层框架办公楼-计算书第八章配筋

第8 框架柱正、斜截面配筋计§8.1框架柱的截面设计§8.1.1框架柱截面设计一.B柱截面设计：轴压比验算：底层柱：Nmax N/fA2392.28103N/(14.3N/mm2600mm600mm)0.465 则底层柱B的轴压比满足要求。截面尺寸复核：h0600mm40mm560mmVmax因为hwb5606000.9334所以0.25fbh0.251.014.3N/mm2600mm560mm1201.2KNc 满足要求.正截面受弯承载力计算由于柱同一截面分别承受正反弯矩，故采用对称配筋。一层：轴柱：Nfbh14.3N/mm2600mm560mm0.55 1 0从柱内力组合表可见:最不利组合为：M=470.8KN.m N=2392.28KNN=2392.28KN<Nbeie0ea196.8mm20mmL0h45506007.68考虑偏心矩增大系数 21.150.01L0h1.150.017.6 1(L/h)2/(1400e/h)

121(7.6)21.01.0/(1400216.8/560)ei1.107216.82400.3h00.3560根据对称配筋得：

，按大偏心受压计算。eeih/2a240mm600mm/240mmxN/fcb(2392.880.8)/(14.3KN/mm2600mm)AA`[0.8Nefbx(h0.5x)]/f`(ha`) 0.82392.88KN500mm14.3KN/mm2600mm0.279(560mm0.5300KN/mm2(560mm按构造配筋最小总配筋率查得：min AA`0.8%600mm600mm/2 所以选用422轴柱；Nfbh14.3N/mm2600mm560mm0.55 1 0从柱内力组合表可见:最不利组合为：M=518.6KN.m N=2221.50KNN=2221.50KN<Nbeie0ea233.45mm20mmL0h45506007.68考虑偏心矩增大系数10.22.7eih02.72.7253.43560 取121.150.01L0h1.150.017.6 取21(L/h)2/(1400e/h) ei81.09253.45276.5540.3h00.3560根据对称配筋得：

按大偏心受压计算。eeih/2a276.554mm600mm/240mmxN/fcb(2221.50.8)/(14.3KN/mm2600mm)AA`[0.8Nefbx(h0.5x)]/f`(ha`) 0.82221.5KN513.45mm14.3KN/mm2600mm0.256(560mm0.5300KN/mm2(560mm按构造配筋最小总配筋率查得：min AA`0.8%600mm600mm/2 所以选用425二层：B轴柱：Nfbh14.3N/mm2600mm560mm0.55 1 0从柱内力组合表可见:最不利组合为：M=257.2KN.m N=2129.44KNN=2129.44KN<Nbe0M/N257.2KN.m/2129.44KNeamax(20mm,600/3020mm)20mmeie0ea120.78mm20mmL0h36001.256007.58,考虑偏心矩增大系数10.22.7eih02.72.7140.78560 ，取121.150.01L0h1.150.017.5 取21(L/h)2/(1400e/h)1(7.5)20.8721.0/(1400216.8/ 根据对称配筋得：

按大偏心受压计算。AA`[0.8Nefbx(h0.5x)]/f`(ha`) 0.82129.44KN400.78mm14.3KN/mm2600mm0.248(560mm0.5300KN/mm2(560mm14.72按构造配筋最小总配筋率查得：min AA`0.8%600mm600mm/2 所以选用422C轴柱：Nfbh14.3N/mm2600mm560mm0.55 1 0从柱内力组合表可见:最不利组合为：M=362.58KN.m N=2003.72KNN=2003.72KN<Nbeamax(20mm,600/3020mm)20mmeie0ea180.95mm20mmL0h36001.256007.58,考虑偏心矩增大系数10.22.7eih02.72.7200.95560 ，取121.150.01L0h1.150.017.5 取21(L/h)2/(1400e/h)1(7.5)20.8721.0/(1400200.95/ 根据对称配筋得：

，按大偏心受压计算。eeih/2a140.78mm600mm/240mmxN/fcb(2003.7210000.8)/(14.3N/mm2600mm)AA`[0.8Nefbx(h0.5x)]/f`(ha`) 0.82003.72KN460.95mm14.3N/mm2600mm160.14(560mm300N/mm2(560mm按构造配筋最小总配筋率查得：min AA`0.8%600mm600mm/2 所以选用4223层以上B,C柱的正截面配筋计算详看表表81边柱正截面配筋B轴框架柱正截面配筋计算截面一层|M|maNmaNmiM(kN·470.470.135.N(k2392.2392.1291.Nb(k2642.2642.2642.大小偏心大大小l (4.4.4.e0(196.196.105.ea(20.20.20.ei(216.216.125.l07.7.7.ζ1.1.0.ζ1.1.1.η1.1.1.ηei(239.239.143. (499.499.403.x209.209.112.As=As510.510.-619.0.0.0.Asmi1440.1440.1440.配筋实配面积截面四层三层二层|M|maNmaNmi|M|maNmaNmi|M|maNmaNmiM(kN·m220.6187.7130.4252.7212.7156.5257.2257.2155.6N(kN1261.01307.6854.71633.41680.11023.62129.42129.41115.7Nb(kN2642.62642.62642.62642.62642.62642.62642.62642.62642.6大小偏心大大大大小大小小大l (mm4.54.54.54.54.54.54.54.54.5e0(mm174.9143.5152.6154.7126.6152.9120.7120.7139.4ea(mm20.020.020.020.020.020.020.020.020.0ei(mm194.9163.5172.6174.7146.6172.9140.7140.7159.4l0/7.57.57.57.57.57.57.57.57.5ζ1.00.91.01.00.91.00.80.80.9ζ1.01.01.01.01.01.01.01.01.0η1.11.11.11.11.11.11.11.11.1ηei(mm217.4185.8195.1197.2167.0195.4160.5160.5181.2 (mm477.4445.8455.1457.2427.0455.4420.5420.5441.2x110.2114.374.7142.7146.889.4186.1186.197.5As=As-166.1-358.4-277.5-246.6-481.1-294.5-474.7-474.7-375.1ρ(%0.80.80.80.80.80.80.80.80.8Asmi配筋实配面积1440.01440.01440.01440.01440.01440.01440.01440.01440.0截面七层六层五层|M|maNmaNmi|M|maNmaNmi|M|maNmaNmiM(kN·m132.173.30.1139.895.675.1140.9192.8107.7N(kN266.7313.4224.8577.7624.4455.2956.2909.6664.7Nb(kN2642.62642.62642.62642.62642.62642.62642.62642.62642.6大小偏心大大小大大大大大大l (mm4.54.54.54.54.54.54.54.54.5e0(mm495.3234.00.4242.0153.0164.9147.3211.9162.1ea(mm20.020.020.020.020.020.020.020.020.0ei(mm515.3254.020.4262.0173.0184.9167.3231.9182.1l0/7.57.57.57.57.57.57.57.57.5ζ1.01.00.31.01.01.01.01.01.0ζ1.01.01.01.01.01.01.01.01.0η1.01.01.31.01.11.11.11.11.1ηei(mm537.8276.527.2284.5195.5207.4189.8254.4204.6 (mm797.8536.5287.2544.5455.5467.4449.8514.4464.6x23.327.419.650.554.539.783.579.558.1As=As320.0-14.7-284.227.2-231.5-158.9-314.1-25.1-212.0ρ(%0.80.80.80.80.80.80.80.80.8Asmi1440.01440.01440.01440.01440.01440.01440.01440.01440.0配筋实配面积表8－2中柱正截面配筋C轴框架柱正截面配筋计算截面—层|M|maNmaNmiM(kN·m518.6518.6156.7N(kN2221.52221.51998.5Nb(kN3448.13448.13448.1大小偏心大大小l (mm4.54.54.5e0(mm233.4233.478.4ea(mm222ei(mm256.4256.4101.4l0/h(mm7.57.57.5ζ1.001.000.68ζ1.001.001.00η1.101.101.18ηei(mm283.7283.7120.2 (mm598.7598.7435.2x177.5177.5159.7As=As2219.82219.8243.0ρ(%0.800.800.80Asmi1960.01960.01960.0配筋实配面积截面四层三层二层|M|maNmaNmi|M|maNmaNmi|M|maNmaNmiM(kN·m334.5334.5173.0312.5261.6205.6362.5362.5204.3N(kN1301.21301.21201.91605.21903.71518.52003.72003.71833.9Nb(kN2511.2511.2511.2511.2511.2511.3448.13448.13448.1大小偏心大大大大大大大大小l (mm4.5 5454.5 54.54.54.54.5e0(mm257.0257.0137.4135.4180.9180.9111.4143.9194.7ea(mm222222222ei(mm277.0277.0163.9214.7157.4155.4203.9203.9134.4l0/h(mm7.7.7.7.7.7.7.57.57.5ζ1.001.000.991.000.950.941.001.000.84ζ1.001.001.001.001.001.001.001.001.00η1.081.081.131.101.131.131.131.131.16ηei(mm299.7299.7186.4237.4179.2176.9230.6230.6157.0 (mm564.7564.7451.4502.4444.2441.9545.6545.6472.0x121.3121.3112.0149.6177.5141.5160.1160.1146.5As=As436.6436.6-323.5142.1-264.0-367.71380.01380.0516.0ρ(%0.800.800.800.800.800.800.800.800.80Asmi配筋实配面积1440.01440.01440.01440.01440.01440.01960.01960.01960.0截面七层六层五层|M|maNmaNmi|M|maNmaNmi|M|maNmaNmiM(kN·m138.983.021.8177.1112.9100.6240.3170.4144.7N(kN231.1277.8223.7571.3617.7550.7907.4954.0881.9Nb(kN2511.2511.2511.2511.2511.2511.2511.2511.2511.大小偏心大大小大大大大大大l (mm4.54.54.54.54.54.54.54.54.5e0(mm600.8298.797.8309.9182.9182.7264.8178.6164.1ea(mm222222222ei(mm620.8117.8329.9202.9202.7284.8198.6184.1318.7l0/h(mm7.7.7.7.7.7.7.7.7.ζ1.001.000.761.001.001.001.001.001.00ζ1.001.001.001.001.001.001.001.001.00η1.031.071.141.061.111.111.081.111.12ηei(mm643.5341.4135.2352.6225.6225.4307.5221.3206.8 (mm908.5606.4400.2617.6490.6490.4572.5486.3471.8x20.224.219.549.954.048.184.688.982.2As=As465.9132.2-132.6340.1-28.7-33.9255.4-142.6-212.8ρ(%0.800.800.800.800.800.800.800.800.80Asmi配筋实配面积1440.01440.01440.01440.01440.01440.01440.01440.01440.0图81底层中柱截面配筋图82底层边柱截面配筋§8.1.2.柱斜截面受弯承载力计算底层柱V=207.328KN,M=470.18KN,N=2393.28因为底层框架柱的剪跨比:Hn/2h03.95/(20.56)4.0625考虑到作用组合的框架柱的压力设计值0.3fcA0.314.3KN/m2600600/10001544取 0.3fcA

取考虑到作用组合的框架柱的斜截面抗震承载力应满足下列规定ASVrREVc1.05ftbh0/(1)0.056N f0.85207.3281.051.43600560/(31)0.0561544.4210按照构造配箍，选用复式箍48箍筋，加密区取8@100，非加密区48@150。由柱剪力的调整可知，2层以上各层柱柱端剪力逐渐减小，rREVc均能满足小于0.3fcbh01544.4KN的要求，且计算出来的ASVS要么小于0就是数值很小，均按照构造配筋，选用复式箍48箍筋。2层以上B,C柱的斜截面配箍计算详看表8表84框架柱斜截面配筋表层数B轴框架柱斜截面配筋计算—层二层三层四层五层六层七层N/k2392126231V/k114.3126.0118.097.077.555.150.0Hn(m3.9333333λ=Hn/(2h03.52.62.62.62.62.62.6λ(>3时取33.02.62.62.62.62.62.60.25CfCbh0/1029.1029.1029.1029.1029.1029.1029.截面是否满足满足满足满足满足满足满足满足0.3fcbh(KN1544.1544.1544.1544.1544.1544.1544.N/kN(实取值2392126231ASV/ (mm-1.42-0.96-0.89-0.91-0.75-1.22-1.01构造构造构造构造构造构造构造实配箍筋 8@10 8@10 8@10 8@10 8@10 8@10 8@10非加密区 8@15 8@15 8@10 8@10 8@15 8@15 8@150.250.25CfCbh0/截面是否满足1029.61029.61029.61029.61029.61029.61029.满足满足满足满足满足满足满足0.3fcbh(KN 1544.41544.41544.41544.41544.41544.41544.N/kN(实取值 222 2005727-1.510-1.324-1.154-1.075-1.029-0.952-0.80ASV/(mm非加密区构 构 构 构 构构 构4φφφφφφφ实配箍筋8@1008@1008@1008@1008@1008@1008@104φφφφφφφ8@1508@1508@1508@1508@1508@1508@15C框架柱斜截面配筋计算层数—层二层三层四层五层六层七层N/k2222005727V/k92.6106.699.381.86.547.442.9Hn(m3.9333333λ=Hn/(2h03.52.62.62.62.62.62.6λ(>3时取33.02.62.62.62.62.62.6§8.2 框架梁的正，斜截面配筋计算§8.2.1.正截面受弯承载力计算BC（300600一层：跨中截面M＝67.69KN.mM/fbh2(67.691060.8)/(1.014.3N/mm23005602) 1 12S

12

0.052bAfbh/f1.014.3N/mm23005600.052/300 1 minmax0.2%,(45ft/fy)% bh0.002300mm600mm 下部配筋：428上部按构造要求配筋316603mm2。其余梁BC，梁CD各截面的正截面受弯承载力配筋计算详见表85表85层号计算公式截面梁B梁C梁DB跨中CC跨中DD跨中EM/(kN·m-90.573.3-89.1-20.10.9-20.1-89.173.3-90.5M/0.060.050.060.030.000.030.060.050.06 10.070.050.060.030.000.030.060.050.077层A1fbh/ 558.2448.9549.3166.57.9166.5549.3448.9558.2A1fbh/ 360.0360.0360.0225.0225.0225.0360.0360.0360.0实配钢筋3Φ133Φ13Φ13Φ13Φ13Φ13Φ13Φ1603.060.06030603.0603.0603.0603.0603.0603.0层号计算公式截面梁B梁C梁DB跨中CC跨中DD跨中EM/(kN·m-146.645.3-139.6-31.13.1-31.1-139.645.3-146.6M/0.100.030.100.050.000.050.100.030.10 10.110.030.110.050.000.050.110.030.116层A1fbh/ 926.4274.6260.126.0260.1879.8274.6926.48.8A1fbh/ 360.0360.0360.0225.0225.0225.0360.0360.0360.0实配钢筋3Φ23Φ13Φ23Φ13Φ13Φ13Φ23Φ13Φ21473.0603.01473.0603.0603.0603.01473.0603.01473.0层号计算公式截面梁B梁C梁DB跨中CC跨中DD跨中EM/(kN·m-255.453.2-241.2-61.43.2-61.4-241.253.2-255.4M/0.190.040.0.100.170.040.19 110.20.00.20.10.00.10.20.00.25层A1fbh/ 1701.4323.41594.4527.826.3527.81594.4323.41701.4A1fbh/ -255.453.2-241.2-61.43.2-61.4-241.253.2-255.4实配钢筋3Φ23Φ13Φ23Φ13Φ13Φ13Φ23Φ13Φ21473.0603.01473.0603.0603.0603.01473.0603.01473.0层层 计算公梁B截面梁C梁Ds 4层A1Sf/mm1701.47323.41594.45527.8 26.3 527.861594.45323.441701.4A1fbh/mm-255.4Sf53.2 -241.2 -61.43.2-61.4 -241.2 53.2 -255.4实配钢筋3Φ21847.03Φ1 3Φ2 3Φ1 3Φ1 3Φ1 3Φ2 3Φ1 3Φ2603.001473.00603.0 603.0 603.001847.00603.001473.0B跨中CC跨中DD跨中EM/(kN·m-255.453.2-241.2-61.43.2-61.4-241.253.2-255.4M/fbh0.190.040.170.100.000.100.170.040.19 10.20.00.20.10.00.10.20.00.2层号计算公式截面梁B梁C梁DB跨中CC跨中DD跨中EM/(kN·m-317.355.6-295.5-77.23.2-77.2-259.555.6-317.3M/0.20.00.20.10.00.10.10.00.2 110.20.00.20.10.00.10.20.00.23层A1fbh/ 2187.7338.12012.2674.726.3674.71732.6338.12187.7A1fbh/ -317.355.6-295.5-77.23.2-77.2-259.555.6-317.3实配钢筋4Φ23Φ14Φ3Φ13Φ13Φ14Φ23Φ14Φ22418.0603.024180763.0603.0763.02418.0603.02418.0层号计算公式截面梁B梁C梁DB跨中CC跨中DD跨中EM/(k·m-33.456.2-31.9-9042.9-904-31.956.2-33.7M/0.20.40.20.10.00.10.20.00.2s 10.20.40.20.10.00.10.20.00.22层A1fbh/ 2346.434222152.2801.123.8801.12152.2342.22349.3A1fbh/ 36000360