青島理工大學(xué)自考畢業(yè)

摘要本設(shè)計(jì)分為兩個(gè)部分:建筑設(shè)計(jì)、結(jié)構(gòu)設(shè)計(jì)。建筑設(shè)計(jì)包括建筑方案和建筑施工圖的繪制，結(jié)構(gòu)設(shè)計(jì)為本設(shè)計(jì)最主要的部分。結(jié)構(gòu)設(shè)計(jì)主要進(jìn)行了結(jié)構(gòu)方案中①-④軸的一代表性框架的荷載計(jì)算、內(nèi)力分析及組合、構(gòu)件配筋計(jì)算和抗震設(shè)計(jì)等。在確定框架布局之后，先進(jìn)行豎向荷載值計(jì)算和地震、風(fēng)荷載計(jì)算，然后利用Q值法求出荷載作用下的結(jié)構(gòu)內(nèi)力（彎矩、軸力、剪力），找出最不利的一組或幾組內(nèi)力組合，選取最不安全的結(jié)果計(jì)算配筋并繪圖，利用PKPM建模復(fù)核計(jì)算結(jié)果。此外還進(jìn)行了柱下獨(dú)立基礎(chǔ)、樓梯樓板等構(gòu)件的設(shè)計(jì)。關(guān)鍵詞：賓館建筑，結(jié)構(gòu)設(shè)計(jì)，框架，內(nèi)力計(jì)算，抗震設(shè)計(jì)，構(gòu)件配筋1工程概況本工程為青島如家賓館。總建筑面積5000平方米，此建筑縱向長(zhǎng)為54.6m,主體橫向12.9m，一層橫向18.3m。主體結(jié)構(gòu)共6層，層高均為3.3m。風(fēng)荷載：基本風(fēng)壓?0=0.60kN-m-2，地面粗糙度為C類。雨雪條件：基本雪壓為0.20kN-m-2。抗震設(shè)計(jì)條件：建設(shè)場(chǎng)地的地震基本烈度為6度，建筑抗震類別為丙類，建筑結(jié)構(gòu)抗震等級(jí)為框架三級(jí)，場(chǎng)地特征周期為二區(qū)，場(chǎng)地土為II類。建筑結(jié)構(gòu)的安全等級(jí)為二級(jí)，設(shè)計(jì)使用年限為50年。2結(jié)構(gòu)布置及計(jì)算簡(jiǎn)圖根據(jù)房屋的使用功能及建筑設(shè)計(jì)的要求，進(jìn)行了建筑平面，立面及剖面設(shè)計(jì)，其標(biāo)準(zhǔn)建筑平面，結(jié)構(gòu)平面見(jiàn)圖2。填充墻采用200mm厚的粘土空心磚砌筑。門為木門，門洞尺寸1.0mx2.1m,3.0mx2.6m,1.0mx2.4m，窗為鋁合金窗，洞口尺寸為1.8mx2.4m，1.8mx1.5m。樓蓋及屋蓋均采用現(xiàn)澆鋼筋混凝土結(jié)構(gòu)，樓板厚度取100mm.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(jiàn)表1,表中還給出了各層梁，柱和板的混凝土強(qiáng)度等級(jí)。其設(shè)計(jì)強(qiáng)度：C(f=11.9N-mm-2,f=1.27N-mm-2),C(f=14.3N-mm-2,f=1.43N-mm-225"ct30'ct表1梁截面尺寸(mm)及各層混凝土強(qiáng)度等級(jí)

層次混凝土強(qiáng)度等級(jí)橫梁（bxh）縱梁(bxh)次梁（bxh）AB跨，CD跨BC跨1-6C30300x500500x300300x600300x400由已知條件查表可知該框架結(jié)構(gòu)的抗震等級(jí)為三級(jí)，其軸壓比限值［rn卜0.9,各層的重力荷載代表值近似取15kN?m-2。則邊柱及中柱的負(fù)載面積6.2x2.6m2和6.2x（2.6+1.05）m2。由式A°>-N—得各層柱截面面積為：Nc1.3x7.2x2.7x103x6x15邊柱：A>09~143=176727mm2（420mm）1.25x7.2x3.75x103x6x15中柱：A>09~143=236014mm2（486mm）如取柱截面為正方形，則邊柱和中柱截面長(zhǎng)度分別為420mm和486mm。根據(jù)以上計(jì)算結(jié)果并考慮其它因素，柱截面尺寸取值為：底層柱600mmx600mm，其它層柱500mmx500mm基礎(chǔ)選用柱下獨(dú)立基礎(chǔ)，基礎(chǔ)埋深2.5m,基礎(chǔ)高1.0m?？蚣芙Y(jié)構(gòu)計(jì)算簡(jiǎn)圖如圖1所示，取頂層柱的形心線作為框架柱的軸線；梁軸線取至板底，2-6層柱高即層高取3.3m.底層柱高度從基礎(chǔ)頂面算至一層樓底即h1=3.3+0.6+2.5-1.05-0.1=5.3取h「5.3m―5.4m—5.411155―5.4m—5.411155（b）縱向框架（a）橫向框架圖1框架結(jié)構(gòu)計(jì)算簡(jiǎn)圖圖2建筑平面圖及結(jié)構(gòu)平面布置圖3重力荷載計(jì)算3.1屋面及樓面的永久荷載標(biāo)準(zhǔn)值屋面（不上人）30厚細(xì)石混凝土保護(hù)層三氈四油防水層20厚水泥砂漿找平層150厚水泥蛭石保溫層100厚鋼筋混凝土板V型輕鋼龍骨吊頂22x0.03=0.66kN-m-20.4kN-m-220x0.02=0.4kN-m-25x0.15=0.75kN-m-225x0.1=2.5kN-m-20.25.kN-m-24.96kN-m-4.96kN-m-20.60kN-m-2厚瓷磚地面

25x0.1=25x0.1=2.5kN-m-20.25kN-m-23.30kN-m-23.2屋面及樓面可變荷載標(biāo)準(zhǔn)值不上人屋面均布活荷載標(biāo)準(zhǔn)值2.0kN-m-2樓面活荷載標(biāo)準(zhǔn)值2.0kN?m-2屋面雪荷載標(biāo)準(zhǔn)值s=rs=1.0x0.3=0.20kN?m-23.3梁、柱、墻、窗、門重力荷載計(jì)算°梁，柱可根據(jù)截面尺寸，材料容重及粉刷等計(jì)算長(zhǎng)度上的重力荷載；對(duì)墻，窗，門等可計(jì)算單位面積上的重力荷載。具體過(guò)程略，計(jì)算結(jié)果見(jiàn)表2。表2梁、柱重力荷載標(biāo)準(zhǔn)值層次構(gòu)件b/mh/mr/kN?m-3Pg/kN?m-1l/mnG/kN￡G/kNi1邊橫梁0.200.5251.053.9384.52520356.41892.53中橫梁0.200.4251.051.961.51029.55次梁0.200.4251.053.155.32518382.63續(xù)表2梁、柱重力荷載標(biāo)準(zhǔn)值縱梁0.200.6251.054.636.6361123.85柱0.60.6251.109.95.4402138.42?6邊橫梁0.200.5251.053.9384.66516294.61146.8中橫梁0.200.4251.053.151.6825.22次梁0.200.4251.053.155.36514236.04縱梁0.200.4251.053.156.628590.94柱0.50.5251.106.8653.340906.5注1)表中P為考慮梁柱的粉刷層重力荷載而對(duì)其重力荷載的增大系數(shù)；g表示單位長(zhǎng)度構(gòu)件重力荷載;n為構(gòu)件數(shù)量

注2)長(zhǎng)度取凈長(zhǎng)，柱長(zhǎng)度取層高注2)長(zhǎng)度取凈長(zhǎng)，柱長(zhǎng)度取層高外墻為400mm厚砌塊，外墻面貼瓷磚(0.5kN-m-2)內(nèi)墻面為20mm厚抹灰，則外墻單位墻面重力荷載為：0.5+0.4x15+17x0.02=6.84kN?m-2內(nèi)墻為200mm厚砌塊，兩側(cè)均為20mm厚抹灰，則內(nèi)墻單位墻面重力荷載為：0.2x15+17x0.02x2=3.68kN?m-2木門單位面積重力荷載為0.2kN?m-2；鋁合金窗單位面積重力荷載為0.4kN/m2。3.4重力荷載代表值集中于各樓層標(biāo)高處的重力荷載代表值G，.為計(jì)算單元范圍內(nèi)各層樓面上的重力荷載代表值及上下各半層的墻柱等重量，計(jì)算G，.時(shí)，各可變荷載的組合值按表1.16的規(guī)定采用，屋面上的可變荷載均取雪荷載。具體計(jì)算過(guò)程略，計(jì)算結(jié)果見(jiàn)圖21G「8428.6KNG「9325.8KNG「9325.8KNG「9325.8KNG「9325.8KNG1=10615.6KN圖3重力荷載代表值4框架側(cè)移剛度計(jì)算4.1橫向框架側(cè)移剛度計(jì)算橫向側(cè)移剛度計(jì)算方法如下。橫梁線剛度《計(jì)算過(guò)程見(jiàn)表3,柱線剛度,：計(jì)算過(guò)程見(jiàn)表4.表3橫梁線剛度類別層次Ec(N-mm-2)bxh(mmxmm)I0(mm4)l(mm)EI11(N-mm)1.5EI/1(N-mm)2.0EI/1(N-mm)邊橫梁13.0x104300x5003.125x10<,54001.74x10102.61x10103.48x10102~63.0x104300x5003.125x10<,54001.74x10102.61x10103.48x1010中橫梁13.0x104250x3000.56x10921000.8x10101.2x10101.6x10102~63.0x104250x3000.56x10921000.8x10101.2x10101.6x1010表4柱線剛度七計(jì)算表層次h/(mm)E/(N-mm-2)bxh(mmxmm)I/(mm4)EI/1(N-mm)154003.0x104600X6001.08x10。6x10102~633003.0x104500X5000.52x10104.73x1010柱的側(cè)移剛度D值按下式計(jì)算D=a°令，a。為柱的側(cè)移剛度修正系數(shù)，可由D=a表2.2所列公式計(jì)算。根據(jù)梁、柱線剛度比E的不同，柱分為中框架中柱和邊柱，邊框架中柱和邊柱以及樓梯間柱等?，F(xiàn)以第2層B-3柱的側(cè)移剛度計(jì)算為例，說(shuō)明計(jì)算過(guò)程，其余柱的計(jì)算過(guò)程略，計(jì)算結(jié)果見(jiàn)表D=a2x4.731.63.481.41八八a==0.41c2+1.414.731.63.48第2層B-2柱及其與其相連的梁的相對(duì)線剛度如圖3所示，圖中數(shù)據(jù)取自表3和4，由表2.2可得梁柱線剛度比k為k=3家2+3.48x2=].4]蘭=0.41x12x473x1010=31380.72N-mmch233002表5中框架柱側(cè)移剛度D值（N-mm）層次邊柱（10）中柱（10）￡DikacDiikacDi210.580.4210356.160.850.4611589.04390082.082~60.640.2614062.631.060.20518242.42564993.9表6邊框架柱側(cè)移剛度D值（N-mm）層次A-1,A-10B-1,B-10~^D~ikacDiikacDi210.440.2099616.440.640.4310602.6440438.362~60.600.2211466.660.800.2915115.1553163.64表6樓梯間框架柱側(cè)移剛度D值（N-mm）層次C-4C-5D-4D-5ikacDnkacDi210.420.20816389.300.130.2913486.5861649.662~60.460.1920559.680.140.066311.8655643.28將上述不同情況下同層框架柱側(cè)移剛度相加，即得框架各層層間側(cè)移剛度層次12345層次123456￡Di440520.44618156.54618156.54618156.54618156.54618156.54表8框架各層層間側(cè)移剛度由表8可見(jiàn)￡D/￡D=0.62>0.6,故該框架為規(guī)則框架。因?yàn)榭v向框架側(cè)移比橫向縱向框架小，故不用驗(yàn)算縱向框架側(cè)移剛度。5橫向水平荷載作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算5.1橫向水平地震作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算5.1.1橫向自振周期計(jì)算結(jié)構(gòu)頂點(diǎn)的假想側(cè)移由式V=^G,(Au)=V/Gu=2(Au)計(jì)GikiGiij,Tk=ik=ik=ik算。計(jì)算過(guò)程見(jiàn)下表9表9結(jié)構(gòu)頂點(diǎn)的假想側(cè)移層次G/kN匕./kN2D(N-mm)iAp/mmip/mm68428.68428.6618156.5413.64346.9559325.816654.4618156.5428.62333.3149325.826080.2618156.5443.81304.5939325.836406618156.5450.89260.6829325.845631.8618156.5463.98201.89110615.615634604440520.44126.91126.91按式T1=17T、u計(jì)算基本周期，其中UT的量綱為m,取中廣0.6則T=1.7x0.7x*0.34695=0.60s15.1.2水平地震作用及樓層地震剪力計(jì)算因?yàn)楸驹O(shè)計(jì)方案中結(jié)構(gòu)高度不超過(guò)40m,質(zhì)量和剛度沿高度分布較均勻，變形以剪切型為主，故可用底部剪力法計(jì)算水平地震作用。結(jié)構(gòu)總水平地震作用標(biāo)準(zhǔn)值按式G=0.85ZG計(jì)算即：G=0.85^G=0.85x（13668.63+11190.03X4+8115.45）=0.85X56346.4=46895.29kNa=（L）0.9a=（里加x0.08=0.0483451Tmax0.701Fek=aG=0.048345x47895.29=2315.50kN因1.4T=1.4x0.4=0.56<T=0.79s,所以應(yīng)考慮頂部附加水平地震作用。頂部附加地震系數(shù)8按0.08〈+0.01（表1.19）計(jì)算，即8=0.08+0.7+0.01=0.066AF=0.066x2315.5=152.823kN各質(zhì)點(diǎn)的水平地震作用按式F=GiHiF(1-5)

inekn各質(zhì)點(diǎn)的水平地震作用按式Y(jié)GHjjj=1將上述5和f代入可得F=2162.68GiHibEK1咒GHjjj=1圖5具體過(guò)程見(jiàn)表10。各樓層地震剪力按式匕=YFk，結(jié)果見(jiàn)表10中k=i表10各質(zhì)點(diǎn)橫向水平地震作用及樓層地震剪力計(jì)算表圖5層次H/mG/kNGH/kN-mGHzGHjjF/kNiV/kNi621.98428.6184586.340.246532.02532.02518.69325.8163459.880.231499.581031.6415.39325.8142684.640.190410.911442.51312.09325.8111909.60.149322.241664.6528.69325.881134.460.108233.561998.3215.410615.656324.240.066164.362162.68各質(zhì)點(diǎn)水平地震作用及樓層地震剪力沿房屋高度的分布見(jiàn)圖4樓層地震剪力5.1.3水平地震作用下的位移驗(yàn)算水平地震作用下框架結(jié)構(gòu)的層間位移kui和頂點(diǎn)位移V=i/Dj=1ij和式u=咒(Au)*，計(jì)算過(guò)程見(jiàn)表11。表中還計(jì)算了各層的層間彈性位移角k=10=Au/h。表11橫向水平地震作用下的位移驗(yàn)算層次V/kNizD/N?mmiAp/mmip/mmh/mm0=坐ehi6532.02618156.540.8615.8533001/383651031.6618156.541.6614.9933001/1966續(xù)表11橫向水平地震作用下的位移驗(yàn)算41442.51618156.542.3313.3233001/141631664.65618156.542.8510.9933001/115821998.32618156.543.238.1433001/102212162.68440520.444.914.9154001/1100由表11可見(jiàn)，最大層間彈性位移角發(fā)生在第2層，其值為1/825〈1/550，滿足Au<[0]h的要求，其中[Au/h]=1/550。5.1.4水平地震作用下框架內(nèi)力計(jì)算以平面圖中②軸線橫向框架內(nèi)力計(jì)算為例，說(shuō)明計(jì)算方法，其余框架內(nèi)力計(jì)算略?？蚣苤思袅皬澗胤謩e按式V=4和Mb=V?yh計(jì)算，其中D廠取自咒Vi

j=1表5，zD’j取自表8，層間剪力取自表11。各柱反彎點(diǎn)高度比y按式y(tǒng)=y+y+y+y確定，其中y由表查得。本計(jì)算中底層柱需考慮修正值y，第n123n22層柱需考慮修正值七和七，其余柱均無(wú)修正。具體過(guò)程及結(jié)果見(jiàn)下表12表12各層柱端剪力及彎矩計(jì)算層次hi/mVi/kN￡D/N-mm邊柱DiiVi1kyMbilMRilDi163.3532.02618156.5414062.6312.110.640.20011.9926.9618242.421553.31031.6618156.5414062.6323.480.640.4030.9946.4918242.423043.31442.51618156.5414062.6332.840.640.4245.5262.8618242.424233.31664.65618156.5414062.6340.180.640.4559.6662.9318242.425223.31998.32618156.5414062.6345.490.640.5065.0665.0618242.4215.42162.68440520.4410356.1651.480.580.62196.6663.1411589.04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式Mi=.七.（Mb+Mu）,Mr=.七.（Mb+Mu）和V=空il+iri+Ljijbil+iri+Ljjblbbbb其中梁線剛度取自表3，具體過(guò)程見(jiàn)表13。表13梁端彎矩、剪力及柱軸力計(jì)算層次邊梁中橫梁MibMrblVbMibMrblVb626.9621.345.49.139.829.822.19.35558.4850.625.420.2023.2623.262.122.16493.8582.935.432.6438.1338.132.136.313118.45103.135.441.0346.4246.422.145.162134.63125.515.448.1956.6256.622.154.961138.2140.2005.451.5664.5264.522.161.45注：1）柱軸力中的負(fù)號(hào)表示拉力。當(dāng)為左震時(shí)，左側(cè)兩根柱為拉力，對(duì)應(yīng)的右側(cè)兩根柱為壓力。2）表中M單位為KN.m,V的單位為kN，N的單位為kN，l的單位為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圖5所示。21.3427.975.86-58.4827.9731.16464923.2123.2773.30134.73_72.9375.0663.1451.81118.4526.8793.85/82.9367.1238.13103.13108.9747.42125.51122.66138.2/350.44-135.3157.72/140.30C9.8250.62-9.131I_I〔9.35-\1■!27.975.86-58.4827.9731.16464923.2123.2773.30134.73_72.9375.0663.1451.81118.4526.8793.85/82.9367.1238.13103.13108.9747.42125.51122.66138.2/350.44-135.3157.72/140.30C9.8250.62-9.131I_I〔9.35-\1■!1-9.13-0.2219.42122.16\V-29.33-2.18/32.74/k4|36.31/V-62.07-5.75/I41.03.11彳|45.16VV-103.1-9.88/%.48.19|54.97/VDC風(fēng)荷載標(biāo)準(zhǔn)值按式％=8z四s七①。?；撅L(fēng)壓30=0.60kN-m-2由《荷載規(guī)范》第6.3節(jié)查得r=0.8（迎風(fēng)面）和r=-0.5（背風(fēng)面）。b類地區(qū)，H/B=21.9/64.8=0.2038,且高度不超過(guò)30M故不考慮風(fēng)振系數(shù)影響，取fz=1.0同時(shí)將基本風(fēng)壓Wo乘以增大系數(shù)1.05即可滿足要求。取②軸線橫向框架，其負(fù)載寬度為6.8m,由式得沿房屋高度的分布風(fēng)荷載標(biāo)準(zhǔn)值為：q=7.2x0.55。RR=4.158。RRzszzsz根據(jù)各樓層標(biāo)高處的高度H，由表1.11查取R，代入上式可得各樓層標(biāo)高處的q（z），見(jiàn)下表14；q（z）沿房屋高度的分布見(jiàn)圖6（a）

表14沿房屋高度分布風(fēng)荷載標(biāo)準(zhǔn)值層次H/mH/HPzPzq(z)/kN?m-1q(z)/kN?m-1621.91.001.261.04.1912.619518.60.8491.221.03.4452.153415.30.6991.151.02.6641.661312.00.5481.051.01.9141.96128.60.20961.031.01.3600.8515.40.2461.011.00.8300.519(a)風(fēng)荷載沿房屋高度的分布(單位：kN?m-i)(b)等效節(jié)點(diǎn)、集中風(fēng)荷載(單位:kN)圖6框架上的風(fēng)荷載《荷載規(guī)范》規(guī)定，對(duì)于高度大于30m且高寬比大于1.5的房屋結(jié)構(gòu)，應(yīng)采用風(fēng)振系數(shù)Pz來(lái)考慮風(fēng)壓脈動(dòng)的影響。本設(shè)計(jì)中房屋高度H=21.8m<30m,且H/B=1.35<1.5，風(fēng)壓脈動(dòng)的影響較小。因此，該房屋無(wú)需考慮風(fēng)壓脈動(dòng)的影響。框架結(jié)構(gòu)分析時(shí)，應(yīng)按靜力等效原理將圖6(a)的分布風(fēng)荷載轉(zhuǎn)化為節(jié)點(diǎn)集中荷載，如圖6(b)所示，集中荷載F的計(jì)算過(guò)程如下：TOC\o"1-5"\h\z~1‘.11F=(0.830+0.519)x3.3x+(1.360-0.830+0.85-0.519)x3.3xx+\o"CurrentDocument"1223~12(0.830+0.519)x3.3x-x-=11.74kNF=(1.360+0.85+0.830+0.519)x3.3x1+(1.914-1.671+1.196-0.85)x3.3x1x1+TOC\o"1-5"\h\z2223/--12(1.360-0.830+0.85-0.519)x3.3x_x—=17.49323F=(1.914+1.196+1.360+0.85)x3.3x-+(2.674-1.914+1.671-1.196)x3x-x-+22312(1.914-1.360+1.196-0.85)x3.3x-x-=18.983F=(2.674+1.671+1.914+1.196)x3.3x1+[(3.445—2.674)+(2.153-1.671)]x2.8x1x1+72232[(2.664-1.914)+(1.661-1.196)]x3.3x—x—=20.72kN3F=(3.445+2.153+2.674+1.671)x3.3x1+(2.674-3.445+2.619-2.153)x3.3x1x-+22312(3.445-2.674+2.153-1.671)x3.3x2x3=23.19kN/,~~111F=(2.674+2.619+3.445+2.153)x3.3x-+(0-4.191+0-2.619)x3.3x-x-+12(4.191-3.445+2.619-2.153)x3.3xx=19.23kN235.2.2風(fēng)荷載作用下的水平位移驗(yàn)算.根據(jù)圖6(b)所示的水平荷載由式匕=UFk計(jì)算層間剪力匕，然后依據(jù)表5

i=1求出②軸線框架的層間側(cè)移剛度，再按式△"?和"=8(△")k計(jì)算各層的相〉Di=1?

i=1對(duì)側(cè)移和絕對(duì)側(cè)移。計(jì)算過(guò)程見(jiàn)表15表15風(fēng)荷載作用下框架層間剪力及側(cè)移計(jì)算層次123456F/kNi40186.3112.2614.2618.3818.05V/kNi64.4460.2662.9550.6936.4318.05

續(xù)表15風(fēng)荷載作用下框架層間剪力及側(cè)移計(jì)算￡D/N-mm43890.464630.2064630.2064630.2064630.2064630.20Aw/mmi1.601.090.960.690.560.28u/mm1.602.693.664.545.15.38Au/h1/31481/20191/30961/40441/50321/12600由表15可見(jiàn)，風(fēng)荷載作用下框架的最大層間位移角為1/2661遠(yuǎn)小于1/550,滿足規(guī)范要求。5.2.3風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算.風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算過(guò)程與水平地震作用下的相同。以②軸為例。表16風(fēng)荷載作用下各層柱端剪力及彎矩計(jì)算層次hi/mVi/kN￡D/N-mmt邊柱中柱DiiVi1kyMbiiMRiiDi1Vi2kyMbi2MRi263.318.0564630.2014062.633.930.640.2003.899.0818242.425.091.060.2066.0510.6553.336.4364630.2014062.636.930.640.4010.4615.6018242.4210.281.060.4515.2618.6643.350.6964630.2014062.6311.040.640.4215.3021.1318242.4214.311.060.4621.6225.5033.362.9564630.2014062.6313.60.640.4520.20424.8618242.4216.661.060.5029.3229.3223.360.2664630.2014062.6315.300.640.5025.2525.2518242.4219.831.060.5032.6232.6215.464.4443890.410356.1616.560.580.6268.2626.5511589.0419.150.850.6566.2236.19注：表中M量綱為kN-m,v量綱為kN。表16風(fēng)荷載作用下梁端彎矩，剪力及柱軸力計(jì)算層次邊梁中橫梁柱軸力MibMrblVbMibMrblVb邊柱N中柱N69.086.365.43.043.393.392.13.23-3.04-0.19519.5916.935.46.666.686.682.16.41-9.8-0.84431.5926.935.411.0212.8412.842.112.23-20.82-2.05340.1634.965.413.9116.0816.082.115.31-34.63-5.652405942.505.415.3919.5419.542.118.61-50.12-8.96

續(xù)表16風(fēng)荷載作用下梁端彎矩，剪力及柱軸力計(jì)算151.846.215.418.3421.6021.602.120.66-68.46-11.3注：1）柱軸力中的負(fù)號(hào)表示拉力。當(dāng)為左震時(shí)，左側(cè)兩根柱為拉力，對(duì)應(yīng)的右側(cè)兩根柱為壓力。2）表中M單位為KN.m,V的單位為kN，N的單位為kN，l的單位為m.②軸線橫向框架在風(fēng)荷載作用下的彎矩。梁端剪力及柱軸力見(jiàn)圖67.369.0810.7F9.08|3.39?十3.043.04“3.23^i'■<3.89—l8^619.59J16.93”718.665.357.78-3.046.766.76-0.19上7.41-9.810.4631.594--23.97三7：.，#16.3512.847.369.0810.7F9.08|3.39?十3.043.04“3.23^i'■<3.89—l8^619.59J16.93”718.665.357.78-3.046.766.76-0.19上7.41-9.810.4631.594--23.97三7：.，#16.3512.8425.5011.0211.0-0.84212.2315.3028.5734.9629.32-20.82'139113.91-2.05115.340.1727.0316.08-34.7；20.3440.5919.9242.5039.5519.5422.1747.21.32.7236.1915.3915.39-5.768.2725.2551.8D26.18_21.7('23.77（a）框架彎矩圖-50.1218.34II18.34-8.97|p20.67-68.46-11.3DC（b）梁端剪力及柱軸力圖6豎向荷載作用下框架結(jié)構(gòu)的內(nèi)力計(jì)算6.1橫向框架內(nèi)力計(jì)算6.1.1計(jì)算單元?、谳S線橫向框架進(jìn)行計(jì)算，計(jì)算單元寬度為6.8m，如圖8所示。由于房間內(nèi)布置有次梁，故直接傳給該框架的樓面荷載如圖中的水平陰影線所示，計(jì)算單元范圍內(nèi)的其余樓面荷載則通過(guò)次梁和縱向框架梁以集中力的形式傳給橫向框架，作用于各節(jié)點(diǎn)上。由于縱向框架的中心線與柱的中心線不重合，因此在框架節(jié)點(diǎn)上還作用有集中力矩。

圖9橫向框架計(jì)算單元6.1.2荷載計(jì)算6.1.2.1恒荷計(jì)算圖9橫向框架計(jì)算單元在圖9中，％和q代表橫梁自重，為均布荷載形式。對(duì)于第6層q1=3.938kN-m,q；=1.97kN-mq2和q2為房間和走道板傳給橫梁的梯形和三角形荷載，由圖9所示幾何關(guān)系可得：q2=4.96x3.6=17.86kN-mq2=4.96x2.1=10.42kM-mp1和p2分別為由邊縱梁、中縱梁直接傳給柱的恒荷載，它包括梁自重、樓板重、女兒墻等重力荷載。計(jì)算如下：p=[(3.6x3.6/2)x2+(1.8+5.4)/2x3.6/2]x4.96+3.15x7.2+1.97x5.4/2+6.84x1.2x7.2=183.519kNp=[(3.6x3.6/2)x2+(1.8+5.4)/2x3.6/2+(2.55+3.6)x1.5x2]x4.96+3.15x7.2+1.97x5.4/2=189.111kN集中力矩：M=pe=183.52x0.6—0.3=27.53kN-m,M=pe=189.111x0.6—0.3=28.37kN-m11122222對(duì)2?5層，％,q;包括梁自重和其上橫墻自重，為均布荷載形式。其它荷載計(jì)算方法同第6層，結(jié)果為：q1=3.938+3.68x(3.3-0.5)=14.24kN-m,q=3.19kN-mq=3.3x3.6=11.88kN-m,q'=3.3x2.1=6.93kN-mp：=[(3.6x3.6/2)x2+(1.8+25.4)/2x3.6/2]x3.3+4.73x7.2+1.97x5.4/2+6.84x(7.2x2.8-1.8x2.1x2)+0.4x1.8x2.1x2=166.82kNp2=[(3.6x3.6/2)x2+(1.8+5.4)/2x3.6/2+(1.8+3.6)x1.5x2]x3.3+4.73x7.2+1.96X5.4/2++3.68X5.4/2X(6.2-0.6)=218.61kNM=pe=183.519x0.6—0.3=27.53kN-m,M=pe=189.111x0.6—0.3=28.37kN-m11122222對(duì)1層q1=3.938+3.68x(3.3-0.5)=14.24kN-m,q：=1.97kN-mq2=3.3x3.6=11.88kN-m,q2=3.3x2.1=6.93kN-mp1=[(3.6x3.6/2)x2+(1.8+5.4)/2x3.6/2]x3.3+3.15x7.2+1.97x5.4/2+6.84x7.1x2.8-1.8x2.1x2)+0.4x1.8x2.1x2=223.595kNp2=[(3.6x3.6/2)x2+(1.8+5.4)/2x3.6/2+(1.8+3.6)x1.5x2]x3.3+3.15x7.2+1.96X5.4/23.68X5.4/2X(6.2-0.6)=216.59kNM=pe=183.59x0.7—0.3=36.72kN-m,1112

M=pe=189.111x0.7—0.3=37.82kN-m22226.1.2.2活荷載計(jì)算活荷載作用下各層框架梁上的荷載分布如圖10所示。M,q2M2M2540021005400圖11各層梁上作用的活載p22Dq2M2M2540021005400圖11各層梁上作用的活載p22Dq2=3.6x2=72kN-m,q廣2.1x2=4.2kN-mp1=[(3.6x3.6/2x1/2)x2+(1.8+5.4)/2x3.6/2]x2=19.44kNp2=[(3.6x3.6/2)x2+(1.8+5.4)/2x3.6/2+(1.8+3.6)x1.5x2]x2=65.68kNM=pe=19.44x0.6—0.3=2.916kN-m,M=75.78x0.6—0.3=11.37kN-m111222同理，在屋面雪荷載作用下q2=3.6x0.45=1.62kN-m,q2=2.1x0.45=0.945kN-mp1=16.67x0.45=7.5kNp2=11.76kNM1=p￡=7.5x0.15=1.13kN-m,M2=11.76x0.15=1.76kN-m對(duì)2?5層q=7.2kN-m,q=6.0kN-mp1=19.44kNp2=75.78kNM1=p,=19.44x0.15=2.916kN-m,M2=75.78x0.15=11.367kN-m對(duì)1層q=7.2kN-m,q=6.0kN-mp1=19.44kNp2=75.78kNM1=19.44x0.2=3.9kN-m,M2=75.78x0.2=15.16kN-m將以上計(jì)算結(jié)果匯總表18,表19。

表18橫向框架恒載匯總表層次q(kN-m)q(kN-m)q2(kN-m)q2(kN-m)P(kN)(kN)Mi(kN-m)M2(kN-m)63.9381.9618.3614.13166.82189.1126.5328.362?53.9381.9611.886.93166.82218.6126.5328.3613.9381.9611.886.93223.60126.5136.6236.82表19橫向框架活載匯總表層次q2(kN-m)q2(kN-m)Pi(kN)(kN)Mi(kN-m)M2(kN-m)66.2(1.62)4.2(1.35)19.44(6.5)65.68(11.66)2.196(1.13)11.36(1.62)2?56.24.219.4465.685.006.8416.24.219.4465.686.6510.456.1.31內(nèi)力計(jì)卜算梁端、柱端彎矩采用二次分配法計(jì)算。由于結(jié)構(gòu)和荷載均對(duì)稱，故計(jì)算時(shí)可用半框架。其中恒荷載彎矩計(jì)算過(guò)程及所得的彎矩如圖11所示，活荷載彎矩計(jì)算過(guò)程及所得的彎矩如圖12所示。梁端剪力可根據(jù)梁上豎向荷載引起的剪力與梁端彎矩引起的剪力疊加而得。柱軸力可由梁端剪力和節(jié)點(diǎn)集中力疊加得到。計(jì)算柱底軸力還需考慮柱的自重，如表20和表21。上柱下柱右梁左梁上柱下柱右梁07770.223i1.2U_1u127.531-71.0671.0633.099.50—0.43726.9216.55-13^130.2613.46-4.04-7^2~2.40-39.23|-6.7704370.12627.531-90.0426.92——7^616.55-2.88-13.21——130.26-88.97■28.37-8.084.751.1068.830.1190.04-28.37-5.75-19.873.88-13.994.23上柱下柱右梁左梁上柱下柱右梁07770.223i1.2U_1u127.531-71.0671.0633.099.50—0.43726.9216.55-13^130.2613.46-4.04-7^2~2.40-39.23|-6.7704370.12627.531-90.0426.92——7^616.55-2.88-13.21——130.26-88.97■28.37-8.084.751.1068.830.1190.04-28.37-5.75-19.873.88-13.994.23——14.64437-26.9213.46-10.5129.870.437.043727.53-90.04■26.92——7^613.46-2.88-10.513.0329.87-88.19126Q.7300.059-7.21■■-27.97-2.26-9.94U9——0^^34.12-9.16]口\3810.131亍-5.07--19.87-6.80-9.9414.641.199240-3386-15.17-10.68-0.131|-5.07一-1987-680-9.94，―2.081103890.04-28.37-5.75-19.873.88-9.941^66.0889.93-23.73-23.73-9.7929.8726.9213.46-10.5129.871267.53-90.0426.92——613.46-2.88-10.51~3.0329.87-88.19043726.9213.46-10.51,29.8710.413.42627.53-90.04■J2.DJI.IU13.46-2.88-10.51—3.03.象-88.19■4.0.11927.53-90.04?24.586.25-2.19.-5.27-13421.6913.46-4.653.0519.31-87.329.6639.23-88.9730.2688.1929.8788.199.1634.1210.6815.179.7923.739.796.089.7929.870.3810.13-5.07■-19.87-6.80-9.94-6.08—2.08-0.1^90.04-28.37-5^5_19.873.88-9.94U66.0893-23.73-2373-97910890.04-28.3715.7519.873.88-9.941^66.0889.93-23.730.105匹、6490.04-28.37)-4.37~15.163.13-9.940^22^8-89.52-22.6203810.131|--5.07■-19.87-6.80-9.94-6.08―2.08--QQ7QjQ7Q23.73-9.79~-0.4120.119I--5.07-17.16-5.962.81—0.81-14.35-9.2229.8787.3229.87X23.7389.52：'...''23.739.2219.31廠■\30.5022.62114.35188.19層次荷載引起剪力彎矩引起剪力總剪力柱軸力AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱匕=匕V=匕V=—VABV=匕VAVBV=VBCN頂N底N頂N底655.6112.96-0.16055.5455.8812.96245.34268.01239.13261.18551.369.53-0.16050.8451.889.53518.36551.03551.01583.68451.369.53-0.26051.151.629.53691.64824.31862.63895.30351.369.53-0.26051.151.629.531064.921096.591164.251206.92251.369.53-0.26051.151.629.531338.201360.861485.861518.54151.369.53-0.203051.0351.699.531609.491682.261696.561860.20

表21活荷載作用下梁端剪力及柱軸力(kN)層次荷載引起剪力彎矩引起剪力總剪力柱軸力AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱匕=匕匕二匕V=-vABV二匕VAVBV二匕N頂=N底N頂=N底618.14（4.09）4.5（1.01）-0.24（-0.01）016.9（4.08）18.38（4.1）4.5（1.01）515.25（11.58）65.13（16.86）518.144.5-0.05（-0.06）018.09（18.06）18.19（18.21）4.5102.69（63）150.06（91.83）418.144.5-0.13018.0118.264.5154.05（114.36）225.09（166.85）318.144.5-0.13018.0118.264.5205.41（165.62）300.11（241.86）218.144.5-0.13018.0118.264.5256.66（216.08）365.13（316.89）118.144.5-0.13016.9618.314.5308.09（268.4）451.09（391.95）注：表中括號(hào)內(nèi)數(shù)值為屋面作用雪荷載(°.45S?m-2),其它層樓面作用活荷載(20kN-m-2)對(duì)應(yīng)的內(nèi)力，V向上為正。上柱下柱右梁.-??-0.7770.223'2.916-24.1714.904.274.19-1.43

-2.14-0.62左梁上柱下柱右梁0.21124.17-11.37，-2.81-2.8—-9.87-0.802.14-2.570.090.310.030.7300.05916.95(4.53)1.95(5.66)23.55(5.72)30.589)二3.58/12.13/(3.26)16.95-2^950.4370.4370.126_*2.916-24.178.388.382.427.454.19-0.75-6.18-6.18-1.789.656.39-24.280.4370.4370.1262.916-24.178.388.38一2.424.194.19-0.75-3.33-3.33上柱下柱右梁.-??-0.7770.223'2.916-24.1714.904.274.19-1.43

-2.14-0.62左梁上柱下柱右梁0.21124.17-11.37，-2.81-2.8—-9.87-0.802.14-2.570.090.310.030.7300.05916.95(4.53)1.95(5.66)23.55(5.72)30.589)二3.58/12.13/(3.26)16.95-2^950.4370.4370.126_*2.916-24.178.388.382.427.454.19-0.75-6.18-6.18-1.789.656.39-24.280.4370.4370.1262.916-24.178.388.38一2.424.194.19-0.75-3.33-3.33-0.969.249.24-23.4623.55-12.1-3.580.110.380.380.1324.17-11.37'-2.81-1.49-5.14.-5.14-^761.21-4.94-2.570.69_2.392.390.8224.58-^69-5.32-3.750.110.38.0.38|0.136.39(6.37)24.28(23.14)9.65(1.68)23.46、24.5喝s(23.6力3.炬25)7.69

(5.31)5.32(6.77)24.32/一4.060.4370.4370.1262.916-24.17-1—2.424.194.19-0.75-3.33-3.33-0.969.249.24-23.460.4370.4370.1262.916-24.172.424.194.19-0.75-3.33-3.33-0.969.24-23.460.4130.4680.1192.916-24.178.202.084.19-0.58-1.49-1.69-0.439.946.51-23.1024.17-11.37-2.81-1.49-5.14-5.14-1.761.21-2.57-2.570.431.491.490.5124.32-6.22-6.22-4.060.110.380.3810.131"24.17-11.37'-2.81-1.49-5_14.-5.14T.761.21-2.57-2.570.431.491.490.5124.32-6.22-6.22-4.060.119.249.243.269.246.226.2223.49.2424.3223.460?38'0738"0.13.■■24.17-11.37、-2.81:-y-1.49-5.14=5.14-1.761.21-2.57-2.570.431.491.490.5124.32-6.22-6.22-4.06、0.105_0.36也4120.119424.17-17737'-2.81。一d-1.15-3.47-4.49-1.301.04-2.570.16_0.560.630.1824.22-5.98-3.86-3.939.2423.106.519.94—6.22/6.2224.32L/.4.06/i~7~—6.22/6.2224.22)3.934.063.86/i-5.9893.26A.1.93B-1.93圖13活荷載作用下的彎矩分配及彎矩圖（M單位：kN.m）6.2.2框架梁內(nèi)力組合本設(shè)計(jì)方案中考慮了四種內(nèi)力組合，即1.2Sgk+1.4Sqk,1.28^+0.9x1.4（Sqk+Sk）,1.35S+1.0S，1.2S+1.3S。此外，對(duì)于本方案1.2S+1.4S這種內(nèi)力組GKQKGEEKGKwK合與考慮地震作用的組合相比一般較小，對(duì)結(jié)構(gòu)設(shè)計(jì)不起控制作用，故不予考慮。各層梁的內(nèi)力組合見(jiàn)表22,表中Sgk，Sqk兩列中的梁端彎矩M為經(jīng)過(guò)調(diào)幅后的彎矩（調(diào)整系數(shù)為0.65）。

現(xiàn)以第一層AB跨梁考慮地震作用的組合為例，說(shuō)明各內(nèi)力的組合方法。對(duì)支座負(fù)彎矩按相應(yīng)的組合情況進(jìn)行計(jì)算，求跨間最大正彎矩時(shí)，可根據(jù)梁端彎矩組合值及梁上荷載設(shè)計(jì)值，由平衡條件確定。由圖13可得算圖形圖15均布和三角形荷載作用下的計(jì)算圖形圖15均布和三角形荷載作用下的計(jì)=_吃+Mb+1ql+jql

l2122..1若Va-2(2qi+q「al<0，說(shuō)明x<al，其中x為最大正彎矩截面至A支座的距離，則x可由下式求解：匕-qix-1導(dǎo)q2=0，將求得的x值代入下式即可求得跨1間最大正彎矩值Mmax=MA+VAX-2qix1若V-2(2q+q)al>0，說(shuō)明x〉al，TOC\o"1-5"\h\z111M=M+Vx-犬q+q)x2+—qal(x-3al)；若V<0，貝UM=M同理，可求得三角形分布荷載和均布荷載作用下的Va,x和Mmax的計(jì)算公式(圖14)V=-Ma+Mb+1ql+1qlx由下式解得:\o"CurrentDocument"al214211xql+lq=VM=M+Vx-—qx2-3^qx3本設(shè)計(jì)中，梁上荷載設(shè)計(jì)值q1=1.2x3.938=4.726kN-mq2=1.2x(11.88+0.5x7.2)=\8.576kN-m—命、,138.71+371.4411“1.8、左震V=+—x4.726x5.4+x(1-)x18.576x5.4=32.78a5.4225.41.9536.28-—x(2x17.088+19.572)x一x6.6=-19.62<0則x可由6.61x2V-qx-虧—jq=0解得x=0.89m.xql+lq=V11則M=M+Vx-2qx2-&/x3=159.98kN-m據(jù)M=0.75x159.98=119.98kN-mT7328.55+122.2911〃1.8、右震V=+—x4.726x5.4+x(1-)x18.576x5.4=170.20kN5.4225.41170.20-2(4.726x2+19.572)x1.8=117.80>0170.20+0.5x1.8+18.576……x==5.16m<5.4m4.726+18.576—11一1一貝UM=M+Vx—(q+q)x2—q—l(x-——l)=804.80kN?mrRM=0.75x804.80=603.60kN?m剪力計(jì)算：AB凈跨l=5.4-(0.6-")-號(hào)=5.85m左震：Vi=2.92kNVr=125.05kNMi=138.71+2.92x0.4=139.88kN?mb邊Mr=-317.44+125.08x0.6/2=-273.67kN?mb邊右震Vi=124.16kNVr=3.8kNMi=-328.55+124.16x0.4=-278.89kN?mb邊M；邊=122.29-3.8x0.35=123.62kN?mM靈1+M邊=139.88+273.67=413.55kN?m>278.89+123.62=402.51kN?mV=1x[4.726x5.85+18.576x5.85x2-1.8x2]=87.85kN?mGb22則V=1.2x402.51+87.85=170.42kNa5.85V=1.2X413.55+87.85=172.68kN

b左5.85rRVA=0.85x170.42=144.86kN丫REVB左=0.85x172.68=146.78kN表22框架梁內(nèi)力組合層次截面位置內(nèi)力SGKSQKSWKSEK1.2S+1.26(Sqk+S^)r[(S+0.5S)+1.3Sek]1.35SGK+SQKTJTJ一層AM-69.86-18.48土60土169.61-31.52-182.62104.03-246.41-112.69V51.0316.96+16.20+52.8562.21105.552.48105.5486.86B左M-61.62-19.38+53.50+169.13-166.66-42.95-238.0891.62-116.06V51.6918.31+16.20+52.85106.6663.43106.293.2388.09B_右M-6.38-3.14+60.28+190.5663.14-88.66166.65-193.86-13.10V9.534.5+40.19+126.05-33.5366.65-113.26134.4816.36跨間MAB119.98603.48MBC238.69238.69四層AM-60.60-18.66土29.9土106.16-60.64-145.9831.56-165.46-114.01V51.1018.01+8.68+30.20663.2994.8524.4983.6086.00B左M-61.94-19.46+26.65+94.18-144.55-66.14-164.9218.32-116.58V51.6518.26+8.60+30.20695.8064.1384.28-25.0886.96B_右M-6.83-3.25+30.15+106.1224.50-51.4894.96-111.98-13.82V9.534.5+20.10+60.65-8.2242.43-58.3869.5816.36跨間MAB89.85469.02M*BC128.50128.50

續(xù)表22框架梁內(nèi)力組合六層AM-54.16-16.56(-4.53)+10.18+36.01-64.29-99.94-15.66-85.89-90.68V55.5416.9(4.08)+2.63+9.3185.8992.5242.6460.9092.88B—左M55.06-18.48(-4.58)+6.18+25.46-98.86-80.66-22.6662.32-93.16V55.8818.38(-0.60)+8.06+28.6993.5386.9068.0222.0693.82B_右M-6.33-2.86(-0.60)+8.06+28.69-2.23-22.5621.13-34.82-12.66V12.964.5(1.01)+5.18+19.1314.6026.65-6.5330.6622.00跨間mab21.61292.91MBC21.4921.49

表23A柱柱端彎矩及軸力組合層次截面內(nèi)力SGKSQKSWKSEK1.2S+1.26(Sqk+S^)r[(S+0.5S)+1.3Sek]1.35SGK+SQKTJTJ6柱頂M39.2316.95/4.53+10.8+36.0155.6181.262.2462.4669.91N245.3451.25/11.58+2.63+9.31355.66362.30216.94235.09382.466柱底M-30.26-9.65/-1.68+1.01+5.86-46.20-49.64-22.28-33.60-50.50N268.0151.25/11.58+2.63+9.31394.86401.50246.34264.50426.565柱頂M30.266.39/6.36+18.56+64.0620.9866.65-30.6394.3146.24N518.36102.69/63+8.05+28.63641.28661.56622.48522.89802.48柱底M-29.86-9.24+6.02+26.81-39.90-55.06-4.90-56.18-49.56N551.03102.69/63+8.05+28.63680.48800.66496.26552.29846.584柱頂M29.869.24+23.96+69.3616.2866.69-8.91108.4249.56N691.64154.05/114.36+16.65+59.091123.091165.05606.33821.551222.66柱底M-29.86-9.24+12.63+51.81-31.56-63.4019.46-81.56-49.56N824.31154.05/114.36+16.65+59.091162.301204.25635.63850.951266.86

3柱頂M29.869.24+28.56+89.5911.4983.48-56.31118.3949.56N1064.92205.41/165.62+28.26+99.091501.111562.33936.391129.611643.05柱底M-29.86-9.24土19.05土63.30-23.48-61.4240.43-102.61-49.56N1096.59205.41/165.62+28.2699.091540.2021611.53965.691159.021686.162柱頂M29.869.24+19.92+63.1922.3962.59-30.6992.6549.56N1338.2256.66/216.08+40.29+139.431868.601980.141166.121438.012063.34柱底M-30.5-9.94土36.83土122.66-1.46-96.6986.66-151.52-51.12N1360.86256.66/216.08+40.29+139.431916.662019.341195.521466.412106.441柱頂M19.316.51+22.16+56.053.4459.31-35.3265.9332.58N1609.49308.09/268.4+56.49+192.282246.142392.021381.851656.692480.90柱M-9.66-3.26土116.2土350.44130.95-162.35331.52-351.84-16.30續(xù)表23A柱柱端彎矩及軸力組+56.4底+56.4底N1682.26308.09/268.492334.462469.341446.341822.292569.0428表24橫向框架A柱柱端組合彎局設(shè)計(jì)值的調(diào)整層次6543截面柱頂柱底柱頂柱底柱頂柱底柱頂柱底柱頂rqM°=七IM「92.26102.65103.66155.2364.15rN821.55850.951129.611159.021438.注：表中彎矩為相應(yīng)于本層柱凈高上，下梁端的彎矩設(shè)計(jì)值表25橫向框架A柱剪力組合（kN）層次SGKSQKSWKSEK1.2S+1.26(Sqk+Swk)r[(S+0.5S)+1.3Sek]1.35SGK+SQKTJTJ6-21.06-0.86/-1.68+3.39土12.69-3.16-39.60-8.42-42.90-36.495-18.22-4.64/-4.64土6.45土26.56-20.26-36.22-9.45-51.46-29.344-18.10-5.6土11.09土39.65-14.80-42.6522.61-65.24-30.043-18.10-5.6土14.43土49.36-10.59-46.9633.22-65.86-30.042-18.29-5.81土16.50土56.32-6.22-51.3240.61-83.85-30.501-5.36-5.81土25.66土65.4623.62-41.0466.99-89.66-9.05

注：表中V以繞柱端順時(shí)針為正。(Mb+M,)/H］為相應(yīng)于本層柱凈高上、下兩端的設(shè)計(jì)值層次截面內(nèi)力SGKSQKSWKSEK1.2S+1.26(Sqk+S^)r[(S+0.5S)+1.3Sek]1.35SGK+SQK1-TJTJ6柱頂M-34.12-12.13/-3.26+15.24+54.15-65.43-36.32-84.9620.62-58.19-N239.1365.13/16.86+2.65+9.82368.15385.51213.23232.38396.963柱底M33.866.69/5.31土5.35土23.2156.0643.5855.4910.2353.405N261.1865.13/16.86+2.65+9.82416.61423.54242.08261.23441.2245柱頂M-15.16-5.32/-6.66+29.06+100.68-61.52-11.61-114.8681.46-25.80-N551.01150.06/91.83+9.48+34.16838.39862.25503.93560.54893.908柱底M23.636.22土16.35土66.1256.9115.61119.46-41.2938.263N583.68150.06/91.83+9.48+34.16866.56901.45533.33599.94938.0494柱頂M-23.63-6.22+40.60+133.18-86.4114.68-154.01105.69-38.26-N862.63225.09/166.85+20.98+64.551292.331345.20636.86924.141389.641柱底M6.086.22土26.03土108.9649.19-18.92114.52-96.9614.431N895.30225.09/166.85+20.98+64.551331.541384.41808.16953.541433.6513柱頂M-6.08-6.22+48.33+165.38-66.0345.66-169.52152.96-14.43-N1164.25300.11/241.86+35.98+131.451641.901832.561036.501293.831885.351柱底M23.636.22-39.55土135.3186.15-13.52156.08-106.6638.263N1206.92300.11/241.86+35.98+131.451681.111861.681066.911422.541929.4512柱頂M-23.63-6.22+46.5+140.68-94.9022.28-161.32113.01-38.26-N1485.86365.13/316.89+54.34+188.512186.242324.181296.091663.682381.052柱底M22.625.98土58.64土202.45108.56-39.21220.44-164.3436.253N1518.54365.13/316.89+54.34+188.512226.442363.381325.411693.162425.162表26B柱柱端彎矩及軸力組合續(xù)表26B柱柱端彎矩及軸力組合層次截面內(nèi)力SGKSQKSWKSEK1.2S+1.26(Sqk+S^)r[(S+0.5S)+1.3Sek]1.35S+SQK1柱頂M-14.35-3.86+55.14+156.25-91.5646.39-1669.6138.66-23.2N1696.56451.09/391.95+66.33+262.692628.012822.881536.96205