哈尔滨市自动化仪表有限公司办公楼结构设计论文

黑龙江工程学院本科生毕业设计哈尔滨市自动化仪表有限公司办公楼结构设计第7章框架梁柱的设计7.1框架梁截面设计采用C30混凝土，fc=14.3N/mm²，ft=1.43N/mm²；梁纵筋采用HRB400，fy=360N/mm²，fy'=360N/mm²；梁箍筋采用HRB400，fy=360N/mm²，fy'=360N/mm²。抗震承载力调整系数γRE=0.75下面以第一层为例。7.1.1梁正截面受弯承载力计算1.DE跨中正弯矩作用下的配筋计算取as=40mm；=100mm；l0=4650mm；h=500mm；b=300mmh0=500-40=460mm（1）翼缘宽度的计算按计算跨度考虑：=l0/3=4650÷3=1550.00mm按梁净距考虑：=b+sn=300+3325=3625.00mm因/h0=100÷460=0.22＞0.1(无需考虑b+12)故取=1550.00mm（2）梁跨中截面计算=1.0×14.3×1550×100×(460-0.5×100)=908.77kN·m≥56.24kN·m属于第一类T形截面。=(1.0×56.24×106)/(1.0×14.3×1550.00×4602)=0.0120=0.0121＜ξb=0.518=(0.0121×1.00×14.3×1550.00×460)/360=341.66mm2=45×(14.3/360)=0.18%=0.20%=0.20%×300×500=300.00mm2实配3Φ20，As=942.00mm2≥341.66mm2=942.00/(300×460)=0.68%＞0.20%，满足要求。2.D轴支座正弯矩作用下的配筋计算=(0.75×186.83×106)/(1.0×14.3×300×4602)=0.1544=0.1686＜ξb=0.518=(0.1686×1.00×14.3×300×460)/360=924.02mm2=55×(14.3/360)=0.22%=0.25%=0.25%×300×500=375.00mm2实配3Φ20，As=942.00mm2≥924.02mm2=942.00/(300×460)=0.68%＞0.25%，满足要求。3.D轴支座负弯矩下的配筋计算将D轴支座正弯矩所配3Φ20作为受压钢筋。=(0.75×233.07×106)/[360×(460-40)]=1156.12mm2实配4Φ20，As=1256.00mm24.E轴支座左侧正弯矩作用下的配筋计算=(0.75×130.48×106)/(1.0×14.3×300×4602)=0.1078=0.1143＜ξb=0.518=(0.1143×1.00×14.3×300×460)/360=626.77mm2=55×(14.3/360)=0.22%=0.25%=0.25%×300×500=375.00mm2实配3Φ20，As=942.00mm2≥626.77mm2=942.00/(300×460)=0.68%＞0.25%，满足要求。5.E轴支座左侧负弯矩下的配筋计算将E左支座正弯矩所配3Φ20作为受压钢筋。=(0.75×182.04×106)/[360×(460-40)]=902.99mm2实配3Φ20，As=942.00mm26.EF跨中负弯矩作用下的配筋计算取as=40mm；=100mm；l0=2350mm；h=400mm；b=300mmh0=400-40=360mm=(0.75×1.95×106)/(1.0×14.3×300×3602)=0.0026=0.0026＜=0.2222=(0.75×1.95×106)/[360×(360-40)]=12.71mm2=45×(14.3/360)=0.18%=0.20%=0.20%×300×400=240.00mm2实配2Φ20，As=628.00mm2≥12.71mm2=628.00/(300×360)=0.58%＞0.20%，满足要求。7.EF跨中正弯矩作用下的配筋计算按计算跨度考虑：=l0/3=2350÷3=783.33mm按梁净距考虑：=b+sn=300+6900=7200.00mm因/h0=100÷360=0.28＞0.1(无需考虑b+12)故取=783.33mm梁跨中按双筋T形截面计算。=(1.0×14.3×783.333333333333×100+360×628.00)×（360-0.5×100)=417.34kN·m＞2.82kN·m=(1×2.82×106)/[360×(400-40)]=21.77mm2=0.20%×300×400=240.00mm2实配3Φ20，As=942.00mm28.E轴支座右侧正弯矩作用下的配筋计算=(0.75×133.84×106)/(1.0×14.3×300×3602)=0.1805=0.2007＜ξb=0.518=(0.2007×1.00×14.3×300×360)/360=860.93mm2=55×(14.3/360)=0.22%=0.25%=0.25%×300×400=300.00mm2实配3Φ20，As=942.00mm2≥860.93mm2=942.00/(300×360)=0.87%＞0.25%，满足要求。9.E轴支座右侧负弯矩下的配筋计算将E左支座正弯矩所配3Φ20作为受压钢筋。=(0.75×137.57×106)/[360×(360-40)]=895.63mm2实配3Φ20，As=942.00mm210.F轴支座左侧正弯矩作用下的配筋计算=(0.75×133.84×106)/(1.0×14.3×300×3602)=0.1805=0.2007＜ξb=0.518=(0.2007×1.00×14.3×300×360)/360=860.93mm2=55×(14.3/360)=0.22%=0.25%=0.25%×300×400=300.00mm2实配3Φ20，As=942.00mm2≥860.93mm2=942.00/(300×360)=0.87%＞0.25%，满足要求。11.F轴支座左侧负弯矩下的配筋计算将F左支座正弯矩所配3Φ20作为受压钢筋。=(0.75×137.57×106)/[360×(360-40)]=895.63mm22.FH跨中正弯矩作用下的配筋计算取as=40mm；=100mm；l0=4650mm；h=500mm；b=300mmh0=500-40=460mm（1）翼缘宽度的计算按计算跨度考虑：=l0/3=4650÷3=1550.00mm按梁净距考虑：=b+sn=300+3325=3625.00mm因/h0=100÷460=0.22＞0.1(无需考虑b+12)故取1550.00=mm（2）梁跨中截面计算=1.0×14.3×1550×100×(460-0.5×100)=908.77kN·m≥56.24kN·m属于第一类T形截面。=(1.0×56.24×106)/(1.0×14.3×1550.00×4602)=0.0120=0.0121＜ξb=0.518=(0.0121×1.00×14.3×1550.00×460)/360=341.66mm2=45×(14.3/360)=0.18%=0.20%=0.20%×300×500=300.00实配3Φ20，As=942.00mm2≥341.66mm2=942.00/(300×460)=0.68%＞0.20%，满足要求。13.F轴支座右侧正弯矩作用下的配筋计算=(0.75×130.48×106)/(1.0×14.3×300×4602)=0.1078=0.1143＜ξb=0.518=(0.1143×1.00×14.3×300×460)/360=626.77mm2=55×(14.3/360)=0.22%=0.25%=0.25%×300×500=375.00mm2实配3Φ20，As=942.00mm2≥626.77mm2=942.00/(300×460)=0.68%＞0.25%，满足要求。14.F轴支座右侧负弯矩下的配筋计算将F轴支座正弯矩所配3Φ20作为受压钢筋。=(0.75×182.04×106)/[360×(460-40)]=902.99mm2实配3Φ20，As=942.00mm215.H轴支座正弯矩作用下的配筋计算=(0.75×186.83×106)/(1.0×14.3×300×4602)=0.1544=0.1686＜ξb=0.518=(0.1686×1.00×14.3×300×460)/360=924.02mm2=55×(14.3/360)=0.22%=0.25%=0.25%×300×500=375.00mm2实配3Φ20，As=942.00mm2≥924.02mm2=942.00/(300×460)=0.68%＞0.25%，满足要求。16.H轴支座负弯矩下的配筋计算将H轴支座正弯矩所配3Φ20作为受压钢筋。=(0.75×233.07×106)/[360×(460-40)]=1156.12mm2实配4Φ20，As=1256.00mm2表6.1框架梁正截面受弯计算层数跨b×h(mm×mm)截面一般组合内力考虑地震作用组合内力h0(mm)As(mm²)选配钢筋实配面积(mm²)M(kN·m)V(kN)M(kN·m)V(kN)6DE300×500梁左-27.8252.52-66.8267.51460331.443Φ16602.8833.8416.98460155.473Φ16602.88跨中30.7336.64460186.203Φ16602.88梁右-26.92-53.52-52.13-68.50460258.563Φ16602.8816.19-17.7546073.843Φ16602.88EF300×400梁左-6.5017.07-29.5043.16360192.053Φ16602.8827.69-24.37360163.322Φ16401.92跨中3.233.0936024.952Φ16401.92梁右-6.50-17.07-29.50-43.16360192.053Φ16602.8827.6924.37360163.322Φ16401.92FH300×500梁左-26.9253.52-52.1368.50460258.563Φ16602.8816.1917.7546073.843Φ16602.88跨中30.7336.64460186.203Φ16602.88梁右-27.82-52.52-66.82-67.51460331.443Φ16602.8833.84-16.98460155.473Φ16602.885DE300×500梁左-47.5784.29-100.91104.79460500.573Φ16602.8852.2220.72460241.823Φ16602.88跨中52.3747.99460318.023Φ16602.88梁右-45.89-85.64-93.21-105.97460462.343Φ16602.8841.01-21.63460189.013Φ16602.88EF300×400梁左-14.0125.78-57.2374.00360372.583Φ16602.8854.57-55.75360328.352Φ16401.92跨中3.512.5736027.102Φ16401.92梁右-14.01-25.78-57.23-74.00360372.583Φ16602.8854.5755.75360328.352Φ16401.92FH300×500梁左-45.8985.64-93.21105.97460462.343Φ16602.8841.0121.63460189.013Φ16602.88跨中52.3747.99460318.023Φ16602.88续表1梁右-47.57-84.29-100.91-104.79460500.573Φ16602.8852.22-20.72460241.823Φ16602.884DE300×500梁左-58.3589.05-133.64118.99460662.923Φ18763.0284.496.56460397.053Φ16602.88跨中52.5951.53460319.403Φ16602.88梁右-54.77-90.34-118.33-120.13460586.963Φ18763.0265.80-7.43460306.603Φ16602.88EF300×400梁左-21.4334.49-79.0799.16360514.753Φ18763.0276.73-80.92360469.763Φ16602.88跨中3.722.7536028.743Φ16602.88梁右-21.43-34.49-79.07-99.16360514.753Φ18763.0276.7380.92360469.763Φ16602.88FH300×500梁左-54.7790.34-118.33120.13460586.963Φ18763.0265.807.43460306.603Φ16602.88跨中52.5951.53460319.403Φ16602.88梁右-58.35-89.05-133.64-118.99460662.923Φ18763.0284.49-6.56460397.053Φ16602.883DE300×500梁左-65.7393.38-156.95130.71460778.544Φ16803.84107.80-5.17460512.173Φ18763.02跨中51.7651.09460314.333Φ18763.02梁右-64.92-94.67-142.51-131.85460706.914Φ16803.8489.994.29460423.953Φ18763.02EF300×400梁左-30.0744.36-99.96123.05360650.804Φ16803.8497.63-104.80360608.073Φ18763.02跨中3.722.7536028.743Φ18763.02梁右-30.07-44.36-99.96-123.05360650.804Φ16803.8497.63104.80360608.073Φ18763.02FH300×500梁左-64.9294.67-142.51131.85460706.914Φ16803.8489.99-4.29460423.953Φ18763.02跨中51.7651.09460314.333Φ18763.02梁右-65.73-93.38-156.95-130.71460778.544Φ16803.84107.805.17460512.173Φ18763.02续表22DE300×500梁左-74.4996.54-157.48131.51460781.164Φ16803.84107.95-5.90460512.883Φ18763.02跨中52.9149.71460321.353Φ18763.02梁右-69.08-97.73-145.36-132.57460721.044Φ16803.8492.685.08460437.183Φ18763.02EF300×400梁左-33.7648.67-102.14125.62360664.974Φ16803.8499.94-107.38360623.713Φ18763.02跨中3.812.8336029.423Φ18763.02梁右-33.76-48.67-102.14-125.62360664.974Φ16803.8499.94107.38360623.713Φ18763.02FH300×500梁左-69.0897.73-145.36132.57460721.044Φ16803.8492.68-5.08460437.183Φ18763.02跨中52.9149.71460321.353Φ18763.02梁右-74.49-96.54-157.48-131.51460781.164Φ16803.84107.955.90460512.883Φ18763.021DE300×500梁左-98.72107.59-233.07159.484601156.124Φ201256.00186.83-34.51460924.023Φ20942.00跨中56.2471.06460341.663Φ20942.00梁右-88.59-109.60-182.04-161.27460902.993Φ20942.00130.4833.13460626.773Φ20942.00EF300×400梁左-52.4869.02-137.57165.12360895.633Φ20942.00133.84-146.88360860.933Φ20942.00跨中2.821.9536021.773Φ20942.00梁右-52.48-69.02-137.57-165.12360895.633Φ20942.00133.84146.88360860.933Φ20942.00FH300×500梁左-88.59109.60-182.04161.27460902.993Φ20942.00130.48-33.13460626.773Φ20942.00跨中56.2471.06460341.663Φ20942.00梁右-98.72-107.59-233.07-159.484601156.124Φ201256.00186.8334.51460924.023Φ20942.007.1.2梁斜截面受剪承载力计算根据“强剪弱弯”原则，需对框架梁剪力进行调整。梁端截面组合的剪力设计值应按式调整。式中，V为梁端截面组合的剪力设计值；ln为梁的净跨；VGb为梁在重力荷载代表值作用下，按简支梁分析梁端截面剪力设计值；Mbl+Mbr分别为梁左右端反时针或顺时针方向截面组合的弯矩设计值；ηvb为梁端剪力增大系数，本设计中取ηvb=1.1。表7.2框架梁剪力设计值的计算楼层跨净跨ln(mm)gk(kN)qk(kN)gk+0.5qk(kN)VGb(kN)Mbl(kN·m)Mbr(kN·m)(Mbl+Mbr)/ln(kN·m)组合内力V(kN)6DE405017.651.3618.3344.5466.8216.1921.2367.8933.8452.13EF17509.030.639.349.8029.5027.6932.6845.7527.6929.50FH405017.651.3618.3344.5452.1333.8421.2367.8916.1966.825DE405023.766.8227.1766.03100.9141.0135.91105.5352.2293.21EF17507.193.759.079.5257.2354.5763.8879.7954.5757.23FH405023.766.8227.1766.0393.2152.2235.91105.5341.01100.914DE405023.766.8227.1766.03133.6465.8050.08121.1284.49118.33EF17507.193.759.079.5279.0776.7389.03107.4576.7379.07FH405023.766.8227.1766.03118.3384.4950.08121.1265.80133.643DE405023.766.8227.1766.03156.9589.9961.81134.01107.80142.51EF17507.193.759.079.5299.9697.63112.91133.7297.6399.96FH405023.766.8227.1766.03142.51107.8061.81134.0189.99156.952DE405023.766.8227.1766.03157.4892.6862.55134.83107.95145.36EF17507.193.759.079.52102.1499.94115.48136.5499.94102.14FH405023.766.8227.1766.03145.36107.9562.55134.8392.68157.481DE405023.766.8227.1766.03233.07130.4891.08166.21186.83182.04EF17507.193.759.079.52137.57133.84155.09180.12133.84137.57FH405023.766.8227.1766.03182.04186.8391.08166.21130.48233.07对于三级框架，梁端箍筋最大间距为{8d,hb/4,150}min，加密区长为{1.5hb,500}max表7.3框架梁斜截面受剪计算楼层项目DE梁EF梁FH梁6V(kN)67.8945.7567.89l0(mm)465023504650h(mm)500400500b(mm)300300300l0/h9.3≥2.55.88≥2.59.3≥2.5h0(mm)460360460γRE0.850.850.850.2(0.15)βcfcbh0/γRE(kN)464.33363.39464.33≥67.89（满足要求）≥45.75（满足要求）≥67.89（满足要求）0.42ftbh0(kN)82.8864.8682.88Asv/s(mm²/mm)-0.152-0.200-0.152加密区箍筋最大间距(mm)125.00100.00125.00加密区箍筋实际间距(mm)100.00100.00100.00加密区实配箍筋Asv/s(mm²/mm)2Φ8@1002Φ8@1002Φ8@1001.0051.0051.005箍筋加密区长度(mm)750.00600.00750.00非加密区实配箍筋2Φ8@2002Φ8@2002Φ8@2005V(kN)105.5379.79105.53l0(mm)465023504650h(mm)500400500b(mm)300300300l0/h9.3≥2.55.88≥2.59.3≥2.5h0(mm)460360460γRE0.850.850.850.2(0.15)βcfcbh0/γRE(kN)464.33363.39464.33≥105.53（满足要求）≥79.79（满足要求）≥105.53（满足要求）0.42ftbh0(kN)82.8864.8682.88Asv/s(mm²/mm)0.0410.0230.041加密区箍筋最大间距(mm)125.00100.00125.00加密区箍筋实际间距(mm)100.00100.00100.00加密区实配箍筋Asv/s(mm²/mm)2Φ8@1002Φ8@1002Φ8@1001.0051.0051.005箍筋加密区长度(mm)750.00600.00750.00续表１非加密区实配箍筋2Φ8@2002Φ8@2002Φ8@2004V(kN)121.12107.45121.12l0(mm)465023504650h(mm)500400500b(mm)300300300l0/h9.3≥2.55.88≥2.59.3≥2.5h0(mm)460360460γRE0.850.850.850.2(0.15)βcfcbh0/γRE(kN)464.33363.39464.33≥121.12（满足要求）≥107.45（满足要求）≥121.12（满足要求）0.42ftbh0(kN)82.8864.8682.88Asv/s(mm²/mm)0.1210.2040.121加密区箍筋最大间距(mm)125.00100.00125.00加密区箍筋实际间距(mm)100.00100.00100.00加密区实配箍筋Asv/s(mm²/mm)2Φ8@1002Φ8@1002Φ8@1001.0051.0051.005箍筋加密区长度(mm)750.00600.00750.00非加密区实配箍筋2Φ8@2002Φ8@2002Φ8@2003V(kN)134.01133.72134.01l0(mm)465023504650h(mm)500400500b(mm)300300300l0/h9.3≥2.55.88≥2.59.3≥2.5h0(mm)460360460γRE0.850.850.850.2(0.15)βcfcbh0/γRE(kN)464.33363.39464.33≥134.01（满足要求）≥133.72（满足要求）≥134.01（满足要求）0.42ftbh0(kN)82.8864.8682.88Asv/s(mm²/mm)0.1870.3770.187加密区箍筋最大间距(mm)125.00100.00125.00加密区箍筋实际间距(mm)100.00100.00100.00加密区实配箍筋Asv/s(mm²/mm)2Φ8@1002Φ8@1002Φ8@1001.0051.0051.005箍筋加密区长度(mm)750.00600.00750.00非加密区实配箍筋2Φ8@2002Φ8@2002Φ8@2002V(kN)134.83136.54134.83l0(mm)465023504650续表2h(mm)500400500b(mm)300300300l0/h9.3≥2.55.88≥2.59.3≥2.5h0(mm)460360460γRE0.850.850.850.2(0.15)βcfcbh0/γRE(kN)464.33363.39464.33≥134.83（满足要求）≥136.54（满足要求）≥134.83（满足要求）0.42ftbh0(kN)82.8864.8682.88Asv/s(mm²/mm)0.1920.3950.192加密区箍筋最大间距(mm)125.00100.00125.00加密区箍筋实际间距(mm)100.00100.00100.00加密区实配箍筋Asv/s(mm²/mm)2Φ8@1002Φ8@1002Φ8@1001.0051.0051.005箍筋加密区长度(mm)750.00600.00750.00非加密区实配箍筋2Φ8@2002Φ8@2002Φ8@2001V(kN)166.21180.12166.21l0(mm)465023504650h(mm)500400500b(mm)300300300l0/h9.3≥2.55.88≥2.59.3≥2.5h0(mm)460360460γRE0.850.850.850.2(0.15)βcfcbh0/γRE(kN)464.33363.39464.33≥166.21（满足要求）≥180.12（满足要求）≥166.21（满足要求）0.42ftbh0(kN)82.8864.8682.88Asv/s(mm²/mm)0.3530.6810.353加密区箍筋最大间距(mm)125.00100.00125.00加密区箍筋实际间距(mm)100.00100.00100.00加密区实配箍筋Asv/s(mm²/mm)2Φ8@1002Φ8@1002Φ8@1001.0051.0051.005箍筋加密区长度(mm)750.00600.00750.00非加密区实配箍筋2Φ8@2002Φ8@2002Φ8@2007.2框架柱截面设计采用C30混凝土，fc=14.3N/mm²，ft=1.43N/mm²；梁纵筋采用HRB400，fy=360N/mm²，fy'=360N/mm²；箍筋采用HRB400，fy=360N/mm²，fy'=360N/mm²。7.2.1轴压比验算对于三级框架，[μ]不宜大于0.85，对于轴压比小于0.15的柱，承载力调整系数γRE=0.75，对于轴压比不小于0.15的柱，承载力调整系数γRE=0.80。7.4柱轴压比验算楼层柱截面NmaxHnλ=Hn/2h0[μ]Nmax/fcbhγRE6D600×600308.423.302.950.850.060.75E600×600331.713.302.950.850.060.75F600×600331.713.302.950.850.060.75H600×600308.423.302.950.850.060.755D600×600677.553.302.950.850.130.75E600×600805.573.302.950.850.160.80F600×600805.573.302.950.850.160.80H600×600677.553.302.950.850.130.754D600×6001058.093.302.950.850.210.80E600×6001281.783.302.950.850.250.80F600×6001281.783.302.950.850.250.80H600×6001058.093.302.950.850.210.803D600×6001441.233.302.950.850.280.80E600×6001761.313.302.950.850.340.80F600×6001761.313.302.950.850.340.80H600×6001441.233.302.950.850.280.802D600×6001826.283.302.950.850.350.80E600×6002241.513.302.950.850.440.80F600×6002241.513.302.950.850.440.80H600×6001826.283.302.950.850.350.801D600×6002273.596.005.360.850.440.80E600×6002762.466.005.360.850.540.80F600×6002762.466.005.360.850.540.80H600×6002273.596.005.360.850.440.807.2.2柱端弯矩调整在地震作用下，框架柱应设计为“强柱弱梁”、“强剪弱弯”，并配以相应的构造措施，以实现延性框架的目的。因此，在框架柱的设计中，要有目的地增大柱端弯矩设计值，体现“强柱弱梁”的设计概念。一、二、三、四级框架的梁柱节点处，除框架顶层和柱轴压比小于0.15者及框支梁与框支柱的节点外，柱端组合的弯矩设计值应符合式∑Mc=ηc∑Mb要求，式中，∑Mc为节点上下柱端截面顺时针或反时针方向组合的弯矩设计值之和，上下柱端的弯矩设计值，可按弹性分析分配；∑Mb为节点左右梁端截面反时针或顺时针方向组合的弯矩设计值之和，级框架节点左右梁端均为负弯矩时，绝对值较小的弯矩应取零；ηc为框架柱端弯矩增大系数，对于三级框架，取ηc=1.3，取底层柱下端截面组合的弯矩设计值增大系数为1.3。表7.5柱端组合弯矩设计值调整楼层柱柱上端(kN·m)柱下端(kN·m)左梁弯矩(kN·m)右梁弯矩(kN·m)梁端弯矩×1.3调整后柱上端(kN·m)调整后柱下端(kN·m)5D28.3985.77100.91131.1932.6298.57E48.98117.3293.2157.23195.5757.60137.97F48.98117.3257.2393.21195.5757.60137.97H28.3985.77100.91131.1932.6298.574D52.9298.28133.64173.7460.81112.93E84.97140.52118.3379.07256.6196.70159.91F84.97140.5279.07118.33256.6196.70159.91H52.9298.28133.64173.7460.81112.933D71.91106.11156.95204.0482.42121.62E116.61164.64142.5199.96315.22130.69184.53F116.61164.6499.96142.51315.22130.69184.53H71.91106.11156.95204.0482.42121.622D88.9889.85157.48204.73101.86102.87E136.13151.32145.36102.14321.75152.37169.38F136.13151.32102.14145.36321.75152.37169.38H88.9889.85157.48204.73101.86102.871D131.27131.20233.07303.00151.54151.45E185.30192.75182.04137.57415.50203.66211.84F185.30192.75137.57182.04415.50203.66211.84H131.27131.20233.07303.00151.54151.45图7.1节点及底层下柱端最不利弯矩7.2.3框架柱正截面承载力计算框架柱应框架结构各层柱的计算长度：现浇楼盖中，底层柱l0=1.0H，其余各层柱l0=1.25H，H为底层柱从基础顶面到一层楼盖顶面的高度；对其余各层柱为上下两层楼盖顶面之间的高度。首层h0=600-40=560mm上层h0=600-40=560mm首层=1.0×14.3×600×560×0.518=2488.89kN上层=1.0×14.3×600×560×0.518=2488.89kNN≤Nb时为大偏心受压破坏，N>Nb时为小偏心受压破坏。表7.6框架柱正截面压弯承载力∣M∣max楼层柱b(mm)h(mm)lc(mm)lc/h截面一般组合地震组合内力γRE组合内力Mmax(kN·m)N(kN)Mmax(kN·m)N(kN)γREMmax(kN·m)γREN(kN)6D60060041256.88柱顶23.01253.8566.76265.690.7550.07199.27柱底18.08299.9032.62308.420.7524.47231.31E60060041256.88柱顶21.45278.2282.66262.070.7561.99196.56柱底15.06320.9557.60304.800.7543.20228.60F60060041256.88柱顶21.45278.2282.66262.070.7561.99196.56柱底15.06320.9557.60304.800.7543.20228.60H60060041256.88柱顶23.01253.8566.76265.690.7550.07199.27柱底18.08299.9032.62308.420.7524.47231.315D60060041256.88柱顶35.41610.8398.57627.430.7573.93470.57柱底24.53653.5660.81670.160.7545.61502.62E60060041256.88柱顶36.40706.83137.97635.760.75110.37508.61柱底27.04749.5696.70678.490.7577.36542.79F60060041256.88柱顶36.40706.83137.97635.760.75110.37508.61柱底27.04749.5696.70678.490.7577.36542.79H60060041256.88柱顶35.41610.8398.57627.430.7573.93470.57柱底24.53653.5660.81670.160.7545.61502.624D60060041256.88柱顶41.11972.58112.931003.360.8090.34802.69柱底30.151015.3182.421046.090.8065.94836.87E60060041256.88柱顶45.191131.43159.91998.440.80127.93798.75柱底38.691174.16130.691041.170.80104.55832.94F60060041256.88柱顶45.191131.43159.91998.440.80127.93798.75柱底38.691174.16130.691041.170.80104.55832.94H60060041256.88柱顶41.11972.58112.931003.360.8090.34802.69柱底30.151015.3182.421046.090.8065.94836.873D60060041256.88柱顶44.161338.65121.621391.020.8097.291112.82续上表柱底38.461381.38101.861433.750.8081.491147.00E60060041256.88柱顶56.591550.49184.531348.960.80147.621079.17柱底47.791593.22152.371391.690.80121.901113.35F60060041256.88柱顶56.591550.49184.531348.960.80147.621079.17柱底47.791593.22152.371391.690.80121.901113.35H60060041256.88柱顶44.161338.65121.621391.020.8097.291112.82柱底38.461381.38101.861433.750.8081.491147.002D60060041256.88柱顶45.601707.88102.871779.480.8082.291423.58柱底56.851750.61151.541822.210.80121.231457.77E60060041256.88柱顶57.761968.30169.381697.630.80135.501358.10柱底70.972011.03203.661740.360.80162.931392.28F60060041256.88柱顶57.761968.30169.381697.630.80135.501358.10柱底70.972011.03203.661740.360.80162.931392.28H60060041256.88柱顶45.601707.88102.871779.480.8082.291423.58柱底56.851750.61151.541822.210.80121.231457.771D600600750012.50柱顶54.382088.15151.452195.910.80121.161756.72柱底129.212165.84441.382273.590.80353.101818.88E600600750012.50柱顶80.392377.63211.842035.490.80169.471628.39柱底142.392455.32510.362113.180.80408.291690.54F600600750012.50柱顶80.392377.63211.842035.490.80169.471628.39柱底142.392455.32510.362113.180.80408.291690.54H600600750012.50柱顶54.382088.15151.452195.910.80121.161756.72柱底129.212165.84441.382273.590.80353.101818.88表7.6框架柱正截面压弯承载力∣M∣max（续表一）楼层柱M1(kN·m)M2(kN·m)N(kN)判断是否考虑附加弯矩ea(mm)ζcCm=0.7+0.3M1/M2M1/M234-12(M1/M2)N/(fcA)lc/i判断6D24.4750.07199.27-0.4939.860.0423.82不考虑20.00--E43.2061.99196.56-0.7042.360.0423.82不考虑20.00--F43.2061.99196.56-0.7042.360.0423.82不考虑20.00--H24.4750.07199.27-0.4939.860.0423.82不考虑20.00--5D45.6173.93470.57-0.6241.400.1023.82不考虑20.00--E77.36110.37508.61-0.7042.410.1123.82不考虑20.00--F77.36110.37508.61-0.7042.410.1123.82不考虑20.00--续上表H45.6173.93470.57-0.6241.400.1023.82不考虑20.004D65.9490.34802.69-0.7342.760.1623.82不考虑20.00--E104.55127.93798.75-0.8243.810.1623.82不考虑20.00--F104.55127.93798.75-0.8243.810.1623.82不考虑20.00--H65.9490.34802.69-0.7342.760.1623.82不考虑20.00--3D81.4997.291112.82-0.8444.050.2223.82不考虑20.00--E121.90147.621079.17-0.8343.910.2223.82不考虑20.00--F121.90147.621079.17-0.8343.910.2223.82不考虑20.00--H81.4997.291112.82-0.8444.050.2223.82不考虑20.00--2D82.29121.231457.77-0.6842.150.2823.82不考虑20.00--E135.50162.931392.28-0.8343.980.2723.82不考虑20.00--F135.50162.931392.28-0.8343.980.2723.82不考虑20.00--H82.29121.231457.77-0.6842.150.2823.82不考虑20.00--1D121.16353.101818.88-0.3438.120.3543.30考虑20.001.000.70E169.47408.291690.54-0.4238.980.3343.30考虑20.001.000.70F169.47408.291690.54-0.4238.980.3343.30考虑20.001.000.70H121.16353.101818.88-0.3438.120.3543.30考虑20.001.000.70表7.6框架柱正截面压弯承载力∣M∣max（续表二）楼层柱ηnsCmηnsM(kN·m)e0=M/N(mm)ei=e0+ea(mm)ei-0.3h0(mm)e=ei+h/2-as(mm)ξbNb(kN)N-Nb(kN)6D--50.07251.26271.26103.26531.260.5182488.89-2289.62E--61.99315.39335.39167.39595.390.5182488.89-2292.33F--61.99315.39335.39167.39595.390.5182488.89-2292.33H--50.07251.26271.26103.26531.260.5182488.89-2289.625D--73.93157.10177.109.10437.100.5182488.89-2018.32E--110.37217.01237.0169.01497.010.5182488.89-1980.28F--110.37217.01237.0169.01497.010.5182488.89-1980.28H--73.93157.10177.109.10437.100.5182488.89-2018.324D--90.34112.55132.55-35.45392.550.5182488.89-1686.20E--127.93160.16180.1612.16440.160.5182488.89-1690.13F--127.93160.16180.1612.16440.160.5182488.89-1690.13H--90.34112.55132.55-35.45392.550.5182488.89-1686.203D--97.2987.43107.43-60.57367.430.5182488.89-1376.07E--147.62136.79156.79-11.21416.790.5182488.89-1409.72F--147.62136.79156.79-11.21416.790.5182488.89-1409.72H--97.2987.43107.43-60.57367.430.5182488.89-1376.072D--121.2383.16103.16-64.84363.160.5182488.89-1031.12E--162.93117.02137.02-30.98397.020.5182488.89-1096.60F--162.93117.02137.02-30.98397.020.5182488.89-1096.60H--121.2383.16103.16-64.84363.160.5182488.89-1031.121D1.001.00353.10194.13214.1346.13474.130.5182488.89-670.01E1.001.00408.29241.52261.5293.52521.520.5182488.89-798.34F1.001.00408.29241.52261.5293.52521.520.5182488.89-798.34H1.001.00353.10194.13214.1346.13474.130.5182488.89-670.01表7.6框架柱正截面压弯承载力∣M∣max（续表三）楼层柱x=N/α1fcb(mm)xb=ξbh0(mm)判断破坏类型大偏压小偏压ρ′minbh(mm²)取As=As′(mm²)x-2αs′(mm)As=As′(mm²)ξx=ζh0(mm)As=As′(mm²)6D23.22290.08大偏压-56.78-18.24720.00720.00E22.91290.08大偏压-57.0949.18720.00720.00F22.91290.08大偏压-57.0949.18720.00720.00H23.22290.08大偏压-56.78-18.24720.00720.005D54.85290.08大偏压-25.15-240.01720.00720.00E59.28290.08大偏压-20.72-90.62720.00720.00F59.28290.08大偏压-20.72-90.62720.00720.00H54.85290.08大偏压-25.15-240.01720.00720.004D93.55290.08大偏压13.55-517.43720.00720.00E93.09290.08大偏压13.09-312.71720.00720.00F93.09290.08大偏压13.09-312.71720.00720.00H93.55290.08大偏压13.55-517.43720.00720.003D129.70290.08大偏压49.70-759.23720.00720.00E125.78290.08大偏压45.78-463.02720.00720.00F125.78290.08大偏压45.78-463.02720.00720.00H129.70290.08大偏压49.70-759.23720.00720.002D169.90290.08大偏压89.90-871.26720.00720.00E162.27290.08大偏压82.27-608.70720.00720.00F162.27290.08大偏压82.27-608.70720.00720.00H169.90290.08大偏压89.90-871.26720.00720.001D211.99290.08大偏压131.99195.55720.00720.00E197.03290.08大偏压117.03542.13720.00720.00F197.03290.08大偏压117.03542.13720.00720.00H211.99290.08大偏压131.99195.55720.00720.00表7.7框架柱正截面压弯承载力Nmin楼层柱b(mm)h(mm)lc(mm)lc/h截面一般组合地震组合内力γRE组合内力Mmax(kN·m)N(kN)Mmax(kN·m)N(kN)γREMmax(kN·m)γREN(kN)6D60060041256.88柱顶3.41246.5344.37169.430.7533.28127.07柱底12.89289.2632.62202.300.7524.47151.72E60060041256.88柱顶21.45278.2281.11198.640.7560.84148.98柱底15.06320.9557.60231.510.7543.20173.63F60060041256.88柱顶21.45278.2281.11198.640.7560.84148.98柱底15.06320.9557.60231.510.7543.20173.63H60060041256.88柱顶3.41246.5344.37169.430.7533.28127.07柱底12.89289.2632.62202.300.7524.47151.725D60060041256.88柱顶0.23587.7098.57387.800.7573.93290.85柱底8.86630.4260.81420.670.7545.61315.50E60060041256.88柱顶36.40706.83137.97479.210.75110.37383.37柱底27.04749.5696.70512.080.7577.36409.66F60060041256.88柱顶36.40706.83137.97479.210.75110.37383.37柱底27.04749.5696.70512.080.7577.36409.66H60060041256.88柱顶0.23587.7098.57387.800.7573.93290.85柱底8.86630.4260.81420.670.7545.61315.504D60060041256.88柱顶7.73924.16112.93592.010.8090.34473.61柱底3.23966.8982.42624.880.8065.94499.90E60060041256.88柱顶45.191131.43159.91748.770.80127.93599.02柱底38.691174.16130.69781.640.80104.55625.31F60060041256.88柱顶45.191131.43159.91748.770.80127.93599.02柱底38.691174.16130.69781.640.80104.55625.31H60060041256.88柱顶7.73924.16112.93592.010.8090.34473.61柱底3.23966.8982.42624.880.8065.94499.903D60060041256.88柱顶10.781256.31121.62784.500.8097.29627.60柱底6.491299.03101.86817.360.8081.49653.89E60060041256.88柱顶56.591550.49184.531006.180.80147.62804.94柱底47.791593.22152.371039.050.80121.90831.24F60060041256.88柱顶56.591550.49184.531006.180.80147.62804.94柱底47.791593.22152.371039.050.80121.90831.24H60060041256.88柱顶10.781256.31121.62784.500.8097.29627.60柱底6.491299.03101.86817.360.8081.49653.892D60060041256.88柱顶10.221585.38102.87976.250.8082.29781.00柱底11.371628.11151.541009.120.80121.23807.30E60060041256.88柱顶57.761968.30169.381261.740.80135.501009.39柱底70.972011.03203.661294.600.80162.931035.68F60060041256.88柱顶57.761968.30169.381261.740.80135.501009.39续上表H60060041256.88柱顶10.221585.38102.87976.250.8082.29781.00柱底11.371628.11151.541009.120.80121.23807.301D600600750012.50柱顶37.531902.59151.451139.390.80121.16911.51柱底120.781980.28432.391199.150.80345.91959.32E600600750012.50柱顶80.392377.63211.841506.410.80169.471205.13柱底142.392455.32509.661566.170.80407.731252.94F600600750012.50柱顶80.392377.63211.841506.410.80169.471205.13柱底142.392455.32509.661566.170.80407.731252.94H600600750012.50柱顶37.531902.59151.451139.390.80121.16911.51柱底120.781980.28432.391199.150.80345.91959.32表7.7框架柱正截面压弯承载力Nmin（续表一）楼层柱M1(kN·m)M2(kN·m)N(kN)判断是否考虑附加弯矩ea(mm)ζcCm=0.7+0.3M1/M2M1/M234-12(M1/M2)N/(fcA)lc/i判断6D24.4733.28127.07-0.7442.820.0323.82不考虑20.00--E43.2060.84148.98-0.7142.520.0323.82不考虑20.00--F43.2060.84148.98-0.7142.520.0323.82不考虑20.00--H24.4733.28127.07-0.7442.820.0323.82不考虑20.00--5D45.6173.93290.85-0.6241.400.0623.82不考虑20.00--E77.36110.37383.37-0.7042.410.0823.82不考虑20.00--F77.36110.37383.37-0.7042.410.0823.82不考虑20.00--H45.6173.93290.85-0.6241.400.0623.82不考虑20.00--4D65.9490.34473.61-0.7342.760.1023.82不考虑20.00--E104.55127.93599.02-0.8243.810.1223.82不考虑20.00--F104.55127.93599.02-0.8243.810.1223.82不考虑20.00--H65.9490.34473.61-0.7342.760.1023.82不考虑20.00--3D81.4997.29627.60-0.8444.050.1323.82不考虑20.00--E121.90147.62804.94-0.8343.910.1623.82不考虑20.00--F121.90147.62804.94-0.8343.910.1623.82不考虑20.00--H81.4997.29627.60-0.8444.050.1323.82不考虑20.00--2D82.29121.23807.30-0.6842.150.1623.82不考虑20.00--E135.50162.931035.68-0.8343.980.2023.82不考虑20.00--F135.50162.931035.68-0.8343.980.2023.82不考虑20.00--H82.29121.23807.30-0.6842.150.1623.82不考虑20.00--1D121.16345.91959.32-0.3538.200.1943.30考虑20.001.000.70E169.47407.731252.94-0.4238.990.2443.30考虑20.001.000.70F169.47407.731252.94-0.4238.990.2443.30考虑20.001.000.70H121.16345.91959.32-0.3538.200.1943.30考虑20.001.000.70表7.7框架柱正截面压弯承载力Nmin（续表二）楼层柱ηnsCmηnsM(kN·m)e0=M/N(mm)ei=e0+ea(mm)ei-0.3h0(mm)e=ei+h/2-as(mm)ξbNb(kN)N-Nb(kN)6D--33.28261.89281.89113.89541.890.5182488.89-2361.81E--60.84408.34428.34260.34688.340.5182488.89-2339.90F--60.84408.34428.34260.34688.340.5182488.89-2339.90H--33.28261.89281.89113.89541.890.5182488.89-2361.815D--73.93254.17274.17106.17534.170.5182488.89-2198.04E--110.37287.90307.90139.90567.900.5182488.89-2105.52F--110.37287.90307.90139.90567.900.5182488.89-2105.52H--73.93254.17274.17106.17534.170.5182488.89-2198.044D--90.34190.75210.7542.75470.750.5182488.89-2015.28E--127.93213.57233.5765.57493.570.5182488.89-1889.87F--127.93213.57233.5765.57493.570.5182488.89-1889.87H--90.34190.75210.7542.75470.750.5182488.89-2015.283D--97.29155.03175.037.03435.030.5182488.89-1861.29E--147.62183.39203.3935.39463.390.5182488.89-1683.94F--147.62183.39203.3935.39463.390.5182488.89-1683.94H--97.29155.03175.037.03435.030.5182488.89-1861.292D--121.23150.17170.172.17430.170.5182488.89-1681.59E--162.93157.31177.319.31437.310.5182488.89-1453.20F--162.93157.31177.319.31437.310.5182488.89-1453.20H--121.23150.17170.172.17430.170.5182488.89-1681.591D1.001.00345.91360.58380.58212.58640.580.5182488.89-1529.57E1.001.00407.73325.42345.42177.42605.420.5182488.89-1235.95F1.001.00407.73325.42345.42177.42605.420.5182488.89-1235.95H1.001.00345.91360.58380.58212.58640.580.5182488.89-1529.57表7.7框架柱正截面压弯承载力Nmin（续表三）楼层柱x=N/α1fcb(mm)xb=ξbh0(mm)判断破坏类型大偏压小偏压ρ′minbh(mm²)取As=As′(mm²)x-2αs′(mm)As=As′(mm²)ξx=ζh0(mm)As=As′(mm²)6D14.81290.08大偏压-65.19-7.27720.00720.00E17.36290.08大偏压-62.64109.05720.00720.00F17.36290.08大偏压-62.64109.05720.00720.00H14.81290.08大偏压-65.19-7.27720.00720.005D33.90290.08大偏压-46.10-13.80720.00720.00E44.68290.08大偏压-35.3261.93720.00720.00F44.68290.08大偏压-35.3261.93720.00720.00H33.90290.08大偏压-46.10-13.80720.00720.004D55.20290.08大偏压-24.80-155.97720.00720.00E69.82290.08大偏压-10.18-100.88720.00720.00续上表F69.82290.08大偏压-10.18-100.88720.00720.00H55.20290.08大偏压-24.80-155.97720.00720.003D73.15290.08大偏压-6.85-296.36720.00720.00E93.82290.08大偏压13.82-213.69720.00720.00F93.82290.08大偏压13.82-213.69720.00720.00H73.15290.08大偏压-6.85-296.36720.00720.002D94.09290.08大偏压14.09-356.99720.00720.00E120.71290.08大偏压40.71-344.85720.00720.00F120.71290.08大偏压40.71-344.85720.00720.00H94.09290.08大偏压14.09-356.99720.00720.001D111.81290.08大偏压31.81699.44720.00720.00E146.03290.08大偏压66.03792.66720.00792.66F146.03290.08大偏压66.03792.66720.00792.66H111.81290.08大偏压31.81699.44720.00720.00表7.8框架柱正截面压弯承载力Nmax楼层柱b(mm)h(mm)lc(mm)lc/h截面一般组合地震组合内力γRE组合内力Mmax(kN·m)N(kN)Mmax(kN·m)N(kN)γREMmax(kN·m)γREN(kN)6D60060041256.88柱顶19.72257.1766.76265.690.7550.07199.27柱底18.08299.9032.62308.420.7524.47231.31E60060041256.88柱顶1.54288.9869.30287.650.7551.97215.74柱底4.85331.7157.60330.380.7543.20247.79F60060041256.88柱顶1.54288.9869.30287.650.7551.97215.74柱底4.85331.7157.60330.380.7543.20247.79H60060041256.88柱顶19.72257.1766.76265.690.7550.07199.27柱底18.0829