水平地震作用计算

第四节水平地震作用计算重力荷载代表值计算本设计建筑高度为23.95m，以剪切表形为主，且质量和高度均匀分布，故可采用底部剪力法计算水平地震作用。首先需要计算重力荷载代表值。屋面处重力荷载代表值二结构和构件自重标准值楼面处重力荷载代表值二结构和构件自重标准值+0.5楼面活荷载标准值其中结构和构件自重取楼面上、下各半层高度范围内(屋面处取顶层1/2)的结构和构件自重。计算地震作用时，建筑的重力荷载代表值应取结构和构件自重和各可变荷载组合值之和。设计时顶层重力荷载代表值包括：屋面恒载，纵、横梁自重，半层柱自重，女儿墙自重，半层墙体自重。其他层重力荷载代表值包括：楼面恒载，50%楼面均布活荷载，纵、横梁自重，楼面上、下各半层的柱及纵、横墙体自重。一、楼层总量取6轴框架左侧3000mm宽度和右侧3000mm宽度的楼层的重量进行近似计算第9标准层：梁重量⑴截面尺寸：bXh=300mmX600mm线荷载：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线荷载：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线荷载：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线荷载：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墙重量G=6.3X(2X3+6)+3X2+5.1X1.15/2X8+5.1X0.6X4+5.1X71.3/2X3=120.95KN活载：根据《建筑抗震设计规范》5.1.3要求屋面板的活载组合值系数为0,故：G=08则第9层楼面的重力荷载代表值为：G7=27.51+31.56+11.22+34.72+27.18+210+120.95=508.14KN第8标准层：梁重量⑴截面尺寸：bXh=300mmX600mm线荷载：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线荷载：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线荷载：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墙重量G=(3+12)X5.1/2+(3+14)X6.1/2+3X10.5/2+3X1.1/2=107.5KN5.活载：根据《建筑抗震设计规范》5.1.3要求屋面板的活载组合值系数为0，故:G7=0则第8层楼面的重力荷载代表值为：G「31.44+65.75+28.05+151.2+322.5+107.5=624.62KN第7标准层：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墙重量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活载：根据《建筑抗震设计规范》5.1.3要求楼面板的活载组合值系数为0.5,故：G7=〔2.0X(3.0X14)+2.5X(3X4)〕X0.5=32KN则第7层楼面的重力荷载代表值为：G7=33.6+62.92+24.72+116.64+220+315.48+32=805.36KN第6标准层：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墙重量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活载：根据《建筑抗震设计规范》5.1.3要求楼面板的活载组合值系数为0.5,故:G=〔2.0X(3X4+2.5X3.5+3X14)+2.5X(3X11.5+0.5X6)〕X0.5=109.63KN则第6层楼面的重力荷载代表值为：G6=33.6+88.66+64.89+1.21+151.2+314.15+524.18+109.63=1287.5KN第5标准层：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墙重量G7=5.5X6+10.5X12+10.8X3+4.6X3+6.1X3+12.4X2.5X2+8.1X1+12.2X10+11.8X6+9.7X6=544.6KN活载：根据《建筑抗震设计规范》5.1.3要求楼面板的活载组合值系数为0.5,故：G=〔2.0X(3X19.5+2.5X3.5)+2.5X(3X8+0.5X6)〕X0.5=101KN10则第5层楼面的重力荷载代表值为：G5=33.6+88.66+59.74+1.21+151.2+325.85+544.6+101=1305.86KN第4标准层：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墙重量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活载：根据《建筑抗震设计规范》5.1.3要求楼面板的活载组合值系数为0.5,故：G10=〔2.0X(3X19.5+2.5X3.5)+2.5X(3X8+0.5X6)〕X0.5=101KN则第4层楼面的重力荷载代表值为：G4=33.6+88.66+59.74+1.21+151.2+325.85+491.8+101=1253.06KN第3标准层：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墙重量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活载：根据《建筑抗震设计规范》5.1.3要求楼面板的活载组合值系数为0.5,故：G9=〔2.0X(3X19.5+2.5X3.5)+2.5X(3X8+0.5X6)〕X0.5=101KN则第1层楼面的重力荷载代表值为：G3=33.6+80.08+59.74+1.21+10.32+151.2+325.85+491.8+101=1254.8KN第2标准层：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墙重量G7=5.5X6+10.5X12+10.8X3+4.6X3+6.1X3+12.4X2.5X2+8.1X1+12.2X10+11.8X6+9.7X6=544.6KN活载：根据《建筑抗震设计规范》5.1.3要求楼面板的活载组合值系数为0.5,故：G8=(2.0X(3X19.542.5X3.5)+2.5X(3X8+0.5X6)〕X0.5=101KN8则第2层楼面的重力荷载代表值为：G2=33.6+88.66+59.74+1.21+151.2+325.85+544.6+101=1305.86KN第1标准层：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墙重量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活载：根据《建筑抗震设计规范》5.1.3要求楼面板的活载组合值系数为0.5,故：G8=(2.0X(3X19.542.5X3.5)+2.5X(3X8+0.5X6)〕X0.5=101KN8则第1层楼面的重力荷载代表值为：G=33.6+88.66+59.74+1.21+185.76+325.85+584.95+101=1493.09KN1二、荷载分层总汇顶层重力荷载代表值包括：屋面恒载，纵、横梁自重，半层柱自重，半层墙体自重。其他层重力荷载代表值包括：楼面恒载，50%楼面均布活荷载，纵、横梁自重，楼面上、下各半层的柱及纵、横墙体自重。将前述分项荷载相加，得集中于各层楼面的重力荷载代表值如下：第九标准层G9=508.14KN第八标准层G8=642.62KN第七标准层G7=805.36KN第六标准层：G6=1287.5KN第五标准层：G5=1305.86KN第四标准层：G4=1253.06KN第三标准层：G3=1254.8KN第二标准层：G2=1305.86KN第一标准层：G1=1493.09KN建筑物总重力荷载代表值尤G为: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质点重力荷载值见下图:Cg=顽."11<\卜上Cis=1305.■♦6='：U.CiEl-.\Gj=12b4,0KNGi=1493.29KN质点重力荷载值三、地震荷载的计算(一)框架刚度计算因为在计算结构地震作用时，需要确定结构假想位移，所以先计算框架刚度。考虑到现浇楼板作用，在计算梁的惯性矩时，取边跨框架梁惯性矩I=1.5/0，中跨框架梁惯性矩I=21°，10为矩形截面梁的截面惯性矩，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、柱的线刚度计算如下表所示。'框架梁、柱线刚度计算杆件符号B(mm)H(mm)I。(X10i0mm4)放缩系数I(X1010mm4)Ec(X104N/mm2)L(mm)ic(X1010N・mm)线刚度(X104kN・m)中E-D跨梁2505000.262.00.523.0060002.602.60间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底层柱5505500.7631.00.7633.0052004.44.47007002.001.02.003.0011.5411.542-7层柱5505500.7631.00.7633.0036006.366.367007002.001.02.003.0016.6716.678层柱4504500.341.00.343.0020005.15.14504500.341.00.343.005.15.19层柱4504500.341.00.343.0018005.675.674504500.341.00.343.005.675.67

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框架柱刚度修正系数"计算公式见表5-3所示。a柱刚度修正系数计算公式楼简图Ka层边柱中柱底层柱<2■cii■2■cK'1£20.5KQ=27k层柱k■2K'1+12+‘3+14=2'cQ=2+KJJ■c■416框架的梁柱线刚度相对值如图5-2所示。柱.】1i2i3.i4icKaHD£D(m)底层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至七层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层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层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）水平地震荷载作用力的计算该楼高度不超过40m、以剪切变形为主且质量和刚度沿高度分比较均匀的高层建筑结构，可采用底部剪力法。用底部剪力法计算地震作用时，将多自由度体系等效为单自由度体系，只考虑结构基本自振周期计算总水平地震力，然后再按一定规律分配到各个楼层。结构底部总剪力标准值的表达式为：「LG式中a1——相应于结构基本自振周期T1的水平地震影响系数值；Ge——计算地震作用时，结构等效总重力荷载，G=0.85ZGege——结构总重力荷载代表值，为各层重力荷载代表值之和。重力荷载代表值是指100%的恒荷载、50%—80%的楼面活荷载和50%的雪荷载之和。抗震设防类别：丙类建筑物抗震设防烈度：7度框架结构抗震等级：二级场地类别：二类设计地震分组：2组设计地震基本加速度：0.1g设计特征周期：T广0.4s水平地震影响系数最大值：ama=0.08钢筋混凝土结构的阻力比取为匚=0.05,故有衰减指数丫=0.9,阻尼调整系数门2=1.0结构基本自振周期「计算：Ti=0.08N结构基本自振周期「计算：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各个质点的地震作用:因为〈=0.56，1.4厂1.4x0.4M.56，则无需考虑顶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：第一层的水平地震荷载作用力：F=G1H1F=刀64"7x432.08=20.21KNyek165969.16GHjjj=1第二层的水平地震荷载作用力：F=G2H2F=11491.57x432.08=29.92KNyek165969.16GHjjj=1第三层的水平地震荷载作用力:GH厂

3—3—FEGH厂

3—3—FEekGHjjj=1165969.1620048.20048.96x432.08=52.19KN165969.16-G^FEekGHjjj=1第五层的水平地震荷载作用力:F=G5H5F=25594.86x432.08=66.63KN5yek165969.16GHjjj=1第六层的水平地震荷载作用力：F=G6H6F=29870x432.08=77.76KN6yek165969.16GHjjj=1第七层的水平地震荷载作用力：F=G7H7F=21583.65x432.08=56.19KN7yek165969.16GHjjj=1

GH8—8—£ghGH8—8—£ghjjj=1FEK18507.46165969.16x432.08=48.18KN第七层的水平地震荷载作用力:GH口

9—9—FEekGHGH口

9—9—FEekGHjjj=1165969.16框架水平地震荷载计算简图如下图所示：（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）水平地震荷载作用下的内力计算对比较规则的，层数不多的框架结构，当柱轴向变形对内力及位移影响不大时，可采用D值法或反弯点法计算水平荷载作用下的框架内力及位移。运用D值法计算在水平力作用下框架的内力：1.各柱剪力按刚度分配发计算公式为：V=-Dj—Vijyspi乙Dijj=1式中，Vpi——为该片平面框架i层总剪力;v^——为i层第j根柱分配到的剪力;D——为i层第j根柱的抗侧刚度；YD「——为i层S根柱的抗侧刚度之和。j=1楼层层剪力（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各层柱所分配到的剪力:七、地震作用下柱端弯矩的计算地震作用下的柱上端和下端弯矩按下式（1）、（2）计算，即上端弯矩Mt..=Vgl-y）（1）下端弯矩M勺=V.hy（2）其中y为反弯点高度比，按式y=y0+y1+y2+y3计算，其中y°标准反弯点高度比y1——因上、下层梁刚度比变化的修正值y2——因上层层高变化的修正值y3——因下层层高变化的修正值表反弯点高度比y计算楼层E轴框架柱D轴框架柱C轴框架柱B轴框架柱九层Xn=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=0.4八层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=0.3七层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=0.40六层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

层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层以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层以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层以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层以］=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地震作用下柱端弯矩的计算表5-8楼层柱子反弯点高度比y层高H(m)柱子剪力K.(KN)ij柱上端弯矩Mt(kN・m)柱下端弯矩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、地震作用下梁端弯矩、剪力及柱轴力计算由节点平衡条件，梁端弯矩之和等于柱端弯矩之和，将节点左右梁端弯矩之和按左右梁的线刚度比例分配，可求出各梁端弯矩，进而由梁的平衡条件求出梁端剪力。1、由表5-8中柱端弯矩，并根据节点平衡计算梁端弯矩，节点左、右两边的梁端弯矩按照梁的线刚度比例进行分配：）计算）计算对于跨中，ilir按Ml=(M〔+Mb)-^和Ml=(M〔+Mb)-^计算biiji+1,j4+《bi寸i+Wi^+《2、梁端剪力按V=吗;吗计算1/3、柱轴力根据节点Y方向受力平衡条件可求4、地震作用下的梁端弯矩计算过程详见下表楼层柱端弯矩柱端弯矩之和MED(KN-m)柱端弯矩柱端弯矩之和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梁端弯矩med、MB』计算

楼层柱端弯矩柱端弯矩之和相对线刚度'DE相对线刚度'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梁端弯矩Mde、Mdc^算楼层柱端弯矩柱端弯矩之和相对线i刚度tCD相对线刚度CBMCD(KN-m)MCB(KN-m)917.