隧道工程课程设计69841

1、1初始条件某一级公路隧道通过IV类围岩（即III级围岩），埋深H=20m，隧道围岩天然容 重Y=25KN/m3,计算摩擦角=50o，变形模量E=10GPa,采用矿山法施工。；衬砌 材料采用C25喷射混凝土，材料容重y = 22 kn / m 3，变形模量Eh= 25 GPa。2隧道洞身设计2.1隧道建筑界限及内轮廓图的确定该隧道横断面是根据两车道一级公路III级围岩来设计的，根据公路隧道设计 规范确定隧道的建筑限界如下：W-行车道宽度；取3.75 X 2mC-余宽；因设置检修道，故余宽取为0mJ-检修道宽度；双侧设置，取为1.0 x2mH-建筑限界高度；取为5.0mll-左侧向宽度；取为1.0

2、mLr 一右侧向宽度；取为10mEl-建筑限界左顶角宽度；取1.0mEr -建筑限界右顶角宽度；取1.0mh-检修道高度；取为0.25m隧道净宽为 1.0+1.0+7.50+1.0+1.0=11.5m设计行车速度为80km/h,建筑限界左右顶角高度均取1m ；隧道轮廓线如下图:图1隧道内轮廓限界图（单位cm）根据规范要求，隧道衬砌结构厚度为45cm （一次衬砌为10cm和二次衬砌35cm） 通过作图得到隧道的尺寸如下：1口10图2隧道内轮廓图得到如下尺寸：R1= 7.00m, R2= 5.98m, R3 = 10.6m3隧道衬砌结构设计3.1支护方法及衬砌材料根据公路隧道设计规范(JTG-20

3、04),本设计为一级公路，采用复合式衬砌， 复合式衬砌是由初期支护和二次衬砌及中间防水层组合而成的衬砌形式。复合式衬砌应符合下列规定：1初期支护宜采用锚喷支护，即由喷射混凝土，锚杆，钢筋网和钢筋支架等支护 形式单独或组合使用，锚杆宜采用全长粘结锚杆。2二次衬砌宜采用模筑混凝土或模筑钢筋混凝土结构，衬砌截面宜采用连结圆顺 的等厚衬砌断面，仰拱厚度宜与拱墙厚度相同。由规范8.4.2-1，对于两车道III级围岩：初期支护：拱部边墙的喷射混凝土厚度为8-12cm，拱墙的锚杆长度为2.5-3m，锚杆间距为1.0-1.2m；二次衬砌厚度：拱墙混凝土厚度为35cm因此确定衬砌尺寸及规格如下：深埋隧道外层初期

4、支护，根据规范规定，采用锚喷支护，锚杆采用普通水泥砂浆锚杆，规格HRB20X2.5m，采用梅花型局部布设，采用C25喷射混凝土。初次衬砌：采用C25喷射混凝土，厚度为9.8cm。防水板：采用塑料防水板及无纱布，且无纺布密度为300g/m2,防水板应采用铺满的EVA板防水层，厚度为2.0mm，搭接长度为150mm。二次衬砌:根据公路隧道设计规范，采用C25号模筑防水混凝土，厚度为35cm。整个衬砌厚度为9.8+0.2+35=45cm。3.2隧道深浅埋的确定及围岩压力的计算隧道的内轮廓尺寸为B=12.10m，H=10.50m因为IV级围岩需要预留变形量，查公路隧道设计规范8.4.1知I级围岩需预留

5、变形量为20-50mm，衬砌厚度为45cm，又每侧超挖量为10cm，故隧道的近 似开挖尺寸为：B =12.10+ 2x0.45+2x0.1+0.05 = 13.25m 由0H = 10.50+ 2x0.45+ 2x0.1+0.05 = 11.65m由 是 级 石Hp = 2h qHp深浅埋隧道的分界深度h = 0.45x2s-1 xo hq 等效荷载高度 一跨度影响系数；o = 1 + i(B -5)ti一围岩压力增减率，当B = 5-15m取i=0.1h = 0.45 x 2s-1 xo = 0.45x 23-1 x 1+ 0.1x (13.25- 5) = 3.285m qH = 2h =

6、 2.5 x 3.285 = 8.213m埋深H = 30 H = 8.213 m故为深埋隧道。又乩=旦史=0.88 1.7B 13.25 t可用公式q = hq计算均布垂直压力：q =y h = 25x3.285 = 82.125kN/m2因为该隧道围岩级别为III围岩水平均布压力为：e0.15q=0.15 x 82.125=12.32 4衬砌结构内力计算4.1基本资料公里等级一级公路围岩级别III级围岩容重r=25KN/m3弹性抗力系数K=0.18 X 106KN/m变形模量E=10GPa材料容重Y = 22KN / m3h材料变形模量Eh = 25(pa衬砌厚度d=0.45m图3衬砌结构

7、断面图4.2荷载的确定4.2.1围岩压力的确定经前面计算可得，可用公式q =y hq计算均布垂直压力：q =y h =25x 3.285 = 82.125kN/m2lII级围岩不考虑一衬后的围岩释放变形折减系 数4.2.2衬砌自重1g = x(d + d )xy = x(0.45+ 0.45)x22 = 9.9KN/m2 (1)全部垂直何载0 n h 2q=82.125+9.9=92.025KN/m2(2)围岩水平均布压力e0.15 X 92.025=13.80KN/m2 4.3衬砌几何要素4.3.1衬砌的几何尺寸内轮廓线半径：%= 7.00m, R2 = 5.98m内径，r2所画圆曲线端点截

8、面与竖直轴线的夹角：oc=43.073修=68.414拱顶截面厚度d0 = 0.45m,拱底截面厚度d。= 0.45m4.3.2半拱轴线长度S及分段轴长S =竺挡x (7.00 +坚)+竺挡x (5.98+些)=12.78m将半拱轴长度等分为8 18021802段，则SAS1.598AS = = 1.598m=6.39 x10-88E25 x106h4.4计算位移4.4.1单位位移用辛普生法近似计算，按计算列表进行，单位位移的计算列表见表4-1表4-1单位位移计算表截面asin acos axyd1/Iy/iy2/I（1+y/I积分系数1/300.0000.0001.0000.0000.000

9、0.450131.6870.0000.000131.6871114.7600.2550.9671.5840.1990.450131.68726.2065.215189.3144229.5200.4930.8703.0560.8060.450131.687106.14085.549429.5162344.2800.6980.7164.3311.7560.450131.687231.243406.0621000.2354459.0400.8580.5145.3203.0120.450131.687396.6421194.6862119.6572573.5720.9590.2835.9824.531

10、0.450131.687596.6752703.5344028.5714686.2090.9980.0666.2636.1070.450131.687804.2144911.3356651.4502798.8460.988-0.1546.1947.7000.450131.6871013.9927807.7379967.40748111.4830.931-0.3665.7739.2320.450131.6871215.73711223.68113786.8411E 1053.4983767.39622432.33731020.628注：1I-截面的惯性矩，I=bd3/12,b取单位长度2不考虑轴

11、力影响单位位移值计算如下：5 =竺 xZ 1 = 6.39 x 10-8 x 1053.498 = 6.732 x 10-511 E I5 =竺xZ y = 6.39x 10-8x3767.396 = 24.074x 10-512 EhI5 22 = xZ 堕=6.39 x10-8 x 22432.337 = 143.343x10-5 计算精度校核： h5 11 + 2512 +522 =（6.732 + 24.074 x 2 + 143.343 ）x 10-5 = 198.223 x 10-55 =竺 xZ（1 + y）2 = 6.39 x10-8 x 31020.628 = 198.22

12、x 10-5ss EhI闭合差 A = 0.003 x 10-5 W 04.4.2载位移主动荷载在基本结构中引起的位移1）每一块上的作用力（竖向力Q、水平力、自重力G）,分别由下面各式求得，Q=qXb.E=eXh.G = (d +d)/2XASXri i-1 ih其中：一一衬砌外缘相邻两截面间的水平投影长度hi衬砌外缘相邻两截面间的竖直投影长度d接缝i的衬砌截面厚度均由图3直接量得，其值见表4-2。各集中力均通过相应图形的形心表4-2载位移Mo计算表p截面投影长度集中力S-Qaq-Ga g-Ga gbhQGEaqa。ae00.0000.0000.0000.0000.0000.0000.0000

13、.0000.0000.0000.00011.5800.200145.40015.8202.7610.7900.7900.100-114.866-12.498-0.27621.4760.600135.82915.8208.2820.7380.7380.300-100.242-11.675-2.48531.2740.957117.24015.82013.2100.6370.6370.479-74.682-10.077-6.32140.9891.25091.01315.82017.2550.4950.4950.625-45.006-7.823-10.78450.6601.52360.73715.82

14、021.0230.3300.3300.762-20.043-5.221-16.00960.2801.57025.76715.82021.6720.1400.1400.785-3.607-2.215-17.01370.0701.5936.44215.82021.990-0.035-0.0350.7970.2250.554-17.51580.4171.53938.37415.82021.244-0.209-0.2090.7708.0013.299-16.348Ei_1 (Q+G)xyAxAy-Ax i-1(Q+G)-AyEi-1EMo.ip0.0000.0000.0000.0000.0000.00

15、00.0000.0000.0000.0000.0001.5840.1991.5840.1990.0000.000-127.640161.2202.7613.0560.8061.4720.607-237.315-1.676-481.033312.86911.0434.3311.7561.2750.950-398.908-10.491-981.512445.92924.2545.3203.0120.9891.256-441.024-30.463-1516.611552.76241.5095.9824.5310.6621.519-365.928-63.052-1986.864629.31862.53

16、26.2636.1070.2811.576-176.838-98.551-2285.088670.90684.2046.1947.700-0.0691.59346.292-134.138-2389.669693.168106.1945.7739.232-0.4211.532291.824-162.689-2265.5832)外荷载在基本结构中产生的内力块上各集中力对下一接缝的力臂由图直接量得， 内力按下式计算之： 弯矩：Mo = Mo -Ax (Q + G) -Ay E - Q aipi-1, piiqi-1i-1No = sin a (Q + G) - cos a Eip i i式中%、分别

17、记以a、a、a。Ga - Ea y.相邻两接缝中心点的坐标增值。x=x-x,1.=.-7.-1M%和屁邙的计算见表4-3及表4-4。计算表表4-3载位移No截面asin acos aE(Q+G)E.Esin a*i(Q+G)cos a *E iENo p00.0000.0001.0000.0000.0000.0000.0000.000114.7600.2550.967161.2202.76141.0742.67038.404229.5200.4930.870312.86911.043154.1599.610144.549344.2800.6980.716445.92924.254311.332

18、17.364293.968459.0400.8580.514552.76241.509474.00821.354452.654573.5720.9590.283629.31862.532603.62717.685585.942686.2090.9980.066670.90684.204669.4385.567663.870798.8460.988-0.154693.168106.194684.923-16.330701.2538111.4830.931-0.366747.362127.439695.440-46.671742.111ip主动荷载位移计算过程见表4-4表4-4主动荷载位移计算表截

19、面Mp01/Iy/i1+yMp0/IyMp0/IMp0(1+y)/I积分系数1/300.000131.6870.0001.0000.0000.0000.00011-127.640131.68726.2061.199-16808.513-3344.894-20153.40742-481.033131.687106.1401.806-63345.857-51056.761-114402.61823-981.512131.687231.2432.756-129252.583-226967.536-356220.12044-1516.611131.687396.6424.012-199718.354-

20、601551.682-801270.03625-1986.864131.687596.6755.531-261644.675-118551269846-2285.088131.687804.2147.107-300916.979-1837699.993-2138616.97227-2389.669131.6871013.9928.700-314688.937-2423104.814-2737793.75148-2265.583131.6871215.73710.232-298348.374-2754352.193-3052700.5681E -1438629.862-

21、7696895.378-9135525.240Aip=AS/EhXEMp0/I=6.39X 10-8X(-1438629.862) =-9192.84X 10-5 2 = AS/EhXEM oy/I=6.39X 10-8X (-7696895.378)=-49183.16X 10-5 计算精度校核sp=d,dpsp=AS/EhXEMp0(1+y)/I因此， =6.39X 10-8X(-9135525.240) =-58376.006X 10-51p+dp=-(9192.84+49183.16)X 10-6=-58376.000X 10-5 闭合差孑。.。4.4.3载位移一一单位弹性抗力及相应的

22、摩擦力引起的位移各接缝处的抗力强度按假定拱部弹性抗力的上零点位于与垂直轴接近45。的第3截面，a =44.28 =a ;3b最大抗力位于第5截面，a =76.25 =a ;5h拱部各截面抗力强度，按镰刀形分布，最大抗力值以上各截面抗力强度按下式计 算：。二。 (cos2 a -cos2 a ) / (cos2 a -cos2 a ) i hbibh计算得，。二0，。=0.5436。，。二。边墙截面弹性抗力计算公式为：。二h1-(y/y) 2式中*所求抗力截面与外轮廓线交点到最大截面抗力截面的垂直距离；y：墙底外边缘c，到最大抗力截面的垂直距离。(y和y在图3中可量 得)y6，= 1.634m;

23、y7，=3.198m;y=4.776m;则有：。6二。1-(1.634/4.776) 2=0.8777 气。1- (3.198/4.776) 2=0.5516气。jo；8按比例将所求得的抗力绘在图4上。图4结构抗力图各楔块上抗力集中力R，i按下式近似计算：RcGj/bJxA斗外/2式中，外一一楔块i外缘长度，由图3量得。R，的方向垂直于衬砌外缘，并通过楔块上抗力图形的形心。抗力集中力与摩擦力之合力Ri按近似计算：Ri = Ri*l +叩式中u围岩与衬砌间的摩擦系数。取u=0.2,则 Ri = R/l +叩=1.0198 Ri其作用方向与抗力集中力的夹角为B=arctan u =11.301。由

24、于摩擦阻力的方向 与衬砌位移方向相反，其方向朝上。R的作用点即为R,与衬砌外缘的交点。将R的方向线延长，使之交于竖直轴。量取夹角巾（自竖直轴反时针方向量度）。/k将R分解为水平与竖向两个分力：R =R sin W R =R cos WH ik V ik以上计算例入表4-5中，并参见图3。表4-5弹性抗力及摩擦力计算表截 面3h)(o.+ o)/2S 外(o)hR(oh)Wksin Wkcos Wk30.0000i0.0000.00000.00000.0000.0001.00040.54360.2721.64750.456762.3700.8860.46451.00000.7721.64751.

25、296776.9160.9740.22660.87770.9391.64751.577489.4141.0000.01070.55160.7151.64751.2007103.7990.971-0.23980.00000.2761.64750.4634116.1260.898-0.440续表4-5RH（Oh）Rv（oh）vhRi（oh）0.0000.0000.0000.4050.2120.2120.4050.4481.2630.2940.5051.6681.2721.5770.0160.5213.2451.5471.166-0.2860.2354.4111.1770.416-0.2040.03

26、14.8270.4544）计算单位抗力图及其相应的摩擦力在基本结构中产生的内力 弯矩Mo =-宓.轴力 No = sin仅R - cos仅R式中七力肖至接缝中心点K的力臂，由图3量得，计算见表4-6和表4-7表4-6M。0计算表截面号R4=0.4567。R5=1.29674。，R6=1.5774。，R =1.2007。R =0.4634。Mo。r4i-R4r4ir5i-R5r5ir6i-R6r6ir7i-R7r7ir8i-R8r8i40.9000-0.411-0.41152.5557-1.1670.9894-1.283-2.45064.0766-1.8622.5820-3.3481.0605-

27、1.673-6.88375.4556-2.4924.1180-5.3402.6538-4.1860.8364-1.004-13.02286.6259-3.0265.5229-7.1624.1930-6.6142.4307-2.9180.8712-0.404-20.124表4-7N。0计算表截面号asin acos a叫（。）2RH(。h)sina2Rv(。)hcos aSRH(o h)No。(oh)459.04000.85730.51490.21180.40460.18150.2083-0.0268573.57200.95900.28340.50531.66760.48460.47270.01

28、19686.20900.99780.06690.52153.24490.52030.21700.3033798.84600.9882-0.15290.23514.41100.2323-0.67450.90688111.48300.9309-0.36530.03104.82700.0289-1.76331.79225）单位抗力及相应摩擦力产生的载位移计算过程见表4-8。表4-8单位抗力及相应摩擦力产生的载位移计算表截面号Mo0 (oh)1/Iy/I(1+y)Mo01/I (o h)Mo0y/I (。M o(1+y)/I( o)h积分系数1/34-0.411131.6872396.6424.012

29、-54.127-163.032-217.15925-2.450131.6872596.6755.531-322.653-1461.941-1784.59446-6.883131.6872804.2147.107-906.387-5535.307-6441.69227-13.022131.68721013.9928.700-1714.805-13204.005-14918.80648-20.124131.68721215.73710.232-2650.074-24465.491-27115.55712-4240.312-31508.650 |-35748.952Aio=AS/EhXEMoo1/I

30、=6.39X 10-8X (-4240.312)=-270.960X 10-6A2o=AS/EhXEMQoy/I=6.39X 10-8X (-31508.650)=-2013.403X 10-6 校核为：项+2=-(270.960+2013.403)X 10-6=-2284.363X 10-6ASo=AS/EhXEMQ0(1+y)/I=6.39X 10-8X (-35748.952)=-2284.358X 10-6 闭合差孑。4.4.4墙底(弹性地基上的刚性梁)位移单位弯矩作用下的转角：七二1/(KI8)=131.68 7 2/0.18 X 106=731.5 96 X 10-6主动荷载作用下

31、的转角：B =B M 0=731.596X(-2265.583)X 10-6=-1657491.46X 10-6单位抗力及相应摩擦力作用下的转角：B。二七M80=731.596X 10-6X (-20.124)=-14722.64X 10-64.5解力法方程衬砌矢高f=y =9.232m 8计算力法方程的系数：a11= 5 11+ B 1= (67.32+731.596)X 10-6=798.913X 10-6a12= 5 12+f B 1= (240.74+9.232X731.596)X 10-6=6994.83X 10-6a22= 5 22+f2B 1= (1433.43+9.2322X7

32、31.596)X 10-6=63787.228X 10-6a = + B +( + B)X。 10 1p p1。h=-(91928.4+1657491.46+270.960。h+14722.64oX 10-6=-(1749419.86+14993.6。乂 10-6a = +f B +( +f B)X。=-(491831.6+9.232 X 1657491.46+2013.403。9.232 X 14722.64。h)=-(15793792.76+137932.82。) X 10-6h以上将单位抗力图及相应摩擦力产生的位移乘以。音，即被动荷载的载位移。 求解方程：X = (a a -a a )/

33、(a a -a 2)12 2022 1011 2212=(548.873-4.140。)h其中：X1p=548.873,X1=-4.140X =(a a -a a )/(a a -a 2)12 1011 2011 2212=(187.412+2.616。)h其中：X2p=187.412,X2=2.6164.6计算主动荷载和被动荷载(oh=1)分别产生的衬砌内力计算公式为:M广 X1 p+ 吒。+ M：n = X cose Nop2 ppM .= X.+ 2.+ M N = X cos + Nob2bb计算过程列入表4-9和表4-10中。表4-9主、被动荷载作用下衬砌弯矩计算表截 面MopX1p

34、yX2p*yMpMo(Oh)X1o(oh)X2o*y(o h)Mojo?00.000548.8730.0000.000548.8730.000-4.1400.000-4.1401-127.640548.8730.19937.295458.5280.000-4.1400.521-3.6202-481.033548.8730.806151.054218.8940.000-4.1402.108-2.0323-981.512548.8731.756329.095-103.5430.000-4.1404.5940.4544-1516.611548.8733.012564.485-403.253-0.41

35、1-4.1407.8793.3285-1986.864548.8734.531849.164-588.827-2.450-4.14011.8535.2636-2285.088548.8736.1071144.525-591.690-6.883-4.14015.9764.9537-2389.669548.8737.7001443.072-397.724-13.022-4.14020.1432.9818-2265.583548.8739.2321730.18813.478-20.124-4.14024.151-0.113表4-10主、被动荷载作用下衬砌轴力计算表截 面No pcosaX2 cos

36、祖NpNo ( o h)X2 cos (。No (oh)00.0001.000187.412187.4120.0002.6162.616138.4040.967181.228219.6320.0002.5302.5302144.5490.870163.083307.6320.0002.2762.2763293.9680.716134.175428.1430.0001.8731.8734452.6540.51496.412549.066-0.0271.3461.3195585.9420.28353.002638.9440.0120.7400.7526663.8700.06612.391676.2

37、610.3030.1730.4767701.253-0.154-28.820672.4330.907-0.4020.5058742.111-0.366-68.635673.4761.792-0.9580.8344.7计算最大抗力值首先求出最大抗力方向内的位移。由式：S 4 以-，）M 8三竺土工hp E I h E I并考虑接缝5的径向位移与水平方向有一定的偏离，因此将其修正如下s(七-x) MAs (y - y ) Mo = o =5p sin 中 o =。=Z5isin 甲hp5 pEI5 砥5oEI5计算过程列入表3-11。表4-11最大抗力位移修正计算表截面号M /IpMo/Iy.M

38、/I pE-Yi)Mq/IW积分系数1/3072279.549-545.1980.0004.531327498.634-2470.2934160382.314-476.6440.1994.332261576.184-2064.8212228825.600-267.5360.8063.725107375.359-996.57343-13635.33259.7331.7562.775-37838.045165.75824-53103.299438.2903.0121.519-80663.911665.76245-77541.042693.0504.5310.0000.0000.0001s62143

39、8.869-5000.847位移值为：56.39 X 10-8 X 621438.869 X 0.9590=3808.184 X 10-55 ho=6.39X 10-8X (-5000.847) X0.9590=-30.645X 10-5则可得最大抗力。5 hp/(1/K- 5 宜)=3808.184 X 10-5/1/(0.18 X 106)+30.645 X 10-5 =122.063.8计算衬砌总内力按下式进行计算：M=Mp+。hM。N=N +。N。计算过程列入表4-12表4-12村砌总内力计算表截面号MpM。MM/IMy/INpN。Ne积分系数1/30548.873-505.34143

40、.5325732.6590.000187.412319.309506.7210.085911458.528-441.79816.7302203.156438.428219.632308.772528.4040.031742218.894-247.978-29.083-3829.874-3086.879307.632277.857585.490-0.04972XXX分厂XXX安为2商工作履职清单及行动计划表3-103.54355.366-48.177-6344.348-11140.678428.143228.605656.748-0.073444-403.253406.2482.994394.3181187.686549.066160.998710.0650.004225-588.827642.38353.5567052.62331955.447638.94491.761730.7060.073346-591.690604.55512.8651694.14610346.153676.26158.130734.3910.01