计算书全套 第八章－配筋_secret

河南科技大学毕业设计第8章 框架柱正、斜截面配筋计算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：1. 轴压比验算：底层柱：则底层柱B的轴压比满足要求。2. 截面尺寸复核： 取，因为，所以 满足要求.3. 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：从柱内力组合表可见: 最不利组合为：M=470.8KN.m N=2392.28KN ,考虑偏心矩增大系数 ，取 ， 取 ，按大偏心受压计算。根据对称配筋得：按构造配筋最小总配筋率查得：所以选用C轴柱；从柱内力组合表可见: 最不利组合为：M=518.6KN.m N=2221.50KN ,考虑偏心矩增大系数 ，取 ， 取 ，按大偏心受压计算。根据对称配筋得：按构造配筋最小总配筋率查得：所以选用二层：B轴柱：从柱内力组合表可见: 最不利组合为：M=257.2KN.m N=2129.44KN ,考虑偏心矩增大系数 ， 取 ， 取 ，按大偏心受压计算。根据对称配筋得：按构造配筋最小总配筋率查得：所以选用C轴柱：从柱内力组合表可见: 最不利组合为：M=362.58KN.m N=2003.72KN ,考虑偏心矩增大系数 ，取 ， 取 ，按大偏心受压计算。根据对称配筋得：按构造配筋最小总配筋率查得：所以选用3层以上B,C柱的正截面配筋计算详看表8.1126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|maxNmaxNminM(kNm)470.80 470.80 135.97 N(kN)2392.28 2392.28 1291.78 Nb(kN)2642.64 2642.64 2642.64 大小偏心大大小l0 (mm)4.55 4.55 4.55 e0(mm)196.80 196.80 105.26 ea(mm)20.00 20.00 20.00 ei(mm)216.80 216.80 125.26 l0/h7.58 7.58 7.58 11.00 1.00 0.80 21.00 1.00 1.00 1.11 1.11 1.15 ei(mm)239.80 239.80 143.75 e (mm)499.80 499.80 403.75 x209.12 209.12 112.92 As=As510.20 510.20 -619.75 (%)0.80 0.80 0.80 Asmin1440.00 1440.00 1440.00 配筋实配面积截面四层三层二层|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(kNm)220.65 187.76 130.43 252.70 212.70 156.53 257.20 257.20 155.63 N(kN)1261.04 1307.69 854.71 1633.46 1680.12 1023.66 2129.44 2129.44 1115.72 Nb(kN)2642.64 2642.64 2642.64 2642.64 2642.64 2642.64 2642.64 2642.64 2642.64 大小偏心大大大大小大小小大l0 (mm)4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 e0(mm)174.97 143.58 152.60 154.70 126.60 152.91 120.78 120.78 139.49 ea(mm)20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 ei(mm)194.97 163.58 172.60 174.70 146.60 172.91 140.78 140.78 159.49 l0/h7.50 7.50 7.50 7.50 7.50 7.50 7.50 7.50 7.50 11.00 0.99 1.00 1.00 0.91 1.00 0.88 0.88 0.97 21.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.12 1.14 1.13 1.13 1.14 1.13 1.14 1.14 1.14 ei(mm)217.47 185.83 195.10 197.20 167.00 195.41 160.56 160.56 181.29 e (mm)477.47 445.83 455.10 457.20 427.00 455.41 420.56 420.56 441.29 x110.23 114.31 74.71 142.78 146.86 89.48 186.14 186.14 97.53 As=As-166.18 -358.47 -277.54 -246.63 -481.15 -294.54 -474.77 -474.77 -375.19 (%)0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Asmin1440.00 1440.00 1440.00 1440.00 1440.00 1440.00 1440.00 1440.00 1440.00 配筋实配面积截面七层六层五层|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(kNm)132.14 73.35 0.11 139.85 95.60 75.10 140.94 192.83 107.76 N(kN)266.76 313.42 224.85 577.79 624.45 455.20 956.29 909.63 664.74 Nb(kN)2642.64 2642.64 2642.64 2642.64 2642.64 2642.64 2642.64 2642.64 2642.64 大小偏心大大小大大大大大大l0 (mm)4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 e0(mm)495.35 234.03 0.49 242.04 153.09 164.98 147.38 211.99 162.11 ea(mm)20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 ei(mm)515.35 254.03 20.49 262.04 173.09 184.98 167.38 231.99 182.11 l0/h7.50 7.50 7.50 7.50 7.50 7.50 7.50 7.50 7.50 11.00 1.00 0.30 1.00 1.00 1.00 1.00 1.00 1.00 21.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.04 1.09 1.33 1.09 1.13 1.12 1.13 1.10 1.12 ei(mm)537.85 276.53 27.21 284.54 195.59 207.48 189.88 254.49 204.61 e (mm)797.85 536.53 287.21 544.54 455.59 467.48 449.88 514.49 464.61 x23.32 27.40 19.65 50.51 54.58 39.79 83.59 79.51 58.11 As=As320.00 -14.72 -284.26 27.21 -231.51 -158.93 -314.11 -25.17 -212.01 (%)0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Asmin1440.00 1440.00 1440.00 1440.00 1440.00 1440.00 1440.00 1440.00 1440.00 配筋实配面积表82 中柱正截面配筋C轴框架柱正截面配筋计算截面一层|M|maxNmaxNminM(kNm)518.60 518.60 156.76 N(kN)2221.50 2221.50 1998.52 Nb(kN)3448.143448.143448.14大小偏心大大小l0 (mm)4.55 4.55 4.55 e0(mm)233.45 233.45 78.44 ea(mm)232323ei(mm)256.45 256.45 101.44 l0/h(mm)7.58 7.58 7.58 11.000 1.000 0.689 21.000 1.000 1.000 1.107 1.107 1.186 ei(mm)283.76 283.76 120.26 e (mm)598.76 598.76 435.26 x177.54 177.54 159.72 As=As2219.81 2219.81 243.03 (%)0.80%0.80%0.80%Asmin1960.00 1960.00 1960.00 配筋实配面积截面四层三层二层|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(kNm)334.51 334.51 173.07 312.59 261.64 205.66 362.58 362.58 204.30 N(kN)1301.24 1301.24 1201.98 1605.26 1903.77 1518.53 2003.72 2003.72 1833.95 Nb(kN)2511.12511.12511.12511.12511.12511.13448.143448.143448.14大小偏心大大大大大大大大小l0 (mm)4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 e0(mm)257.07 257.07 143.99 194.73 137.43 135.43 180.95 180.95 111.40 ea(mm)202020202020232323ei(mm)277.07 277.07 163.99 214.73 157.43 155.43 203.95 203.95 134.40 l0/h(mm)7.57.57.57.57.57.57.50 7.50 7.50 11.000 1.000 0.991 1.000 0.959 0.949 1.000 1.000 0.848 21.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.082 1.082 1.137 1.106 1.138 1.139 1.131 1.131 1.169 ei(mm)299.77 299.77 186.48 237.43 179.20 176.99 230.67 230.67 157.06 e (mm)564.77 564.77 451.48 502.43 444.20 441.99 545.67 545.67 472.06 x121.33 121.33 112.07 149.67 177.51 141.59 160.14 160.14 146.57 As=As436.65 436.65 -323.53 142.14 -264.01 -367.72 1380.02 1380.02 516.06 (%)0.80%0.80%0.80%0.80%0.80%0.80%0.80%0.80%0.80%Asmin1440.00 1440.00 1440.00 1440.00 1440.00 1440.00 1960.00 1960.00 1960.00 配筋实配面积截面七层六层五层|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(kNm)138.90 83.00 21.88 177.10 112.99 100.64 240.37 170.46 144.75 N(kN)231.19 277.84 223.70 571.33 617.71 550.76 907.42 954.08 881.92 Nb(kN)2511.12511.12511.12511.12511.12511.12511.12511.12511.1大小偏心大大小大大大大大大l0 (mm)4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 e0(mm)600.80 298.73 97.81 309.98 182.92 182.73 264.89 178.66 164.13 ea(mm)202020202020202020ei(mm)620.80 318.73 117.81 329.98 202.92 202.73 284.89 198.66 184.13 l0/h(mm)7.57.57.57.57.57.57.57.57.511.000 1.000 0.768 1.000 1.000 1.000 1.000 1.000 1.000 21.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.037 1.071 1.148 1.069 1.112 1.112 1.080 1.114 1.123 ei(mm)643.51 341.43 135.24 352.68 225.62 225.43 307.59 221.37 206.83 e (mm)908.51 606.43 400.24 617.68 490.62 490.43 572.59 486.37 471.83 x20.21 24.29 19.55 49.94 54.00 48.14 84.61 88.96 82.23 As=As465.91 132.25 -132.60 340.13 -28.73 -33.90 255.47 -142.65 -212.81 (%)0.80%0.80%0.80%0.80%0.80%0.80%0.80%0.80%0.80%Asmin1440.00 1440.00 1440.00 1440.00 1440.00 1440.00 1440.00 1440.00 1440.00 配筋实配面积图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B: V=207.328KN , M=470.18KN , N=2393.28KN因为底层框架柱的剪跨比: 取 考虑到地震作用组合的框架柱的压力设计值：, 取: 考虑到地震作用组合的框架柱的斜截面抗震承载力应满足下列规定：按照构造配箍，选用复式箍箍筋，加密区取，非加密区。由柱剪力的调整可知，2层以上各层柱柱端剪力逐渐减小，均能满足小于的要求，且计算出来的要么小于0就是数值很小，均按照构造配筋，选用复式箍箍筋。2层以上B,C柱的斜截面配箍计算详看表84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一层二层三层四层五层六层七层N/kN2392 2129 1680 1308 910 624 313 V/kN114.35 126.01 118.01 97.06 77.50 55.13 50.00 Hn (m)3.95333333=Hn/(2h0)3.53 2.68 2.68 2.68 2.68 2.68 2.68 (3时取3)3.00 2.68 2.68 2.68 2.68 2.68 2.68 1029.61029.61029.61029.61029.61029.61029.6截面是否满足满足满足满足满足满足满足满足0.3fcbh (KN)1544.41544.41544.41544.41544.41544.41544.4N/kN(实取值)2392 2129 1680 1308 910 624 313 ASV/s (mm)-1.421 -1.227 -1.013 -0.966 -0.890 -0.912 -0.759 构造构造构造构造构造构造构造实配箍筋加密区48100481004810048100481004810048100非加密区48150481504810048100481504815048150层数C轴框架柱斜截面配筋计算一层二层三层四层五层六层七层N/kN2222 2004 1633 1261 956 578 278 V/kN92.69 106.67 99.36 81.84 65.55 47.45 42.92 Hn (m)3.95333333=Hn/(2h0)3.53 2.68 2.68 2.68 2.68 2.68 2.68 (3时取3)3.00 2.68 2.68 2.68 2.68 2.68 2.68 1029.61029.61029.61029.61029.61029.61029.6截面是否满足满足满足满足满足满足满足满足0.3fcbh (KN)1544.41544.41544.41544.41544.41544.41544.4N/kN(实取值)2222 2004 1633 1261 956 578 278 ASV/s (mm)-1.510 -1.324 -1.154 -1.075 -1.029 -0.952 -0.801 构造构造构造构造构造构造构造实配箍筋加密区48100481004810048100481004810048100非加密区481504815048150481504815048150481508.2 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梁BC （300600）一层：跨中截面M67.69KN.m下部配筋： 上部按构造要求配筋。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 框架梁正截面受弯承载力配筋计算层号计算公式截面梁BC梁CD梁DEB右跨中C左C右跨中D左D右跨中E左7层M/(kNm)-90.5173.31-89.12-20.130.98-20.13-89.1273.31-90.510.0670.0540.0660.0330.0020.0330.0660.0540.0670.0700.0560.0690.0340.0020.0340.0690.0560.070558.21448.95549.32166.507.97166.50549.32448.95558.21360.00360.00360.00225.00225.00225.00360.00360.00360.00实配钢筋316316316316316316316316316603.00603.00603.00603.00603.00603.00603.00603.00603.00层号计算公式截面梁BC梁CD梁DEB右跨中C左C右跨中D左D右跨中E左6层M/(kNm)-146.64 45.35 -139.69 -31.15 3.19 -31.15 -139.69 45.35 -146.64 0.109 0.034 0.104 0.052 0.005 0.052 0.104 0.034 0.109 0.116 0.034 0.110 0.053 0.005 0.053 0.110 0.034 0.116 926.45 274.65 879.82 260.18 26.00 260.18 879.82 274.65 926.45 360.00 360.00 360.00 225.00 225.00 225.00 360.00 360.00 360.00 实配钢筋3253163253163163163253163251473.00 603.00 1473.00 603.00 603.00 603.00 1473.00 603.00 1473.00 层号计算公式截面梁BC梁CD梁DEB右跨中C左C右跨中D左D右跨中E左5层M/(kNm)-255.48 53.24 -241.20 -61.42 3.23 -61.42 -241.20 53.24 -255.48 0.190 0.040 0.179 0.102 0.005 0.102 0.179 0.040 0.190 0.21 0.04 0.20 0.11 0.01 0.11 0.20 0.04 0.21 1701.47 323.44 1594.45 527.86 26.33 527.86 1594.45 323.44 1701.47 -255.48 53.24 -241.20 -61.42 3.23 -61.42 -241.20 53.24 -255.48 实配钢筋3253163253163163163253163251473.00 603.00 1473.00 603.00 603.00 603.00 1473.00 603.00 1473.00 层号计算公式截面梁BC梁CD梁DEB右跨中C左C右跨中D左D右跨中E左4层M/(kNm)-255.48 53.24 -241.20 -61.42 3.23 -61.42 -241.20 53.24 -255.48 0.190 0.040 0.179 0.102 0.005 0.102 0.179 0.040 0.190 0.21 0.04 0.20 0.11 0.01 0.11 0.20 0.04 0.21 1701.47 323.44 1594.45 527.86 26.33 527.86 1594.45 323.44 1701.47 -255.48 53.24 -241.20 -61.42 3.23 -61.42 -241.20 53.24 -255.48 实配钢筋3283163283163163163283163281847.00603.00 1473.00 603.00 603.00 603.00 1847.00603.00 1473.00 层号计算公式截面梁BC梁CD梁DEB右跨中C左C右跨中D左D右跨中E左3层M/(kNm)-317.34 55.61 -295.59 -77.26 3.23 -77.26 -259.59 55.61 -317.34 0.24 0.04 0.22 0.13 0.01 0.13 0.19 0.04 0.24 0.27 0.04 0.25 0.14 0.01 0.14 0.22 0.04 0.27 2187.78 338.15 2012.29 674.72 26.33 674.72 1732.61 338.15 2187.78 -317.34 55.61 -295.59 -77.26 3.23 -77.26 -259.59 55.61 -317.34 实配钢筋4283164283183163184283164282418.00 603.00 2418.00 763.00603.00 763.002418.00 603.00 2418.00 层号计算公式截面梁BC梁CD梁DEB右跨中C左C右跨中D左D右跨中E左2层M/(kNm)-336.45 56.27 -312.99 -90.46 2.93 -90.46 -312.99 56.27 -336.79 0.25 0.04 0.23 0.15 0.00 0.15 0.23 0.04 0.25 0.29 0.04 0.27 0.16 0.00 0.16 0.27 0.04 0.29 2346.45 342.25 2152.26 801.13 23.88 801.13 2152.26 342.25 2349.31 360.00 360.00 360.00 225.00 225.00 225.00 360.00 360.00 360.00 实配钢筋4283164283203163204283164282418.00 603.00 2418.00 941.00603.00 941.002418.00 603.00 2418.00 层号计算公式截面梁BC梁CD梁DEB右跨中C左C右跨中D左D右跨中E左1层M/(kNm)-339.29 67.69 -299.32 -80.36 2.21 -80.36 32.71 67.69 -339.29 0.25 0.05 0.22 0.13 0.00 0.13 0.02 0.05 0.25 0.30 0.05 0.25 0.14 0.00 0.14 0.02 0.05 0.30 2370.41 413.60 2042.02 586.72 15.00 704.06 120.26 252.34 2