层框架办公楼-计算书第八章配筋

第8 框架、斜截面配筋计§81框架柱的截面设计§811框架柱截面设计B柱截面设计：轴压比验算：底层柱：NmaxN/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：因为hwb5606000.9334所以

f

0.251.014.3N/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：B轴柱：Nfbh

14.3N/mm2600mm560mm0.55 1 0从柱内力组合表可见:最不利组合为：M=470.8KN. N=2392.28KNe0M/N470.8KN.m/2392.28KNeie0ea196.8mm20mm216.8mm

考虑偏心矩增大系数 21.150.01L0h1.150.017.6

121(L/h)2/(1400e/h) ei1.107216.82400.3h00.3560根据对称配筋得：

，按大偏心受压计算。ccAA`[0.8Nefbx(h0.5x)]/f

a`) 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422C轴柱；Nfbh

14.3N/mm2600mm560mm0.55 1 0从柱内力组合表可见:最不利组合为：M=518.6KN. N=2221.50KN

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) 根据对称配筋得：

按大偏心受压计算。ccAA`[0.8Nefbx(h0.5x)]/f

a`) 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：Nfbh

14.3N/mm2600mm560mm0.55 1 0从柱内力组合表可见:最不利组合为：M=257.2KN. N=2129.44KNeamax(20mm,600/3020mm)20mm

,考虑偏心矩增大系数10.22.7eih02.72.7140.78560 ，取121.150.01L0h1.150.017.5 取21

/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。ccAA`[0.8Nefbx(h0.5x)]/f

a`) 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：Nfbh

14.3N/mm2600mm560mm0.55 1 0从柱内力组合表可见:最不利组合为：M=362.58KN. N=2003.72KNeamax(20mm,600/3020mm)20mm

,考虑偏心矩增大系数10.22.7eih02.72.7200.95560 ，取121.150.01L0h1.150.017.5 取21

/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。cxN/fb(2003.7210000.8)/(14.3N/mm2600mm)cAA`[0.8Nefbx(h0.5x)]/f

a`) 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BC柱的正截面配筋计算详看表8.1表8－1 截面配B轴框架截面配筋计截面一层|M|maNmaNmiM(kN·m)470.80470.80135.97N(kN)2392.282392.281291.78Nb(kN)2642.642642.642642.64大小偏心大大小l (mm)4.554.554.55e0(mm)196.80196.80105.26ea(mm)20.0020.0020.00ei(mm)216.80216.80125.26l0/h7.587.587.58ζ1.001.000.80ζ1.001.001.00η1.1.1.15ηei(mm)239.80239.80143.75 (mm)499.80499.80403.75x209.12209.12112.92As=As510.20510.20-619.75ρ(%)0.800.800.80Asmi1440.001440.001440.00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中截面配C轴框架截面配筋计截面—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§812.柱斜截面受弯承载力计算底层柱B:V=207.328KN,M=470.18KN,N=2393.28KN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c0.3fA0.314.3KN/m2600600/10001544c0.3fcA1544.4KNN2392.28KN取

取考虑 作用组合的框架柱的斜截面抗震承载力应满足下列规定

rREVc1.05ftbh0/(1)0.056N fyv0.85207.3281.051.43600560/(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能满足小于0.3

1544.4KN的要求，且计算出来的

ASVS要么小于就是数值很小，均按照构造配筋，选用复式箍48箍筋。2层以上BC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33.02.62.62.62.62.62.60.25C 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-1.42-1.22-1.13-0.96-0.89-0.91-0.75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@15层数N/kNV/kHn(mλ=Hn/(2h0λ(>3时取30.25C 截面是否满足0.3fcbh(KN)N/kN(实取值ASV/ (mm

C轴框架柱斜截面配筋计算— 二 三 四 五 六 七222 200 57 2792.69106.6799.3 81.8 65.5 47.4 2.923.9 3.5 2.6 2.6 2.6 2.6 2.6 .683.0 2.6 2.6 2.6 2.6 2.6 .681029.61029.61029.61029.61029.61029.61029.满 满 满 满 满 满 满1544.41544.41544.41544.41544.41544.41544.222 200 57 27-1.510-1.324-1.154-1.075-1.029-0.952-0.80构 构 构 构 构 构 构实配箍筋

加密4φ区8@100非加4φ密区8@15

8@10 8@15

8@10 8@15

8@10 8@15

8@10 8@15

8@10 8@15

8@10 8@15§8 框架梁的正，斜截面配筋计算§821.正截面受弯承载力计算BC（300600—层：跨中截面M＝67.69KN.mM/fbh2(67.691060.8)/(1.014.3N/mm23005602)1212

1

0.052bAfbh/

1.014.3N/mm23005600.052/300 1 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层号计算公式截面梁B层号计算公式截面梁B梁C梁DB右跨中CC跨中DD右跨中EM/(kN·m-90.573.3-89.1-20.10.9-20.1-89.173.3-90.5M/0.060.050.060.030.000.030.060.050.06 110.070.050.060.030.000.030.060.050.077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3Φ1313Φ13Φ13Φ13Φ13Φ13Φ13Φ1603.06006030603.0603.0603.0603.0603.0603.0.层号计算公式截面梁B梁C梁DB跨中CC跨中DD跨中E6层M/(kN·m-146.645.3-139.6-31.13.1-31.1-139.645.3-146.6M/ 0.100.030.100.050.000.050.100.030.10110.110.030.110.050.000.050.110.030.11A1fbh/ 926.4274.6260.126.0260.1879.8274.6926.489.8A1fbh/ 360.0360.0225.0225.0360.0360.0360.0360.0225.0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/0.190.040.170.100000.100.170.040.19 110.20.00.20.10.00.10.20.00.25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 计算公B层 计算公BM/(kN·m -255.4截面梁B 梁C 梁D跨 C C 跨 D D 跨 E53.2 -241.2 -61.4 3.2 -61.4 -241.2 53.2 -255.4M/2s 0.190.040.170.100.000.100.170.040.190.20.00.20.10.00.10.20.00.24层A1Sf/mm1701.47323.441594.45527.8 26.3 527.861594.45323.441701.4SA1fbh/mm-255.4f53.2-241.2-61.43.2-61.4-241.253.2-255.411实配钢筋3Φ23Φ13Φ23Φ13Φ13Φ13Φ23Φ13Φ21847.0603.01473.0603.0603.0603.01847.0603.01473.0层号计算公式截面梁B梁C梁DB跨中CC跨中DD跨中E3层M/(kN·m-317.355.6-295.5-77.23.2-77.2-259.555.6-317.3M/ 0.20.00.20.10.00.10.10.00.2110.20.00.20.10.00.10.20.00.2A1fbh/ 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4Φ23Φ14Φ23Φ13Φ13Φ14Φ23Φ14Φ22418.0603.0241800763.0603.0763.02418.0603.02418.0层号计算公式截面梁B梁C梁DB跨中CC跨中DD跨中E2层M/(kN·m-336.456.2-312.9-90.42.9-90.4-312.956.2-336.7M/ 0.20.00.20.10.00.10.20.00.2110.20.00.20.10.00.10.20.00.2A1fbh/ 2346.4342.22152.2801.123.8801.12152.2342.22349.3A1fbh/ 360.0360.036000225.0225.0225.0360.0360.0360.0实配钢筋4Φ23Φ14Φ23Φ23Φ13Φ24Φ23Φ14Φ22418.0603.02418.0941.0603.0941.0241