结构设计原理.xls

1、永久荷载内力计算结果截面位置距支点截面的距离x(mm)预制梁自重 现浇段自重弯矩 剪力 弯矩 剪力MG1PK(kNm) VG1PK (kN) MG1mK(kNm) VG1mK(kN)支点 0.00 0.00 476.97 0.00 80.73变截面 2000.00 905.02 428.05 153.18 72.45L/4 9750.00 3487.84 238.49 590.34 40.37跨中 1950.00 4650.46 0.00 787.12 0.001#梁可变荷载内力计算结果截面位置距支点截面的距离x(mm)车道荷载最大弯矩 最大剪力M(kNm) 对应剪力 V(kN) 对应弯矩支点

2、 0.00 0.00 251.93 251.93 0.00变截面 2000.00 472.44 235.79 215.71 1335.65L/4 9750.00 1762.50 173.23 175.32 1675.25跨中 1950.00 2427.66 21.68 90.43 1724.75基本组合 短期组合Md Vd Ms Vs支点 0.00 0.00 1249.50 0.00 896.47变截面 2000.00 2360.60 1138.53 1695.57 813.40L/4 9750.00 9015.95 708.98 6500.55 491.93跨中 1950.00 12130.

3、00 46.32 8712.71 26.91最大剪力 0.00 1249.50 0.00 896.473653.98 1115.54 2274.90 806.268841.17 695.42 6402.66 478.4310975.34 135.44 8150.36 60.64预应力钢筋束曲线要素钢束编号 起弯点距跨中（mm)曲线水平长度（mm） 曲线方程1 0.00 19800.002 3000.00 16800.003,4 13000.00 6800.00各计算截面预应力筋束的位置和倾角计算截面 锚固截面 支点截面 变截面点 L/4截面截面距离跨中（mm） 19800.00 19500.0

4、0 17500.00 9750.00钢束到梁底距离（mm)1号筋束 1800.00 1751.88 1449.87 587.972号筋束 1520.00 1470.45 1162.91 346.003,4号筋束 400.00 375.84 242.62 120.00合力点 1030.00 993.50 774.51 293.49钢束与水平线夹角（度）1号筋束 9.1805 9.0438 8.1293 4.55022号筋束 9.4623 9.2963 8.1858 3.83113,4号筋束 4.7079 4.5010 3.1194 0.0000平均值 7.0146 6.8355 5.6385 2

5、.0953累计转角（度）1号筋束 0.0000 0.1368 1.0513 4.63032号筋束 0.0000 0.1660 1.2765 5.63133,4号筋束 0.0000 0.2068 1.5884 4.7079截面位置 项目基本组合 短期组合Md Vd Ms Vs(kNm) (kN) (kNm) (kN)支点最大弯矩 0.00 1249.50 0.00 896.47最大剪力 0.00 1249.50 0.00 896.47变截面最大弯矩 2360.60 1138.53 1695.57 813.40261008126.42 xy -+=937.1 265xy -最大剪力 3653.98

6、 1115.54 2274.90 806.26L/4最大弯矩 9015.95 708.98 6500.55 491.93最大剪力 8841.17 695.42 6402.66 478.43跨中最大弯矩 12130.00 46.32 8712.71 26.91最大剪力 10975.34 135.44 8150.36 60.64y pe)10(26m变截面二期恒载弯矩 剪力MG2K(kNm) VG2K(kN)0.00 159.12301.92 142.801163.57 79.561551.42 0.00人群荷载最大弯矩 最大剪力M(kNm) 对应剪力 V(kN) 对应弯矩0.00 32.69 3

7、2.69 0.0059.86 32.56 37.13 135.65230.67 32.46 17.74 183.68307.57 14.26 7.89 155.26长期组合Ml Vl0.00 813.871541.54 734.925921.52 429.157921.25 12.930.00 813.871859.60 730.065873.64 423.967626.02 33.30跨中截面0.00200.00120.00120.00140.000.00000.00000.00000.00009.18059.46234.7079长期组合Ml Vl0.00 813.870.00 813.87

8、1541.54 734.921859.60 730.065921.52 429.155873.64 423.967921.25 12.937626.02 33.30 )10(39mW)10(42myI=/yI/=ppeI/=阶段 截面A y I(mm) (mm) (mm)阶段1：钢束灌浆、锚固前支点 1.4482E+06 1032.24 1267.76 274.25 9.6274E+11 9.3267E+08变截面 8.3833E+05 975.83 1324.17 549.66 1.0048E+12 1.0296E+09L/4 8.3833E+05 967.00 1333.00 1039.5

9、0 9.9585E+11 1.0298E+09跨中 8.3833E+05 964.18 1335.82 1195.82 9.9080E+11 1.0276E+09阶段2：现浇 900mm连接段支点 1.4811E+06 1038.33 1261.67 268.17 9.7208E+11 9.3620E+08变截面 8.7121E+05 996.58 1303.42 528.92 1.0205E+12 1.0240E+09L/4 8.7121E+05 1006.23 1293.77 1000.27 1.0358E+12 1.0294E+09跨中 8.7121E+05 1009.31 1290.6

10、9 1150.69 1.0422E+12 1.0326E+09阶段3：二期荷载、活载支点 1.6166E+06 957.98 1342.02 348.52 9.5101E+11 9.9272E+08变截面 1.0068E+06 873.29 1426.71 652.21 1.0227E+12 1.1711E+09L/4 1.0068E+06 881.91 1418.09 1124.60 1.0376E+12 1.1766E+09跨中 1.0068E+06 884.65 1415.35 1275.35 1.0439E+12 1.1801E+09y pe)(m )(myIW=/7.5940E+08

11、3.5104E+097.5879E+081.8280E+097.4708E+089.5801E+087.4172E+088.2855E+087.7047E+083.6249E+097.8294E+081.9294E+098.0059E+081.0355E+098.0745E+089.0569E+087.0864E+082.7287E+097.1684E+081.5681E+097.3171E+089.2267E+087.3759E+088.1856E+08)1(39mWyI/=peI/= b h 底边距离支点 550.00 2300.00 1150.00 1050.00 150.00变截面 2

12、00.00 2300.00 1150.00 1400.00 150.00L/4 200.00 2300.00 1150.00 1400.00 150.00跨中 200.00 2300.00 1150.00 1400.00 150.00200.00 2300.00 1150.00 1400.00 150.00b550.00 1032.40 -1267.60 1050.00 1032.40200.00 1104.80 -1195.20 1400.00 1104.80200.00 969.13 -1330.87 1400.00 969.13200.00 967.22 -1332.78 1400.00

13、 967.22bf-fh2h1hbf-2h 底边距离 底边距离2225.00 0.00 0.00 0.00 325.00 65.002225.00 175.00 750.00 375.00 500.00 100.002225.00 175.00 250.00 125.00 500.00 100.002225.00 175.00 250.00 125.00 500.00 100.002225.00 175.00 250.00 125.00 500.00 100.00882.40 0.00 0.00 0.00 325.00 817.40954.80 175.00 -445.20 -1195.20

14、500.00 854.80819.13 175.00 -1080.87 -1330.87 500.00 719.13817.22 175.00 -1082.78 -1332.78 500.00 717.22bh bhb b1h2h1h1h 面积 普通钢筋换算底边距离 底边距离2128.33 0.00 0.00 0.00 1.45032E+06 2.4282E+042116.67 175.00 150.00 800.00 1.01545E+06 2.4282E+042116.67 175.00 150.00 300.00 8.40448E+05 2.4282E+042116.67 175.00

15、150.00 300.00 8.40448E+05 2.4282E+042116.67 175.00 150.00 300.00 8.40448E+05 2.4282E+04普通钢筋882.40 0.00 0.00 0.00 3.6295E+10 5.7515E+11954.80 175.00 -445.20 -295.20 3.2124E+10 2.0372E+11819.13 175.00 -1080.87 -930.87 4.0149E+10 2.1783E+11817.22 175.00 -1082.78 -932.78 4.0268E+10 2.1815E+11bh 1Ib2h1h2

16、h普通钢筋距离 合力点 圆距底边距离钢筋45.00 1267.6 1032.4 302.8 964.80 1751.9045.00 1195.2 1104.8 520.5 674.70 1450.0045.00 1330.9 969.1 1070.3 260.60 587.9045.00 1332.8 967.2 1192.8 140.00 200.0045.00 1328.6 971.4 928.9 399.75 889.701.4466E+11 0.0000E+00 1.5656E+10 0.0000E+00 7.65746E+11 7.41716E+082.2309E+11 1.8890

17、E+11 4.2482E+10 3.1609E+09 6.85472E+11 6.20451E+081.6828E+11 1.2769E+11 3.0901E+10 2.5288E+10 5.94442E+11 6.13379E+081.6757E+11 1.2809E+11 3.0752E+10 2.5386E+10 5.91315E+11 6.11353E+08yype2I3I4I5IIyIW=/圆惯性矩钢筋 钢筋 钢筋 钢筋 钢筋 钢筋1345.00 381.20 381.20 7.7916E+08 2.0754E+07 2.6081E+091005.90 120.00 120.00 2

18、.1630E+08 1.1979E+08 3.8370E+09214.50 120.00 120.00 1.8326E+09 4.1364E+09 4.8662E+09120.00 120.00 120.00 4.2589E+09 4.8815E+09 4.8815E+09449.30 134.50 134.506.04089E+08 2.52885E+095.73519E+08 1.31694E+094.46656E+08 5.55412E+084.43671E+08 4.95746E+08yIW/=peI/=圆距底边距离变截面处y 变截面处y A110E6 b钢筋 上梗肋处阶段1 1195

19、.20 1104.80 0.31000 16002.6081E+09 上梗肋处阶段2 1179.90 1120.10 0.31000 16003.8370E+09 上梗肋处阶段3 1299.30 1000.70 0.44500 25004.8662E+09 形心位置阶段1 1195.20 1104.80 0.47794 16004.8815E+09 形心位置阶段2 1179.90 1120.10 0.49248 1600形心位置阶段3 1299.30 1000.70 0.62748 2500下梗肋处阶段3 1195.20 1104.80 0.48209 0下梗肋处阶段2 1179.90 112

20、0.10 0.49747 0下梗肋处阶段3 1299.30 1000.70 0.49747 0圆惯性矩h b h b h b150 500 100 200 100 0150 500 100 200 100 0150 500 100 200 100 0150 500 100 200 100 200150 500 100 200 100 200150 500 100 200 100 2000 0 0 0 0 00 0 0 0 0 00 0 0 0 0 0h 到上边缘的yx1 yx10.0 100.5 1004.30.0 100.5 1019.60.0 92.8 907.91041.8 324.0

21、780.81041.8 358.0 762.11041.8 300.1 700.60.0 422.58 772.6 550 750 1750.0 409.51 770.4 550 750 1750.0 409.51 889.8 550 750 175d s1854.80 0.31132870.10 0.31606750.70 0.40402104.10 0.37317119.40 0.375320.00 0.43961150 200 150 295.20 0.37247150 200 150 279.90 0.38324150 200 150 399.30 0.44264 b h 底边距离支点

22、 550.00 2300.00 1150.00 1050.00 150.00变截面 200.00 2300.00 1150.00 1400.00 150.00L/4 200.00 2300.00 1150.00 1400.00 150.00跨中 200.00 2300.00 1150.00 1400.00 150.00b550.00 1038.68 -1261.32 1050.00 1038.68200.00 1120.11 -1179.89 1400.00 1120.11200.00 1006.91 -1293.09 1400.00 1006.91200.00 1009.34 -1290.6

23、6 1400.00 1009.34bf-fh1h2hbf- 2h 底边距离 底边距离2225.00 0.00 0.00 0.00 325.00 65.002225.00 175.00 750.00 375.00 500.00 100.002225.00 175.00 250.00 125.00 500.00 100.002225.00 175.00 250.00 125.00 500.00 100.00888.68 0.00 0.00 0.00 325.00 823.68970.11 175.00 -429.89 -1179.89 500.00 870.11856.91 175.00 -104

24、3.09 -1293.09 500.00 756.91859.34 175.00 -1040.66 -1290.66 500.00 759.34bh bhb b1h 1h2h 1h 面积 预应力钢筋底边距离 底边距离2128.33 0.00 0.00 0.00 1.48108E+06 2.1379E+042116.67 175.00 150.00 800.00 1.04621E+06 2.1379E+042116.67 175.00 150.00 300.00 8.71208E+05 2.1379E+042116.67 175.00 150.00 300.00 8.71208E+05 2.13

25、79E+04普通钢筋 预应力钢筋888.68 0.00 0.00 0.00 3.5923E+10 1.8784E+09970.11 175.00 -429.89 -279.89 3.1274E+10 5.4563E+09856.91 175.00 -1293.09 -1143.09 3.7824E+10 2.2781E+10859.34 175.00 -1290.66 -1140.66 3.7677E+10 2.8306E+10bhb2h1h2h普通钢筋换算普通钢筋距离 合力点2.4282E+04 45.00 1261.3 1038.7 296.5 964.802.4282E+04 45.00

26、 1179.9 1120.1 505.8 674.102.4282E+04 45.00 1293.1 1006.9 1032.5 260.602.4282E+04 45.00 1290.7 1009.3 1150.7 140.005.7333E+11 1.4656E+11 0.0000E+00 1.5885E+10 0.0000E+00 7.71831E+112.0319E+11 2.2977E+11 1.8237E+11 4.3905E+10 2.8896E+09 6.96565E+112.1220E+11 1.8277E+11 1.1984E+11 3.3942E+10 3.7399E+1

27、0 6.42467E+112.1188E+11 1.8372E+11 1.1935E+11 3.4142E+10 3.7247E+10 6.47168E+11yype1I2I3I4I5II圆距底边距离 圆处钢筋惯性矩钢筋 钢筋 钢筋 钢筋 钢筋 钢筋1751.90 1345.00 381.20 381.20 2.3417E+08 6.8139E+061450.00 1005.90 120.00 120.00 7.0988E+07 2.9456E+07587.90 214.50 120.00 120.00 4.8386E+08 1.1319E+09200.00 120.00 120.00 120

28、.00 1.1574E+09 1.3335E+097.43085E+08 6.11925E+08 2.60300E+096.21874E+08 5.90363E+08 1.37717E+096.38058E+08 4.96847E+08 6.22251E+08 .6.41181E+08 5.01423E+08 5.62430E+08yIW=/yI/=peIW/=预应力合力作用点钢筋 钢筋7.5369E+08 7.5369E+08 964.901.0930E+09 1.0930E+09 674.701.3390E+09 1.3390E+09 260.801.3335E+09 1.3335E+09

29、 140.00圆处钢筋惯性矩 b h 底边距离支点 550.00 2300.00 1150.00 1950.00 150.00变截面 200.00 2300.00 1150.00 2300.00 150.00L/4 200.00 2300.00 1150.00 2300.00 150.00跨中 200.00 2300.00 1150.00 2300.00 150.00b550.00 958.18 -1341.82 1950.00 958.18200.00 1000.66 -1299.34 2300.00 1000.66200.00 881.88 -1418.12 2300.00 881.882

30、00.00 883.98 -1416.02 2300.00 883.98bf-fh1h2hbf- 2h 底边距离 底边距离2225.00 0.00 0.00 0.00 325.00 65.002225.00 175.00 750.00 375.00 500.00 100.002225.00 175.00 250.00 125.00 500.00 100.002225.00 175.00 250.00 125.00 500.00 100.00808.18 0.00 0.00 0.00 325.00 743.18850.66 175.00 -549.34 -1299.34 500.00 750.6

31、6731.88 175.00 -1168.12 -1418.12 500.00 631.88733.98 175.00 -1166.02 -1416.02 500.00 633.98bh bhb b1h 1h2h 1h 面积 预应力钢筋底边距离 底边距离2128.33 0.00 0.00 0.00 1.61608E+06 2.1379E+042116.67 175.00 150.00 800.00 1.18121E+06 2.1379E+042116.67 175.00 150.00 300.00 1.00621E+06 2.1379E+042116.67 175.00 150.00 300.

32、00 1.00621E+06 2.1379E+04普通钢筋 预应力钢筋808.18 0.00 0.00 0.00 4.0835E+10 3.0388E+09850.66 175.00 -549.34 -399.34 3.8204E+10 8.3414E+09731.88 175.00 -1168.12 -1018.12 4.5782E+10 2.8644E+10733.98 175.00 -1166.02 -1016.02 4.5642E+10 3.4809E+10bhb2h1h2h普通钢筋换算普通钢筋距离 合力点2.4282E+04 45.00 1341.8 958.2 377.0 964.

33、802.4282E+04 45.00 1299.3 1000.7 624.6 674.702.4282E+04 45.00 1418.1 881.9 1157.5 260.602.4282E+04 45.00 1416.0 884.0 1276.0 140.006.0420E+11 2.2870E+11 0.0000E+00 1.3073E+10 0.0000E+00 8.87888E+112.1304E+11 2.9626E+11 2.3659E+11 3.3429E+10 5.3328E+09 8.28382E+112.3585E+11 2.2526E+11 1.4677E+11 2.44

34、26E+10 2.9981E+10 7.31356E+112.3534E+11 2.2643E+11 1.4629E+11 2.4573E+10 2.9863E+10 7.36608E+11yype1I2I3I4I5II圆距底边距离 圆惯性矩钢筋 钢筋 钢筋 钢筋 钢筋 钢筋1751.90 1345.00 381.20 381.20 1.6363E+08 9.8611E+031450.00 1005.90 120.00 120.00 2.2086E+07 8.3781E+07587.90 214.50 120.00 120.00 6.7065E+08 1.4096E+09200.00 120.

35、00 120.00 120.00 1.4388E+09 1.6343E+099.26637E+08 6.61706E+08 2.35504E+098.27834E+08 6.37541E+08 1.32618E+098.29312E+08 5.15724E+08 6.31832E+088.33287E+08 5.20196E+08 5.77270E+08yIW=/yI/=peIW/=钢筋 钢筋8.9787E+08 8.9787E+081.3533E+09 1.3533E+091.6396E+09 1.6396E+091.6343E+09 1.6343E+09圆惯性矩1261.51 0 0 88

36、6.4 0 0 886.41235.29 0 -77.4 -77.4 0 888.7 886.4 4.071240.25 -484.3 -484.3 -484.3 -75.1 888.7 886.4 5.03 0.871264.79 0 0 909.5 0 0 909.51242.13 0 176.4 176.4 0 909.5 909.5 8.331249.17 -267.7 -267.7 -267.7 176.4 909.5 909.5 6.30 4.341278.11 0 0 1210.9 0 0 1210.91270.1 0 1116.4 1116.4 0 1210.9 1210.9 24.171285.38 743 743 743 1116.4 1210.9 1210.9 18.25 19.091296.84 0 0 1212.8 0 0 1212.81258.57 0 1212.8 1212.8 0 1212.8 1212.8 25.421265.87 1132.8 1132.8 1132.8 1212.8 1212.8 1212.8 24.43 24.43