土木工程本科畢業設計％，圖2-1框架平面柱網布置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圖2-4橫向框架計算簡圖及柱編號100～140厚(2%坡度)膨脹珍珠巖(0.1+0.14)×7/2=0.84（52+0.24）×（7.8×2+2.7+025厚水泥砂漿找平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長度7.2mL2：b×h=0.25m×0.45m長度2.1mL3：b×h=0.25m×0.45mL4：b×h=0.25m×0.4m長度3.L5：b×h=0.25m×0.4m長度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墻體自重3.4×4.253.0×4.30外墻墻體3.4×4.253.0×4.30外墻墻面外墻墻體4外墻墻面388.4186.69外7.4×4.002墻3.0×4.3027.2×4.04外墻2.1×4.252外墻墻體外墻墻面外墻墻體外墻墻面墻墻體墻墻面墻墻體墻墻面外墻墻體外墻墻面外墻墻體外墻墻面15.4899.5629.621.6718.7896.7782.94 400.92207.56387.07331.78387.07331.78287.8985.68718.85718.85墻墻面外墻墻體外墻墻面44外墻墻體外墻墻體外墻墻面外墻墻體外墻墻面外墻墻體外墻墻面墻外墻墻體外墻墻面墻墻體墻墻面墻墻體7.4×2.9023.0×3.202墻墻面墻墻體墻墻面墻墻體墻墻面墻墻體墻墻面外墻墻體外墻墻面外墻墻體7.2×2.904外墻2.1×3.152外墻墻面墻墻體墻64.51601.0872.1121.4616.13351.699.688.2918.0315.4541.76210.4822.23280.62514.48233.86頂層恒載Q1：4242.16kN頂層活載Q2：193.71kN頂層梁自重Q3：L1+L2+L3+L4+L5+L6=42.84×30+6.85×15+11.09×32+8.7×8+頂層柱自重Q4：36.86×56=2064.16kN頂層墻自重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采用鋼框門，單位面積鋼框門重量為0.4kN/M-3、M-4采用木門，單位面積木門重量為0.2kN/C-1、C-2、C-3、C-4、C-5、C-6均采用鋼框玻璃窗，單位面積鋼框玻璃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單位面積（m2）2.4×1.83.0×1.8642824.3267.554.86（1）底層墻體實際重量：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橫向剛度計算ZZZZ4.70.6×0.60.6×0.60.6×0.60.6×0.6ZZ6.89×1049.00×104表2-6橫向框架柱側移剛度D值計算一般層)c一般層）(底層)(底層)0.4480.5284444ΣDΣDc0.4930.5800.2160.311Kα=（一般層）K0.2680.375217092591744223330ΔT是將框架的重力荷載視為水平作用力，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)求出框架結構的底部剪力，進而求出框架表2-7橫向框架頂點位移層次9層次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，水平地震影響系數最大值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各層橫向地震作用及樓層地震剪力層次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層F中加入了ΔF，其中ΔF=387.05kN。圖2-6橫向框架各層水平地震作用和地震剪力表2-9橫向框架抗震變形驗算987654321層間剪力V2342.463169.753884.234485.894974.745350.785619.385780.54層間剛度DV0.000960．00160.002170.002660.003070.00340.003660.003840.00521Dihi4.7層間相對彈性轉角θe1/9831/9381/691注：層間彈性相對轉角均滿足要求。θ<[θ]=1/450。表2-10C軸柱（邊柱）柱端彎矩計算層次9876h層間剪力V(kN)i2342.463169.753884.23層間剛度DiD22333223332233322333VK3333y55M上95.042M下22.6895.58層間剪力V(kN)i4485.854974.745350.785619.385780.54層間剛度DM=下M=上VimyihiD22333223332233322333VK33338V=VD/DimCimiy55M上22M下8293.28表2-11D軸柱（中柱）柱端彎矩計算層層間剪力層間剛度DVKyMM次hV(KN)iD上下943.2282342.462573169.75254663884.23254485.85243214.74974.745350.785619.385780.5421709222212.446該框架為對稱結構,F軸柱與C軸柱相同，D軸柱與E軸柱相同。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圖2-7地震作用下中框架彎矩圖（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圖2-8地震力作用下框架梁端剪力及柱軸力(kN)橫梁自重（包括抹灰）CD跨恒載：DE跨恒載：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圖2-10框架豎向荷載示意邊跨框架梁中間跨框架梁.邊跨框架梁11±1±1±9999999998.448.448.448.448.448.448.448.448.44圖2-11半框架梁柱線剛度示意表2-15各桿端分配系數層D9D8D9C9D8D9D8C8D1D2D1C1D9D8D9C9D8D9D8C8D1D2D1C1C9C8C9D9C8C9C8D8C1C2C1D1C8C7C1C0節點D各桿端分配系數D9E9D8D7D8E8D1D0D1E1D9E9D8D7D8E8D1D0D1E1069層8層7層24.99-3.83086層5層4層3層0.2587.20.250.252.710.37C2.711.310.312層1層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圖2-13恒載作用下框架彎矩圖009898057層6層5層4層3層21層 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——梁端彎矩引起的剪力柱軸力：N=V+P第八層：q=18.91kN/m第九層：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同理可得八層梁端剪力：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九層C柱柱頂及柱底軸力：N=V+P=90.15+0=90.15kN頂N=90.15+36.86=127.01kN底八層C柱柱頂及柱底軸力：N=90.15+73.26+95.68=258.19kN頂N=258.19+36.86=295.05kN底在恒載和活載作用下，跨間M可以近似取跨中的M代替：式中M、M——梁左、右端彎矩，見圖2-13、2-15括號數值。跨中M若小于ql2應取M＝在豎向荷載與地震組合時，跨間最大彎矩M采用數解法計算，如GCMEE左震qMEF圖2-16框架梁力組合圖qqM左l/-2l+-2l+++2++2ll2l右+l==圖2-17調幅前后剪力值變化圖中M、M——重力荷載作用下梁端的彎矩；GCGDM、M——水平地震作用下梁端的彎矩ECCDR、R——豎向荷載與地震荷載共同作用下梁端反力。對R作用點取矩：RDC=-(M-M+M+M)GDGCECED由=0,可求得跨間Mmax的位置為x1=RCq當右震時公式中M、M反號。ECEDM及x的具體數據見表2-18,表中R、M、x均有兩組數據。GC1CGC1表2-18M及x值計算跨跨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荷載類別豎向荷載與地震力組合活載地震荷載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：表中恒載和活載的組合,梁端彎矩取調幅后的數值,剪力取調幅前的較大值。圖框架柱取每層柱頂和柱底兩個控制截面組合結果見表表2-20活荷載按樓層的折減系數β墻,柱,基礎計算截面以上的層數計算截面以上各樓層活荷載的折減系數12～34～56～89～20＞200.850.700.650.600.55表2-21C柱力組合表層位層位力荷載類別豎向荷載與地震力組合次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地震荷載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柱力組合表層次987力MNMNMNMNMN荷載類別-71.92-7.364.8-36.73-18.4699313.7455.7938.08-40.66-16.31134.64豎向荷載與地震力組合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承載力抗震調整系數YRE梁各類構件YRE,=19E.97HRB335(f=300N/mm2),箍筋為HPB235(f=210N/mm2)。按梁的凈距S考慮nfh'/h=100/765=0.13>0.1圖2-19T形梁計算截面f0fAnnEFnGEV——梁在重力荷載作用下nnEFnGE計值,Ml,Mr——分別為梁的左、右端順時針方向或反時針方向截面b逆時針方向Mr=干237.41kN·mb計算中Ml+Mr取順時針方向和逆時針方向中較大值。剪力調整: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梁的斜截面強度計算設計剪力V（kN）調整后的剪力V（kN）0A箍筋間距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的單位為kN。混凝土強度等級C30（f=14.3N/mm2，f=1.43N/mm2）,縱筋為HRB335(f=300N/mm2),箍筋為HPB235(f=210N/mm2)。f按梁的凈距S考慮nfff0fbbbMr=千232.07kN·mbbb計算中Ml+Mr取順時針方向和逆時針方向中較大值。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第二層梁的斜截面強度計算設計剪力V（kN）調整后的剪力（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以第一，二層D柱為例，對圖2-22中的Ⅰ-Ⅰ,Ⅱ-Ⅱ,Ⅲ-Ⅲ,截縱筋為HRB335，f=300N/mm2，箍筋為HPB235，f=210N/mm2表2-28軸壓比限值一抗震等級二三N=2539.50kNcN=2870.50kNcN=2928.26kNⅢ-Ⅲc合下述公式的要求：圖2-22二級框架ΣM=1.1ΣM式中ΣM——節點上、下柱端順時針或逆時針截面組合的彎矩設計值cΣM——節點上、下梁端逆時針或順時針截面組合的彎矩設計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將ΣM和ΣM′的差值按柱的彈性分析彎矩值比分配給節點上下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大偏心受壓)大偏心受壓)小偏心受壓)ai12A、A,——受拉、受壓鋼筋面積。表2-29柱正截面受壓承載力計算（底層）N(kN)0 ai0ζζηiξ偏心性質A=A'(mm2)實配面積(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——柱凈高；nMu,Ml——分別為柱上下端順時針或逆時針方向截面組合的彎矩設計值。取調整后的彎矩值，一般層應滿足ΣMbMu=332.83kN·mMl=648.05kN·mH=4.1mRE當λ>3，取λ=3；N——考慮地震作用組合的框架柱軸向壓力設計值，當N＞0.3fA時取N=0.3fA取λ=3.0N=1589.79kN＞0.3fA=1544.4kNc取N=1544.4kN=527.43kN＞263.16kNRE以第二、三層D柱為例，對圖2-22中的Ⅰ-Ⅰ,Ⅳ-Ⅳ,Ⅴ-Ⅴ,截縱筋為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將ΣM和ΣM′的差值按柱的彈性分析彎矩值比分配給節點上下cIV-IVcV-V調整系數后，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柱正截面受壓承載力計算（標準層）N(kN)02226.232226.23296.5064.00600×565268.0132.05600×565260.8232.40ai288.01280.8209.799.79ζ1ζ2ηi326.6090.72319.5791.07ξ偏心性質A=A'(mm2)實配面積(mm)0.216355.720.459<0584.570.235356.070.407<0Mu=351.19kN·mMl=519.33kN·mH=3.0m柱的抗剪承載能力:取λ=2.65N=1421.01kN＜0.3fA=1544.4kN，取N=1421.01kNc=455.94kN＞319.15kNY同時柱受剪截面應符合如下條件：V≤YREⅡ-Ⅱ,Ⅲ-Ⅲ,截面進行設計。混凝土等級為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(圖),9)2-23C柱截面計算示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將ΣM和ΣM的差值按柱的彈性分析彎矩值比分配給節點上下cI-IcII-IIcIII-III整系數后，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柱正截面受壓承載力計算（底層）278.8693.92Ⅲ-Ⅲ431.1327.55N(kN)1029.862136.961076.02194.71 ai0ζ1ζ2ηiξ偏心性質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柱的抗剪承載能力:取λ=3.0N=1287.32kN＜0.3fA=1544.4kN,取N=1287.22kNcRE以第二、三層C柱為例，對圖2-23中的Ⅰ-Ⅰ,Ⅳ-Ⅳ,Ⅴ-Ⅴ,截縱筋為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將ΣM和ΣM′的差值按柱的彈性分析彎矩值比分配給節點上下cIV-IVcV-V整系數后，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偏心性質A=A'(mm2)實配面積(mm)表2-32C柱正截面受壓承載力計算（標準層）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同時柱受剪截面應符合如下條件:V≤(0.2fbhβ)RE壞程度不同，7度時，未按抗震設計的多層框架結構節點由于活荷載標準值大于2.5kN/m2，故荷載分項系數為1.4。15厚紙筋石灰抹灰c表2-34板的配筋計算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.