水平地震作用計(jì)算

第四節(jié)水平地震作用計(jì)算重力荷載代表值計(jì)算本設(shè)計(jì)建筑高度為23.95m，以剪切表形為主，且質(zhì)量和高度均勻分布，故可采用底部剪力法計(jì)算水平地震作用。首先需要計(jì)算重力荷載代表值。屋面處重力荷載代表值二結(jié)構(gòu)和構(gòu)件自重標(biāo)準(zhǔn)值樓面處重力荷載代表值二結(jié)構(gòu)和構(gòu)件自重標(biāo)準(zhǔn)值+0.5樓面活荷載標(biāo)準(zhǔn)值其中結(jié)構(gòu)和構(gòu)件自重取樓面上、下各半層高度范圍內(nèi)(屋面處取頂層1/2)的結(jié)構(gòu)和構(gòu)件自重。計(jì)算地震作用時(shí)，建筑的重力荷載代表值應(yīng)取結(jié)構(gòu)和構(gòu)件自重和各可變荷載組合值之和。設(shè)計(jì)時(shí)頂層重力荷載代表值包括：屋面恒載，縱、橫梁自重，半層柱自重，女兒墻自重，半層墻體自重。其他層重力荷載代表值包括：樓面恒載，50%樓面均布活荷載，縱、橫梁自重，樓面上、下各半層的柱及縱、橫墻體自重。一、樓層總量取6軸框架左側(cè)3000mm寬度和右側(cè)3000mm寬度的樓層的重量進(jìn)行近似計(jì)算第9標(biāo)準(zhǔn)層：梁重量⑴截面尺寸：bXh=300mmX600mm線荷載：25X0.3X(0.6-0.12)+0.04X(0.6-0.12)X17=3.93KN/mG=3.93X(4+3)=27.51KN1⑵截面尺寸：bXh=250mmX500mm線荷載：25X0.25X(0.5-0.12)+0.04X(0.5-0.12)X17=2.63KN/mG=2.63X3X4=31.56KN2截面尺寸：bXh=200mmX450mm線荷載：25X0.2X(0.45-0.12)+0.04X(0.45-0.12)X17=1.87KN/mG=1.87X6=11.22KN3截面尺寸：bXh=300mmX650mm線荷載：25X0.3X(0.65-0.12)+0.04X(0.65-0.12)X17=4.34KN/mG=4.34X8=34.72KN4柱重量G5=(6.01X3)X(1.8/2—0.12)=27.18KN3.板重量G=5.0X14X3=210KN6墻重量G=6.3X(2X3+6)+3X2+5.1X1.15/2X8+5.1X0.6X4+5.1X71.3/2X3=120.95KN活載：根據(jù)《建筑抗震設(shè)計(jì)規(guī)范》5.1.3要求屋面板的活載組合值系數(shù)為0,故：G=08則第9層樓面的重力荷載代表值為：G7=27.51+31.56+11.22+34.72+27.18+210+120.95=508.14KN第8標(biāo)準(zhǔn)層：梁重量⑴截面尺寸：bXh=300mmX600mm線荷載：25X0.3X(0.6-0.12)+0.04X(0.6-0.12)X17=3.93KN/mG=3.93X8=31.44KN1⑵截面尺寸：bXh=250mmX500mm線荷載：25X0.25X(0.5-0.12)+0.04X(0.5-0.12)X17=2.63KN/mG=2.63X(3X5+6+4)=65.75KN2截面尺寸：bXh=200mmX450mm線荷載：25X0.2X(0.45-0.12)+0.04X(0.45-0.12)X17=1.87KN/mG=1.87X(3X5)=28.05KN3柱重量G4=(6.01X3)X(2.0/2+1.8/2—0.12)+6.01X(1-0.12)=69.38KN板重量G=5.0X3X(6+1.5+14)=322.5KN5墻重量G=(3+12)X5.1/2+(3+14)X6.1/2+3X10.5/2+3X1.1/2=107.5KN5.活載：根據(jù)《建筑抗震設(shè)計(jì)規(guī)范》5.1.3要求屋面板的活載組合值系數(shù)為0，故:G7=0則第8層樓面的重力荷載代表值為：G「31.44+65.75+28.05+151.2+322.5+107.5=624.62KN第7標(biāo)準(zhǔn)層：梁重量⑴截面尺寸：bXh=300mmX600mmG=4.2X8=33.6KN1⑵截面尺寸：bXh=250mmX500mmG=2.86X(3X4+6+4)=62.92KN2(3)截面尺寸：bXh=200mmX450mmG=2.06X(3X2+6)=24.72KN3柱重量G4=6.01X1X4+(8.35X2+13.25X2)X(3.6/2—0.1)=116.64KN板重量G=3.4X(3X14)+3.6X(3X4)=220KN5墻重量G6=(3+18)X6.1/2+3X3/2+3X10.5/2+3X1.1X0.5+3X(4.5+9.7+10.5+10.5+6.1)X0.5+10X12.2/2+6.5X10.3X0.5+5X12.4X0.5+6X9.7X0.5+2.5X10.4X0.5=315.48KN活載：根據(jù)《建筑抗震設(shè)計(jì)規(guī)范》5.1.3要求樓面板的活載組合值系數(shù)為0.5,故：G7=〔2.0X(3.0X14)+2.5X(3X4)〕X0.5=32KN則第7層樓面的重力荷載代表值為：G7=33.6+62.92+24.72+116.64+220+315.48+32=805.36KN第6標(biāo)準(zhǔn)層：1.梁重量⑴截面尺寸：bXh=300mmX600mmG=4.2X8=33.6KN1⑵截面尺寸：bXh=250mmX500mmG=2.86X(3X7+6+4)=88.66KN2截面尺寸：bXh=200mmX450mmG=2.06X(3X6+6+2.5X3)=64.89KN3截面尺寸：bXh=200mmX300mm柱重量G5=(8.35X2+13.25X2)X(3.6/2+3.6/2-0.1)=151.2KN板重量G=3.6X(3X14+3X8+0.5X6)+3X(3X4)+3.4X2.5X3.5=314.15KN6墻重量G7=3X(10.5+10.5+6.1)+12.2X10+9.7X6+12.4X2.5X2+9.7X3X0.5+10.4X2.5X0.5+3X(2+6.3)X0.5+10.3X6.5X0.5+8.1X1+11.8X6X0.5+3X4.5X0.5+3X8.5X0.5+5.5X6X0.5+10.5X6X0.5+10.8X3X0.5=524.18KN活載：根據(jù)《建筑抗震設(shè)計(jì)規(guī)范》5.1.3要求樓面板的活載組合值系數(shù)為0.5,故:G=〔2.0X(3X4+2.5X3.5+3X14)+2.5X(3X11.5+0.5X6)〕X0.5=109.63KN則第6層樓面的重力荷載代表值為：G6=33.6+88.66+64.89+1.21+151.2+314.15+524.18+109.63=1287.5KN第5標(biāo)準(zhǔn)層：梁重量⑴截面尺寸：bXh=300mmX600mmG=4.2X8=33.6KN1⑵截面尺寸：bXh=250mmX500mmG=2.86X(3X7+6+4)=88.66KN2截面尺寸：bXh=200mmX450mmG=2.06X(3X6+6+2.5X2)=59.74KN3截面尺寸：bXh=200mmX300mmG=1.21X1=1.21KN4柱重量G5=(8.35X2+13.25X2)X(3.6/2+3.6/2-0.1)=151.2KN板重量G=3.6X(3X8+0.5X6)+3.4X(3X19.5+2.5X3.5)=325.85K6墻重量G7=5.5X6+10.5X12+10.8X3+4.6X3+6.1X3+12.4X2.5X2+8.1X1+12.2X10+11.8X6+9.7X6=544.6KN活載：根據(jù)《建筑抗震設(shè)計(jì)規(guī)范》5.1.3要求樓面板的活載組合值系數(shù)為0.5,故：G=〔2.0X(3X19.5+2.5X3.5)+2.5X(3X8+0.5X6)〕X0.5=101KN10則第5層樓面的重力荷載代表值為：G5=33.6+88.66+59.74+1.21+151.2+325.85+544.6+101=1305.86KN第4標(biāo)準(zhǔn)層：梁重量⑴截面尺寸：bXh=300mmX600mmG=4.2X8=33.6KN1⑵截面尺寸：bXh=250mmX500mmG=2.86X(3X7+6+4)=88.66KN2截面尺寸：bXh=200mmX450mmG=2.06X(3X6+6+2.5X2)=59.74KN3截面尺寸：bXh=200mmX300mmG=1.21X1=1.21KN4柱重量G5=(8.35X2+13.25X2)X(3.6/2+3.6/2-0.1)=151.2KN板重量G=3.6X(3X8+0.5X6)+3.4X(3X19.5+2.5X3.5)=325.85K6墻重量G7=(5.5X6+10.5X12+10.8X3+4.6X3+6.1X3+12.4X2.5X2+8.1X1+12.2X10+11.8X6+9.7X6)X0.5+(5.5X6+10.5X12+4.6X3+6.1X3+12.4X2.5X2+8.1X1+12.2X4+11.8X6+9.7X6+12.4X6)X0.5=491.8KN活載：根據(jù)《建筑抗震設(shè)計(jì)規(guī)范》5.1.3要求樓面板的活載組合值系數(shù)為0.5,故：G10=〔2.0X(3X19.5+2.5X3.5)+2.5X(3X8+0.5X6)〕X0.5=101KN則第4層樓面的重力荷載代表值為：G4=33.6+88.66+59.74+1.21+151.2+325.85+491.8+101=1253.06KN第3標(biāo)準(zhǔn)層：梁重量⑴截面尺寸：bXh=300mmX600mmG=4.2X8=33.6KN1⑵截面尺寸：bXh=250mmX500mmG=2.86X(3X6+6+4)=80.08KN2截面尺寸：bXh=200mmX450mmG=2.06X(3X6+6+2.5X2)=59.74KN3截面尺寸：bXh=200mmX300mmG=1.21X1=1.21KN4截面尺寸：bXh=250mmX550mmG=3.44X3=10.32KN5柱重量G6=(8.35X2+13.25X2)X(3.6/2+3.6/2-0.1)=151.2KN板重量G=3.6X(3X8+0.5X6)+3.4X(3X19.5+2.5X3.5)=325.85KN7墻重量G8=(5.5X6+10.5X12+10.8X3+4.6X3+6.1X3+12.4X2.5X2+8.1X1+12.2X10+11.8X6+9.7X6)X0.5+(5.5X6+10.5X12+4.6X3+6.1X3+12.4X2.5X2+8.1X1+12.2X4+11.8X6+9.7X6+12.4X6)X0.5=491.8KN活載：根據(jù)《建筑抗震設(shè)計(jì)規(guī)范》5.1.3要求樓面板的活載組合值系數(shù)為0.5,故：G9=〔2.0X(3X19.5+2.5X3.5)+2.5X(3X8+0.5X6)〕X0.5=101KN則第1層樓面的重力荷載代表值為：G3=33.6+80.08+59.74+1.21+10.32+151.2+325.85+491.8+101=1254.8KN第2標(biāo)準(zhǔn)層：1.梁重量⑴截面尺寸：bXh=300mmX600mmG=4.2X8=33.6KN1⑵截面尺寸：bXh=250mmX500mmG=2.86X(3X7+6+4)=88.66KN2截面尺寸：bXh=200mmX450mmG=2.06X(3X6+6+2.5X2)=59.74KN3截面尺寸：bXh=200mmX300mmG=1.21X1=1.21KN4柱重量G5=(8.35X2+13.25X2)X(3.6/2+3.6/2-0.1)=151.2KN板重量G=3.6X(3X8+0.5X6)+3.4X(3X19.5+2.5X3.5)=325.85K6墻重量G7=5.5X6+10.5X12+10.8X3+4.6X3+6.1X3+12.4X2.5X2+8.1X1+12.2X10+11.8X6+9.7X6=544.6KN活載：根據(jù)《建筑抗震設(shè)計(jì)規(guī)范》5.1.3要求樓面板的活載組合值系數(shù)為0.5,故：G8=(2.0X(3X19.542.5X3.5)+2.5X(3X8+0.5X6)〕X0.5=101KN8則第2層樓面的重力荷載代表值為：G2=33.6+88.66+59.74+1.21+151.2+325.85+544.6+101=1305.86KN第1標(biāo)準(zhǔn)層：1.梁重量⑴截面尺寸：bXh=300mmX600mmG=4.2X8=33.6KN1⑵截面尺寸：bXh=250mmX500mmG=2.86X(3X7+6+4)=88.66KN2截面尺寸：bXh=200mmX450mmG=2.06X(3X6+6+2.5X2)=59.74KN3截面尺寸：bXh=200mmX300mm柱重量G5=(8.35X2+13.25X2)X(3.6/2+5.2—0.1)=298.08KN板重量G=3.6X(3X8+0.5X6)+3.4X(3X19.5+2.5X3.5)=325.85K6墻重量G7=(5.5X6+10.5X12+10.8X3+4.6X3+6.1X3+12.4X2.5X2+8.1X1+12.2X13+11.8X6+9.7X6)X0.5+(7.9X6+14.5X10+12.9X6+6.8X3+14.7X2.5X2+12.8X2.5+8.6X3+12.1X6+14.1X6+10X1)X0.5=584.95KN活載：根據(jù)《建筑抗震設(shè)計(jì)規(guī)范》5.1.3要求樓面板的活載組合值系數(shù)為0.5,故：G8=(2.0X(3X19.542.5X3.5)+2.5X(3X8+0.5X6)〕X0.5=101KN8則第1層樓面的重力荷載代表值為：G=33.6+88.66+59.74+1.21+185.76+325.85+584.95+101=1493.09KN1二、荷載分層總匯頂層重力荷載代表值包括：屋面恒載，縱、橫梁自重，半層柱自重，半層墻體自重。其他層重力荷載代表值包括：樓面恒載，50%樓面均布活荷載，縱、橫梁自重，樓面上、下各半層的柱及縱、橫墻體自重。將前述分項(xiàng)荷載相加，得集中于各層樓面的重力荷載代表值如下：第九標(biāo)準(zhǔn)層G9=508.14KN第八標(biāo)準(zhǔn)層G8=642.62KN第七標(biāo)準(zhǔn)層G7=805.36KN第六標(biāo)準(zhǔn)層：G6=1287.5KN第五標(biāo)準(zhǔn)層：G5=1305.86KN第四標(biāo)準(zhǔn)層：G4=1253.06KN第三標(biāo)準(zhǔn)層：G3=1254.8KN第二標(biāo)準(zhǔn)層：G2=1305.86KN第一標(biāo)準(zhǔn)層：G1=1493.09KN建筑物總重力荷載代表值尤G為:i=11LG=G+G+G+G+G+G+G+G+G=1493.09+1305.86+1254.8123456789i=1+1253.06+1305.86+1287.5+805.36+642.62+508.14=8601.5KN質(zhì)點(diǎn)重力荷載值見(jiàn)下圖:Cg=頑."11<\卜上Cis=1305.■?6='：U.CiEl-.\Gj=12b4,0KNGi=1493.29KN質(zhì)點(diǎn)重力荷載值三、地震荷載的計(jì)算(一)框架剛度計(jì)算因?yàn)樵谟?jì)算結(jié)構(gòu)地震作用時(shí)，需要確定結(jié)構(gòu)假想位移，所以先計(jì)算框架剛度。考慮到現(xiàn)澆樓板作用，在計(jì)算梁的慣性矩時(shí)，取邊跨框架梁慣性矩I=1.5/0，中跨框架梁慣性矩I=21°，10為矩形截面梁的截面慣性矩，框架梁采用C30混凝土(E=30kN/m2)、框架柱采用C30混凝土(E=30kN/m2)。梁、柱的線剛度計(jì)算如下表所示。'框架梁、柱線剛度計(jì)算桿件符號(hào)B(mm)H(mm)I。(X10i0mm4)放縮系數(shù)I(X1010mm4)Ec(X104N/mm2)L(mm)ic(X1010N?mm)線剛度(X104kN?m)中E-D跨梁2505000.262.00.523.0060002.602.60間D-C3006000.542.01.083.0080004.054.05框跨梁3006500.6872.01.373.005.145.14架C-B2505000.262.00.523.0040003.903.90跨梁3006000.6872.01.083.008.108.10底層柱5505500.7631.00.7633.0052004.44.47007002.001.02.003.0011.5411.542-7層柱5505500.7631.00.7633.0036006.366.367007002.001.02.003.0016.6716.678層柱4504500.341.00.343.0020005.15.14504500.341.00.343.005.15.19層柱4504500.341.00.343.0018005.675.674504500.341.00.343.005.675.67

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框架柱剛度修正系數(shù)"計(jì)算公式見(jiàn)表5-3所示。a柱剛度修正系數(shù)計(jì)算公式樓簡(jiǎn)圖Ka層邊柱中柱底層柱<2■cii■2■cK'1￡20.5KQ=27k層柱k■2K'1+12+‘3+14=2'cQ=2+KJJ■c■416框架的梁柱線剛度相對(duì)值如圖5-2所示。柱.】1i2i3.i4icKaHD￡D(m)底層E02.6004.40.5910.4215.20.8226.164D2.64.050011.540.5760.4185.22.139C4.053.90011.540.6890.4425.22.264B3.90004.40.8860.4805.20.938至七層E02.602.66.360.4090.1703.60.9997.920D2.64.052.64.0516.670.3990.1663.62.567C4.053.94.053.916.670.4770.1933.62.972B03.903.96.360.6130.2353.61.382八層E02.602.65.10.5100.20323.10820.080D2.64.052.64.055.11.3040.39526.038C4.053.94.053.95.11.5590.43826.702B03.903.95.10.7650.27724.232九層E0002.600.0000.0001.80.00023.465D05.1404.055.670.8100.2881.86.056C5.148.14.053.95.671.8690.4831.810.143B08.103.95.671.0580.3461.87.266（三）水平地震荷載作用力的計(jì)算該樓高度不超過(guò)40m、以剪切變形為主且質(zhì)量和剛度沿高度分比較均勻的高層建筑結(jié)構(gòu)，可采用底部剪力法。用底部剪力法計(jì)算地震作用時(shí)，將多自由度體系等效為單自由度體系，只考慮結(jié)構(gòu)基本自振周期計(jì)算總水平地震力，然后再按一定規(guī)律分配到各個(gè)樓層。結(jié)構(gòu)底部總剪力標(biāo)準(zhǔn)值的表達(dá)式為：「LG式中a1——相應(yīng)于結(jié)構(gòu)基本自振周期T1的水平地震影響系數(shù)值；Ge——計(jì)算地震作用時(shí)，結(jié)構(gòu)等效總重力荷載，G=0.85ZGege——結(jié)構(gòu)總重力荷載代表值，為各層重力荷載代表值之和。重力荷載代表值是指100%的恒荷載、50%—80%的樓面活荷載和50%的雪荷載之和?？拐鹪O(shè)防類(lèi)別：丙類(lèi)建筑物抗震設(shè)防烈度：7度框架結(jié)構(gòu)抗震等級(jí)：二級(jí)場(chǎng)地類(lèi)別：二類(lèi)設(shè)計(jì)地震分組：2組設(shè)計(jì)地震基本加速度：0.1g設(shè)計(jì)特征周期：T廣0.4s水平地震影響系數(shù)最大值：ama=0.08鋼筋混凝土結(jié)構(gòu)的阻力比取為匚=0.05,故有衰減指數(shù)丫=0.9,阻尼調(diào)整系數(shù)門(mén)2=1.0結(jié)構(gòu)基本自振周期「計(jì)算：Ti=0.08N結(jié)構(gòu)基本自振周期「計(jì)算：Ti=0.08N=0.08X7=0.56s>Tg=0.4s(T\故有：((血①和9、一一―——x1.0x0.08右0.059s0.080.9—0.26。0.070又由即有:又由即有:G=0.85才G=0.85X8601.5=7311.28KNi=1Fk=aG=0.059X7311.28=432.08KN各個(gè)質(zhì)點(diǎn)的地震作用:因?yàn)椤?0.56，1.4廠1.4x0.4M.56，則無(wú)需考慮頂部附加的集中水平地震作用％。咒GH=1493.09X5.2+1305.86X8.8+1254.8X12.4+1253.06X16+1305.86Xjij=119.6+1287.5X23.2+805.36X26.8+642.62X28.8+508.14X30.6=165969.16KN故：第一層的水平地震荷載作用力：F=G1H1F=刀64"7x432.08=20.21KNyek165969.16GHjjj=1第二層的水平地震荷載作用力：F=G2H2F=11491.57x432.08=29.92KNyek165969.16GHjjj=1第三層的水平地震荷載作用力:GH廠

3—3—FEGH廠

3—3—FEekGHjjj=1165969.1620048.20048.96x432.08=52.19KN165969.16-G^FEekGHjjj=1第五層的水平地震荷載作用力:F=G5H5F=25594.86x432.08=66.63KN5yek165969.16GHjjj=1第六層的水平地震荷載作用力：F=G6H6F=29870x432.08=77.76KN6yek165969.16GHjjj=1第七層的水平地震荷載作用力：F=G7H7F=21583.65x432.08=56.19KN7yek165969.16GHjjj=1

GH8—8—￡ghGH8—8—￡ghjjj=1FEK18507.46165969.16x432.08=48.18KN第七層的水平地震荷載作用力:GH口

9—9—FEekGHGH口

9—9—FEekGHjjj=1165969.16框架水平地震荷載計(jì)算簡(jiǎn)圖如下圖所示：（KN）TOC\o"1-5"\h\zJ41S.18I?N*W91\?7.7￡IN沛I.N4■>2.19KK*■10!/I'J（?29.92I'*20.21kN酷77^7（四）水平地震荷載作用下的內(nèi)力計(jì)算對(duì)比較規(guī)則的，層數(shù)不多的框架結(jié)構(gòu)，當(dāng)柱軸向變形對(duì)內(nèi)力及位移影響不大時(shí)，可采用D值法或反彎點(diǎn)法計(jì)算水平荷載作用下的框架內(nèi)力及位移。運(yùn)用D值法計(jì)算在水平力作用下框架的內(nèi)力：1.各柱剪力按剛度分配發(fā)計(jì)算公式為：V=-Dj—Vijyspi乙Dijj=1式中，Vpi——為該片平面框架i層總剪力;v^——為i層第j根柱分配到的剪力;D——為i層第j根柱的抗側(cè)剛度；YD「——為i層S根柱的抗側(cè)剛度之和。j=1樓層層剪力（KN）各柱D值（x104KN-m,￡D各柱剪力值（KN）EDCBEDCB940.486.05610.1437.26623.4650.0010.4517.5012.54888.663.1086.0386.7024.23220.08013.7226.6629.5918.697144.850.9992.5672.9721.3827.92018.2846.9454.3525.276222.610.9992.5672.9721.3827.92028.0972.1483.5338.845289.240.9992.5672.9721.3827.92036.5093.74108.5450.474341.430.9992.5672.9721.3827.92043.09110.65128.1259.573381.940.9992.5672.9721.3827.92048.20123.78143.3266.642411.860.9992.5672.9721.3827.92051.97133.48154.5571.861432.080.8222.1392.2640.9386.16457.63149.97158.7365.74表5-12各層柱所分配到的剪力:七、地震作用下柱端彎矩的計(jì)算地震作用下的柱上端和下端彎矩按下式（1）、（2）計(jì)算，即上端彎矩Mt..=Vgl-y）（1）下端彎矩M勺=V.hy（2）其中y為反彎點(diǎn)高度比，按式y(tǒng)=y0+y1+y2+y3計(jì)算，其中y°標(biāo)準(zhǔn)反彎點(diǎn)高度比y1——因上、下層梁剛度比變化的修正值y2——因上層層高變化的修正值y3——因下層層高變化的修正值表反彎點(diǎn)高度比y計(jì)算樓層E軸框架柱D軸框架柱C軸框架柱B軸框架柱九層X(jué)n=9j=9K=0.81y0=0.35以］=1.26y1=0以3=1.111y3=0y=0.35n=9j=9K=1.87y0=0.44以］=1y1=0以3=1.111y3=0y=0.44+0=0.44n=9j=9K=1.06y0=0.4以］=1y1=0以3=1.111y3=0y=0.4+0=0.4八層n=9j=8K=0.51y°=0.35以］=1y1=0以2=0.900y2=0以3=1.80y3=-0.10y=0.35-0.10=0.25n=9j=8K=1.304y0=0.45以］=1y1=0以2=0.900y2=0以3=1.80y3=-0.10y=0.45-0.10=0.35n=9j=8K=1.56y0=0.45以］=1y1=0以2=0.900y2=0以3=1.80y3=-0.10y=0.45-0.10=0.35n=9j=8K=0.765y0=0.4以］=1y1=0以2=0.900y2=0以3=1.80y3=-0.10y=0.4-0.10=0.3七層n=9j=7K=0.409y0=0.40以］=1y1=0以2=0.556y2=-0.05以3=1y3=0y=0.40-0.05=0.35n=9j=7K=0.399y0=0.40以］=1y1=0以2=0.556y2=-0.05以3=1y3=0y=0.40-0.05=0.35n=9j=7K=0.477y0=0.40以］=1y1=0以2=0.556y2=-0.05以3=1y3=0y=0.40-0.05=0.35n=9j=7K=0.613y0=0.45以］=1y1=0以2=0.556y2=-0.05以3=1y3=0y=0.45-0.05=0.40六層n=9j=6K=0.409y0=0.40以］=1y1=0以2=1y2=0以3=1y3=0y=0.40+0+0=0.40n=9j=6K=0.399y0=0.40以］=1y1=0以2=1y2=0以3=1y3=0y=0.40+0+0=0.40n=9j=6K=0.477y0=0.44以］=1y1=0以2=1y2=0以3=1y3=0y=0.44+0+0=0.44n=9j=6K=0.613y0=0.45以］=1y1=0以2=1y2=0以3=1y3=0y=0.45+0+0=0.45五n=9j=5n=9j=5n=9j=5n=9j=5

層K=0.409yo=0.45K=0.397y0=0.45K=0.477y0=0.45K=0.613y0=0.45以］=1y1=0以］=1y1=0以］=1y1=0以］=1y1=0以2=1y2=0以2=1y2=0以2=1y2=0以2=1y2=0以3=1y3=0以3=1y3=0以3=1y3=0以3=1y3=0y=0.45+0+0=0.45y=0.45+0+0=0.45y=0.45+0+0=0.45y=0.45+0+0=0.45n=9j=4n=9j=4n=9j=4n=9j=4K=0.409y0=0.45K=0.399y0=0.45K=0.477y0=0.45K=0.613y0=0.50四以］=1y1=0以］=1y1=0以］=1y1=0以］=1y1=0層以2=1y2=0以2=1y2=0以2=1y2=0以2=1y2=0以3=1y3=0以3=1y3=0以3=1y3=0以3=1y3=0y=0.45+0+0=0.45y=0.45+0+0=0.45y=0.45+0+0=0.45y=0.50+0+0=0.50n=9j=3n=9j=3n=9j=3n=9j=3K=0.409y0=0.50K=0.399y0=0.50K=0.477y0=0.50K=0.613y0=0.50三以］=1y1=0以］=1y1=0以］=1y1=0以］=1y1=0層以2=1y2=0以2=1y2=0以2=1y2=0以2=1y2=0以3=1y3=0以3=1y3=0以3=1y3=0以3=1y3=0y=0.50+0+0=0.50y=0.50+0+0=0.50y=0.50+0+0=0.50y=0.50+0+0=0.50n=9j=2n=9j=2n=9j=2n=9j=2K=0.409y0=0.55K=0.399y0=0.55K=0.477y0=0.55K=0.613y0=0.55二以］=1y1=0以］=1y1=0以］=1y1=0以］=1y1=0層以2=1y2=0以2=1y2=0以2=1y2=0以2=1y2=0%=1.44y3=-0.05%=1.44y3=-0.05%=1.44y3=-0.05%=1.44y3=-0.05y=0.55+0-0.05=0.50y=0.55+0-0.05=0.50y=0.55+0-0.05=0.50y=0.55+0-0.05=0.50n=9j=1n=9j=1n=9j=1n=9j=1一K=0.591y0=0.75K=0.576y0=0.75K=0.689y0=0.70K=0.884y0=0.65層以］=1y1=0以］=1y1=0以］=1y1=0以1-1y1=0以2=0.692y2=0以2=0.692y2=0以2=0.692y2=0以2=0.692y2=0y=0.75+0=0.75y=0.75+0=0.75y=0.70+0=0.70y=0.65+0=0.65地震作用下柱端彎矩的計(jì)算表5-8樓層柱子反彎點(diǎn)高度比y層高H(m)柱子剪力K.(KN)ij柱上端彎矩Mt(kN?m)柱下端彎矩Mb(kN?m)9E0.000.00D0.351.810.4512.226.58C0.441.817.5017.6413.86B0.41.812.5413.549.038E0.25213.7220.586.86D0.35226.6634.6618.66C0.35229.5938.4720.710.353.618.280.353.646.940.350.40.40.40.440.450.450.450.450.450.450.450.450.50.50.50.50.50.50.50.50.50.750.750.70.653.63.63.63.63.63.63.63.63.63.63.63.63.63.63.63.63.63.63.63.63.63.65.25.25.25.254.3625.2728.0972.1483.5338.8436.5093.74108.5450.4743.09110.65128.1259.5748.20123.78143.3266.6251.97133.48154.5571.8657.43149.97158.7365.7442.78109.84127.2054.5960.68155.83168.4076.9172.28185.61214.9199.9423.0459.1568.4936.3940.45103.88132.3262.9359.14151.87175.8481.7785.3369.81219.09179.25253.68207.56107.23107.2386.7686.76222.81222.81257.98257.98119.92119.9293.5593.55240.27240.27278.20278.20129.35129.3574.66194.97247.63119.65223.98584.90577.79222.21八、地震作用下梁端彎矩、剪力及柱軸力計(jì)算由節(jié)點(diǎn)平衡條件，梁端彎矩之和等于柱端彎矩之和，將節(jié)點(diǎn)左右梁端彎矩之和按左右梁的線剛度比例分配，可求出各梁端彎矩，進(jìn)而由梁的平衡條件求出梁端剪力。1、由表5-8中柱端彎矩，并根據(jù)節(jié)點(diǎn)平衡計(jì)算梁端彎矩，節(jié)點(diǎn)左、右兩邊的梁端彎矩按照梁的線剛度比例進(jìn)行分配：）計(jì)算）計(jì)算對(duì)于跨中，ilir按Ml=(M〔+Mb)-^和Ml=(M〔+Mb)-^計(jì)算biiji+1,j4+《bi寸i+Wi^+《2、梁端剪力按V=嗎;嗎計(jì)算1/3、柱軸力根據(jù)節(jié)點(diǎn)Y方向受力平衡條件可求4、地震作用下的梁端彎矩計(jì)算過(guò)程詳見(jiàn)下表樓層柱端彎矩柱端彎矩之和MED(KN-m)柱端彎矩柱端彎矩之和MBC(KN-m)913.5413.5413.54820.5820.5820.589.0335.1935.1926.1676.8649.6449.6411.2165.8065.8042.7854.59623.0483.7283.7236.39113.30113.3060.6876.91540.45112.73112.7362.93162.87162.8772.2899.94459.14144.47144.4781.77189.00189.0085.33107.23369.81156.57156.57107.23227.16227.1686.76119.92286.76180.31180.31119.92249.28249.2893.55129.35193.55168.21168.21129.35249.00249.0074.66119.65梁端彎矩med、MB』計(jì)算

樓層柱端彎矩柱端彎矩之和相對(duì)線剛度'DE相對(duì)線剛度'DCMDE(KN-m)MDC(KN-m)9—12.220.000.810.0012.2212.2286.5841.240.410.6416.1025.1434.66718.66128.510.410.6450.1878.33109.84659.15214.970.410.6483.94131.03155.835103.88289.500.410.64113.04176.46185.614151.87370.950.410.64144.85226.11219.093179.25402.070.410.64157.00245.07222.812222.81463.080.410.64180.82282.26240.271240.27435.230.410.64169.95265.28194.97梁端彎矩Mde、Mdc^算樓層柱端彎矩柱端彎矩之和相對(duì)線i剛度tCD相對(duì)線剛度CBMCD(KN-m)MCB(KN-m)917.