隧道的二次應(yīng)力計算

1、蘭州交通大學(xué)隧道及地下工程（隧道的二次應(yīng)力計算）班級:姓名:學(xué)號:某隧道埋深H=150.0m容重Y=16kN/m3隧道開挖半徑a=3.0m,圍巖的粘 聚力c=0.10MPa,內(nèi)摩擦角 小=30彈性模量E=100MPa泊松比 仙=0.5 ,試求： 1）手算初始應(yīng)力場呈軸對稱分布時（入=1）圍巖的塑性區(qū)半徑和二次應(yīng)力場，并以圖示出；2）采用自己擅長的計算機(jī)語言編程或 excel表格計 算初始應(yīng)力場呈軸對稱分布時（入=1）圍巖的塑性區(qū)半徑和二次應(yīng)力場，并以圖示出；3）編程計算確定該圍巖特征曲線（支護(hù)需求曲線）。解：1）二次應(yīng)力狀態(tài)=丫 H=16X 150=2.4Mpa2ccosl-sm2 x 0.1

2、 x cos 30l-sin30fl=0.2l + sin01-sin。l + sin3（Tl-sin30fl=32 %（- l） + & 工 1Ie + 1& J=3 x - x0.2白2 2x2.4+0231=8.176m求應(yīng)力塑性應(yīng)力 a r 0.2計算表格如下：單位：kpa塑性彈性位置應(yīng)力358.210.215.220.225務(wù)0307.91113.41115.31430200222412354346.41270.13686.63684.63369279725582445/一IlTIllJ.mJ2）,如下excel表格參數(shù)計算表：單位：kpa容至洞徑粘聚力內(nèi)摩擦苑nRb |.：L631

3、0030346.41324008. 17ti4應(yīng)力計算表格：（見下方附表1）塑性區(qū)半徑及二次應(yīng)力分布圖：（見下方附表1）3）,不出現(xiàn)塑性區(qū)時的最小支護(hù)抗力為:Pi = tr JI -sin)-ccos=2.4 X (1-0.5)- 0.1 XV3/2 =1.1133代入Ua=0.057897即彈塑性分界線Ua=0.057897參數(shù)計算表：單位：kpa容重 洞徑粘聚力內(nèi)擦角| Rb I E | - I 口6 a 10030346.4132400 乩 17r64圍巖特征曲線計算表格：（見下方附表2）圍巖特征曲線圖：（見下方附表2）附表埋深谷重洞徑粘聚力內(nèi)擦 角Rb0- zr0附表一15016310

4、030346.4102324008.176419塑性應(yīng)力彈性應(yīng)力位置0- rp0- 0 p位置0- reo- 0 e30346.41028.21115.3463684.6543.1517.75352399.67078.71176.1893623.8113.336.37307455.52949.21257.413542.593.4555.85864513.98619.71344.4573455.5433.676.21024575.040910.21430.3733369.6273.7597.42786638.693710.71511.943288.063.9119.5115704.944711.

5、21587.8223212.1784.05142.4612773.793711.71657.6433142.3574.2166.2769845.240812.21721.5113078.4894.35190.9586919.28612.71779.7633020.2374.5216.5064995.929213.21832.8322967.1684.65242.92011075.17113.71881.1812918.8194.8270.19991157.0114.21925.2632874.7374.95298.34581241.44714.71965.5012834.4995.1327.3

6、5761328.48315.22002.2842797.7165.25357.23551418.11715.72035.9662764.0345.4387.97941510.34816.22066.8612733.1395.55419.58931605.17816.72095.2512704.7495.7452.06531702.60617.22121.3872678.6135.85485.40721802.63217.72145.492654.516519.61521905.25618.22167.7592632.2416.15554.68932010.47818.72188.3692611

7、.6316.3590.62932118.29819.22207.4762592.5246.45627.43542228.71619.72225.2192574.7816.6665.10752341.73320.22241.7222558.2786.75703.64562457.34720.72257.0952542.9056.9743.04982575.5621.22271.4372528.5637.05783.322696.3721.72284.8372515.1637.2824.45622819.77922.22297.3752502.6257.35866.45842945.7852323

8、15.8152484.1857.5909.32673074.39242336.42463.67.8997.66133339.394252354.632445.3781058.4753521.837262370.8482429.1528.1764191113.3973686.603272385.3372414.663附表二不出現(xiàn)塑性區(qū)時的最小支護(hù)力 pa=1.113397& =3Rb=0.34641彈性區(qū)位移塑性區(qū)位移upa彈塑分界0.057897upa02.40.0581.1111130.0022.3555560.061.0683020.0042.3111110.0650.9728020.00

9、62.2666670.070.8909440.0082.2222220.0750.8200010.012.1777780.080.7579250.0122.1333330.0850.7031530.0142.0888890.090.6544660.0162.0444440.0950.6109050.01820.10.5716990.021.9555560.1050.5362280.0221.9111110.110.5039810.0241.8666670.1150.4745380.0261.8222220.120.4475490.0281.7777780.1250.4227180.031.7333330.130.3997980.0321.6888890.1350.3785760.0341.6444440.140.3588690.0361.60.1450.3405220.0381.5555560.150.3233980.041.5111110.1550.3073780.0421.4666670.160.292360.0441.4222220.1650.2782520.0461.3777780.170.2649740.0481.3333330.175