隧道工程課程設(shè)計69841

1、1初始條件某一級公路隧道通過IV類圍巖（即III級圍巖），埋深H=20m，隧道圍巖天然容 重Y=25KN/m3,計算摩擦角=50o，變形模量E=10GPa,采用礦山法施工。；襯砌 材料采用C25噴射混凝土，材料容重y = 22 kn / m 3，變形模量Eh= 25 GPa。2隧道洞身設(shè)計2.1隧道建筑界限及內(nèi)輪廓圖的確定該隧道橫斷面是根據(jù)兩車道一級公路III級圍巖來設(shè)計的，根據(jù)公路隧道設(shè)計 規(guī)范確定隧道的建筑限界如下：W-行車道寬度；取3.75 X 2mC-余寬；因設(shè)置檢修道，故余寬取為0mJ-檢修道寬度；雙側(cè)設(shè)置，取為1.0 x2mH-建筑限界高度；取為5.0mll-左側(cè)向?qū)挾?；取?.0

2、mLr 一右側(cè)向?qū)挾?；取?0mEl-建筑限界左頂角寬度；取1.0mEr -建筑限界右頂角寬度；取1.0mh-檢修道高度；取為0.25m隧道凈寬為 1.0+1.0+7.50+1.0+1.0=11.5m設(shè)計行車速度為80km/h,建筑限界左右頂角高度均取1m ；隧道輪廓線如下圖:圖1隧道內(nèi)輪廓限界圖（單位cm）根據(jù)規(guī)范要求，隧道襯砌結(jié)構(gòu)厚度為45cm （一次襯砌為10cm和二次襯砌35cm） 通過作圖得到隧道的尺寸如下：1口10圖2隧道內(nèi)輪廓圖得到如下尺寸：R1= 7.00m, R2= 5.98m, R3 = 10.6m3隧道襯砌結(jié)構(gòu)設(shè)計3.1支護(hù)方法及襯砌材料根據(jù)公路隧道設(shè)計規(guī)范(JTG-20

3、04),本設(shè)計為一級公路，采用復(fù)合式襯砌， 復(fù)合式襯砌是由初期支護(hù)和二次襯砌及中間防水層組合而成的襯砌形式。復(fù)合式襯砌應(yīng)符合下列規(guī)定：1初期支護(hù)宜采用錨噴支護(hù)，即由噴射混凝土，錨桿，鋼筋網(wǎng)和鋼筋支架等支護(hù) 形式單獨或組合使用，錨桿宜采用全長粘結(jié)錨桿。2二次襯砌宜采用模筑混凝土或模筑鋼筋混凝土結(jié)構(gòu)，襯砌截面宜采用連結(jié)圓順 的等厚襯砌斷面，仰拱厚度宜與拱墻厚度相同。由規(guī)范8.4.2-1，對于兩車道III級圍巖：初期支護(hù)：拱部邊墻的噴射混凝土厚度為8-12cm，拱墻的錨桿長度為2.5-3m，錨桿間距為1.0-1.2m；二次襯砌厚度：拱墻混凝土厚度為35cm因此確定襯砌尺寸及規(guī)格如下：深埋隧道外層初期

4、支護(hù)，根據(jù)規(guī)范規(guī)定，采用錨噴支護(hù)，錨桿采用普通水泥砂漿錨桿，規(guī)格HRB20X2.5m，采用梅花型局部布設(shè)，采用C25噴射混凝土。初次襯砌：采用C25噴射混凝土，厚度為9.8cm。防水板：采用塑料防水板及無紗布，且無紡布密度為300g/m2,防水板應(yīng)采用鋪滿的EVA板防水層，厚度為2.0mm，搭接長度為150mm。二次襯砌:根據(jù)公路隧道設(shè)計規(guī)范，采用C25號模筑防水混凝土，厚度為35cm。整個襯砌厚度為9.8+0.2+35=45cm。3.2隧道深淺埋的確定及圍巖壓力的計算隧道的內(nèi)輪廓尺寸為B=12.10m，H=10.50m因為IV級圍巖需要預(yù)留變形量，查公路隧道設(shè)計規(guī)范8.4.1知I級圍巖需預(yù)留

5、變形量為20-50mm，襯砌厚度為45cm，又每側(cè)超挖量為10cm，故隧道的近 似開挖尺寸為：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 級 石Hp = 2h qHp深淺埋隧道的分界深度h = 0.45x2s-1 xo hq 等效荷載高度 一跨度影響系數(shù)；o = 1 + i(B -5)ti一圍巖壓力增減率，當(dāng)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故為深埋隧道。又乩=旦史=0.88 1.7B 13.25 t可用公式q = hq計算均布垂直壓力：q =y h = 25x3.285 = 82.125kN/m2因為該隧道圍巖級別為III圍巖水平均布壓力為：e0.15q=0.15 x 82.125=12.32 4襯砌結(jié)構(gòu)內(nèi)力計算4.1基本資料公里等級一級公路圍巖級別III級圍巖容重r=25KN/m3彈性抗力系數(shù)K=0.18 X 106KN/m變形模量E=10GPa材料容重Y = 22KN / m3h材料變形模量Eh = 25(pa襯砌厚度d=0.45m圖3襯砌結(jié)構(gòu)

7、斷面圖4.2荷載的確定4.2.1圍巖壓力的確定經(jīng)前面計算可得，可用公式q =y hq計算均布垂直壓力：q =y h =25x 3.285 = 82.125kN/m2lII級圍巖不考慮一襯后的圍巖釋放變形折減系 數(shù)4.2.2襯砌自重1g = x(d + d )xy = x(0.45+ 0.45)x22 = 9.9KN/m2 (1)全部垂直何載0 n h 2q=82.125+9.9=92.025KN/m2(2)圍巖水平均布壓力e0.15 X 92.025=13.80KN/m2 4.3襯砌幾何要素4.3.1襯砌的幾何尺寸內(nèi)輪廓線半徑：%= 7.00m, R2 = 5.98m內(nèi)徑，r2所畫圓曲線端點截

8、面與豎直軸線的夾角：oc=43.073修=68.414拱頂截面厚度d0 = 0.45m,拱底截面厚度d。= 0.45m4.3.2半拱軸線長度S及分段軸長S =竺擋x (7.00 +堅)+竺擋x (5.98+些)=12.78m將半拱軸長度等分為8 18021802段，則SAS1.598AS = = 1.598m=6.39 x10-88E25 x106h4.4計算位移4.4.1單位位移用辛普生法近似計算，按計算列表進(jìn)行，單位位移的計算列表見表4-1表4-1單位位移計算表截面asin acos axyd1/Iy/iy2/I（1+y/I積分系數(shù)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-截面的慣性矩，I=bd3/12,b取單位長度2不考慮軸

11、力影響單位位移值計算如下：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 墮=6.39 x10-8 x 22432.337 = 143.343x10-5 計算精度校核： 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閉合差 A = 0.003 x 10-5 W 04.4.2載位移主動荷載在基本結(jié)構(gòu)中引起的位移1）每一塊上的作用力（豎向力Q、水平力、自重力G）,分別由下面各式求得，Q=qXb.E=eXh.G = (d +d)/2XASXri i-1 ih其中：一一襯砌外緣相鄰兩截面間的水平投影長度hi襯砌外緣相鄰兩截面間的豎直投影長度d接縫i的襯砌截面厚度均由圖3直接量得，其值見表4-2。各集中力均通過相應(yīng)圖形的形心表4-2載位移Mo計算表p截面投影長度集中力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)外荷載在基本結(jié)構(gòu)中產(chǎn)生的內(nèi)力塊上各集中力對下一接縫的力臂由圖直接量得， 內(nèi)力按下式計算之： 彎矩：Mo = Mo -Ax (Q + G) -Ay E - Q aipi-1, piiqi-1i-1No = sin a (Q + G) - cos a Eip i i式中%、分別

17、記以a、a、a。Ga - Ea y.相鄰兩接縫中心點的坐標(biāo)增值。x=x-x,1.=.-7.-1M%和屁邙的計算見表4-3及表4-4。計算表表4-3載位移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主動荷載位移計算過程見表4-4表4-4主動荷載位移計算表截

19、面Mp01/Iy/i1+yMp0/IyMp0/IMp0(1+y)/I積分系數(shù)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 計算精度校核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 閉合差孑。.。4.4.3載位移一一單位彈性抗力及相應(yīng)的

22、摩擦力引起的位移各接縫處的抗力強(qiáng)度按假定拱部彈性抗力的上零點位于與垂直軸接近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拱部各截面抗力強(qiáng)度，按鐮刀形分布，最大抗力值以上各截面抗力強(qiáng)度按下式計 算：。二。 (cos2 a -cos2 a ) / (cos2 a -cos2 a ) i hbibh計算得，。二0，。=0.5436。，。二。邊墻截面彈性抗力計算公式為：。二h1-(y/y) 2式中*所求抗力截面與外輪廓線交點到最大截面抗力截面的垂直距離；y：墻底外邊緣c，到最大抗力截面的垂直距離。(y和y在圖3中可量 得)y6，= 1.634m;

23、y7，=3.198m;y=4.776m;則有：。6二。1-(1.634/4.776) 2=0.8777 氣。1- (3.198/4.776) 2=0.5516氣。jo；8按比例將所求得的抗力繪在圖4上。圖4結(jié)構(gòu)抗力圖各楔塊上抗力集中力R，i按下式近似計算：RcGj/bJxA斗外/2式中，外一一楔塊i外緣長度，由圖3量得。R，的方向垂直于襯砌外緣，并通過楔塊上抗力圖形的形心。抗力集中力與摩擦力之合力Ri按近似計算：Ri = Ri*l +叩式中u圍巖與襯砌間的摩擦系數(shù)。取u=0.2,則 Ri = R/l +叩=1.0198 Ri其作用方向與抗力集中力的夾角為B=arctan u =11.301。由

24、于摩擦阻力的方向 與襯砌位移方向相反，其方向朝上。R的作用點即為R,與襯砌外緣的交點。將R的方向線延長，使之交于豎直軸。量取夾角巾（自豎直軸反時針方向量度）。/k將R分解為水平與豎向兩個分力：R =R sin W R =R cos WH ik V ik以上計算例入表4-5中，并參見圖3。表4-5彈性抗力及摩擦力計算表截 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續(xù)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）計算單位抗力圖及其相應(yīng)的摩擦力在基本結(jié)構(gòu)中產(chǎn)生的內(nèi)力 彎矩Mo =-宓.軸力 No = sin僅R - cos僅R式中七力肖至接縫中心點K的力臂，由圖3量得，計算見表4-6和表4-7表4-6M。0計算表截面號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計算表截面號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）單位抗力及相應(yīng)摩擦力產(chǎn)生的載位移計算過程見表4-8。表4-8單位抗力及相應(yīng)摩擦力產(chǎn)生的載位移計算表截面號Mo0 (oh)1/Iy/I(1+y)Mo01/I (o h)Mo0y/I (。M o(1+y)/I( o)h積分系數(shù)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 校核為：項+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 閉合差孑。4.4.4墻底(彈性地基上的剛性梁)位移單位彎矩作用下的轉(zhuǎn)角：七二1/(KI8)=131.68 7 2/0.18 X 106=731.5 96 X 10-6主動荷載作用下

31、的轉(zhuǎn)角：B =B M 0=731.596X(-2265.583)X 10-6=-1657491.46X 10-6單位抗力及相應(yīng)摩擦力作用下的轉(zhuǎn)角：B。二七M(jìn)80=731.596X 10-6X (-20.124)=-14722.64X 10-64.5解力法方程襯砌矢高f=y =9.232m 8計算力法方程的系數(shù)：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以上將單位抗力圖及相應(yīng)摩擦力產(chǎn)生的位移乘以。音，即被動荷載的載位移。 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計算主動荷載和被動荷載(oh=1)分別產(chǎn)生的襯砌內(nèi)力計算公式為:M廣 X1 p+ 吒。+ M：n = X cose Nop2 ppM .= X.+ 2.+ M N = X cos + Nob2bb計算過程列入表4-9和表4-10中。表4-9主、被動荷載作用下襯砌彎矩計算表截 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、被動荷載作用下襯砌軸力計算表截 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計算最大抗力值首先求出最大抗力方向內(nèi)的位移。由式：S 4 以-，）M 8三竺土工hp E I h E I并考慮接縫5的徑向位移與水平方向有一定的偏離，因此將其修正如下s(七-x) MAs (y - y ) Mo = o =5p sin 中 o =。=Z5isin 甲hp5 pEI5 砥5oEI5計算過程列入表3-11。表4-11最大抗力位移修正計算表截面號M /IpMo/Iy.M

38、/I pE-Yi)Mq/IW積分系數(shù)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位移值為：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則可得最大抗力。5 hp/(1/K- 5 宜)=3808.184 X 10-5/1/(0.18 X 106)+30.645 X 10-5 =122.063.8計算襯砌總內(nèi)力按下式進(jìn)行計算：M=Mp+。hM。N=N +。N。計算過程列入表4-12表4-12村砌總內(nèi)力計算表截面號MpM。MM/IMy/INpN。Ne積分系數(shù)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分廠XXX安為2商工作履職清單及行動計劃表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