隧道课程设计

hi i0.1868 0.5500 0.8823 1.1650 1.3822 1.5218 1.5758 1.4360 8.6999 ?h=8.6999≈8.7000（校核） 自重力：Gi?di-1?di??s??h式中：di为接缝i的衬砌截面厚度 2 注：计算G8时，应使第8个楔块的面积乘以?h

作用在个楔块上的力均列入表6，各集中力均通过相应图形的形心。 2)外荷载在基本结构中产生的内力

楔块上各集中力的力臂由图4衬砌结构计算图示中量得，分别记为aqagae。 内力按下式计算：

0?Mi0-1，p-?xi?（Q?G)-?yi?E-Qaq-Gag-Eae 弯矩：Mipi-1i-10?sin?i?（Q?G)-cos?i?E 轴力：Nipi-1i-1 式中：?xi、?yi为相邻两接缝中心点的坐标增值，按下式计算：

?xi?xi-xi-1；?yi?yi-yi-1

图5 弯矩内力计算图示

00Mip、Nip的计算见表6及表7。

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表6载位移Mip计算表

OMp0 0 -285.0850 0 0 0 0 0 0 0 0 -6.3467 0 -16.6042 0 -262.1341 0 0 0 0 -1094.2564 -8.1098 -553.1592 -2298.1420 -51.3148 -952.3545 -3709.2984 -148.9034 -1109.9229 -5117.3536 -303.7686 -989.9144 -6328.6419 -500.5063 -616.6042 -7199.1974 -707.6400 -67.3152 -7621.4196 -883.9035 542.7352 -?y?Ei-1-?x?（Q?G)i-1?y 0.1777 0.5230 0.8390 1.1079 1.3144 1.4472 1.4987 1.4659 1.4886 1.4050 1.2424 1.0101 0.7209 0.3914 0.0397 0 15.5063 393.7076 -25.7497 -15.4337 -206.7190 61.1618 766.5442 -50.3157 -13.3961 -136.5046 134.4015 1098.8248 -74.5995 -10.6059 -67.1246 231.1082 1373.1647 -93.2233 -7.2181 -13.9307 345.8446 1575.3812 -102.0577 -3.4260 11.3058 472.1692 1695.5977 -99.1387 -0.3141 602.9767 1727.9057 -85.5873 ?x ?Ei-1（Q?G)?i-1 -Eae -Gag 0.5571 4.5335 2.9813 0.0000 -Qaq臂力 aeag 0.4093 0.5640 0.6870 0.7714 0.8125 0.8079 0.7579 0.7180 -0.0248 -0.3029 130.8072 22.4654 -0.2018 0.0000 119.2024 22.4654 0.7391 0.6870 0.5963 0.4721 0.3213 0.1525 0 0.7061 0.5900 0.4406 0.2665 0.0775 45.6555 22.4654 350.3712 2 73.2397 22.4654 309.8152 3 96.7067 22.4654 251.8745 4 114.7364 22.4654 179.7511 5 -0.1159 126.3246 22.4654 97.5480 6 aq力中集E G Q 截面 0 15.5063 0 22.4654 0 371.2422 0 1 9.8426 0.0000 7 8

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表7 载位移Np计算表

截面 0sin?0 1 2 3 4 5 0.9276 6 7 8 0.9895 0 0.2354 0.4575 0.6539 0.8136 cos? 1 0.9719 （Q?G)? ∑E （Q?G)sin??cos??E 0 15.0706 54.3851 101.6882 134.3663 0Np 0 0 15.5063 61.1618 134.4015 231.1082 345.8446 472.1692 602.9767 722.1791 0 92.6788 350.6940 718.5215 1117.2068 1461.3236 1677.7939 1720.4757 1656.0261 0 77.6082 296.3089 616.8334 982.8405 393.7076 766.540.8892 42 1098.80.7566 248 1373.10.5814 647 1575.30.3736 812 0.1448 1695.5977 1727.90.9957 -0.0922 057 1750.30.9461 -0.3239 711 1332.116129.2075 1 1609.42 68.3701 38 1776.070-55.5945 2 1889.939-233.9138 9 基本结构中，主动荷载产生弯矩的校核为：

BB13.313.3M80q?-q（x8-）?-237.17??（5.984-）?-4193.7230

2424e83.012M80e?-H2?-（8.7）?-3143.5135

220M8（?-22.4654（7?5.984-32.0878?2.7417）?-281.7559 g?-?Gix8-xi?agi）0M8-4193.7230?3143.5135?281.7559）?-7618.9953 p?（另一方面，从表6中得到M80p=-7621.4196 闭合差Δ=

-7618.9953?7621.4196?0.032%

7618.9953 3)主动荷载位移

计算过程见表8。

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表8 主动荷载计算表

截面 0 1 2 3 4 5 6 7 8 00Mp 1I 43.6681 43.6681 43.6681 43.6681 43.6681 43.6681 43.6681 43.6681 43.6681 yI （1+y） 10yMpMI I 0p（1?y）系M1I 数3 0p0 -285.085 -809.1714 -1203.8856 -1411.1564 -1408.0552 -1211.2883 -870.5555 -422.2222 0 1 0 -12449.1203 -35334.9776 -52571.3968 -61622.5188 -61487.0953 -52894.6586 -38015.5046 -18437.6413 -325411.4731 0 -2212.2026 -24759.2692 -80944.2114 -163151.8350 -243611.9951 -286117.9248 -262607.4194 -154393.1897 -1153318.1872 0 -14661.328964 -60094.196425 -133515.57638 -224774.29954 -305098.96677 -339012.44598 -300622.80906 -172830.76157 -1478729.1234 1 4 2 4 2 4 2 4 1 7.7598 1.1777 30.5983 67.2358 115.6157 173.0131 236.2096 301.655 365.6681 1.7007 2.5397 3.6476 4.962 6.4092 7.9079 9.3738 ∑ Mp?s1.5027?1p??-?325411.4731?-16576.1295?10?6 ?7EhI2.95?10?2pMpy?s1.5027??-?1153318.1872?-58748.8556?10?6 ?7EhI2.95?100计算精度校核：

?1p+?2p=-（16576.1295+58748.8556）×10-6=-75324.9851×10-6

M（?s1.5027p1?y）?6 ?sp??-?1478729.1234?-75324.9577?10?7EhI2.95?100闭合差≈0

（3）载位移——单位弹性抗力及相应摩擦力引起的位移 1）各接缝处的抗力强度

抗力零点假定在接缝3，?3=40.8375o 最大抗力值假定在接缝5,?5=68.0625o

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