土木工程本科毕业设计

土木工程本科毕业设计％，图2-1框架平面柱网布置L1:h=(1/12～1/8)×7800=650～975b=(1/3～1/2)H=(1/3～1/2)×700=233～350取L2:h=(1/12～1/8)×2700=225～338b=(1/3～1/2)H=(1/3～1/2)×450=130～225取b=(1/3～1/2)H=(1/3～1/2)×450b=(1/3～1/2)H=(1/3～1/2)×400b=(1/3～1/2)H=(1/3～1/2)×400L6:h=(1/12～1/8)×80b=(1/3～1/2)H=(1/3～1/2)×700图2-4横向框架计算简图及柱编号100～140厚(2%坡度)膨胀珍珠岩(0.1+0.14)×7/2=0.84（52+0.24）×（7.8×2+2.7+025厚水泥砂浆找平0.025×20=0.05kN/（52+0.24）×（7.8×2+2.7+00.2×（52+0.24）×（7.8×2+2.7+0.242.5×（52+0.24）×（7.8×2+2.7+0.24L1：b×h=0.3m×0.7m长度7.2mL2：b×h=0.25m×0.45m长度2.1mL3：b×h=0.25m×0.45mL4：b×h=0.25m×0.4m长度3.L5：b×h=0.25m×0.4m长度1L6：b×h=0.3m×0.7m截面（m2）0.3×0.70.25×0.450.25×0.450.25×0.40.25×0.40.3×0.70.6×0.64.7每根重量（kN）42.8411.098.705.2244.0348.13Z2Z20.6×0.63.644836.86表2-2墙体自重3.4×4.253.0×4.30外墙墙体3.4×4.253.0×4.30外墙墙面外墙墙体4外墙墙面388.4186.69外7.4×4.002墙3.0×4.3027.2×4.04外墙2.1×4.252外墙墙体外墙墙面外墙墙体外墙墙面墙墙体墙墙面墙墙体墙墙面外墙墙体外墙墙面外墙墙体外墙墙面15.4899.5629.621.6718.7896.7782.94 400.92207.56387.07331.78387.07331.78287.8985.68718.85718.85墙墙面外墙墙体外墙墙面44外墙墙体外墙墙体外墙墙面外墙墙体外墙墙面外墙墙体外墙墙面墙外墙墙体外墙墙面墙墙体墙墙面墙墙体7.4×2.9023.0×3.202墙墙面墙墙体墙墙面墙墙体墙墙面墙墙体墙墙面外墙墙体外墙墙面外墙墙体7.2×2.904外墙2.1×3.152外墙墙面墙墙体墙64.51601.0872.1121.4616.13351.699.688.2918.0315.4541.76210.4822.23280.62514.48233.86顶层恒载Q1：4242.16kN顶层活载Q2：193.71kN顶层梁自重Q3：L1+L2+L3+L4+L5+L6=42.84×30+6.85×15+11.09×32+8.7×8+顶层柱自重Q4：36.86×56=2064.16kN顶层墙自重Q5：601.08+351.69+210.48+514.48=1677.73kNG9'=Q1+1/2Q2+Q3+1/2Q4+1/2Q5=9759.58kNG'=3138.04+1/2×2421.32+42.84×30+6.85×15+11.09×32+8.7×88+5.22×8+44.03×4+36.86×56+16G8'=G7'=G6'=G5'=G4'=G3'=G2'=10120.9kNG'=3138.04+1/2×2421.32+42.84×30+6.85×15+11.09×32+8.7×8+51+44.03×4+1/2×36.86×56+1/2×48.13×56M-1、M-2采用钢框门，单位面积钢框门重量为0.4kN/M-3、M-4采用木门，单位面积木门重量为0.2kN/C-1、C-2、C-3、C-4、C-5、C-6均采用钢框玻璃窗，单位面积钢框玻璃M-1M-232M-1M-2324.8664.3564.35M-3C-1C-2C-4C-50.9×2.40.9×1.82.4×1.8248M-30.9×2.4M-4C-2C-3C-4C-5C-6单位面积（m2）2.4×1.83.0×1.8642824.3267.554.86（1）底层墙体实际重量：G1=10699.07kNG2=G3=G4=G5=G6=G7=G8=9813.3kNG9=iiCG9=9451.98kNG8=9813.3kNG7=9813.3kNG6=9813.3kNG5=9813.3kNG4=9813.3kNG3=9813.3kNG2=9813.3kNG1=10699.07kN表2-4横向刚度计算ZZZZ4.70.6×0.60.6×0.60.6×0.60.6×0.6ZZ6.89×1049.00×104表2-6横向框架柱侧移刚度D值计算一般层)c一般层）(底层)(底层)0.4480.5284444ΣDΣDc0.4930.5800.2160.311Kα=（一般层）K0.2680.375217092591744223330ΔT是将框架的重力荷载视为水平作用力，求得的假想框移。然后由ΔT求出EQ\*jc3\*hps35\o\al(\s\up0(T),1)，再用EQ\*jc3\*hps35\o\al(\s\up0(T),1)求出框架结构的底部剪力，进而求出框架表2-7横向框架顶点位移层次9层次980.31960.3131G（kN）i0.31960.3131G（kN）i9451.989813.3ΣG（kN）i9451.98δΣGD0.00650.0132i7654329813.39813.39813.39813.39813.39813.329078.5838891.8848705.1858518.4868331.7878145.080.01990.02660.03330.04000.04670.05340.29990.25340.22010.18010.1334188844.150.08000.0800特征周期T=0.25s，水平地震影响系数最大值α[6]=0.16。EQ\*jc3\*hps35\o\al(\s\up0(T),1)nnδ=0.08T+0.01=0.08×0.577+0.01=0.0562ΔF=δF=0.068×5681.88=387.05kNnnEK表2-8各层横向地震作用及楼层地震剪力层次987654321316641293418258090222762814504.72342.463169.753884.234485.894974.745350.785619.380.1750.1540.1330.1120.0700.0500.0306940.1827.29714.48940.1827.29714.48601.66488.85376.04268.69813.39813.39813.39813.39813.39813.35780.547注：表中第9层F中加入了ΔF，其中ΔF=387.05kN。图2-6横向框架各层水平地震作用和地震剪力表2-9横向框架抗震变形验算987654321层间剪力V2342.463169.753884.234485.894974.745350.785619.385780.54层间刚度DV0.000960．00160.002170.002660.003070.00340.003660.003840.00521Dihi4.7层间相对弹性转角θe1/9831/9381/691注：层间弹性相对转角均满足要求。θ<[θ]=1/450。表2-10C轴柱（边柱）柱端弯矩计算层次9876h层间剪力V(kN)i2342.463169.753884.23层间刚度DiD22333223332233322333VK3333y55M上95.042M下22.6895.58层间剪力V(kN)i4485.854974.745350.785619.385780.54层间刚度DM=下M=上VimyihiD22333223332233322333VK33338V=VD/DimCimiy55M上22M下8293.28表2-11D轴柱（中柱）柱端弯矩计算层层间剪力层间刚度DVKyMM次hV(KN)iD上下943.2282342.462573169.75254663884.23254485.85243214.74974.745350.785619.385780.5421709222212.446该框架为对称结构,F轴柱与C轴柱相同，D轴柱与E轴柱相同。52.9252.9222.6895.0451.8495.58232.22248.58284.4302.464.864.886.7455.4684.184.199.94221.80258.03216216212.44212.4452.9252.9222.6877.7651.8495.0451.8495.58232.22248.58284.4302.4312.72312.72261.35293.28318.66318.66293.28图2-7地震作用下中框架弯矩图（kN/m）-12.84-38.84-77.5149.02-126.53-185.92-249.86-323.06-400.9-480.63-11.26-38.08-79.5149.02-126.90-188.25-259.36-333.91-413.18-492.58-12.84-38.84-77.5149.02-126.53-185.92-249.86-323.06-400.9-480.63-38.08-79.5149.02-126.90-188.25-259.36-333.91-413.18-492.58-11.26图2-8地震力作用下框架梁端剪力及柱轴力(kN)横梁自重（包括抹灰）CD跨恒载：DE跨恒载：1.771.77kN/m8.83kN/m8.83kN/m8.83kN/m8.83kN/m8.83kN/m8.83kN/m8.83kN/m8.83kN/m20.7820.78kN/m16.22kN/m16.22kN/m16.22kN/m16.22kN/m16.22kN/m16.22kN/m16.22kN/m16.22kN/m23.47kN/m18.91kN/m18.91kN/m18.91kN/m18.91kN/m18.91kN/m18.91kN/m18.91kN/m18.91kN/m23.47kN/m18.91kN/m18.91kN/m18.91kN/m18.91kN/m18.91kN/m18.91kN/m18.91kN/m18.91kN/m95.68kN95.68kN95.68kN95.68kN95.68kN95.68kN95.68kN106.95kN图2-10框架竖向荷载示意边跨框架梁中间跨框架梁.边跨框架梁11±1±1±9999999998.448.448.448.448.448.448.448.448.44图2-11半框架梁柱线刚度示意表2-15各杆端分配系数层D9D8D9C9D8D9D8C8D1D2D1C1D9D8D9C9D8D9D8C8D1D2D1C1C9C8C9D9C8C9C8D8C1C2C1D1C8C7C1C0节点D各杆端分配系数D9E9D8D7D8E8D1D0D1E1D9E9D8D7D8E8D1D0D1E1069层8层7层24.99-3.83086层5层4层3层0.2587.20.250.252.710.37C2.711.310.312层1层D85.76（68.61）85.76（68.61）88.72（70.98）83.38（66.70）84.1884.1884.1984.1285.3279.9985.7671.92（79.37）85.7671.92（21.82）（79.66）（79.66）13.81（11.05）33.488.188.1（11.70）43.2487.1987.19（69.75）14.87（11.90）42.0987.2087.20（69.76）14.87（11.90）42.0984.1984.19（67.35）14.86（11.89）42.0987.1387.13（69.70）14.88（11.90）41.9388.0588.05（11.66）45.0585.2785.2729.2955.3240.1442.0942.0942.0942.1940.2749.0332.8236.1636.1636.1736.2434.7436.740.6636.1636.1636.1736.0138.7324.5图2-13恒载作用下框架弯矩图009898057层6层5层4层3层21层 CDC8.5339.268.5339.2640.0239.2539.2539.2539.2139.7937.298.5340.2640.2621.8840.9940.9940.8740.8740.8640.8640.8640.8640.8440.8441.2541.2521.0240.6740.6721.436.94梁端剪力：V=V+VEQ\*jc3\*hps20\o\al(\s\up23(q),的)EQ\*jc3\*hps20\o\al(\s\up23(m),力)Vm——梁端弯矩引起的剪力柱轴力：N=V+P第八层：q=18.91kN/m第九层：q=23.47kN/m左右左右V=V+V=91.53-1.72=89.81kNCqDmDV=V-V=91.53+1.72=93.25kNDqDmDV=V+V=91.53-1.38=90.15kNCqCmCV=V-V=91.53+1.38=92.91kNDqDmD同理可得八层梁端剪力：V=VqCqD1V=V+V=73.75-1.39=72.36kNCqCmCV=V-V=73.75+1.39=75.14kNDqDmDV=V+V=73.75-1.11=72.64kNCqCmCV=V-V=73.75+1.11=74.86kNDqDmD九层C柱柱顶及柱底轴力：N=V+P=90.15+0=90.15kN顶N=90.15+36.86=127.01kN底八层C柱柱顶及柱底轴力：N=90.15+73.26+95.68=258.19kN顶N=258.19+36.86=295.05kN底在恒载和活载作用下，跨间M可以近似取跨中的M代替：式中M、M——梁左、右端弯矩，见图2-13、2-15括号数值。跨中M若小于ql2应取M＝在竖向荷载与地震组合时，跨间最大弯矩M采用数解法计算，如GCMEE左震qMEF图2-16框架梁力组合图qqM左l/-2l+-2l+++2++2ll2l右+l==图2-17调幅前后剪力值变化图中M、M——重力荷载作用下梁端的弯矩；GCGDM、M——水平地震作用下梁端的弯矩ECCDR、R——竖向荷载与地震荷载共同作用下梁端反力。对R作用点取矩：RDC=-(M-M+M+M)GDGCECED由=0,可求得跨间Mmax的位置为x1=RCq当右震时公式中M、M反号。ECEDM及x的具体数据见表2-18,表中R、M、x均有两组数据。GC1CGC1表2-18M及x值计算跨跨DE跨MGC86.4299.2599.6599.6599.6699.5894.6926.8320.25MGD99.3926.8317.1217.7017.9517.9517.9417.9617.6020.25MEC68.80252.95301.86323.15369.72393.12406.54164.81184.34201.68214.46217.22MED205.83254.05288.34315.46335.44339.76131.60164.81184.34201.68214.46217.2229.2327.9924.76跨654跨2198lRC96.93/105.5876.57/112.2962.12/129.4749.87/141.9637.42/154.4130.30/161.5320.85/171.0015.33/176.2412.62/179.7010.74/39.59-19.98/74.15-47.56/101.30-64.05/117.61-88.66/142.22-103.12/156.69-115.97/169.52-125.43/179.25-127.48/179.333.32/3.612.74/4.012.22/4.630.74/6.110.55/6.300.45/6.420.41/1.52-0.81/2.99-1.92/4.09-2.59/4.75-3.58/5.74-4.16/6.33-4.68/6.85-5.07/7.24-5.15/7.24MGE173.69/203.65112.57/235.7973.93/304.4448.10/363.6728.68/429.5820.06/469.7511.44/526.027.52/558.179.54/583.5427.92/30.1454.98/54.9891.63/91.63113.9/113.9146.86/146.86166.4/166.4183.72/183.72196.86/196.86196.97/196.97荷载类别竖向荷载与地震力组合活载地震荷载1.2①+1.41.2(①+0.5②)±1.CD9DCD8D7CMVMVMVMCDMDEMVMVMVMCDMDEMV-68.6190.15-79.3793.25-21.8228.05104.59.47-70.98-79.66-11.068.49-66.7-6.826.892-6.91-1.07-31.41-32.21-6.434.02-32.02486.748-91.88-104.92-27.6812.50-129.15-140.69-22.2642.9714.50-124.87-17.65-155.19-17.65-150.74203.6526.55-227.68235.7991.69-48.04-59.7266.4227.92-234.59-2.16-89.22-290.20-275.2591.63304.44-275.2591.63304.44MVMV66.75DD74.3634.5638.67137.62-127.03-352.60-127.03-352.60-149.5548.10-401.40-182.7728.68DMM跨中CCDM75.2229.36131.37跨中CCDMDEMV-31.4MV6673.4434.2749.02136.11MVMV-309.15MVMV-309.15363.67202.11DDD跨中CD74.1434.6549.02137.486-11.9-6.12-22.8536M21.911.9296.4142.97MCDM75.2729.84132.1CDMDEMVMVMVMVMV73.4434.2759.39136.11-357.37-357.37574.1434.6559.39137.485-11.9-6.12±.78-22.85DM429.58跨M429.58跨CDMCDMDECD4D跨中CD3D跨中2C右MVMVMVMCDMDEMVMVMVMCDMDEM67.35-69.75-67.3-69.7-11.9-68.26-31.4-32.69-6.1224.582.82-31.37-32.67-6.1322.842.62-31.83893.94221.863.94242.664-129.4742.9712.82-124.68-129.38-22.8642.97-.47385.13-391.65469.75270.14-418.7204.92526.02292.11-261.17230.85-173.74209.0020.06-469.30203.85212.22-219.64225.51-494.13D2DVMVMV-70.44-11.66-33-6.02258.037-130.73-22.4242.97-439.77210.89209.93231.11-232.07237.68CD1DMCDMDEMVMVMVMCDMDE-63.99-68.22-13.422.58-29.83-32.54-6.7923.382.622261.359-118.55-127.42-25.6242.9712.54558.17311.85-441.14213.89583.54-501.22211.96238.37-237.41240.309.54注：表中恒载和活载的组合,梁端弯矩取调幅后的数值,剪力取调幅前的较大值。图框架柱取每层柱顶和柱底两个控制截面组合结果见表表2-20活荷载按楼层的折减系数β墙,柱,基础计算截面以上的层数计算截面以上各楼层活荷载的折减系数12～34～56～89～20＞200.850.700.650.600.55表2-21C柱力组合表层位层位力荷载类别竖向荷载与地震力组合次987654MNMNMNMNMNMNMNMNMNMNMNMN①85.7690.15-55.32258.19-40.14295.0543.24427.13-42.09463.9942.09596.25-42.09633.1142.09765.37-42.09802.2342.09934.5-42.19971.368.536.892-17.376.89221.8841.23-21.4341.2318.5875.57-19.6375.5719.62109.84-19.63109.8419.62144.11-19.62144.1119.62178.38-19.64地震荷载③249.86249.861.2①+1.4②117.83-90.70162.0670.71367.55-78.17411.78 618.35-77.99662.5977.98869.28-77.99913.5177.98-77.9877.98-78.121.2(①+0.5②)±1.3③95.62-47.32-47.88284.07328.31-60.52457.14501.37-89.59629.9261.97661.15-115.33763.2183.03807.45-115.56903.61947.84-106.29385.06-128.42429.29658.67-.37702.89214.15932.89-.54990.13239.89-207.59240.12-240.253柱M41.9319.54147.677.67-129.84253.922柱1NMNMNMNMNMN1103.62212.65323.06-40.27-18.78±147.61140.48212.65323.061272.77246.94400.9-50.7-23.63±154.81309.63246.94400.929.2913.66157.921452.93281.03480.63-14.86-6.94±293.281501.06281.03480.63-74.621666.29 83.491873.04-93.9221917.27 54.272136.96-27.552194.71132.29-134.57-161.95359.27-251.471916.14267.912196.66-276.262240.89248.642536.95-403.262594.71表2-22D柱力组合表层次987力MNMNMNMNMN荷载类别-71.92-7.364.8-36.73-18.4699313.7455.7938.08-40.66-16.31134.64竖向荷载与地震力组合1.2①+1.4②-96.52158.5878.11202.81-69.92454.5963.25498.83-71.63269.991.2(①+0.5②)±1.3③-174.92-183.85360.46404.69-233.6184.82-6.44210.01459.47-55.69503.70291.546柱5柱4柱3柱2柱1NMNMNMNMNMNMNMNMNMNMNMNMN542.64-36.16697.436.16734.26-36.16889.1236.17925.8-36.1736.24-36.0134.74-38.7343.92-24.5-16.59148.8416.61148.84-16.61-16.6241.9816.64241.98-16.53288.5515.94288.55-17.77335.1-10.97381.89381.89千190.8259.36333.91333.91413.18413.18212.44492.58492.58794.35-66.6266.65-66.6566.64-66.6466.78-66.351931.0364.001975.26-71.352226.2382.382270.45-44.762535.6622.192593.41609.17-247.57761.21247.58805.45-278.0939.47278.00983.48-301.401105.02301.511149.25-322.231266.11320.351310.34-337.941421.01346.221465.23-312.151589.79432.03815.89140.87-140.861135.39171.281428.92-171.281472.93194.681779.35-194.571823.58215.972134.27-217.852178.51223.662495.28-215.382539.50240.192870.5-396.492928.26RES≤R/YRERERE表2-23承载力抗震调整系数YRE梁各类构件YRE,=19E.97HRB335(f=300N/mm2),箍筋为HPB235(f=210N/mm2)。按梁的净距S考虑nfh'/h=100/765=0.13>0.1图2-19T形梁计算截面f0fAnnEFnGEV——梁在重力荷载作用下nnEFnGE计值,Ml,Mr——分别为梁的左、右端顺时针方向或反时针方向截面b逆时针方向Mr=干237.41kN·mb计算中Ml+Mr取顺时针方向和逆时针方向中较大值。剪力调整:Ml+Mr=311.85+441.14=752.99kN·m>501.22+238.37=739.GbMl+Mr=197.03+237.04=434.07kN·mGbV=V=1.05×752.99/7.2+99.68=209.49kNC右D左V=1.05×434.07/2.1+29.07=246.11KnD右REREC右RED左RED右表2-25梁的斜截面强度计算设计剪力V（kN）调整后的剪力V（kN）0A箍筋间距S（mm）211.96180.17209.49300×665>V213.89181.81209.49300×665>V240.30204.26246.11209.19300×465>VnAs335.37×103RE0.3350.204335.37×103>YRE·V0.3350.204214.59×103<YRE·V0.4020.204V的单位为kN。混凝土强度等级C30（f=14.3N/mm2，f=1.43N/mm2）,纵筋为HRB335(f=300N/mm2),箍筋为HPB235(f=210N/mm2)。f按梁的净距S考虑nfff0fbbbMr=千232.07kN·mbbb计算中Ml+Mr取顺时针方向和逆时针方向中较大值。CD跨：Ml+Mr=292.11+439.77=731.88kN·m>494.13+231.11=725.GbDE跨：Ml+Mr=196.86+232.07=428.93kN·mGbV=V=1.05×731.88/7.2+99.68=206.41kNC右D左V=1.05×428.93/2.1+29.07=243.54kNF右REREREC右RED右RED右表2-27第二层梁的斜截面强度计算设计剪力V（kN）调整后的剪力（kN）00.2fbhA209.93206.41300×665210.89206.41300×665V237.68202.03243.54207.01250×415VRERE0.3350.204RE0.3350.204214.59×103<nAh0nAh0sRE0.4020.2040.4020.204以第一，二层D柱为例，对图2-22中的Ⅰ-Ⅰ,Ⅱ-Ⅱ,Ⅲ-Ⅲ,截纵筋为HRB335，f=300N/mm2，箍筋为HPB235，f=210N/mm2表2-28轴压比限值一抗震等级二三N=2539.50kNcN=2870.50kNcN=2928.26kNⅢ-Ⅲc合下述公式的要求：图2-22二级框架ΣM=1.1ΣM式中ΣM——节点上、下柱端顺时针或逆时针截面组合的弯矩设计值cΣM——节点上、下梁端逆时针或顺时针截面组合的弯矩设计bb取ΣM=638.17kN·mbc梁端ΣM取左震，ΣM也取左震：ΣM=658.37kN·m＜1.1ΣM=1.1×638.17=701.99kN·m取ΣM´=701.99kN·mc将ΣM和ΣM´的差值按柱的弹性分析弯矩值比分配给节点上下cI-IcII-IIcIII-IIIN=1465.23×0.8=1172.18kNN=2270.45kNN=1589.79×0.8=1271.83kNN=2536.66kNN=1647.55×0.8=1318.04kNN=2593.41kN大偏心受压)大偏心受压)小偏心受压)ai12A、A,——受拉、受压钢筋面积。表2-29柱正截面受压承载力计算（底层）N(kN)0 ai0ζζηiξ偏心性质A=A'(mm2)实配面积(mm)295.3382.38600×565251.9536.28271.959304.58569.580.24288.98353.980.468<0266.2645.76518.4422.191271.832536.661318.042593.41600×565600×565229.3536.04413.3428.569.799.79268.1174.71452.1966.97533.11339.71717.19331.970.2620.5230.2720.535403＜02264＜0n式中H——柱净高；nMu,Ml——分别为柱上下端顺时针或逆时针方向截面组合的弯矩设计值。取调整后的弯矩值，一般层应满足ΣMbMu=332.83kN·mMl=648.05kN·mH=4.1mRE当λ>3，取λ=3；N——考虑地震作用组合的框架柱轴向压力设计值，当N＞0.3fA时取N=0.3fA取λ=3.0N=1589.79kN＞0.3fA=1544.4kNc取N=1544.4kN=527.43kN＞263.16kNRE以第二、三层D柱为例，对图2-22中的Ⅰ-Ⅰ,Ⅳ-Ⅳ,Ⅴ-Ⅴ,截纵筋为HRB335,f=300N/mmN=2495.28kNIV-IVNμ==2495.28×103/(600×600×14.3)=0.485＜0.9NcAfcN=2178.51kNV-Vcb取ΣM=636.63kN·mbc梁端ΣM取左震,ΣM也取左震：ΣM=658.19kN·m＜1.1ΣM=1.1×636.63=700.29kN·m取ΣM´=700.29kN·mc将ΣM和ΣM´的差值按柱的弹性分析弯矩值比分配给节点上下cIV-IVcV-V调整系数后，各截面控制力如下:N=1310.34×0.8=1048.27kNN=2226.23kNN=1421.01×0.8=1136.N=1975.26kN表2-30柱正截面受压承载力计算（标准层）N(kN)02226.232226.23296.5064.00600×565268.0132.05600×565260.8232.40ai288.01280.8209.799.79ζ1ζ2ηi326.6090.72319.5791.07ξ偏心性质A=A'(mm2)实配面积(mm)0.216355.720.459<0584.570.235356.070.407<0Mu=351.19kN·mMl=519.33kN·mH=3.0m柱的抗剪承载能力:取λ=2.65N=1421.01kN＜0.3fA=1544.4kN，取N=1421.01kNc=455.94kN＞319.15kNY同时柱受剪截面应符合如下条件：V≤YREⅡ-Ⅱ,Ⅲ-Ⅲ,截面进行设计。混凝土等级为C30，f=14.3N/mm2，f=1.43N/mm2yf=210N/mm2yN=2240.89kNc<0.9cEQ\*jc3\*hps31\o\al(\s\up21(9),2)EQ\*jc3\*hps31\o\al(\s\up21(4),5)EQ\*jc3\*hps31\o\al(\s\up21(7),4)EQ\*jc3\*hps31\o\al(\s\up21(k),7)EQ\*jc3\*hps31\o\al(\s\up21(N),1)3/(600×600×14.3)=0.50＜0.EQ\*jc3\*hps31\o\al(\s\up21(图),9)2-23C柱截面计算示cΣM：左震b取ΣM=501.22kN·mbc梁端ΣM取右震,ΣM也取右震：ΣM=438.21kN·m＜1.1ΣM=1.1×501.22=551.34kN·mc将ΣM和ΣM的差值按柱的弹性分析弯矩值比分配给节点上下cI-IcII-IIcIII-III整系数后，各截面控制力如下:N=1198.55×0.8=958.84kNN=1917.21kNN=1287.32×0.8=1029.86kNN=2136.96kNN=1345.07×0.8=1076.06kNN=2194.71kN表2-31C柱正截面受压承载力计算（底层）278.8693.92Ⅲ-Ⅲ431.1327.55N(kN)1029.862136.961076.02194.71 ai0ζ1ζ2ηiξ偏心性质A=A'(mm2)600×565290.8348.99310.839343.47608.470.19868.99366.690.395<0600×565157.5125.40177.5145.409.79216.21481.210.212<084.08349.080.441<0600×565420.6632.559.79459.36724.360.2222.188336.220.453<0nMu=202.76kN·mMl=538.91kN·mH=4.1m柱的抗剪承载能力:取λ=3.0N=1287.32kN＜0.3fA=1544.4kN,取N=1287.22kNcRE以第二、三层C柱为例，对图2-23中的Ⅰ-Ⅰ,Ⅳ-Ⅳ,Ⅴ-Ⅴ,截纵筋为HRB335,f=300N/mmN=2196.66kNIVIVNμ==2196.66×103/(600×600×14.3)=0.426＜0.9NcAfcN=1916.14kNVVNμ==1916.14×103/(600×600×14.3)=0.372＜0.9NcAfcΣM：左震b取ΣM=494.13kN·mbc梁端ΣM取左震,ΣM也取左震：ΣM=519.38kN·m＜1.1ΣM=1.1×494.13=542.44kN·m取ΣM´=542.44kN·mc将ΣM和ΣM´的差值按柱的弹性分析弯矩值比分配给节点上下cIV-IVcV-V整系数后，各截面控制力如下:N=1154.32×0.8=923.46kNN=1873.04kNN=1076.19×0.8=860.95kNN=1666.29kNMu=274.86kN·mMl=.18kN·mH=3.0mN(kN)ζηζηξ偏心性质A=A'(mm2)实配面积(mm)表2-32C柱正截面受压承载力计算（标准层）234.2683.49600×565219.89860.95600×565253.6844.57255.40253.68273.689.79312.67577.670.39764.57368.250.386<0275.40313.96578.960.1789.7944.7864.78368.450.344<0取λ=2.65N=1154.32kN＜0.3fA=1544.4kN,取N=1154.32kNc=441.0kN＞170.15kN同时柱受剪截面应符合如下条件:V≤(0.2fbhβ)RE坏程度不同，7度时，未按抗震设计的多层框架结构节点由于活荷载标准值大于2.5kN/m2，故荷载分项系数为1.4。15厚纸筋石灰抹灰c表2-34板的配筋计算h0格格格格A-BA-CB-BB-DC-DD-DM4.74×0.9=4.273.64×0.9=3.281.63×0.8=1.301.15×0.8=0.922.07×0.8=1.660.86×0.8=0.67-10.55-7.25-10.55-7.25-6.74-2.33-9.80-6.74×0.8=5.4-2.