多層綜合樓結(jié)構(gòu)計(jì)算書

多層綜合樓結(jié)構(gòu)計(jì)算一.設(shè)計(jì)資料.設(shè)計(jì)標(biāo)高：室內(nèi)設(shè)計(jì)標(biāo)高±0.000,室內(nèi)外高差450畫。.墻身做法：外墻墻身240廊，為普通機(jī)制磚填充墻。墻面用M5混合砂漿砌筑，1：3水泥砂漿底，貼瓷磚墻面，25mll1。內(nèi)隔墻墻身200mm,墻面為水刷石墻面(包括混合砂漿打底)，25mm。正立面2-7層為玻璃幕墻，100厚。一層為落地玻璃窗。.樓面做法：水磨石地面，10mm面層，20mm水泥砂漿打底。110mm鋼筋混凝土板，15面1厚天棚水泥砂漿抹灰，吊頂棚。.屋面做法：80mm泡沫混凝土保溫層(2%自兩側(cè)向中間找坡)，20刖厚1：3水泥砂漿找平層，二氈三油防水層上撒綠豆砂保護(hù)，熱瀝青一度隔氣層。110nlm厚鋼筋混凝土板，15廊厚天棚水泥砂漿抹灰，吊頂棚。.門窗做法：門廳，酒吧，商場(chǎng)門為鋁合金門，其余為木門。窗為鋼組合窗。.地質(zhì)資料：(屬II類場(chǎng)地，余略).地震烈度：7度。.活荷載:走廊2.OKN/m2,樓梯間2.OKN/m2,廁所2.OKN/m2,辦公室2.OKN/nf,門廳2.OKN/m2,商場(chǎng)3.5KN/m2,庫房6.OKN/m2..恒荷載：玻璃幕墻L0-L5KN/nf,填充墻19KN/m,鋼筋混凝土25KN/m;水刷石墻面0.5KN/m2,貼瓷磚墻面0.5KN/m2,水泥砂漿20KN/1?,木門0.2KN/m一鋼組合窗0.4-0.45KN/m’,鋁合金門0.4KN/nf.電梯機(jī)房7KN/m!.水磨石地面0.65KN/m2.結(jié)構(gòu)布置.該建筑為多層綜合寫字樓，一層為商場(chǎng)，酒吧間，2-7層為出租寫字間，建筑平面布置靈活，有較大空間，可考慮采用框架結(jié)構(gòu)。樓層為7層，主體高度為23.60米。該工程采用全現(xiàn)澆結(jié)構(gòu)體系.結(jié)構(gòu)平面布置圖見F：也結(jié)構(gòu)平面布置圖也結(jié)構(gòu)平面布置圖因現(xiàn)澆框架鋼筋混凝土結(jié)構(gòu)受溫度變化影響，溫度縫最大間距55m,在8-D軸設(shè)伸縮縫。所以取軸號(hào)1-8,A-D框架簡(jiǎn)化計(jì)算。在1-8軸線橫向方向布置主梁,A-D縱向方向布置連系梁。在1-8軸線間布置次梁。三.構(gòu)件初估。1.柱截面初估由于框架辦公樓荷載較小，按13kN/nf計(jì)算；負(fù)荷面積按F=7.2乂出7+6.6)/2=33.481112考慮，。取1。設(shè)防烈度為7度，小于60m高的框架結(jié)構(gòu)抗震等級(jí)為三級(jí)，因此以取0.8A=a2A=a213xnxF

fc(/j-0.1)x100013x33.48x70.7x15x1000=0.29m2a=0.54m初步估計(jì)柱的尺寸的為600mmX600nlm。為計(jì)算簡(jiǎn)便，邊柱中柱尺寸取相同。2.梁尺寸確定。該工程定為縱橫向承重，主要為橫向承重，根據(jù)梁尺寸初步確定:

主梁高h(yuǎn):(1/8—1/12)L=550mm-825mm取h=600的寬b:(1/3—1/2)h=200mm-300mm取b=250mm連系梁高h(yuǎn):(l/10-l/15)L=480mrn-720mm取h=500mm寬b:(l/3-l/2)h=167mm-250mm取b=250mm次梁高h(yuǎn):(1/12-1/18)L=367nm-550mm取h=500mm寬b:(l/3-l/2)h=167mm-250mm取b=200mm3.初選樓板。樓板為現(xiàn)澆雙向連續(xù)板，t>(1/50)L=72mm.取t=110mm.四.結(jié)構(gòu)計(jì)算簡(jiǎn)圖及梁柱剛度計(jì)算(取一根橫向框架計(jì)算)。假定框架柱嵌固于基礎(chǔ)頂面上，框架梁與柱剛接。由于各層柱的截面尺寸不變，故梁跨等于柱截面形心軸線之間的距離。底層柱高從基礎(chǔ)頂面算至二樓樓面，基礎(chǔ)標(biāo)高根據(jù)地質(zhì)條件，室內(nèi)外高差等定為T.00m,二樓樓面標(biāo)高+4.80m,故底層柱高為5.80m.其余各層柱高從樓面算至上一層樓面(即層高)。故均為3.00m.多層框架考慮為縱橫向承重，主要為橫向承重，為超靜定結(jié)構(gòu)，故在內(nèi)力計(jì)算前，應(yīng)預(yù)先估算梁，柱的截面尺寸及結(jié)構(gòu)所采用的材料強(qiáng)度等級(jí),以求得框架中各桿的線剛度。混凝土強(qiáng)度等級(jí)：梁用C20(凡=25.5X106kN/m2)柱用C30(艮=29.5X106kN/m2)結(jié)構(gòu)計(jì)算簡(jiǎn)圖如下：.梁的線剛度計(jì)算：主梁：Io="-=4.5XlO-'ni，12全現(xiàn)澆框架梁：a.中框架梁2.OIo=9.0X10-3m4b.邊框架梁Ib=1.5Io=6.75X10-3m4邊框架梁(b=0.25m.h=0.6m):溶由小ccm-iE,L25.5x106x6.75xlO-3cs/ia4iM跨度為6.6m時(shí),kh= = =2.6X10kN?mTOC\o"1-5"\h\zlh 6.6怩曲%7葉 紇4_25.5x1()6x6.75x10-3 4跨度為2.7m時(shí),kb= = =6.4X10kN?mlb 2.7中框架梁(b=0.25m,h=0.6m):的曲山gg小葉 l- -25.5x106x9x10”跨度為6.6米:時(shí)，kb= = =3.5X10kN?mlb 6.6跨度為2.7米時(shí)，kh=^-=25-5xl06x9xl03=8.5X104kN?m

k 2.7.柱的線剛度計(jì)算(b=0.6m,h=0.6m)第一層：柱高5.8m,L=物-=8-=1.08XlO-m,12 12.EIC29.5xl06xl.08xl0-2「k=—= =5.5X10h 5.812 12第二?七層：柱高3.0m,L="=g=L08X10-2m412 12kcA=29.5xl0-xl.08xl0t=10.62xl().柱的側(cè)移剛度計(jì)算見下圖表。對(duì)于高度小于50m,且高寬比h/b=23.6/60.6=0.39<4的建筑物，僅考慮

梁柱彎曲變形弓起的柱側(cè)移剛度，忽略柱的軸向變形。層號(hào)位置K=Z^（一般層）K=Z^（底層）lc0.5+Ke口、a= （底層）Ka=長(zhǎng)（"—般層）2+Kaz.12h（kN/m）柱的根數(shù)1層邊框架的邊柱0.4730.39377203中框架的邊柱0.640.432848011邊框架的中柱1.6360.588115402中框架的中柱12.180.6411258011中框架的中柱22.020.6271229912?7層邊框架的邊柱0.2450.109154503中框架的邊柱0.3300.1412002911邊框架的中柱0.8470.298421972中框架的中柱11.1300.3615111811■t1框架的中柱21.0450.343485701對(duì)底層：邊柱Z0=7720X3+8480X11=23160+93280=116440中柱ZO=U540X2+12580X11+12299=173759E%=Z。中=116440+173759=290199對(duì)2?7層：邊柱Z0=15450X3+20029*11=46350+220319=266669中柱=42197X2+51118X11+48570=695262=ZDi+Z。中=266669+695262=961931.柱反彎點(diǎn)高度計(jì)算。35 3第一層：邊柱：n=7,%=0,必=0,k=^=0.64,a,=——=0.52,a.=1,5.5 5.8。3=1,,j=l，y°=0.70,y2=-0.05=>y=yo+y2=0-65中柱： n=7,y,=0,y3=0, =15+85=2J83a2=—=0.52,a]=1,4=1,j=l,y2=0,y0=0.555.8=>y={+為二°?5535第二層：邊柱：n=7,y.=0,y3=0.12,Z:=—--=0.33,2=1,10.62a1=1,ay=—=1.93,j=2,y0=0.535y2=0y=%+X=066中柱： n=7,y.=0,y3=-0.05 =3-+8-5=1.13 ,10.62%=L,a產(chǎn)1,%=§=L93,j=2,%=0,%=0.50= '=%+%=0453S第三層：邊柱：n=7,y.=0,y3=0,/:=—--=0.33,%=1,a?=1,10.6203=1，j-3, =0.45,%=。=y=y。=0.45中柱：n=7,y.=0,y,=0, ―+'=1.13,a〉=l,,cr,=1,a?=l,,* 10.62j=3,y2=0,y0=0.46=>y=y0=0.4635第四層：邊柱：n=7,y=0,y=0,女=--—=0.33,a,=1,a,=1,, 10.62=1,j=4,yQ=0.40,y2=0=>y=y0=0.40中柱：n=7,y.=0,y3=0, ,=113, =1,,a.=1,q=1,,10.62j=4,%=。，｛=。?46=>y=%=0.4635第五層：邊柱：n=7,y=0,y3=0,Z:=—:—=0.33,出=1,a10.62。3=1,j-5, =0.32,y2=。=>y—yQ—0.3235+85中柱：n=7,y.=0,y,=0,=- -=1.13, =1,,a,=\9/=1,,10.62j=5,y2=0,y0=0.46=>y=y0=0.4635第六層：邊柱：n=7,y.=0,y3=0,=―:—=0.33,a2=1,a.=1,10.62a3=1,j=6,y0=0.27y2=0=>y=y0=0-27中柱：n=7,y.=0,y,=0, "+&5_j,a,=1,,a.=1,a.=1,,10.62j=6,y2=0,y0=0.41=>y=y（）=°.4135第七層：邊柱：n=7,yt=0,y3=0,k=―:—=0.33,a2=1,a,=1>10.62=1,j=7,%=0.13y2=0=y=y0=0.13中柱：n=7,Vi=0,y,=0, "+&5=].]3,a=1,,ar,=1,a、=1,,10.62j=7,y2=0,y0=0.36=>y=%=0-36五.重力荷載標(biāo)準(zhǔn)值計(jì)算和水平地震作用計(jì)算1.等效重力荷載代表值（標(biāo)準(zhǔn)值）的計(jì)算。恒載一取100%雪載一取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(jì)，上下各半。※標(biāo)準(zhǔn)層：樓面荷載一-樓面做法水磨石地面(10mm面層，20mm水泥砂漿打底)——0.65kN/m2110厚鋼筋混凝土板 ——0.11X25=2.75kN/m215厚天棚水泥砂漿抹灰 ——15X10-3X20=0.3kN/m2吊頂棚 ——0.5kN/m2=> 樓面恒載：4.2kN/m2樓梯間重量：1.3X樓面恒載X面積=1.3X4.2X[2.2x3.3+3.0x(6.6+2,7)]=5.46X(7.26+27.9)=191.97kN樓面恒載4.2X(7.2X15.9X5+7.2X6.6+2.7X2.4+7.2X4.4+2.2X3.9)=4.2X(572.4+47.52+6.48+31.68+8.58)=2799.972kN樓面活載：走廊：7.2義5X2.7X2+2.7X2.4X2+4.4X7.2X2=270.72kN廁所：7.2X6.6X2=95.04kN樓梯間:[3x(6.6+2.7)+2,2x3.3]X2=70.32kN辦公室：(7.2X6.6)X2X10=950.4kN=>折算系數(shù)：(270.72+95.04+70.32+950.4)X0.9=1247.83kN梁重(25kN/m3)主梁：600mmX250mm21根25X0.6X0.25X1.1X(2.7X7+6.6X14)=459.67kN連梁：500mmX250mm24根25X0.5X0.25X1.1X7.2X24=594kN次梁：500mmX200nm12根0.5X0.2X6.6X25X1.1X12=217.8kN柱：600mmx600mm28根3X0.6X0.6X25X1.15X28=869.4kN窗：樓梯間窗:1.5X1.2X2X0.45=1.62kN廁所窗：1.5X1.2X2X0.45=1.62kN辦公室窗：(3X1.5)XI.5X0.45X4=12.15kN門：(1X2.1+4X1X2.1+1.2X2.1X15+2X1.1X2.1)X0.2=10.58kN墻體：2-B,8—B軸線夕卜墻墻身：2X6.6X0.24X3X19=180.58kN墻面：2X2X0.5X6.6X3=39.6kN樓梯間外墻墻身:(6.6+2.7)X3X0.24X19=127.22kN墻面：(6.6+2.7)X3X0.5=27.9kN1-2軸外墻墻身：[(3x3x0.24-1.5x1.2x0,24)x19]X2=65.66kN墻面：7.2X0.5X4=14.41kN廁所外墻墻身:(7.2X3X0.24-2X1.2X1.5X0.24)X19=82.08kN墻面：(21.6-3.6)X0.5X2=18kN1-7軸外墻墻身：(7.2X3X0.24-3X1.5X0.24)X19X4=270.86kN墻面：(7.2X3X0.24-3X1.5X0.24)X0.5X2X4=59.4kN1-B軸內(nèi)隔墻墻身:[3x(6.6+2.7)-lx2.1]X0.2X19=98.04kN墻面：[3x(6.6+2.7)-lx2.1]xO.5X2=25.8kN2-3隔墻墻身:3X0.2X6.6X19=75.24kN墻面:6.6X3X0.5X2=19.8kN6-3隔墻墻身:3X0.2X6.6X19=75.24kN墻面：6.6X3X0.5X2=19.8kNB-C廁所隔墻墻身：(7.2X3-2X1X2.1)X0.2X19=66.12kN墻面：(7.2X3-2X1X2.1)X0.5X2=17.4kNB-3軸隔墻墻身:7.2X3X0.2X19=82.08kN墻面：7.2X3X0.5X2=21.6kN3-4隔墻墻身：7.2X3X0.2X19=82.08kN墻面：7.2X3X0.5X2=21.6kNB-3-4隔墻墻身：(7.2X3-1.2X2.1X2)X0.2X19=62.93kN墻面：(7.2X3-1.2X2.1X2)X0.5X2=16.56kN3-7軸共7個(gè)同B-3-4相同隔墻，則有：墻身：62.93X7=440.50kN墻面：16.56X7=115.92kN4軸隔墻墻身:6.6X3X0.2X19=75.24kN墻面：6.6X3X0.5X2=19.8kN橫向隔墻同4軸的共7個(gè)，則有：墻身：75.24X7=526.68kN墻面：19.8X7=138.6kN7-8軸隔墻墻身:(7.2X3-2X1X2.1)X0.2X19=66.12kN墻面：(7.2X3-2X1)X0.5X2=19.6kN8軸隔墻墻身：[(6.6+2.7)x3-l.lx2x2,1]x0.2X19=88.46kN墻面：[(6.6+2.7)x3-l.lx2x2.1]x0.5X2=23.28kNB軸隔墻墻身：(7.2X3-1.2X2.1)X0.2X19=72.50kN墻面:(7.2X3-1.2X2.1)X0.5X2=19.08kN電梯墻墻身：(4.8X3-2.1X1.1X2+2.7X3)XO.2X19=67.94kN墻面：(4.8X3-2.1X1.1X2+2.7X3)XO.5X2=17.88kN因重力荷載代表值取上下兩層各半的荷載重量，因2-7層層高相同,中間門窗布置相同，可看做算一個(gè)標(biāo)準(zhǔn)層的荷載值。計(jì)算則有：G6=G5=G4=G3=G2=8999.18kNx底層：樓面荷載-一樓面做法水磨石地面(10mm面層，20mm水泥砂漿打底) 0.65kN/nf110厚鋼筋混凝土板 0.11X25=2.75kN/m215厚天棚水泥砂漿抹灰 15X107x20=0.3kN/m2吊頂棚 05kN/itf樓面恒載:4.2kN/m2樓梯間重量：1.3X樓面恒載X面積=1.3X4.2X[2.2x3.3+3.0x(6.6+2,7)]=5.46X(7.26+27.9)=191.97kN樓面恒載：4.2X(7.2X15.9X5+7.2X6.6+2.7X2.4+7.2X4.4+2.2X3.9)=4.2X(572.4+47.52+6.48+31.68+8.58)=2799.972kN樓面活載：廁所：7.2X6.6X2=95.04kN門廳：7.2X6.6X2=95.04kN樓梯間：[3x(6.6+2.7)+2.2x3.3]X2=70.32kN走廊：7.2X2.7X2+2.4X2.7X2+7.2X4.4X2=115.2kN庫房：6X4.6X7.2X4=794.88kN商場(chǎng)：[2x(7.2x4)+2.7x(7.2x4)+7.2x6.6x4+3.6x6.6]x3.5=1222.2kN辦公室：3.6X6.6X2=47.52共2440.2kN折算：2440.2X0.9=2196.18kN梁重(25kN/m3)主梁：600mmX250mm21根25X0.6X0.25X1.1X(2.7X7+6.6X14)=459.67kN連梁：500mmX250mm24根25X0.5X0.25X1.1X7.2X24=594kN次梁：500mmX200mm12根1.5X0.2X6,6X25X1.1X12=217.8kN柱：600mmX600mm28根(2.9+1.5)X0.6X0.6X25X1,15X28=1275.12kN窗：樓梯間窗：1.5義1.2X2X0.45=1.62kN廁所窗： 1.5X1.2X2X0.45=1.62kN辦公室窗：(3X1.5)XI.5X0.45X4=12.15kNH：(1X1.5+4X1X1.5+1.2X1.5X15+2X1.1X1.5)XO.2=7.56kN墻體(2層1.5米)夕卜墻：1X1.5X7.2X6=64.8kN2-B軸外墻墻身:0.24X6.6X1.5X19=45.14kN墻面：2X0.5X6,6X1.5X2=19.8kN8-B軸外墻:0.24X6.6X1.5X19=45.14kN墻面:2X0.5X6,6X1.5X2=19.8kN1軸外墻墻身：(6.6+2.7)XI.5X0.24X19=63.61kN墻面：(6.6+2.7)XI.5X0.5X2=13.95kN1-2軸外墻墻身：[(3x1.5x0.24-l.5xl.2x0.24)x19]X2=24.62kN墻面:(3X1.5-1.5X1.2)X0.5X2=2.7kN廁所外墻墻身：(7.2X1.5X0.24-2X1.2X1.5X0.24)X19=32.83kN墻面：7.2X0.5X2=7.2kN3-7軸墻體:(7.2X1.5X0.24-4.5X1.5X0.24)X19X4=73.87kN墻面:(7.2X1.5-4.5X1.5)X0.5X2=4.05kN內(nèi)隔墻：2-B軸隔墻墻身：[1.5x(6.6+2.7)-lx1,5]X0.2X19=47.31kN墻面：[1,5x(6.6+2.7)-lxl,5]X0.5X2=12.45kN1-3軸隔墻墻身:1.5X0.2X6.6X19=37.62kN墻面：6.6X1.5X0.5X2=9.9kN3軸隔墻墻身：1.5X0.2X6.6X19=37.62kN墻面:6.6X1.5X0.5X2=9.9Kn廁所隔墻墻身：(7.2X1.5-2X1X1.5)X0.2X19=29.64kN墻面:(7.2X1.5-2X1X1.5)X0.5X2=7.8kNB-3軸隔墻墻身：7.2X1.5X0.2X19=41.04kN墻面：7.2X1.5X0.5X2=10.8kN3-4軸隔墻墻身：7.2X1,5X0.2X19=41.04kN墻面：7.2X1.5X0.5X2=10.8kB-3-4隔墻墻身:(7.2X1.5-1.2X1.5X2)X0.2X19=27.36kN墻面：(7.2X1.5-1.2X1.5X2)X0.5X2=7.2kN共7個(gè)同B-3-4相同隔墻，則有(27.36+7.2)X7=241.92kN4軸隔墻墻身：6.6X1.5X0.2X19=37.62kN墻面:6.6X1.5X0.5X2=9.9kN共7個(gè)同4軸相同隔墻，則有：(37.62+9.9)X7=332.64kN7-8隔墻墻身：(7.2X1.5-2X1.5X1)X0.2X19=29.64kN墻面:(7.2X1.5-2X1.5X1)X0.5X2=7.88軸隔墻墻身：[(6.6+2.7)xl.5-l.lxl.5x2]x0.2X19=40.47kN墻面：[(6.6+2.7)xl.5-l.lxl.5x2]X0.5X2=10.65kNB軸隔墻墻身：[(7.2xl.5-1.2xl.5)]X0.2X19=34.2kN墻面：(7.2X1.5-1.2X1.5)X0.5X2=9kN電梯隔墻墻身:(4.8X1.5-1.5X1,1X2+2.7X1.5)X0.2X19=30.21kN墻面：(4.8XL5T.5XL1X2+2.7X1.5)X0.5X2=7.95kN底層2.9米：柱：2.9X0.6X0.6X25X1.15X28=840.42kNH：(0.45X0.2X2X1.2+0.2X1X0.2)+4X1X0.2X0.2+0.2X2X1X0.2+1.2X0.2X0.2X4+0.45X1.2X0.2X4+0.2X1.8X3X0.45+0.2X1X0.2=1.646kN墻體(底層2.9米)外墻:1X2.9X7.2X5=104.4kN門廳墻：(2.9X7.2-1.8X3X0.2)Xl=19.8kN2-B,8-B軸外墻墻身：0.24X6.6X2.9X19X2=174.56kN墻面：2X0.5X6.6X2.9=38.28kN樓梯間外墻：1軸外墻墻身:(6.6+2.7)X2.9X0.24X19=122.98kN墻面:(6.6+2.7)X2.9X0.5X2=26.97kN1-2軸外墻墻身：[2,9x4.8x0.24x19+(4.8x2.9—2x1.2x0,2)]X0.24X19=124.76kN墻面：[2,9x4.8x0.24xl9+(4.8x2.9-2x1.2x0.2)]X0.5X2=27.36kN廁所外墻墻身：7.2X2.9X0.24X19=95.21kN墻面：7.2X2.9X0.5X2=20.88k3-7軸外墻墻身：7.2X2.9X0.24X19X4=380.85kN墻面：7.2X2,9X0.5X2=20.88kN內(nèi)隔墻：1-B軸隔墻墻身：[2.9x(6.6+2.7)-1x0.2]X0.2X19=101.73kN墻面：[2.9x(6.6+2.7)-lx0.2]XO.5X2=26.77kN2-3軸隔墻墻身：2.9X6.6X0.2X19=72.73kN墻面：2.9X6.6X0.5X2=19.14kNBY兩隔墻：廁所隔墻墻身：(7.2X2.9-2X0.2X1)X0.2X19=77.82kN墻面：(7.2X2.9-2X0.2X1)X0.5X2=20.48KnB-3軸隔墻墻身:7.2X2.9X0.2X19=79.34kN墻面:7.2X2.9X0.5X2=20.88kN3軸隔墻墻身:[(6.6+2.7)x2.9-2x1.2x0.2]X0.2X19=100.66kN墻面：[(6.6+2.7)x2.9-2xl.2x0.2]XO.5X2=26.49kN1-7軸隔墻墻身：(2.9X7.2X4-4X1.2X0.2)X0.2X19=313.73kN墻面：(2.9X7.2X4-4X1.2X0.2)XO.5X2=82.56kN5軸隔墻墻身：4.6X2.9X0.2X19=50.69kN墻面:4.6X2.9X0.5X2=13.34kN收發(fā)室左側(cè)隔墻墻身：3.6X2.9X0.2X19+6.6X2.9X0.2X19=112.40kN墻面：3.6X2.9+6.6X2.9=29.58kN7軸隔墻墻身：[(6.6+2.7+6.6)x2.9-2xl,2x0.2-lx0.2]X0.2X19=172.63kN墻面：[(6.6+2.7+6.6)x2.9-2x1,2x0.2-1x0,2]X0.5X2=45.43kN7-8軸隔墻墻身：(7.2X2.9-2X0.2X1)XO.2X19=77.82kN墻面：(7.2X2.9-2X0.2X1)X0.5X2=20.48kN電梯隔墻墻身(2.9X4.8-0.2X1.IX2+2.7X2.9+4.8X2.9)X0.2X19=133.87kN墻面：(2.9X4.8-0.2X1.1X2+2.7X2.9+4.8X2.9)X0.5X2=35.23kN8軸隔墻墻身：[(6.6+2.7)x2.9-2xl,2x0.2]XO.2X19=100.66kN墻面：[(6.6+2.7)x2.9-2xl,2x0.2]X0.5X2=26.49kN底層挑檐:(6X7.2+0.1)XO.1X1X25=108.25kN經(jīng)計(jì)算得：G,=11157.24kN※屋頂屋面做法(面層、防水層、隔熱層、保溫層、找平層)：1.5kN/m2110厚鋼筋混凝土板： 2.75kN/nf15厚天棚水泥砂漿抹灰： 0.30kN/nf吊頂棚： 0.50kN/itf屋面恒載： 5.05kN/m2女兒墻(不上人屋面0.8米)(79.2+3+6.6+2.7+3+6.6+6.6)X0.8X19X0.24=392.89kN屋面活載：不上人0.7kN/m2電梯機(jī)房:4.8X6.6X7=299.04kN樓梯間：L3X樓面恒載X面積=1.3X4.2X[2.2x3.3+3.0x(6.6+2.7)]=5.46X(7.26+27.9)=191.97kNH：1X1X2.1X0.2+2X2.1X1X0.2+2X0.2X2.1X1=0.42+0.84+0.84=2.IkN窗：1.5X1.2X2X0.45+1.5X1.2X2X0.45=1.62+1.62=3.24頂層柱：0.6X0.6X25X1.15X3X7=217.35kN頂層主梁：0.6X0.25X25X(6.6+2.7)X1.1=43.12kN頂層次梁：0.5X0.2X25X2.2X1.1=5.5kN7層樓主梁：600mmX250mm21根25X0.6X0.25X1.1X(2.7X7+6.6X14)=459.67kN連梁：500mmx250mm24根25X0.5X0.25X1.1X7.2X24=594kN次梁：500mmx200mm12根0.5X0.2X6.6X25X1.1X12=217.8kN柱：600mmx600mm28根0.6X0.6X25X1.15X28X1.5=434.7kN7層上一半墻：樓梯間外墻:1-2軸外墻墻身：(3X1.5X0,24)X19X2=41.04kN墻面：0.5X3X1.5X4=9kN廁所外墻墻身：7.2X1.5X0.24X19=49.25kN墻面：7.2X1.5X0.5X2=10.8kN3-7外墻墻身:7.2X1.5X0.24X19X4=196.99kN墻面：7.2X1.5X4X0.5X2=43.2kN1軸隔墻墻身：[(6.6+2.7)x1.5-1x0.6]X0.2X19=50.73kN墻面：[(6.6+2.7)xl.5-lx0.6]X0.5X2=13.35kN2-3軸隔墻墻身:1.5X0.2X6.6X19=37.62kN墻面：1.5X6.6X0.5X2=9.9kN3軸隔墻墻身：1.5X0.2X6.6X19=37.62kN墻面：1.5X6.6X0.5X2=9.9kNB-C廁所隔墻墻身：(7.2X1.5-2X1X0.6)X0.2X19=36.48kN墻面：(7.2X1.5-2X1X0.6)X0.5X2=9.6kNB-3軸隔墻墻身:7.2X1.5X0.2X19=41.04kN墻面：7.2X1.5X0.5X2=10.8kN3-4軸隔墻墻身:7.2X1.5X0.2X19=41.04kN墻面：7.2X1.5X0.5X2=10.8kNB-3-4隔墻墻身：(7.2X1.5T.2X0.6X2)X0.2X19=35.57kN墻面：(7.2X1.5-1.2X0.6X2)X0.5X2=9.36kN同B-3-4隔墻共7個(gè)，墻身:35.57X7=248.98kN墻面：9.36X7=65.52kN4軸隔墻墻身:6.6X1.5X0.2X19=37.62kN墻面：6.6X1.5X0.5X2=9.9kN同4軸隔墻共7個(gè)，墻身：37.62X7=263.34kN墻面：9.9X7=69.3kN7-8軸隔墻墻身:(7.2X1.5-2X0.6X1)X0.2X19=36.48kN墻面：(7.2X1.5-2X0.6X1)XO.5X2=9.6kN8軸隔墻墻身：[(6.6+2.7)x1.5-l.lx2x0.6]XO.2X19=47.99kN墻面：[(6.6+2.7)x1.5-l.lx2x0.6]XO.2X19=12.63kNB軸隔墻墻身：(7.2X1.5-1.2X0.6)X0.2X19=38.30kN墻面:(7.2X1.5-1.2X0.6)XO.5X2=10.08kN電梯隔墻墻身：(4.8X1.5-0.6XL1X2+2.7X1.5)X0.2X19=37.73kN墻面：(4.8X1.5-0.6X1.1X2+2.7X1.5)XO.5X2=9.93kN經(jīng)計(jì)算得：G7=798L56kN,突出建筑G8=1170.出建整理：G(=11157.24kN,G6=G5=G4=G3=G2=8999.18kN,G7=7981.56kN2.水平地震力作用計(jì)算。(1)自振周期計(jì)算層間剪力計(jì)算。橫向框架頂點(diǎn)位移計(jì)算，見下表:層次G(.(kN)￡g(kN)%△G；△i△-=o'(m)77981.567981.569619310.00830.41168999.1816980.749619310.01770.40358999.1825979.929619310.02700.38548999.1834979.109619310.03630.35838999.1843978.289619310.04570.32228999.1852977.469619310.05500.276111157.2464134.712901990.2210.221由公式：TI=1.7X〃t“7（采用實(shí)砌填充磚墻，貝1」心=0.6）=1.7X0.6X70.411=0.654s橫向地震作用的計(jì)算，7度設(shè)防，場(chǎng)地為II類，地震動(dòng)參數(shù)區(qū)劃為一區(qū)

=>Tg=0.35s,a2=0-08s由于1\=0.654s>1.4Tg=0.49s.故應(yīng)考慮頂點(diǎn)附加作用。8n=0.08T,+0.01=0.062因Tg4TV51取7=0.9結(jié)構(gòu)底部剪力法：Fek=%￡g“=%X0?85x￡g

i=l i=lf035Ya…X0.08=0.045610.65。X0.08X0.85X64134.71=2329.786kNek(0.654)頂點(diǎn)附加地震力作用為：AF?=",F號(hào)=0.06232X2329.786=154.84kNF=Gj”,FEK(『Fn)/=1各層橫向地震作用及樓層的地震剪力見下表:層次%Hi(m)G,.(kN)GMGRiG.H,卜、力四f=iek(1-5n)Vj(kN)Zg,”.83.026.81170.2131361.850.03479.2179.21*3=237.6373.023.86811.34162109.980.175407.70486.91

63.020.88999.18187182.960.203472.93959.8453.017.88999.18160185.410.173403.041362.8843.014.88999.18133187.870.144335.481698.3633.011.88999.18106190.330.115267.911966.2723.08.88999.1879192.790.086199.652165.9215.85.811157.2464712.020.07163.082329.00變形驗(yàn)算見下表:日宜/Z；lRj層間剪力層間剛度U.-U.、=，'D,戶直/Z*1同層間相對(duì)轉(zhuǎn)角7486.919619310.000513158826959.849619310.001031300051362.889619310.0014231211341698.369619310.0017731169531966.279619310.002043I147122165.929619310.0022531133312329.002901990.008035.81722均滿足?！粹?]=」一要求。l“450(2)橫向框架柱端彎矩計(jì)算。第一,層：邊枉：hj=5.8m,Vj=2329.00, =290199,Djm=8480,y=0.65,k=0.64匕,“匕D.2329.00x8480匕,“匕D.2329.00x8480_29019968.06kNM=vjni(1-y)hi=138.16kN,mM卜.=vimyhi=256.59kN,m中柱：/i,=5.8m,v(.=2329.00,D.=290199,D,n=12580,k=2.18,y=0.55= 乜%=1。096kN，m￡>,=>M.=v.(1-y)h.=263.51kN?mM卜=v.yh.=322.06kN?第二層：邊柱：4=3.0m,v,.=2165.92,D,=961931,￡>,,“=20029,y=0.66,k=0.33kNM卜=kNM卜=匕"九=89.30kN?D,?=51118,k=l.13,y=0.45 =45.10961931=M].=vjm(1-y)hi=46.OOkN,m中柱：4=3.Om,匕=2165.92,D.=961931,=>V.=-!—!!?.=115.10kNImD,=M卜="(1-y)4=189.91kN?mM=155.39kN,m第三層：邊柱：%=3.0m,v,.=1966.27,Di=961931,Dim=20029,y=0.45,k=0.33vD ,nv.=^!2-=40.94kN""D,=M卜=vim(1-y)%=67.55kN?m A/T=vimyht=55.27kN,m中柱：丸=3.Om,匕=1966.27,。=961931,。加=51118,k=1.13,y-0.46=>v,?=-i—”=104.49kN?D,=>M1=v,m(1-y)ht=169.27kN,mMh=vimyhj=144.20kN,m第四層：邊柱：h.=3.0m,匕=1698.36,D,=961931,。加=20029,y=0.40,k=0.33nv.=21^?=35.36kN，mD,=>M?=vim(1-y)%=63.65kN?mM卜=vimyhi=42.43kN?m中柱：4=3.Om,v(.=1698.36,Di=961931,Dim=51118,k=1.13,y-0.46vD=>v. 90.25kNImD,=Mr=%(l-y)%=146.21kN?mMv=v^yhj=124.55kN,m第五層：邊柱：4=3.Om,v,.=1362.88,D,=961931,Dim=20029,y=0.32,k=Q.33vD=>v.=-!—!2-=28.38kN"nD,=>Mr=vim(1-y)hj=57.90kN?mM卜==27.24kN?m中柱：^.=3.011),v,.=1362.88,D.=961931,D/zn=51118,k=1.13,y=0.4672.42kNv,72.42kN=v.=—--，mDj=>M1=v,m(l-y)/i,=117.32kN,mM卜?= =99.94kN?m第7x層：邊柱：hj=3.Om,Vj=959.84,Di=961931,Dim=20029,y=0.27,k=0.33nv.=212?=19.99kN，mD,=>Mr-vim(1-y)ht=43.78kN?m M卜=匕m丫加=16.19kN?m中柱：4=3.0m,v.=959.84,￡>,.=961931,￡>.,,=51118,k=l.13,y=0.41vD=> v.?=^_2:2,=5i.00kN'mDi=>M卜=vim(1-y}hi=90.27kN?m M卜=vimyhi=62.74kN?m第七層：邊柱：%=3.Om,匕=486.91,Di=961931,Dim=20029,y=0.13,k=0.33vD=>v. 10.14kN"nD,=>M?=vim(1-y)/i.=26.47kN-m AfF=匕/九=3.95kN?m中柱：4=3.0m,v.=486.91,D.=961931,D.m=51118,1=1.13,y=0.36vD ,=>也_=qj!L=25.87kN=>M(=v/zM(l-y)/i.=49.67kN?m =vintyh.=27.94kN?m(3)計(jì)算梁端彎矩。第一層：邊柱:M=Mir+M2F=138.16+89.30=227.46kN?m中柱:35 35M+A/,T)x—=(263.51+155.39)X—=122.18kN?mZe iI. []2 ]2QC Q5M,.=(M,,+M,T)x—=(263.51+155.39)X—=296.72kN?m12 12第二層:邊柱:M=%2+%下=46.00+55.27=101.27kN?m中柱:35 35M,-=(A/,h+M,t)x—=(189.91+144.20)X—=97.45kN?m12 12X5 X5M..=(Mlh+A/,t)x—=(189.91+144.20)X—=236.66kN?mH一卜 12 12第三層:邊柱:M=M31+MAr=67.55+42.43=109.98kN?m中柱:35 35M=(朋仆+M.Jx—=(169.27+124.55)X—=87.70kN?m左 3L 卜12 12Q5 QCM..=(M,,+M,K)x—=(169.27+124.55)X—=208.12kN?m43 □_￡. <? ]2 ]2第四層:邊柱:Af=f,+M5k=63.65+27.24=90.89kN?m中柱:35 35Mr=(Md.+A/Vh-)x—=(146.21+99.94)X—=71.79kN?m上 12 12X5 85M +A/,b)x—=(146.21+99.94)X—=174.36kN?m石 41. si-12 12第五層:邊柱:M=M51,+M6T=57.90+16.19=74.09kN?m中柱:M=(Msh+A/fiK)x—=(117.32+62.74)X—=52.52kN?m1 5L 6卜 12 12oc ocMr=(Msh+MfiK)x—=(117.32+62.74)X—=127.54kN?m右 5L 6b 12 12

第六層:邊柱：M=M61,+A/7T=43.78+3.95=47.73kN,mTOC\o"1-5"\h\z35 3534.48kN?m=83.73kN?m中柱：M,.=CMh. +M7K34.48kN?m=83.73kN?m在 7 卜12 12X5 85=(Mh, +A/7K)x—= (90.27+27.94) X —12 12第七層：邊柱：M=M1V=25.87kN,m中柱：M,=M7hx—=49.67X—=14.49kN?m左71 12 12o5 q<M尸=M-X—=49.67X—=35.18kN?m12 12框架在地震作用下梁柱彎矩圖：（單位：kN-m）橫向水平地震作用（從左到右）梁柱穹矩圖橫向框架在地震作用下梁端剪力、柱軸力圖：（單位：kN）26.06 26.066.126.126.126.1262.0262.0212.4612.4612.4612.4694.4794.4719.1819.1819.1819.18129.16129.1624.6524.6524.6524.65154.16154.1629.6529.65一29.6529.65175.30175.3030.1130.11—30.1130.11219.79219.7952.9852.9852.9852.98橫向水平地震作用（從左到右）梁端剪力圖6.1219.94-+19.946.12+8.5869.5-+69.518.5￡+-37.76144.79+144.7937.76?-62.41249.3-+249.362.41+-92.06373.81+373.8192.06(-122.17519-+519122.17175.15685.81+685.81175.154-橫向水平地震作用（從左到右）柱軸力圖框架在地震作用下柱剪力圖：（單位：kN）橫向水平地震作用下（從左到右）柱剪力圖六.豎向荷載作用下框架內(nèi)力分析。由于結(jié)構(gòu)是對(duì)稱的，在豎向荷載作用下的框架側(cè)移可忽略不計(jì)，其內(nèi)力分析采用分層法進(jìn)行簡(jiǎn)化計(jì)算。以5軸橫向框架為例1.恒荷載及計(jì)算簡(jiǎn)圖。（1）屋面荷載：面層、防水層、隔熱層、保溫層、找平層： 1.5kN/m2110厚鋼筋混凝土板： 2.75kN/15厚天棚水泥砂漿抹灰： 0.30kN/nf吊頂棚： 0.50kN/nT屋面恒載： 5.05kN/m!（2）樓面荷載：水磨石地面（10mm面層，20mm水泥砂漿打底） 0.65kN/nf110厚鋼筋混凝土板 0.11X25=2.75kN/m215厚天棚水泥砂漿抹灰 15X10-3X20=0.3kN/m2吊頂棚 0.5kN/itf樓面恒載： 4.2kN/m2（3）樓面荷載分配為等效均布荷載。圖見右短向分配：—aq N 718 、/長(zhǎng)向分配:l-2x長(zhǎng)向分配:l-2x（4）橫向框架梁上線荷載。（主梁600mm義250師）.AB跨（CD跨）第7層：梁自重（考慮抹灰）： 0.25X0.6X25X1.1=4.13kN/m屋面板傳給梁：5.05Xl-2x屋面板傳給梁：5.05Xl-2x1.86.6xl.8x2=15.85kN/m合計(jì)：19.98kN/m第1-6層：梁自重（考慮抹灰）： 0.25X0.6X25X1.1=4.13kN/m橫隔墻（200加厚普通機(jī)制磚填充墻）：19X0.2X（3-0.6）=9.12kN/m合計(jì)：22.30kN/m.BC跨第7層：梁自重（考慮抹灰）： 0.25X0.6X25X1.1=4.13kN/m合計(jì)：4.13kN/m第1-6層：梁自重（考慮抹灰）： 0.25X0.6X25X1.1=4.13kN/m合計(jì)：4.13kN/m（5）橫向框架柱上集中荷載。4-5軸次梁線荷載。（次梁500nlmX200的）第7層：梁自重（考慮抹灰）： 0.5X0.2X25X1.1=2.75kN/m屋面板傳給梁：5.05X屋面板傳給梁：5.05Xxl.8x2=15.85kN/m合計(jì)：18.6kN/m第1-6層：梁自重（考慮抹灰）： 0.5X0.2X25X1.1=2.75kN/m樓面板傳給梁：4.2Xl-2xf—1+f—>lx1.8x2=13.14kN/m16.6J16.6J橫隔墻（200mm厚普通機(jī)制磚填充墻）：19X0.2X（3-0.5）=9.5kN/m合計(jì)：25.43kN/m4-5軸梁剪力：第7層：-x18.6x6.6=61.38^2第1-6層：一x25.43x6.6=83.92kN21）.A軸縱向框架梁荷載（連梁500mm義250mm,女兒墻高800師）第7層：均布線荷載梁自重（考慮抹灰）0.25X0.5X25XLl=3.44kN/m屋面板傳給梁：5.05X-X1.8=5.68kN/m8縱女兒墻自重（高800mm,2401nm厚）19X0.24X0.8=3.65kN/m合計(jì)：12.77kN/m跨中集中荷載4-5軸傳來的：61.38kN第1-6層：均布線荷載 0.25X0.5X25X1.1=3.44kN/m樓面板傳給連梁：4.2X-X1.8=4.73kN/m8A軸玻璃幕墻自重（100厚）：1.0X（3-0.5）X0.85=2.13kN/m合計(jì)：1030kN/m跨中集中荷載4-5軸傳來的：83.92kN1）.B軸縱向框架梁荷載第7層：均布線荷載梁自重（考慮抹灰）0.25X0.5X25X1.1=3.44kN/mTOC\o"1-5"\h\z5 27屋面板傳給梁：5.05X-xl.8+5.05X—=12.5kN/m8 2合計(jì)：15.94kN/m跨中集中荷載4-5軸傳來的：61.38kN第1-6層：均布線荷載 0.25X0.5X25X1.1=3.44kN/m5 ?7樓面板傳給梁：4.2X-x1.8+4.2X—=10.4kN/m8 2縱向隔墻自重（考慮門洞）：19X0.2X（3-0.5）X0.85=8.08kN/m合計(jì)：2L92kN/m跨中集中荷載4-5軸傳來的：83.92kNC軸同B軸D軸縱向框架梁第7層：均布線荷載梁自重（考慮抹灰）0.25X0.5X25X1.1=3.44kN/m屋面板傳給梁：5.05X-X1.8=5.68kN/m8縱女兒墻自重（高800nlm,240mm厚）19X0.24X0.8=3.65kN/m合計(jì)：12.77kN/m跨中集中荷載4-5軸傳來的：61.38kN第1-6層：均布線荷載 0.25X0.5X25X1,1=3.44kN/m樓面板傳給連梁：4.2X-X1.8=4.73kN/m8縱向隔墻自重（考慮門洞）：19X0.2X（3-0.5）X0.85=8.08kN/m合計(jì)：16.25kN/m跨中集中荷載4-5軸傳來的：83.92kN6）邊柱集中荷載TOC\o"1-5"\h\z第7層：A軸P=（-xl2.77x7.2+-x61.38）X2=153.32kN2 2D軸P=（-xl2.77x7.2+-x61.38）X2=153.32Kn2 2第1-6層：A軸： 600nmX600mm柱自重（考慮粉刷）：0.6X0.6X25X3X1.15=31.05kNP=I-x10.30x7.2+-x83.92|x2+31.05=189.13kN（2 2 ）1層5.8米高柱自重：0.6X0.6X25X5.8X1.15=60.03kND軸：600麗X600nlm柱自重（考慮粉刷）：

0.6X0.6X25X3X1.15=31.05kNTOC\o"1-5"\h\zP=（-xl6.25x7.2+-x83.291x2+31.05=231.97kN（2 2 ）1層5.8米高柱自重：0.6X0.6X25X5.8X1.15=60.03kN7）中柱集中荷載第7層：P=（Ixl5.94x7.2+-x61.38）x2=176.15kN2 2第1-6層：600mmX600mm柱自重（考慮粉刷）：0.6X0.6X25X3X1.15=31.05kNP=|-x21.92x7.2+-x83.921x2+31.05=272.79kN（2 2 ）層5.8米高柱自重：0.6X0.6X25X5.8X1.15=60.03kN.活荷載及計(jì)算簡(jiǎn)圖。(D.屋面荷載：不上人屋面 0.7kN/m2合計(jì)： 0.7kN/m2.樓面荷載:辦公室： 2.OkN/m2(廁所，走廊，樓梯間)2.OkN/m2合計(jì)： 2.OkN/m2.樓面荷載分配為等效均布荷載。圖見右短向分配：-aq8.橫向框架梁上線荷載。D.AB跨（CD跨）第7層屋面板傳給梁：0.7X1—2xf—]+fxl.8x2=2.197kN/mk6.6）k6.6）第1-6層樓面板傳給梁：第1-6層樓面板傳給梁：2.0義x1.8x2=6.28kN/mBC跨不受活載(5)橫向框架柱上集中荷載。4-5軸次梁線荷載(次梁500mm義200師)第7層：屋面板傳給梁：0.7義l-2xf—1+f—1x1.8x2=2.197kN/m^6.6) (6.6)第1-6層樓面板傳給梁第1-6層樓面板傳給梁：2.0Xxl.8x2=6.28kN/m=>4-5軸梁端剪力：第7層：-x2.197x6.6=7.25kN2第1-6層：-x6.28x6.6=20.72kN2A軸縱向框架梁荷載：第7層：屋面板傳給梁：0.7義3x1.8=0.79kN/m8跨中集中荷載4-5軸傳來的：7.25kN第1-6層：樓面板傳給梁：2X-x1.8=2.25kN/m跨中集中荷載4-5軸傳來的：20.72kNB軸縱向框架梁荷載：TOC\o"1-5"\h\z第7層：屋面板傳給梁：0.7X±xl.8+0.7xM=1.74kN/m8 2跨中集中荷載4-5軸傳來的：7.25kN5 27第1-6層：樓面板傳給梁：2X±xL8+2xM=4.95kN/m8 2跨中集中荷載4-5軸傳來的：20.72kNC軸同B軸D軸同A軸6)邊柱集中荷載第7層:x2=12.92kNP=|-x0.79x7.2+-x7.25第7層:x2=12.92kN第1-6層:P=-x2.25x7.2+-x20.72|x第1-6層:P=7)中柱集中荷載

第7層：P=第7層：P=第1-6層：P=|-x4.95x7.2+-x20.72Ix2=56.36kN恒載:第7層：MABF=-72.53kN?Mb；=M— =72.53kN?mMbJ=--ql2=-2.62kN?m12Mcbf=//2=2.62kN第1-6層：Mab'[?m=-80.95kN=M口」=-tQI2=DC1280.95kN?moC=--o/2=-2.62kN?m12Mcb"活載：mabf=—o/2=2.62kN12第7層：?m=-7.98kN?mmbaf=MdJ=卜廣=7.98kN?mmbcf=Mcdf=0第1-6層：Mab'=-22.80kN?=Mdcf=[qF=DC1222.80kN?m3.梁端固端彎矩計(jì)算。m?mm4.荷載分配°采用分層法分配，柱線剛度底層不變，其余各層柱的線剛度X0.9,柱的傳遞系數(shù)底層為其余各層為梁遠(yuǎn)端固定傳遞系數(shù)為2 3 21）計(jì)算傳遞系數(shù)柱的線剛度：底層：邊柱55000中柱550002-7層:邊柱106200中柱106200=>0.9kc=95580梁的線剛度（計(jì)算單元取中框架）：跨度6.6m:35000跨度2.7m:85000經(jīng)計(jì)算得：邊柱第7層”柱=0.732g梁=0.268勺:柱=0第2-6層：uKtl=?1-41-0-423M,?=0.154底層：uHj=0.515〃卜柱二0.296〃右梁=0.189中柱：第7層〃卜柱二°〃卜柱二。.444w右梁=0.394〃左梁二0.162第2一6層：〃卜加二〃卜訃二0.307w/：ia=0.113〃/%=0.273底層：u?柱二0.353〃下柱二0.204 梁二0.129〃右梁二0.3142）恒載豎向荷載圖:153.32kN189.13kN189.13kN189.13kN189.13kN189.13kN189.13kN19.98kN/m4.13kN/m1II19.98kN/m■11111111111272.79kN272.79kN22.3kN/m4.13kN/m11122.3kN/m 272.79kN272.79kN22.3kN/m4.13kN/mII122.3kN/m272.79kN272.79kN22.3kN/m4.13kN/mII122.3kN/m272.79kN272.79kN22.3kN/m4.13kN/m11122.3kN/m1t272.79kN272.79kN22.3kN/m22.3kN/m111272.79kN272.79kN22.3kN/m4.13kN/m11122.3kN/m176.I5kN176.15kN153.32kN23L97kN231.97kN231.97kN23L97kN23L97kN231.97kN豎向荷載作用圖（恒載）3）活載豎向荷載圖12.92kN19.78kN2.20kN/m19.78kN2.20kN/m12.92kNIlli36.92kN56.36kN6.28kN/m56.36kN6.28kN/m36.92kNi!36.92kN56.36kN6.28kN/m56.36kN6.28kN/m36.92kN36.92kN56.36kN6.28kN/m56.36kN6.28kN/m36.92kN36.92k\56.36kN6.28kN/m56.36kN6.28kN/m36.92kN36.92kN56.36kN6.28kN/m56.36kN6.28kN/m36.92kN36.92k\56.36kN6.28kN/m56.36kN6.28kN/m36.92kN豎向荷載作用圖（活載）4）恒載分配：上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁172.3左梁上柱下柱7:1)0.730.27-72.53053.0919.441172.|0.1600.440.4aI0.4000.440.4@.53 -2.62 2.62 -72.53-11.330-31.04-27.5427.54031.0411.30.2700.73|53-19.440-53.09011.41-5.67 9.720-8.0213.770-4.21-1.54-2.510-6.87-6.09-13.7708.02-9.726.0906.872.5156.67 0-11.411.54 0 4.21060.29-60.2968.410-45.93-22.4822.48045.93-68.410.290-60.296:&420.420.16|卜.110.310.310.27|-80.9580.95 -2.62|0.270.310.310.115.62 -80.95,10.160.420.留80.9534.2434.2412.47-8.85-24.05-24.05-2238223824.0524.0521.38二12.47-34.24-34.2417.7011.41-4.436.24-10.35-8.0210.69-10.6910.358.02-6.244.43-17.70-11.41T0.44TO.44-3.810.160.440.440.390.390.440.440.163.8110.4410.4441.535.21-76.7178.50-33.95-31.63-12.9212.9233.9531.63-78.5076.71-41.5-41.55:|0.420.420.司|0.110.310.310.27||0.270.310.310. |0.160.4207可

11.4111.41-4.436.24-8.02-8.0210.69-10.698.028.02-6.244.43-11.41-11.41-7.78-7.78-2.84二0.1-0.27-0.27-0.240.240.270.270.1 2.847.787.78|0?160.4207幽80.9537.8737.87-75.7478.24-32.34-32.34-13.5613.5632.3432.34-78.2475.74-37.87-37.874:|0?420.420?刊|0?110.310.310.27|0?160.4207幽80.95-80.9580.95 -2.62 2.62 -80.9534.2434.2412.47-8.85-24.05-24.05-21.3821.3824.0524.0521.38-12.47-34.24-34.2411.4111.41-4.436.24-8.02-8.0210.69-10.698.028.02-6.244.43-11.41-11.41-7.78-7.78-2.84二0?1-0.27-0.27-0?240?240?270?270.1 2.847.787?7837.8737.87-75.7478.24-32.34-32.34-13.5613.5632.3432.34-78.2475.74-37.87-37.873:,420.420.m|卜.110.310.310.27||0,270.310.310.11||0.160.42-80.9580.95 -2.62 2.62 -80.95 80.9534.2434.2412.47-8.85-24.05-24.05-21.3821.3824.0524.0521.38-12.47-34.24-34.2411.4111.41-4.436.24-8.02-8.0210.69-10.698.028.02-6.244.43-11.41-11.41-7.78-7.78-2.84-0?1-0?27-0.27-0?240?240?270.270.1 2.847.787.7837.8737.87-75.7478.24-32.34-32.34-13.5613.5632.3432.34-78.2475.74-37.87-37.872:|0?420.420.刊|0?U0,310?310?27||0,270.310.310.