土木工程专业毕业设计--全套表格--全部一体化.xls

层次一品框架宽 一层外墙2.724.050.7 7.71110.8 83.2816 内墙2.183.67.84810.8 84.758 168 二层至六层外墙2.723.30.7 6.28311 69.115 内墙2.183.37.19411 79.134 148.2 女儿墙2.720.71 1.90412 22.848 层次构件b(m)h(m)r(kN/m3) 增大系数 g(kN/m)梁净长，层高柱构件数量 Gi(kN)Gi柱跨（横向跨度） 一层边横梁0.30.7251.055.5137.52 82.698.1 中横梁0.30.4251.053.152.417.56走道宽 纵梁0.30.6251.054.7255.44 102.13 192.3 二至六层 边横梁0.30.7251.055.5137.62 83.79首层层高 中横梁0.30.4251.053.152.51 7.8754.2 纵梁0.30.6251.054.7255.54104 195.6 首层柱高 一层柱0.60.6251.059.455.14 192.8 192.85.1 二至六层 柱0.50.5251.056.5633.94 102.4 102.4 各质点重力荷载代表值 一层192.3 147.58 168.044.39 115.21014 二层五层 195.6 102.38 148.254.39 115.2952 六层195.6 51.188 96.9735.3 115.2954.3 5775.9 横梁线刚度ib 类别Ec(N/mm2)b(mm)h(mm)分母Io(mm4) L（mm）EcIo/L(N*mm)系数1.5EcIo/L(N*mm)系数2EcIo/L(N*mm) 边横梁 3000030070012 9E+0981003E+101.5 5E+1026E+10 走道梁 3000030040012 2E+0930002E+101.5 2E+1023E+10 柱线刚度ic 层次hcEcbh分母IcEcIc/hc 一层510030000600600121E+106E+10 2至6390030000500500125E+094E+10 横向框架柱侧移刚度D 层次层高(m) 柱根数边横梁ib 中横梁ib 柱ic系数系数K修正系数系数 墙重力荷载 梁柱重力荷载标准值 单位墙 面重力 荷载 墙高度 门窗折 减系数 墙线 荷载 墙长 度 GiGi 层次 梁重 力荷 载 上下半 层柱重 力荷载 上下半 层墙重 力荷载 （楼面 恒载+0 .5*楼 面活载 ） 计算 面积= 重力 荷载 代表 值 2至63.9 边柱2 4.76393.24.00621.189 0.37312 3.9 中柱2 4.76393.24.00621.988 0.49812 一层5.1 边柱2 4.76393.26.35320.50.75 0.45512 5.1 中柱2 4.76393.26.35320.5 1.254 0.53912 结构顶点假想位移位移计算 层次Gi/kn Vgi/kn 系数Di/(N/mm)ui/mm ui/mm 6 954.3 954.34100055083 17.33358.6 5952 1906.3100055083 34.61341.3 4952 2858.3100055083 51.89306.7 3952 3810.2100055083 69.17254.8 2952 4762.2100055083 86.45185.6 11014 5775.9100058238 99.1899.18 T1基本自振周期Geq结构等效总重载阿尔法1Tg阿尔法maxFek底部剪力 0.7135776 0.04760.40.08 274.8 0.56 各质点横向水平地震作用及楼层地震剪力 层次Hi/m层高 Gi/KnGiHi/kN.mGiHi/GiHiFi/Kn Vi/KnGiHi n 624.6 954.3423477 0.2756 72.9272.92851930.037 520.7 951.9719706 0.2313 61.21134.1Fn 416.8 951.9715993 0.1877 49.67183.810.17 312.9 951.9712280 0.1441 38.14221.9 29 951.97 8567.7 0.1006 26.61248.5 15.1 1013.7 5169.6 0.0607 16.06264.6 横向水平地震作用下的位移验算 层次Vi/Kn Di/(N/mm)ui/mmui/mmhi/mm 层间弹性位移角斯塔e=ui/hi 6 83.0955083 1.5084 20.36539004E-04 5 134.155083 2.4349 18.85739006E-040.002 4 183.855083 3.3367 16.42239009E-04 3 221.955083 4.0292 13.08539000.001 2 248.555083 4.5123 9.055839000.001 1 264.658238 4.5435 4.543551009E-04 各层柱端弯矩及剪力计算(地震作用） 边柱 层次hi/mVi/KnDi/(N/mm)Di1Vi1KyMi1b Mi1u 63.9 83.0875508311786 17.781.1890.36 24.96 44.37 53.9 134.12550831178628.71.1890.45 50.36 61.55 43.9183.85508311786 39.331.1890.5 76.68 76.68 33.9 221.945508311786 47.491.1890.592.692.6 23.9 248.555508311786 53.181.1890.5 103.7 103.7 15.1 264.615823813322 60.530.750.641 197.9 110.8 中柱 Di2Vi2KyMi2b Mi2u 15756 23.771.9880.4 37.08 55.61 15756 38.361.9880.45 67.33 82.29 15756 52.571.9880.5 102.5 102.5 15756 63.481.9880.5 123.8 123.8 1575671.11.9880.5 138.6 138.6 15797 71.771.2540.561 205.4 160.7 反弯点高度比y计算边柱 层数j，总层数n=5ky0(考虑knj)y1(考虑上下横梁线刚度变化)y2（考虑层高变化）阿尔法2（上柱/下柱）y3(考虑阿尔法3)阿尔法3 5 1.189 0.35950010边柱y0y2 4 1.1890.45001060.360 3 1.1890.5001050.450 2 1.1890.50010 1.307740.50 10.750.650 -0.025 0.765030.50 中柱20.50 ky0(考虑knj)y1(考虑上下横梁线刚度变化)y2（考虑层高变化）阿尔法2（上柱/下柱）y3(考虑阿尔法3)10.68-0.01 5 1.988 0.39940010 4 1.988 0.67510010中柱y0y2 3 1.9880.5001060.40 2 1.9880.50010 1.307750.450 1 1.2540.650 -0.025 0.765040.50 30.50 差值法查表20.50 分子1 分子2分母1分母2已知数 结果10.6-0.01 y0边柱50.40.3521 1.1890.359 中柱50.450.432 1.9880.399 中柱40.650.70.80.70.750.675 1.421.253020 24.151.321 梁端弯矩剪力及柱轴力计算表（地震作用） 边梁走道梁（中梁）柱轴力 层次MbLMbrLVbMbLMbrLVb边柱N 中柱N 6 44.37 33.2678.1 9.5851 22.3522.35314.9-9.59-5.31 5 86.51 71.4048.1 19.496 47.9647.963 31.98-19.5-12.5 4127101.68.1 28.228 68.2568.25345.5-28.2-17.3 3 169.3 135.388.1 37.612 90.9390.933 60.62-37.6-23 2 196.3 156.988.1 43.615 105.4105.4370.3-43.6-26.7 1 214.5 179.068.148.59 120.3120.33 80.18-48.6-31.6 沿房屋高度分布风荷载标准值 层次 zusz(m)uzwoA(m2)Pw(Kn) V(Kn) 611.324.151.320.4515.9 12.278 12.28 511.320.251.250.4523.4 17.111 17.11 411.316.351.170.4523.4 16.016 16.02 311.312.451.070.4523.4 14.647 14.65 211.38.5510.4523.4 13.689 13.69 111.34.6510.4513.05 7.6343 7.634 风荷载作用下框架层间剪力及侧移计算 层次Pw(Kn) V(Kn)D(n/mm)ui/mmui/mm ui/hi 6 12.28 12.27855083 0.22291.476E-05 5 17.11 17.11155083 0.3106 1.2476E-05 4 16.02 16.01655083 0.2908 0.9366E-05 3 14.65 14.64755083 0.2659 0.6465E-05 2 13.69 13.68955083 0.24850.384E-05 1 7.634 7.634358238 0.1311 0.1313E-05 各层柱端弯矩及剪力计算(风荷载） 边柱 层次hi/mVi/KnDi/(N/mm)Di1Vi1KyMi1b Mi1u 63.9 12.2785508311786 2.6271.1890.4 4.098 6.147 53.9 17.1115508311786 3.6611.1890.45 6.425 7.853 43.9 16.0165508311786 3.4271.1890.5 6.682 6.682 33.9 14.6475508311786 3.1341.1890.5 6.111 6.111 23.9 13.6895508311786 2.9291.1890.5 5.711 5.711 15.1 7.63435823813322 1.7460.750.561 4.9963.91 中柱 Di2Vi2KyMi2b Mi2u 15756 3.5121.9880.4 5.479 8.218 15756 4.8951.9880.458.5910.5 15756 4.5811.9880.5 8.933 8.933 157564.191.9880.58.178.17 15756 3.9161.9880.5 7.635 7.635 15797 2.0711.2540.561 5.925 4.636 梁端弯矩剪力及柱轴力计算表(风荷载） 边梁走道梁（中梁）柱轴力 层次MbLMbrLVbMbLMbrLVb边柱N 中柱N 6 6.147 4.91598.1 1.3658 3.3023.3023 2.201-1.37-0.84 5 11.95 9.55758.1 2.65546.426.4234.28-2.66-1.62 4 13.11 10.4828.1 2.9123 7.0417.0413 4.694-2.91-1.78 3 12.79 10.2318.1 2.8425 6.8726.8723 4.582-2.84-1.74 2 11.82 9.45458.1 2.6268 6.3516.3513 4.234-2.63-1.61 1 9.621 7.34088.1 2.0941 4.9314.9313 3.287-2.09-1.19 横向框架恒载汇总表（具体计算在下边） 层次q1边横梁(+其上内墙）自重q1中横梁自重(kn/m)q2房间传边横梁T 型荷q2走道板传中横三P1边纵梁直接传柱的恒载knP2中纵传柱恒载跨度走道宽 6 7.4173.1530.315.15 89.8778.458.13 5 12.713.15 27.45910.17 101.2106.7 4 12.713.15 27.45910.17 101.2106.7 3 12.713.15 27.45910.17 101.2106.7 2 12.713.15 27.45910.17 101.2106.7 1 12.713.15 27.45910.17 109.8110.6 层次P1 板自重 计算单元宽度1/2计算单元宽度板自重面荷载纵梁自重 纵梁线荷载女儿墙、外墙自重女儿墙外墙线荷载 6 89.8745.45635.05335.5 11.42 1.904 2至5101.230.51633.39335.537.7 6.283 1 109.830.51633.39335.5 46.27 7.711 层次P2内墙自重 内墙线荷载 6 78.4545.45635.05335.500 2至5106.730.51633.39335.5 43.16 7.194 1 110.630.51633.39335.5 47.09 7.848 层次q2板自重 边横梁长度（柱跨） 630.330.38.1 2至527.46 27.4598.1 1 27.46 27.4598.1 层次q2中横梁长度（走道宽） 6 15.1515.153 2至510.1710.173计算宽度 1 10.1710.1736 6 横向框架活载汇总表（具体计算在下边）6 层次q2q2P1P2屋面室内楼面活载楼梯走道活载跨度走道宽 631.54.500.58.13 2至512618 26.43822.5 112618 26.43822.5 T型荷载固端弯矩恒载AB 层次Mq2a(1/2 计算宽度跨度L边横梁长度 6 128.630.338.1 2至5116.6 27.45938.1 1 116.6 27.45938.1 活载AB 12.74338.1 50.941238.1 50.941238.1 均布荷载固端弯矩恒载AB 层次Mq1L边横梁长度 6 40.55 7.41658.1 2至569.47 12.7078.1 1 69.47 12.7078.1 三角形型荷载固端弯矩恒载BE 层次Mbeq2L1/2中横梁长度Meb 6 7.10215.151.5 4.2609 2至54.76710.171.5 2.8603 1 4.76710.171.5 2.8603 活载BE 0.7031.51.5 0.4219 2.81361.5 1.6875 2.81361.5 1.6875 均布荷载固端弯矩恒载BE 层次Mbeq1L1/2中横梁长度Meb 6 2.3633.151.5 1.1813 2至52.3633.151.5 1.1813 1 2.3633.151.5 1.1813 分配系数上柱下柱右梁左梁上柱下柱右梁 60.4308 0.56920.4780 0.36170.16 2至50.301 0.3011 0.39780.3510.266 0.2656 0.118 1 0.245 0.4315 0.32360.2920.221 0.3892 0.098 弯矩分配法计算恒载 顶层不平衡弯矩(恒载） 0 0.431 0.56920.477800.362 0.1605 上柱下柱右梁传递系数 左梁上柱下柱右梁传递系数 滑动端0.431 -169.20.5 169.18-9.464-1 -5.44下柱 0 72.89 96.29648.148-9.68 -49.66-99.330-75.2 -33.3633.36 传递系数 21.4 28.26814.134 -6.754-5.11 -2.2682.268 0.333 94.28 -94.28125.380-80.3 -45.0930.19107.1 0.5 31.43-26.8 标准层2至4 0.301 0.301 0.39780.3509 0.2660.266 0.11790.301 上柱下柱右梁传递系数 左梁上柱下柱右梁传递系数 滑动端上柱 -1860.5 186.04-7.13-1 -4.04-16.2 56.02 56.02 74.00937.005 -37.89-75.77 -57.4-57.4 -25.45 11.41 11.41 15.0717.5355 -2.644-2-2 -0.888 67.42 67.42 -134.8152.17 -59.4-59.4 -33.4729.4282.62 22.47 22.47-19.8-19.8 首层 0.245 0.432 0.32360 0.2919 0.2210.3890.0980.245 上柱下柱右梁传递系数 左梁上柱下柱右梁传递系数 滑动端上柱 -1860.5 186.04-7.13-1 -4.04-11 最终 结果 再分 配的 弯矩 最终 结果 45.56 80.28 60.19930.1 -30.5-61 -46.2-81.4 -20.49 7.47 13.16 9.86954.9347 -1.44 -1.09-1.92 -0.484 53.03 93.44 -146.5158.64 -47.3-83.3-28.124.0678.89 17.68 46.72-15.8-41.6 0.245 上柱 -9.83 80.07 0.245 上柱 -5.5 70.01 底部柱弯矩 弯矩分配法计算恒载活载 顶层不平衡弯矩(活载） 0 0.431 0.56920 0.477800.362 0.1605 上柱下柱右梁传递系数 左梁上柱下柱右梁传递系数 滑动端0.431 -12.740.5 12.736-0.703-1 -0.42下柱 0 5.487 7.24913.6245再分配的弯矩-2.64 -3.741-7.4820-5.66 -2.5132.513 传递系数 1.612 2.12921.0646 -0.509-0.39 -0.1710.171 0.333 7.098 -7.0989.43460-6.05 -3.3872.262 最终结果 10.59 0.5 2.366-2.02 标准层2至4 0.301 0.301 0.39780 0.3509 0.2660.266 0.11790.301 上柱下柱右梁传递系数 左梁上柱下柱右梁传递系数 滑动端上柱 -50.940.5 50.943-2.813-1 -1.69-2.56 15.34 15.34 20.26610.133 -10.22-20.45 -15.5-15.5 -6.867 3.078 3.078 4.06672.0334 -0.714 -0.54-0.54-0.24 18.42 18.42 -36.8341.95-16-16 -9.9198.232 最终结果 18.22 最终 结果 最终 结果 最终 结果 6.139 6.139-5.34-5.34 首层 0.245 0.432 0.32360 0.2919 0.2210.3890.0980.245 上柱下柱右梁传递系数 左梁上柱下柱右梁传递系数 滑动端上柱 -50.940.5 50.943-2.813-1 -1.69-3.01 12.48 21.98 16.4848.242 -8.226-16.45 -12.5-21.9 -5.526 2.0153.55 2.66191.3309 -0.388 -0.29-0.52-0.13 14.49 25.53 -40.0243.675 -12.7-22.5 -8.4696.781 最终结果 21.55 4.831 12.77-4.25-11.2 0.245 上柱 -2.69 最终结果 21.87 0.245 上柱 -1.5 最终结果 19.13 柱自重 2-6层102.38底部柱弯矩 一层192.78 恒载作用下梁端剪力及柱轴力 层次荷载引起的剪力荷载引起的剪力 弯矩引起的剪力总剪力柱轴力 AB跨AB跨BC跨BC跨AB跨BC跨AB跨BC跨A柱B柱 Va=Vb Vb=VcVa=-Vb Vb=VcVaVbVb=VcN顶N底N顶N底 6 107.3 16.088 -3.4280 103.9110.7 16.088 193.7 296.1 205.3307.6 5 121.5 33.352 -1.5080120123 33.352 517.3 619.7 542.4644.8 4 121.5 33.352 -1.7680 119.7123.3 33.352 840.6943 908.11010 3 121.5 33.352 -1.7680 119.7123.3 33.3521164126612741376 2 121.5 33.352 -1.8150 119.7123.3 33.3521487159016391742 1 121.5 33.352 -1.3160 120.2122.8 33.3521819201220052197 活载作用下梁端剪力及柱轴力 层次荷载引起的剪力荷载引起的剪力 弯矩引起的剪力总剪力柱轴力 AB跨AB跨BC跨BC跨AB跨BC跨AB跨BC跨A柱B柱 Va=Vb Vb=VcVa=-Vb Vb=VcVaVbVb=VcN顶N底N顶N底 67.65 3.0375 -0.1720 7.4787.822 3.0375 11.98 11.98 10.8610.86 530.612.15 -0.5330 30.0731.1312.15 60.05 60.05 80.5880.58 430.612.15 -0.5260 30.0731.1312.15 108.1 108.1 150.3150.3 330.612.15 -0.5260 30.0731.1312.15 156.2 156.2220220 230.612.15 -0.5390 30.0631.1412.15 204.3 204.3 289.7289.7 130.612.15 -0.398030.23112.15 252.5 252.5 359.3359.3 恒载作用下梁端弯矩 层次上柱下柱右梁左梁上柱下柱右梁 60 107.07 -107.10 134.80 -92.92 -41.9 5 82.62 73.669 -156.30 168.5-73.8 -66.77-28 4 78.89 70.503 -149.40 163.7-70.4 -63.74 -29.6 3 78.89 70.503 -149.40 163.7-70.4 -63.74 -29.6 2 80.07 67.776 -147.80 162.5-71.3 -61.27-30 1 70.01 83.743 -153.70 164.4-62.7 -75.57 -26.2 46.721-41.64 活载作用下梁端弯矩 层次上柱下柱右梁左梁上柱下柱右梁 60 10.593 -10.590 11.990 -9.456 -2.53 5 18.22 21.995 -40.220 44.53-16.1-19.4 -9.05 4 21.55 19.258 -40.810 45.07-19-17.2 -8.87 3 21.55 19.258 -40.810 45.07-19-17.2 -8.87 2 21.87 18.514 -40.380 44.75-19.2 -16.53 -8.98 1 19.13 22.883 -42.010 45.23-16.9 -20.38 -7.95 12.766-11.23 风荷载作用下梁弯矩 66.14724.9163.302 511.9519.5576.42 413.10810.487.041 312.79310.236.872 211.8229.4556.351 19.62127.3414.931 地震载作用下梁弯矩 644.37233.2722.35 586.51471.447.96 4127.05101.668.25 3169.28135.490.93 2196.3157105.4 1214.52179.1120.3 内力组合 框架梁内力组合(未调整）SwkSek1.2Sgk+1.26(Sqk+Swk)1.35Sgk+Sqk 层次截面位置 内力SgkSqk 6 AM-85.66 -8.474 6.147-6.15 44.372 -44.4-106-121-124 截面V103.877.478 -1.371.366 -9.585 9.585 132.4 135.8147.7 BM-107.9 -9.588 -4.924.916 -33.27 33.27-148-135-155 左V110.737.822 1.366-1.37 9.5851 -9.59 144.5141157.3 BM-33.53 -2.024 3.302-3.3 22.346 -22.3 -38.6-47-47.3 右V16.088 3.0375-2.22.201-14.914.9 20.36 25.9124.76 跨间Mab202.3 200.5189.2 Mbc 层次q1边横梁(+其上内墙）自重q1中横梁自重(kn/m)q2房间传边横梁T 型荷q2走道板传中横三Va128.2 131.6129.5 68.93.1538.1615.15Va-(2q1+q2)*a*L/244.23 47.6745.57 5 15.253.15 40.15110.17X3.94 4.0133.968 4 15.253.15 40.15110.17a0.3704 Mmax202.3 200.5189.2 3 15.253.15 40.15110.17 2 15.253.15 40.15110.17Vbl132.4 135.8147.7 1 15.253.15 40.15110.17Vbr144.5141157.3 Mbl边-72.6 -87.3-124 Mbr边-112-100-116 Vgb121.59 Va115.5 119.5117.1 Vb左127.7 123.6126.1 框架梁内力组合(未调整）SwkSek1.2Sgk+1.26(Sqk+Swk)1.35Sgk+Sqk 层次截面位置 内力SgkSqk 5 AM-125 -8.474 11.95-12 86.514 -86.5-146-176-177 截面V119.97 30.067 -2.662.655-19.519.5 178.5 185.2192 BM-134.8 -35.62 -9.569.557-71.471.4-219-195-218 左V122.99 31.133 2.655-2.66 19.496 -19.5 190.2 183.5197.2 BM-22.38 -22.386.42-6.42 47.963-48-47 -63.2-52.6 右V33.35212.15 -4.284.28 -31.98 31.98 49.94 60.7257.17 跨间Mab212.7209196.9 Mbc 层次q1边横梁(+其上内墙）自重q1中横梁自重(kn/m)q2房间传边横梁T 型荷q2走道板传中横三Va155.1 161.8159.2 68.93.1538.1615.15Va-(2q1+q2)*a*L/249.15 55.8453.19 5 15.253.15 40.15110.17X3.887 4.0083.96 4 15.253.15 40.15110.17a0.3704 Mmax212.7209196.9 3 15.253.15 40.15110.17 2 15.253.15 40.15110.17Vbl178.5 185.2192 1 15.253.15 40.15110.17Vbr190.2 183.5197.2 Mbl边-101-129-177 Mbr边-171-149-168 Vgb150.29 Va139.7 147.6144.4 Vb左160.9153156.1 框架梁内力组合(未调整）SwkSek1.2Sgk+1.26(Sqk+Swk)1.35Sgk+Sqk 层次截面位置 内力SgkSqk 1 AM-123 -33.61 9.621-9.62 214.52-215-178-202-200 截面V120.17 30.202 -2.092.094 -48.59 48.59 179.6 184.9192.4 BM-164.4 -36.19 -7.347.341 -179.1 179.1-252-234-258 左V122.8122.8 2.094-2.0948.59 -48.6 304.7 299.4288.6 BM-26.16 -6.356 4.931-4.93 120.28-120 -33.2 -45.6-41.7 右V33.35212.15 -3.293.287 -80.18 80.18 51.19 59.4757.17 跨间Mab179.9 176.4165.7 Mbc 层次q1边横梁(+其上内墙）自重q1中横梁自重(kn/m)q2房间传边横梁T 型荷q2走道板传中横三Va155 160.2156.9 68.93.1538.1615.15Va-(2q1+q2)*a*L/248.99 54.2750.95 5 15.253.15 40.15110.17X3.8843.983.92 4 15.253.15 40.15110.17a0.3704 Mmax179.9 176.4165.7 3 15.253.15 40.15110.17 2 15.253.15 40.15110.17Vbl179.6 184.9192.4 1 15.253.15 40.15110.17Vbr304.7 299.4288.6 Mbl边-133-156-200 Mbr边-176-159-186 Vgb150.29 Va144.1 145.7141.8 Vb左156.5 154.9158.8 框架梁内力组合(调整后） 1.35Sgk+Sqk AM-123 -33.61 9.621-9.62 214.52-215-178-202-200 截面V120.17 30.202 -2.092.094 -48.59 48.59 179.6 184.9192.4 BM-164.4 -36.19 -7.347.341 -179.1 179.1-252-234-258 左V122.8122.8 2.094-2.0948.59 -48.6 304.7 299.4288.6 BM-26.16 -6.356 4.931-4.93 120.28-120 -33.2 -45.6-41.7 右V33.35212.15 -3.293.287 -80.18 80.18 51.19 59.4757.17 跨间Mab134.9 132.3124.3 AM-125 -8.474 11.95-12 86.514 -86.5-146-176-177 截面V119.97 30.067 -2.662.655-19.519.5 178.5 185.2192 BM-134.8 -35.62 -9.569.557-71.471.4-219-195-218 左V122.99 31.133 2.655-2.66 19.496 -19.5 190.2 183.5197.2 BM-22.38 -22.386.42-6.42 47.963-48-47 -63.2-52.6 右V33.35212.15 -4.284.28 -31.98 31.98 49.94 60.7257.17 跨间Mab212.7209196.9 AM-85.66 -8.474 6.147-6.15 44.372 -44.4-106-121-124 截面V103.877.478 -1.371.366 -9.585 9.585 132.4 135.8147.7 BM-107.9 -9.588 -4.924.916 -33.27 33.27-148-135-155 左V110.737.822 1.366-1.37 9.5851 -9.59 144.5141157.3 BM-33.53 -2.024 3.302-3.3 22.346 -22.3 -38.6-47-47.3 右V16.088 3.0375-2.22.201-14.914.9 20.36 25.9124.76 跨间Mab202.3 200.5189.2 框架柱内力组合 1.35Sgk+Sqk 横向框架A柱弯矩和轴力组合 一层 1.2Sgk+1.26(Sqk+Swk) SgkSqk Swk 二层 六层 截面位置 内力 Sek 层次 SwkSek1.2Sgk+1.26(Sqk+Swk) SQk内力SGk层次截面 M# 10.59#4.10# # # # # N# 11.98#1.37-9.599.59# # # M# # 6.15# 44.37# # # # N# 11.98#1.37-9.599.59# # # M73.6722.00#6.43# # # # # N# 60.05#2.66# # # # # M# # 7.85# 61.55# # # # N# 60.05#2.66# # # # # M70.5019.26#6.68# # # # # N# # #2.91# # # # # M# # 6.68# 76.68# # # # N# # #2.91# # # # # M70.5019.26#6.11# # # # # N# # #2.84# # # # # M# # 6.11# 92.60# # # # N# # #2.84# # # # # M67.7818.51#5.71# # # # # N# # #2.63# # # # # M# # 5.71# # # # # # N# # #2.63# # # # # M83.7422.88#5.00# # # # # N# # #2.09# # # # # M# # 3.91# # # # # # N# # #2.09# # # # # 1.35Sgk+Sqk M# -9.46#5.48# # # # # N# 10.86#0.84-5.315.31# # # M73.7516.088.22# 55.61# # # # N# 10.86#0.84-5.315.31# # # M# # #8.59# # # # # N# 80.58#1.62# # # # # M70.3919.00# # 82.29# # # # N# 80.58#1.62# # # # # M# # #8.93# # # # # N# # #1.78# # # # # M70.3919.008.93# # # # # # N# # #1.78# # # # # M# # #8.17# # # # # N# # #1.74# # # # # M71.2819.248.17# # # # # # 柱底 柱底 4 柱顶 5 柱顶 柱底 6 柱顶 1 柱顶 柱底 3 柱顶 柱底 2 柱顶 柱底 截面内力SGkSQk 横向框架B柱弯矩和轴力组合 柱底 柱顶 柱底 SwkSek1.2Sgk+1.26(Sqk+Swk) 层次 6 5 4 柱顶 3 柱底 柱顶 柱底 柱顶 N# # #1.74# # # # # M# # #7.64# # # # # N# # #1.61# # # # # M62.6816.917.64# # # # # # N# # #1.61# # # # # M# # #5.92# # # # # N# # #1.19# # # # # M41.6411.234.64# # # # # # N# # #1.19# # # # # A柱 SwkSek1.2Sgk+1.26(Sqk+Swk)1.35Sgk+Sqk RE1.2(Sgk+0.5Sqk)+1.3Sek 6-52.7 -8.004 -2.846 2.8459 19.26-19.3-76.9 -69.7 -79.1 -32.2-69.8 5-42.4-12.1 -3.966 3.966235.8-35.8 -71.09 -61.1 -69.3 -8.68-78.5 4# # -3.712 3.712442.6-42.6 -68.76 -59.4 -67.4 -0.91-84 3# # -3.395 3.3951 51.44-51.4 -68.86 -60.3 -67.9 7.374-92.9 2# # -3.1733.173 57.61-57.6-63.1 -55.1 -62.1 17.02-95.3 1-25.6-6.99 -1.746 1.7463 60.53-60.5 -41.71 -37.3 -41.5 32.85-85.2 B柱 SwkSek1.2Sgk+1.26(Sqk+Swk)1.35Sgk+Sqk RE1.2(Sgk+0.5Sqk)+1.3Sek 646.3 7.0927 3.8047 -3.805 25.75-25.7 69.28859.7 69.59 69.9619.76 538.1 10.666 5.3024 -5.302 41.56-41.6 65.842 52.4862.1 79.61-1.43 4#10.05 4.963 -4.963 56.95-57 63.631 51.12 60.35 93.59-17.5 3# # 4.5388 -4.539 68.77-68.8 38.058 26.62 40.58 96.29-37.8 2#9.29 4.2419 -4.242 77.02-77 58.365 47.68 55.77 110.3-39.9 122.98 6.1982 2.0708 -2.071 71.77-71.8 37.997 32.78 37.22 93.45-46.5 梁的正截面受弯承载力计算 一层截面M/KN.M b或bf/mm ho/mm sAs实配钢筋 实配As配筋率最小配筋率0.45ft/fy A支座弯矩（正）-285.52500665 -0.02-0.02-1184 支座上部不用配筋603 0.3020.196 跨间最大弯矩357.342500665 0.0190.02 1507.41521 0.762 最小配筋率扩大 B支座左侧弯矩101.932500665 -0.01-0.01 -424.6763 0.3820.207 B支座右侧弯矩自己未算 判断第一类1027.1 加密区双8,100 A支座剪力74.365 REV63.21 0.25 fcbho832.9 0.42ftbho+1.25fyvAsv/sho307.9 B支座剪力-338.8-2881.57 非加密区双8,150 层次SGkSQk 层次SGkSQk 1 柱顶 柱底 柱顶 柱底 2 柱底 四层截面M/KN.M b或bf/mm ho/mm sAs实配