調(diào)幅后的梁端柱邊彎矩及跨中彎矩如圖4.6.20所示。表4.6.14柱軸力計(jì)算表層數(shù)A柱B柱ＶAB縱梁豎向力Ｆ柱自重Ｇ每層豎向力Ｐ軸力ＮＡＶBAＶBC縱梁豎向力Ｆ柱自重Ｇ每層豎向力Ｐ軸力ＮB655.2243.8419.0299.06頂部99.06-60.2815.5652.6119.02128.45頂部128.45底部118.08底部147.47564.0138.0719.02102.08頂部220.16-65.8611.0361.2819.02138.17頂部285.64底部239.18底部304.66463.9038.0719.02101.97頂部341.15-65.9711.0361.2819.02138.28頂部442.94底部360.17底部461.96363.9038.0719.02101.97頂部462.14-65.9711.0361.2819.02138.28頂部600.24底部481.16底部619.26263.9138.0719.02101.98頂部583.14-65.9711.0361.2819.02138.28頂部757.54底部602.16底部776.56163.6438.0722.67101.71頂部703.87-66.2411.0361.2822.67138.55頂部915.11底部726.54底部937.7855.2260.2815.5615.56128.4555.2260.2815.5615.56128.45147.4164.0165.8663.9063.9063.9163.6466.2465.9765.9765.9711.0311.0311.0311.0311.0311.0311.0311.0311.0311.03285.64304.66442.94461.96600.24619.26757.54776.56915.11937.7899.06118.08220.16239.18341.15360.17481.16583.14602.16703.87726.54圖4.6.19梁剪力、柱軸力圖（kN）462.1419.529.2862.8055.1156.0356.0355.9459.0136.1523.7632.5636.2636.1537.3235.6941.7041.0441.0441.1138.6819.5213.2913.2913.5713.5713.5713.5713.5413.5414.9414.947.936.536.566.566.2823.7632.5636.2636.1537.3236.1562.8055.1156.0356.0355.9459.0135.6941.7041.0441.0441.1138.68圖4.6.20框架梁在恒載作用下經(jīng)調(diào)幅并算至柱邊截面的彎矩（kN）活荷載作用下的內(nèi)力計(jì)算也采用分層法，考慮到活荷載分布的最不利組合，各層樓面活荷載布置也許有如圖4.6.21、4.6.22、4.6.23及4.6.24所示的四種種組合形式。同樣采用彎矩分派法計(jì)算并考慮梁端彎矩調(diào)幅，但在計(jì)算時(shí)不再考慮邊柱上偏心彎矩的影響，這是由于活荷載與恒荷載比較起來(lái)較小，這樣解決的結(jié)果可以滿足工程規(guī)定。計(jì)算所得的梁端彎矩、剪力以及梁端柱邊剪力如表4.6.15所示?？紤]彎矩調(diào)幅，并將梁端彎矩?fù)Q算到梁端柱邊彎矩，其最后的彎矩圖如圖4.6.21、4.6.22、4.6.23及4.6.24所示。表4.6.15(a)AB跨梁端彎矩、剪力以及梁端柱邊剪力值活載布置位置ＭABＭBAＶABＶBAＶAB＇ＶBA＇第一種布置頂層-9.5813.9715.06-16.5314.96-16.43中間層-12.9415.3315.4-16.1915.3-16.09底層-12.6315.2115.37-16.2315.27-16.13第二種布置頂層0.221.03-0.21-0.21-0.21-0.21中間層0.250.81-0.18-0.18-0.18-0.18底層0.250.83-0.18-0.18-0.18-0.18第三種布置頂層-8.9416.8614.48-17.1214.38-17.02中間層-12.3617.2514.98-16.6114.88-16.51底層-12.0317.2114.93-16.6614.83-16.56表4.6.15(b)BC跨梁端彎矩、剪力以及梁端柱邊剪力值活載布置位置ＭBCＭCBＶBCＶCBＶBC＇ＶCB＇第一種布置頂層-6.096.090000中間層-4.294.290000底層-4.454.450000第二種布置頂層-1.741.743.92-3.923.82-3.82中間層-1.881.883.92-3.923.82-3.82底層-1.861.863.92-3.923.82-3.82第三種布置頂層-10.98-1.378.330.498.230.59中間層-8.74-0.77.29-0.557.19-0.45底層-8.95-0.777.39-0.457.29-0.35表4.6.15（c）CD跨梁端彎矩、剪力以及梁端柱邊剪力值活載布置位置ＭCDＭDCＶCDＶDCＶCD＇ＶDC＇第一種布置頂層-13.979.5816.53-15.0616.43-14.96中間層-15.3312.9416.19-15.416.09-15.3底層-15.2112.6316.23-15.3716.13-15.27第二種布置頂層-1.03-0.220.210.210.210.21中間層-0.81-0.250.180.180.180.18底層-0.83-0.250.180.180.180.18第三種布置頂層0.830.17-0.17-0.17-0.17-0.17中間層0.310.09-0.07-0.07-0.07-0.07底層0.350.1-0.08-0.08-0.08-0.08圖圖4.6.21樓面活荷載第一種布置下的梁柱彎矩圖2.522.257.817.815.896.742.953.785.035.739.841.915.031.919.845.735.892.522.952.52(c)底層單元6.7417.8017.80(b)中間層單元2.169.951.846.476.476.476.475.525.521.849.953.655.525.528.088.082.162.162.161.841.8417.6217.625.285.289.583.193.199.588.737.882.635.188.737.882.63(a)頂層單元19.6319.630.170.170.070.220.170.070.410.980.710.240.240.410.980.750.752.050.220.71(a)頂層單元0.120.120.210.040.120.040.210.120.280.770.280.180.530.181.930.770.040.870.870.180.040.180.530.530.53（b）中間層單元0.040.850.850.790.481.950.240.240.180.180.060.060.040.550.550.290.480.210.110.110.210.130.13(c)底層單元圖4.6.22樓面活荷載第二種布置下的梁柱彎矩圖0.290.791.241.245.881.159.1311.0818.664.858.940.790.330.170.130.06(a）頂層單元0.551.960.182.892.067.666.186.182.060.190.290.060.110.020.050.050.070.027.313.8517.201.934.4111.460.071.470.190.690.36(b)中間層單元2.140.130.020.080.050.030.101.9317.200.055.612.810.437.313.850.600.190.330.224.417.396.0211.461.470.07(c)底層單元圖4.6.23樓面活荷載第三種布置下梁柱彎矩圖8.948.9411.082.8918.664.851.960.060.170.130.330.790.551.245.881.159.13(a)頂層單元0.180.070.027.120.360.600.190.190.290.110.020.050.056.187.666.1817.054.254.2511.510.060.061.421.422.062.06(b)中間層單元0.080.050.050.027.130.430.690.190.220.330.130.036.4217.2011.464.413.851.932.812.145.617.391.470.070.10(c)底層單元圖4.6.24樓面活荷載第四種布置下梁柱彎矩圖(3)風(fēng)載作用下的內(nèi)力計(jì)算對(duì)于風(fēng)載作用下的各柱的剪力分派，應(yīng)放在整個(gè)樓層中，按照抗側(cè)剛度在同層柱中進(jìn)行分派。本例各榀橫向框架間距相同，各柱截面相同，抗側(cè)剛度相同，所以可以采用近似的簡(jiǎn)化方法。即按其中一榀(即③軸)，按受風(fēng)荷面積得到等效集中力計(jì)算每層的層剪力Vi，并在該榀所有柱中按抗側(cè)剛度進(jìn)行分派。計(jì)算結(jié)果較前法稍大，但可以滿足工程規(guī)定?？蚣苤思袅?、彎矩分別按式（4-31）和式（4-32）計(jì)算，其中Dij取自表4.6.4（注意換算成標(biāo)準(zhǔn)單位），層間剪力Vi取自表4.6.6，梁柱線剛度比取自表4.6.4。各柱反彎點(diǎn)高度比y按式(4-30)擬定，其中y0由表4-9查得。本例底層柱需考慮修正值y2，第2層柱需考慮修正值y3，其余柱均無(wú)需修正。具體計(jì)算過(guò)程見(jiàn)表4.6.16。表4.6.16各層柱端彎矩及剪力計(jì)算層次hiViDij邊柱A中柱BDi1Vi1KyDi2Vi2Ky63.511.5755082116312.441.540.383.255.29159103.342.930.455.266.4353.525.5955082116315.401.540.438.1310.77159107.392.930.4511.6414.2343.538.6955082116318.171.540.4512.8715.731591011.182.930.5019.5719.5733.550.89550821163110.751.540.4818.0619.571591014.702.930.5025.7325.7323.562.57550821163113.211.540.5023.1223.121591018.072.930.5031.6231.6214.4575.7035403808617.291.950.5542.3234.62961520.563.720.5550.3241.17注：表中M量綱為kN·m，V量綱為kN梁端彎矩、剪力分別按式（4-23）、式（4-24）計(jì)算，柱軸力由其上各層框架梁剪力累加得到。其中梁線剛度取自表4.6.2，具體計(jì)算過(guò)程見(jiàn)表4.6.17。表4.6.17梁端彎矩、剪力及柱軸力計(jì)算層次邊梁走道梁柱軸力lVblVb邊柱N中柱N65.293.376.01.443.063.062.82.19-1.44-0.75514.0210.226.04.049.279.272.86.62-5.48-3.33423.8616.376.06.7114.8414.842.810.60-12.19-7.22332.4423.766.09.3721.5421.542.815.39-21.56-13.24241.1830.086.011.8827.2727.272.819.48-33.44-20.84157.7438.186.015.9934.6134.612.824.72-49.43-29.57注：(1)柱軸力中的負(fù)號(hào)表達(dá)拉力(2)表中M量綱為kN·m,V量綱為kN，N量綱為kN，l量綱為m。(b)0.753.337.22(b)0.753.337.2213.2420.841.444.046.719.3711.8815.9929.572.196.6210.6015.3919.4824.721.445.4812.1921.5633.4449.43(a)圖4.6.25風(fēng)載作用下框架內(nèi)力圖(單位：kN)(a)彎矩圖(kN.m);(b)剪力、軸力圖（kN）5.293.2510.778.1315.7312.8719.5718.0623.1223.1234.6242.326.435.2614.2311.6419.5719.5725.7325.7331.6231.6250.325.2914.0223.8632.4441.1857.7434.6127.2721.5414.849.273.0610.2216.3723.7630.0838.1841.173.37為內(nèi)力組合做準(zhǔn)備，需要把梁端彎矩以及剪力換算到梁端柱邊處的彎矩值和剪力值。換算按下列公式進(jìn)行：（柱邊彎矩）（柱邊剪力）對(duì)于本例，有：M‘AB＝MAB－0.225×V‘ABM‘BA＝MBA－0.225×V‘BAM‘BC＝MBC－0.225×V‘BC并注意到AB、BC跨上無(wú)豎向荷載，剪力圖的圖形為水平直線段，故有：V’AB=VAB,V’BA=VBA，V’BC＝VBC據(jù)此計(jì)算，計(jì)算過(guò)程及結(jié)果見(jiàn)表4.6.18所示。梁的跨中彎矩根據(jù)幾何關(guān)系，如圖4.6.26所示，可由下式計(jì)算AB跨：BC跨：計(jì)算過(guò)程及結(jié)果見(jiàn)表4.6.18所示。表4.6.18風(fēng)載作用下梁端柱邊彎矩及跨中彎矩計(jì)算結(jié)果層次梁端彎矩梁端柱邊剪力梁端柱邊彎矩跨中彎矩MABMBAMBCVAB’VBA’VBC’MAB’MBA’MBC’MAB0MBA065.293.373.06-1.44-1.44-2.194.973.042.570.960514.0210.229.27-4.04-4.04-6.6213.119.307.781.900423.8616.3714.84-6.71-6.71-10.622.3514.8412.463.750332.4423.7621.54-9.37-9.37-15.3920.3321.6218.084.340241.1830.0827.27-11.88-11.88-19.4838.5127.3722.895.550157.7638.1834.61-15.99-15.99-24.7254.1434.5329.059.780MMBC0=0MCBMBCMABMAB0MBA圖4.6.26AB、BC跨跨中彎矩計(jì)算簡(jiǎn)圖(a)AB跨計(jì)算簡(jiǎn)圖(b)BC跨計(jì)算簡(jiǎn)圖圖4.6.27風(fēng)荷載作用下梁端柱邊及跨中彎矩0.962.571.909.307.787.783.7514.8412.4612.464.3421.6218.0818.085.5527.3722.8922.8913.1122.3530.3338.5134.539.7829.0529.053.042.573.0413.1122.3530.3338.519.3014.8421.6227.3734.5354.1454.140.961.903.754.345.559.784.974.974.6.6內(nèi)力組合根據(jù)內(nèi)力計(jì)算的結(jié)果，即可進(jìn)行框架各梁柱各控制截面上的內(nèi)力組合，其中梁的控制截面為梁端柱邊及跨中。由于對(duì)稱(chēng)性，每層有五個(gè)控制截面，即圖4.6.28(a)梁中的1、2、3、4、5號(hào)截面。柱則分為邊柱和中柱（即A柱、B柱），每個(gè)柱每層有兩個(gè)控制截面，如圖4.6.28（b）所示。以第四層柱為例，控制截面為7、8號(hào)截面。因活荷載作用下內(nèi)力計(jì)算采用分層法，故當(dāng)三層梁和四層梁上作用有活荷載時(shí)，將對(duì)四層柱內(nèi)產(chǎn)生內(nèi)力。本例考慮了三種內(nèi)力組合，即1.2恒載+1.4活載，1.35恒載+（1.4×0.7）活載，1.2恒載+0.9×1.4（活載+風(fēng)載）。此外，對(duì)于本工程，1.2恒載+1.4風(fēng)載、1.2恒載+1.4活載+0.6×1.4風(fēng)載以及1.2恒載+（1.4×0.7）活載+1.4風(fēng)載這三種組合與1.2恒載+0.9×1.4（活載+風(fēng)載）的組合相比一般偏小，對(duì)結(jié)構(gòu)設(shè)計(jì)不起控制作用，故不予考慮。本例僅對(duì)1、3、6層的梁和柱進(jìn)行內(nèi)力組合。梁的內(nèi)力組合過(guò)程見(jiàn)表4.6.19。柱的內(nèi)力計(jì)算結(jié)果見(jiàn)表4.6.20，并據(jù)此進(jìn)行柱的內(nèi)力組合，見(jiàn)表4.6.21。在柱的內(nèi)力組合過(guò)程中，應(yīng)注意選擇對(duì)柱最不利的情況進(jìn)行內(nèi)力組合，所以在組合時(shí)應(yīng)注意針對(duì)不同的情況進(jìn)行分析，找出最不利的情況。例如在進(jìn)行六層A柱按Ｎmin，Ｍ原則進(jìn)行組合時(shí)，選擇活載④（Ｍ>0,Ｎ<0）時(shí)，彎矩增大軸力減小,這種情況有也許導(dǎo)致大偏壓破壞，是一種也許的不利組合。同樣是這種組合原則，對(duì)六層B柱（Ｍ<0,Ｎ<0）,彎矩和軸力都增大，不能判斷是趨向安全還是趨向破壞。因此，本例對(duì)六層B柱在此情況下的組合僅選用恒載①部分，而不是①+④。類(lèi)似的情形已在表4.6.21中用下劃線標(biāo)出。1616543211109873211254ADCB圖4.6.28框架梁柱控制截面(a)(b)77651109885432A柱C柱B柱D柱根據(jù)內(nèi)力組合結(jié)果，即可選擇各截面的最不利內(nèi)力進(jìn)行截面配筋計(jì)算。必須指出的是：表4.6.21中組合得到的內(nèi)力，并不一定是最不利內(nèi)力。例如大偏心受壓的情況，也許是N較小但不是最小而M又較大時(shí)更危險(xiǎn)，因此，必要時(shí)應(yīng)根據(jù)截面大小偏壓的情況重新組合，得出最不利的一組內(nèi)力進(jìn)行配筋。最后，在考慮構(gòu)造規(guī)定后，擬定有關(guān)控制截面的配筋，并作出結(jié)構(gòu)施工圖，此處從略。恒載活載恒載活載風(fēng)載內(nèi)力組合2恒載+1.4活載1.35恒載+（1.4×0.7）活載1.2恒載+0.9×1.4（活載+風(fēng)載）①②③④⑤⑥⑦⑧⑨ＭＶＭＶＭＶＭＶＭＶＭＶＭmaxＭminＶmaxＭmaxＭminＶmaxＭmaxＭminＶmax第六層1-23.7654.01-5.2815.060.17-0.21-4.5814.48-0.13-0.174.97-1.44—-36.6685.90—-37.7887.67—-42.1185.60262.80—19.63—-0.41—18.66—0.33—0.96—102.84——104.02——101.30——3-35.69-59.07-8.73-16.53-0.98-0.21-11.08-17.120.79-0.17-3.04-1.44—-58.34-94.85—-59.04-96.52—-60.62-94.274-19.5214.58-5.180.00-0.753.92-9.138.331.240.492.57-2.19—-36.2129.16—-35.3027.85—-38.1730.755-9.28—-5.18—2.05—-1.15—-1.15—0.00——-18.39——-17.60——-17.66—第三層1-37.3261.01-8.0815.400.21-0.18-7.6614.98-0.07-0.0730.33-9.37—-56.1094.77—-58.3097.46—-93.18104.42255.11—17.62—-0.28—17.05—0.11—4.34—90.80——91.67——93.80——3-41.70-62.86-9.95-16.19-0.77-0.18-11.51-16.610.29-0.07-21.62-9.37—-66.15-98.69—-67.57-101.14—-91.78-108.174-13.2910.17-3.650.00-0.873.92-7.127.290.60-0.5518.08-15.39—-25.9222.41—-24.9220.87—-47.7040.785-6.28—-3.65—1.93—-0.36—-0.36—0.00——-12.65——-12.06——-12.14—第一層1-36.1560.90-8.0815.370.21-0.18-7.3914.93-0.08-0.0854.14-15.99—-54.6994.60—-56.7297.28—-121.78112.59256.03—17.62—-0.28—17.20—0.13—9.78—91.90——92.91——101.76——3-41.0462.97-9.95-16.23-0.77-0.18-11.46-16.660.33-0.08-34.53-15.99—-65.29-98.89—-66.63-101.34—-107.20-116.704-13.5710.17-3.650.00-0.873.92-7.317.390.69-0.4529.05-24.72—-26.5222.55—-25.4820.97—-62.1052.665-6.56—-3.65—1.93—-0.43—-0.43—0.00——-12.98——-12.43——-12.47—次層荷載類(lèi)型截面表4.6.19框架梁內(nèi)力組合表4.6.20各層柱內(nèi)力計(jì)算結(jié)果層次柱號(hào)截面荷載類(lèi)型頂層A柱Ｍ129.58-0.228.940.17Ｍ113.19-0.072.890.06Ｎ6層22.67-0.2122.090.17B柱Ｍ12-7.880.71-5.88-1.24Ｍ11-2.630.24-1.96-0.18Ｎ6層24.1411.1340.067.32中間層A柱Ｍ上頂2.16-0.042.060.02Ｍ上底6.47-0.126.180.05Ｎ上層0.000.000.000.00Ｍ下