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b=(1/3～1/2)H=(1/3～1/2)×700b=(1/3～1/2)H=(1/3～1/2)×450取b=300mm取b=250mmb=(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）0.3×0.70.25×0.450.25×0.450.25×0.40.25×0.40.3×0.70.6×0.62.13.43.01.84.7每根重量（kN）42.846.8511.098.705.2244.0348.13Z2Z20.6×0.63.644836.86表2-2墙体自重外墙墙体388.41外墙墙体86.693.0×4.304外墙墙面25.8外7.4×4.002400.923.0×4.3027.2×4.04207.562.1×4.252387.07331.78287.8985.68387.07331.78287.8985.687.2×4.0718.85墙墙面3.4×3.15外墙墙体3.4×3.15外墙墙面外墙墙体外墙墙体4外墙墙面外墙外墙7.4×2.90外墙墙面外墙墙体外墙墙面3.4×3.15墙墙体3.4×3.15墙墙面3.0×3.20墙墙体23.0×3.20墙墙面墙墙墙体2墙墙墙面7.4×2.90墙墙体17.4×2.90墙墙面7.2×2.90外墙7.2×2.90外墙外墙墙面2.1×3.15外墙墙体22.1×3.15外墙墙面7.2×2.90墙7.2×2.90墙墙墙面64.51601.0872.1121.4616.13351.699.688.2918.0315.4541.76210.4822.23280.62514.48233.86顶层恒载Q：4242.16kN1顶层活载Q：193.71kN2顶层梁自重Q：L+L+L+L+L+L=42.84×30+6.85×15+11.09×32+8.7×8+顶层柱自重Q：36.86×56=2064.16kN4顶层墙自重Q：601.08+351.69+210.48+514.48=1677.73kN5G'=Q+1/2Q+Q+1/2Q+1/2Q=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+16G'=G'=G'=G'=G'=G'=G'=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-232单位面积（M-1M-2324.864.8664.3564.35M-3C-1C-2C-4C-5M-3C-1C-2C-4C-5M-3M-4C-2C-3C-4C-5C-6248642820.9×1.82.4×1.80.9×2.44.324.3267.554.86（1）底层墙体实际重量：G=10699.07kNG9G9=9451.98kNG8=9813.3kNG7=9813.3kNG6=9813.3kNG5=9813.3kNG4=9813.3kNG3=9813.3kNG2=9813.3kNG1=10699.07kNG=G=G=G=G=G=G=9813.3kN9iC0表2-4横向刚度计算ZZ1Z20.6×0.60.6×0.64.7（m4）6.89×1049.00×104表2-6横向框架柱侧移刚度D值计算ccKα=(底层)(底层)0.4480.52844442170921709ΣD259170.2160.31144c(底层)c边柱边柱ΣD223330.268 0.3750ΔT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T，再用T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98ΣGΣG（kN）D（kN/m）G（kN）i9451.989813.3i0.31960.3131i9451.989451.980.0132779813.329078.580.01990.299969813.338891.880.026659813.348705.180.03330.253449813.358518.480.04000.220139813.368331.780.04670.180129813.378145.080.05340.1334188844.150.08000.0800特征周期T=0.25s，水平地震影响系数最大值α[6]=0.16。按底部剪力法求得的基底剪力，若按FEK分配给各层，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987654321iH8.34.7G9451.989813.39813.39813.39813.39813.39813.39813.37GH(EQ\*jc3\*hps17\o\al(\s\up12(i),k)Nim)31664129341825809022276281450GHΣ7GH0.1750.1540.1330.1120.0700.0500.030Fi6940.1827.29714.48601.66488.85376.04268.6Vi2342.463169.753884.234485.894974.745350.785619.385780.54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V层间位移h层间相对弹性转角θD层间剪力VV层间位移h层间相对弹性转角θD987987654321i0.000960．00160.002170.002660.003070.00340.003660.003840.000960．00160.002170.002660.003070.00340.003660.003840.00521e4.74485.8914616604974.741461660表2-10C轴柱（边柱）柱端弯矩计算9876h层间剪力V(kN)i2342.463169.753884.23层间刚度DiD22333223332233322333VK333355M上95.042M下22.6895.5854321h4.7层间剪力V(kN)i4485.854974.745350.785619.385780.54层间刚度DiD22333223332233322333VK3333855M上22M下8293.28注：表中：y=y0+y1+y2,3Vim=VCDim/DiM下=VimyihiM=V(1-y)h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)iDi上下943.2282342.462573169.75254663884.23254485.852222212.4318.6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。52.9252.9222.6822.6895.0451.8495.58232.22248.58284.4302.464.864.886.7455.4684.184.199.94221.80216216212.44212.4452.9252.9222.6877.7651.8495.0451.8495.58232.22248.58284.4302.4312.72312.72261.35293.28318.66318.66293.28图2-7地震作用下中框架弯矩图（kN/m）-12.84-38.84-77.5149.02-126.53-185.92-249.86-323.06-400.9-480.63-11.26-38.08-79.5149.02-126.90-188.25-259.36-333.91-413.18-492.58-12.84-38.84-77.5149.02-126.53-185.92-249.86-323.06-400.9-480.63-38.08-79.5149.02-492.58-126.90-188.25-259.36-333.91-413.18-11.26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：121.771.77kN/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边跨框架梁±±1中间跨框架梁.118.448.44o8.448.448.448.448.448.448.4499999999图2-11半框架梁柱线刚度示意表2-15各杆端分配系数层号节点C各杆端分配系数节点D各杆端分配系数层C9C8C9D9C8C9C8D8C1C2C1D10.4C8C7C1C0D9D8D9C9D8D9D8C8D1D2D1C1D9E9D8D7D8E8D1D0D1E106082.711.311.902.711.3127.80CDC99.21（79.37）27.28（21.82）85.7699.21（79.37）27.28（21.82）85.7671.9299.57（79.66）88.72（70.98）（11.05）33.4（11.05）88.188.1（11.70）83.3883.38（66.70）43.2487.19（69.75）87.19（69.75）14.87（11.90）87.20（69.76）14.87（11.90）84.19（67.35）14.86（11.89）87.13（69.70）14.88（11.90）88.05（11.66）85.2784.1884.1884.1984.1285.3279.9942.0942.0942.0941.9345.0529.2955.3240.1442.0942.0942.0942.1940.2749.0332.8236.1636.1636.1736.2434.7436.740.6636.1636.1636.1736.0138.7324.5图2-13恒载作用下框架弯矩图008805 8.538.5339.26 8.648.64D8.5340.2640.268.0421.8840.9940.9940.0240.0240.8740.8739.2539.2539.2539.2139.7937.2940.8640.8640.8640.8640.8441.2540.6721.0221.436.94梁端剪力：V=V+Vqm式中：Vq——梁上均布荷载引起的剪力Vm——梁端弯矩引起的剪力，Vm=柱轴力：N=V+P第八层：q=18.91kN/m第九层：q=23.47kN/m左右左右九层梁端剪力：VqC=VqD=ql=1/2×23.47×7.8=91.53kNV=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=92.91kNDqDmDV=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＝ql2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qMEFqqqllM左M右M左M右--2l+--2l+2l2l+2+l=ll=-V右-V右图2-16框架梁力组合图图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=-(MGD-M+M+M)GCECEDx处截面弯矩为：M=RCx--MGC+MEC由EQ\*jc3\*hps35\o\al(\s\up12(d),d)EQ\*jc3\*hps29\o\al(\s\up1(M),x)=0,可求得跨间Mmax的位置为x1=RCq1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GE1跨98654跨2198DE654跨21MGCMGD99.3926.8317.1217.7017.9517.9517.9417.9617.6020.25MEC68.80130.57190.44252.95301.86323.15369.72393.12406.5432.8972.10109.33131.60164.81184.34201.68214.46217.22MEDq29.2327.9924.76跨654跨2198lRC96.93/105.5876.57/112.2962.12/129.4749.87/141.9637.42/154.4130.30/161.5320.85/171.0015.33/176.2412.62/179.7010.74/39.59-19.98/74.15-47.56/101.30-64.05/117.61-88.66/142.22-103.12/156.69-115.97/169.52-125.43/179.25-127.48/179.33x13.32/3.612.74/4.012.22/4.63 0.74/6.110.55/6.300.45/6.420.41/1.52-0.81/2.99-1.92/4.09-2.59/4.75-3.58/5.74-4.16/6.33-4.68/6.85-5.07/7.24-5.15/7.24MGE173.69/203.65112.57/235.7973.93/304.4448.10/363.6728.68/429.5820.06/469.7511.44/526.027.52/558.179.54/583.5427.92/30.1454.98/54.9891.63/91.63113.9/113.9146.86/146.86166.4/166.4183.72/183.72196.86/196.86196.97/196.97①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.C右D9D右C右D8D右7C右MVMVMVMCDMDEMVMVMVMCDMDEMV-68.6190.15-79.3793.25-21.8228.059.47-70.98-79.66-11.0568.49-66.7-6.826.892-6.916.91-1.07-31.4134.31-32.2134.57-6.434.02-32.0212.8412.84±25.324.1486.748-91.88117.83-104.92121.57-27.68-129.15-140.69-22.2642.97-124.87135.99-17.65-150.74203.6526.55-227.68235.7991.69-155.19-48.04-59.7266.4227.92-234.59-2.16-89.22-290.20MVMVMVD左8左D-11.7D右右MMCDCDMDEDEMCMC6右4右-32.79-6.129.36-31.434.27480.1849.02-275.25-275.2591.6366.75-127.03-352.6-127.03-352.60304.4442.97304.44-124.77136.11MVMVMVMVD左5左66D-11.9D右右M跨M跨CDMCDMDEDEMVMMVMVMVC右4右D-69.7D左56左5D-11.9D右右M跨M跨CDMCDM-32.7-6.1229.84-31.4-32.69-6.12349.02396.4122-309.15-309.15-129.48-149.5-149.5548.10-401.40-22.85363.6742.97363.67202.11202.11-124.77-357.37-357.37-129.48-182.7-182.7728.68-22.85429.5842.97429.58DE44C右D左D右C右MVMVMVMCDMDEMV67.35-69.75-67.3-31.4-32.69-6.1224.58-31.37893.94221.863.94-129.4742.97-124.68385.13-391.65469.75270.14-261.17230.85-173.74209.0020.06-469.30203.853D左D右MVMV-69.7-11.9-32.67-6.13242.664-129.38-22.8642.97-418.7204.92212.22-219.64225.512C右MCDMDEM-68.2622.84-31.83-.47526.02292.11-494.13D2D右MVMV-70.44-11.66-33-6.02258.037-130.73-22.4242.97-439.77210.89196.86209.93231.11-232.07237.68跨中C右D1D右跨中MCDMDEMVMVMVMCDMDE-63.99-68.22-13.4322.58-29.83-32.54-6.7923.382261.359-118.55-127.42-25.6242.97558.17311.85-441.14213.89583.54-501.22211.96238.37-237.41240.309.54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M①85.768.53地震荷载③1.2①+1.4②1.2(①+0.5②)±1.3③9NMNM90.15-55.326.892-17.376.89221.88-90.7095.62-47.32-47.88-106.298NMNM258.19-40.14295.0543.2441.23-21.4341.23367.55-78.17411.78284.07328.31-60.52385.06-128.42429.297NMNM427.13-42.09463.9942.09-19.63618.35-77.99662.59457.14501.37-89.59658.67-.37702.89214.156NMNM596.25-42.09633.1142.09-19.63869.28-77.99913.51629.9261.97661.15-115.33932.89-.54990.13239.895NMNM765.37-42.09802.2342.09-19.62-77.98763.2183.03807.45-115.56-207.59240.124NMN934.5-42.19971.36-19.64249.86249.86-78.12903.61947.84-240.253柱M41.9319.54147.677.67-129.84253.9222NMNMNMNM-40.2745.05-50.729.29212.65-18.78212.6521.02246.94-23.63246.94323.06323.06400.9400.9-74.6283.49-93.922-134.57-161.95-251.47267.912196.66-276.262240.89248.641NMN-14.86281.03-6.94281.03480.63480.632136.96-27.552194.71359.272536.95-403.262594.71表2-22D柱力组合表力M①-71.92荷载类别②-7.3竖向荷载与地震力组合1.2①+1.4②1.2(①+0.5②)±1.3③-96.52-174.92-6.449NMNM49.03-36.73-18.46202.81-69.92-183.85210.018NMN313.74454.5963.25498.83360.46404.69459.47-55.69503.707MN-40.66-16.31-71.63269.99-233.6184.82291.54地震荷载③6NMNMNM542.64-36.16697.4734.26-36.16-16.59-16.61794.35-66.6266.65-66.65609.17-247.57761.21247.58805.45-278.0815.89-140.865NMNM889.12925.8-36.17-16.666.64-66.64939.47278.00983.48-301.40-171.284NMNM-36.01241.98241.98-16.53259.3666.78-66.35301.51-322.23-194.57215.973NMNM-38.73288.55288.55-17.77333.91333.9164.00-71.35320.35-337.942134.27-217.852178.51223.662NMNM43.92-24.5-10.97413.18413.18212.442226.2382.382270.45-44.76346.22-312.152495.28-215.382539.50240.191NMN381.89381.89492.58492.582535.6622.192593.41432.032870.5-396.492928.26RES≤R/YRERERE表2-23承载力抗震调整系数YRE梁轴压比不小于0.15的柱各类构件YRE,=19E.97HRB335(f=300N/mm2),箍筋为HPB235(f=210N/mm2)。f按梁的净距S考虑nf0h'/h=100/765=0.13>0.1f0fn计值,η——AnV——GbnEFnGEn；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。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）nAshnAb.sy211.96180.17209.49178.07300×665>V335.37×1030.3350.204213.89209.49300×665>V335.37×103>YRE·V0.3350.204240.30204.26246.11209.19300×465>V214.59×1030.4020.204V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nfff0h'/h=100/765=0.13>0.1f0f值进行调整如下：+VGbnbbbMr=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REREC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）00.2fbhA209.93206.41300×665210.89179.26206.41175.45300×665V237.68202.03243.54207.01250×415V箍筋间距S（mm）nA'0335.37×103＞RE0.3350.204335.37×103＞RE0.3350.204214.59×103<RE0.4020.204y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N=2539.50kNNcAfNcN=2870.50kNNμ==2870.50×103/(600×600×14.3)=0.56＜0.9cAfNcN=2928.26kNⅢ-ⅢNμ==2928.26×103/(600×600×14.3)=0.680＜0.9cAfNc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≥20mm取h=20mmh0大偏心受压)Ne-αfbx(h-x)As=As,=大偏心受压)As=As,=小偏心受压)0ai12A、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)0000ai0ζζηiξ偏心性质A=A'(mm2)实配面积(mm)295.3382.38600×565251.9536.28271.95304.58569.580.24288.98353.980.468266.2645.76518.4422.191271.832536.661318.042593.41600×565600×565229.3536.04413.3428.569.799.79268.11533.110.2624032.339.710.523452.19717.190.2720.9932.34566.97331.970.535n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ΣMcbMu=332.83kN·mMl=648.05kN·mH=4.1mEQ\*jc3\*hps36\o\al(\s\up22(柱的),式中)EQ\*jc3\*hps36\o\al(\s\up22(抗),λ)0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=0.3fAN=1589.79kN＞0.3fA=1544.4kNc取N=1544.4kNV≤V≤(0.2fbhβ)RE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＜0.9cAfNcN=2178.51kNV-VNμ==2178.51×103/(600×600×14.3)=0.423＜0.9cAfNcb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）296.5064.0296.5064.0N(kN)0280.9571.35600×565600×565600×5650268.01260.82268.01260.8200288.01280.82288.01280.82ai9.799.799.799.790319.57319.5790.7291.07326.60ηie(mm)591.6355.72584.57356.07ξ0.2160.4590.2350.407偏心性质As559＜0594＜0实配面积(mm)Mu=351.19kN·mMl=519.33kN·mH=3.0m柱的抗剪承载能力:REN=1421.01kN＜0.3fA=1544.4kN，取N=1421.01kNc=455.94kN＞319.15kNREⅡ-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/mm2ycμ==2536.95×103/(600×600×14.3)=0.49＜0.9cAfc×103/=0.50＜0.2-23C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ΔMcI-I==72.32kN·mΔMcII-II==40.81kN·mcI-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）N(kN)278.86958.84N(kN)278.86958.8427.552194.710000ai0ζζηiξ偏心性质A=A'(mm2)600×565290.8348.99310.831.105343.47608.470.198大偏心68.991.474101.69366.690.395大偏心600×565157.5125.40177.5145.409.791.218216.21481.210.212大偏心1.85284.08349.080.441大偏心600×565420.6632.559.791.092459.36724.360.222大偏心2.18871.22336.220.453大偏心nMu=202.76kN·mMl=538.91kN·mH=4.1m柱的抗剪承载能力:REN=1287.32kN＜0.3fA=1544.4kN,取N=1287.22kNc同时柱受剪截面应符合如下条件:V≤(0.2fbhβ)RE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＜0.9cAfNcN=1916.14kNVVNμ==1916.14×103/(600×600×14.3)=0.372＜0.9cAfNcΣM：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ΔMcIV-IV==23.39kN·mcV-V519.38cIV-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=3.0m表2-32C柱正截面受压承载力计算（标准层）N(kN)000l0hζζ2ηξ偏心性质A=A'(mm2)实配面积(mm)234.26923.46219.89234.26923.46219.89860.95600×565600×565253.6844.57255.40273.689.79312.67577.670.39764.57368.250.386275.40313.96578.960.1789.7944.7864.78368.450.344REN=1154.32kN＜0.3fA=1544.4kN,取N=1154.32kNc=441.0kN＞170.15kNRE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c01（短跨）方向跨中截面的h01=hc=100-20-8/2=76mm表2-34板的配筋计算h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=5.4-2.33×0.8=1.-2.33×0.8=1.As)469Φ8100Φ8200实有As419表2-35计算截面的弯矩设计值及配筋左边跨端支座左边跨跨中第一支座右边跨跨中右边跨端支座-1/16-5.50-0.090s钢筋有效8.000.1302计算跨度αYAs配筋A-1/16-2.34-0.0380.974-1/11-3.40-0.（0.1+0.14）×7/2=0.84kN/m2 图2-26楼板平面布置图c01（短跨）方向跨中截面的h01=hc=100-20-8/2=76mm02(长