隧道工程課程設(shè)計(jì)

武漢理工大學(xué)課程設(shè)計(jì)初始條件某高速大路隧道通過III類圍巖(即IV級(jí)圍巖)，埋深H=30m，隧道圍巖自然容重γ=23KN/m3，計(jì)算摩擦角ф=35o,變形模量E=6GPa,承受礦山法施工；襯砌材料承受C25噴射混h凝土，材料容重 22KN /m3，變形模量E 25GPa。hh隧道洞身設(shè)計(jì)隧道建筑界限及內(nèi)輪廓圖確實(shí)定該隧道橫斷面是依據(jù)兩車道高速大路IV級(jí)圍巖來設(shè)計(jì)的，依據(jù)《大路隧道設(shè)計(jì)標(biāo)準(zhǔn)》確定隧道的建筑限界如下：W—行車道寬度；取3.75×2mC—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1.0×2mH5.0m2L1.0mLL 1.5mRE1.0mLE —建筑限界右頂角寬度；取1.0mRh0.25m隧道凈寬為1.0+1.0+7.50+1.50+1.0=12m設(shè)計(jì)行車速度為120km/h,建筑限界左右頂角高度均取1m；隧道輪廓線如以下圖：圖1 隧道內(nèi)輪廓限界圖依據(jù)標(biāo)準(zhǔn)要求，隧道襯砌構(gòu)造厚度為50cm〔15cm35cm〕通過作圖武漢理工大學(xué)課程設(shè)計(jì)得到隧道的尺寸如下：圖2 隧道內(nèi)輪廓圖得到如下尺寸:R19.47m，R25.6m，R311.2m3隧道襯砌構(gòu)造設(shè)計(jì)支護(hù)方法及襯砌材料〔JTG-2023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)符合以下規(guī)定：初期支護(hù)宜承受錨噴支護(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(dú)或組合使用，錨桿宜承受全長粘結(jié)錨桿。斷面，仰拱厚度宜與拱墻厚度一樣。8.4.2-1，對(duì)于兩車道IV級(jí)圍巖：12-15cm2.5-3m，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：HRB20×2.5m，承受梅花型局部布設(shè)，承受C25噴射混凝土。初次襯砌：承受C2514.8cm。防水板：承受塑料防水板及無紗布，且無紡布密度為300g/m2,防水板應(yīng)承受鋪滿的EVA板武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)2.0mm150mm。二次襯砌：依據(jù)《大路隧道設(shè)計(jì)標(biāo)準(zhǔn)C25號(hào)模筑防水混凝土，厚度為35cm。14.8+0.2+35=50cm。隧道深淺埋確實(shí)定及圍巖壓力的計(jì)算隧道的內(nèi)輪廓尺寸為B=12.37m，H=13.69mIV級(jí)圍巖需要預(yù)留變形量，查《大路隧道設(shè)計(jì)標(biāo)準(zhǔn)》8.4.1IV級(jí)圍巖需預(yù)留變形量50-80mm50cm10cm，故隧道的近似開挖尺寸為：B12.3720.520.10.0813.65mtH13.6920.520.10.0814.97mt由于是IV級(jí)圍巖H 2.5hp qH—深淺埋隧道的分界深度ph 0.452S-1qh—等效荷載高度q—跨度影響系數(shù)；1i(Bt

5)i—圍巖壓力增減率，當(dāng)B515mi=0.1th 0.452S-10.4524-1[10.1(13.655)]6.714mqH 2.5h 2.56.71416.785mp q埋深H30H 16.785m故為深埋隧道。p又Ht14.971.11.7B 13.65t可用公式qhq計(jì)算均布垂直壓力：qhq236.714154.42kN/m2由于該隧道圍巖級(jí)別為IV圍巖水平均不壓力為：e〔1-1q25.74-m6 3襯砌構(gòu)造內(nèi)力計(jì)算根本資料公里等級(jí) 高速大路圍巖級(jí)別 IV級(jí)圍巖容重 r=23KN/m3武漢理工大學(xué)課程設(shè)計(jì)彈性抗力系數(shù) K=0.18×106KN/m變形模量 E6GPa材料容重 22KN/m3h材料變形模量 E h襯砌厚度 d=0.5m圖3 襯砌構(gòu)造斷面圖荷載確實(shí)定圍巖壓力確實(shí)定隧道的內(nèi)輪廓尺寸為B=12.37m，H=13.69mIV級(jí)圍巖需要預(yù)留變形量，查《大路隧道設(shè)計(jì)標(biāo)準(zhǔn)》8.4.1IV級(jí)圍巖需預(yù)留變形量50-80mm50cm10cm，故隧道的近似開挖尺寸為：B12.3720.520.10.0813.65mtH13.6920.520.10.0814.97mt由于是IV級(jí)圍巖Hp2.5hqHp—深淺埋隧道的分界深度hq0.452S-1hq—等效荷載高度武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)—跨度影響系數(shù)；1i(Bt

5)i—圍巖壓力增減率，當(dāng)B515mi=0.1th 0.452S-10.4524-1[10.1(13.655)]6.714mqH 2.5h 2.56.71416.785mp q埋深H30H 16.785m故為深埋隧道。p又Ht14.971.11.7B 13.65t可用公式qh計(jì)算均布垂直壓力：qqh 236.714154.42kN/m2q考慮一襯后的圍巖釋放變形折減系數(shù)0.4q0.4154.4261.768KN/m3襯砌自重1 1g d2

dn

(0.50.5)2211KN/m22全部垂直荷載q=61.768+11=72.768KN/m2圍巖水平均布?jí)毫=0.4×72.768=29.1KN/m2襯砌幾何要素襯砌的幾何尺寸r1

9.47m，r2

5.6m內(nèi)徑r，r

所畫圓曲線端點(diǎn)截面與豎直軸線的夾角：1 2164o，258o拱頂截面厚度d00.5m，拱底截面厚度dn0.5m半拱軸線長度S及分段軸長S643.14(9.470.5)583.14(5.60.5)16.77m180 2 180 28段，則SS2.1m8S 2.1 8.410-8E 25106h計(jì)算位移單位位移用辛普生法近似計(jì)算，按計(jì)算列表進(jìn)展，單位位移的計(jì)算列表見表4-1截面αsin截面αsinαcosαxyd1/Iy/I(1+y)2/I積分00.0000.0000.2630.5080.7160.8750.9711.0001.0000.9650.0001.5752.9924.2025.2346.1686.4290.000115.25030.50045.75061.00076.25091.50010.22120.8620.84230.6981.78640.4853.21750.2385.6106-0.0268.1760.5000.5000.5000.5000.5000.5000.50096.00096.00096.00096.00096.00096.00096.000781∑768.003547.072系0.0000.00096.000數(shù)1/3121.2164.689143.121480.83268.061325.7252171.456306.220745.1324308.832993.5131707.1772538.5603021.3224194.4424784.8966417.3108083.102206.7 0.95 6.00 10.72 0.50 96.00 1029.31506.7 0.95 6.00 10.72 0.50 96.00 1029.315-0.28887200222.0 0.84 4.97 13.02 0.50 96.00 1249.920-0.53082000011036.28313190.907416273.95818869.798129568.59337430.737注：1I—-截面的慣性矩，I=bd3/12,b取單位長度2不考慮軸力影響單位位移值計(jì)算如下： S18.410-8768.0006.451210-511 E Ih Sy

8.410-83547.07229.795410-512 E Ih 22 Eh

y28.410-829568.593248.376210-5I計(jì)算精度校核： 6.451229.79452248.37610-5314.418210-511 12 22 S12

8.410-837430.737314.418210-5ss E Ih閉合差△=0載位移——主動(dòng)荷載在根本構(gòu)造中引起的位移每一塊上的作用力(豎向力Q、水平力E、自重力G),分別由下面各式求得，Qi=q×biEi=e×hiGi=(di-1+di)/2×△S×rh其中：bi——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di——接縫i34-2。各集中力均通過相應(yīng)圖形的形心武漢理工大學(xué)課程設(shè)計(jì)QGEaqaQGEaqagae0.0000.0000.0000.0000.0000.0000.0000.0000.000114.61023.1007.4010.7880.7880.1120.112-18.191-0.829103.62223.10020.2200.7120.7120.306-73.779-16.447-6.18788.04923.10031.3880.6050.6050.475-53.270-13.976-14.90974.22323.10032.3460.5100.5100.490-37.854-11.781-15.83367.89323.10093.9990.4670.4671.423-31.672-10.776-133.71319.42923.10084.7810.1340.1341.283-2.594-3.084-108.7744-2Mo計(jì)算表p集中力S-Qaq-Gag-Gagbh0.000.00001.570.22541.420.61421.210.95001.020.97090.932.84350.262.56760123456武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)i1i1軸力：sini1i1軸力：sin(QG)cosENoipiiii式中ΔxΔyi iΔx=x-i iΔy=y-i ixi-1yi-1Mo 和No 的計(jì)算見表4-3及表4-4。ip ip84.1200.2090.2091.27375.9260.3930.3931.14970.4170.7870.4170.7852.5430.34462.29823.10023.100-6.327-4.816-107.085857.123-22.421-9.067-87.239∑〔Q+G〕i-∑Ei-1xyΔxΔy-Δx∑i-1〔Q+G〕-Δy∑i-1EMoip0.0001.5312.9644.2105.1885.8326.1526.1435.8060.0000.0000.1941.5310.7651.4331.6761.2462.8690.9784.2520.6445.7640.3207.3098.817-0.009-0.3370.0000.1940.5710.9111.1931.3831.5121.5451.5080.0000.0000.0000.0000.0000.000137.7107.401264.43127.621375.58159.009472.90491.356563.896185.354606.425270.135659.870354.2550.0000.0000.0000.0000.000-18.908-197.338-4.226-316.885-329.481-25.163-753.684-367.318-70.398-1256.869-304.55-126.34-1863.92055-180.44-280.25-2439.077695.458-417.359-2969.207222.376-534.216-3399.774外荷載在根本構(gòu)造中產(chǎn)生的內(nèi)力塊上各集中力對(duì)下一接縫的力臂由圖直接量得，分別記以a、aaq e g內(nèi)力按下式計(jì)算之：彎矩：MoMoip i1,p

xi

(QG)yi

EQaq

Gag

Eae武漢理工大學(xué)課程設(shè)計(jì)表4-3載位移No 計(jì)算表截α截αsinαcosα∑i〔Q+G〕∑Eisinα*∑icosα*∑iENop691.5001.0007106.750122.0000.95880.848-0.026-0.288-0.530面〔Q+G〕00.0000.0001.0000.0000.0000.0000.0000.000115.2500.2630.965137.7107.40136.2227.14029.082230.5000.5080.862264.43127.621134.20923.799110.410345.7500.7160.698375.58159.009269.02941.176227.853461.0000.8750.485472.90491.356413.61144.290369.321576.2500.9710.238563.896185.354547.73644.056503.680606.425270.135606.218-7.071613.289659.870354.255631.872-102.095733.967740.093430.181627.634-227.961855.595主動(dòng)荷載位移4-4截Mp01/I96.00截Mp01/I96.00096.00096.00032.676-72353.692 -121264.788-193618.480443.869-120659.391255.2526466.764278.309489.8171∑面00.0001面00.0001-18.9082-316.885y/I1+yMp0/IyMp0/IMp0(1+y)/I積分系數(shù)1/30.0001.0000.0000.0000.000118.6241.194-1815.183-352.146-2167.329473.4401.765-30420.982-23272.051-53693.0342-753.6896.00160.89406-1256.896.00275.426904-1863.996.00408.192502-2439.096.00553.347904-2969.296.00701.660704-3399.796.00846.437402-346171.792-466831.183-178936.78-760839.215-939776.002-234151.56 -1349649.59-1583801.150 44-285043.89 -2083385.83-2368429.725 28-326378.29 -2877677.39-3204055.681 46-1083146.7-6059744.06-7142890.869540武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)△=△S/E×∑M0/I=8.4×10-5×〔-1083146.795〕=-9098.426×10-51p h p△=△S/E×∑M0y/I=8.4×10-8×(-6059744.064)=-50901.850×10-52p h p計(jì)算精度校核△=△△Sp 1p+ 2p△=△S/E×∑M0(1+y)/ISp h p因此，△=8.4×10-5×〔-7142890.860〕=-60000.276×10-5Sp△△=-〔9098.426+50901.850〕×10-6=-60000.276×10-51p+ 2p閉合差△=0.000。載位移——單位彈性抗力及相應(yīng)的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(diǎn)位于與垂直軸接近4503α=45.75°=α3 b5α=76.25°=α;5 h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(jì)算：σ=σ〔cos2α-cos2α〕/〔cos2α-cos2α〕i h b i b h計(jì)算得，σ0， σ=0.5847σ， σσ。3 4 h 5 h邊墻截面彈性抗力計(jì)算公式為：σ=σ[1-(yˊ/yˊ)2]h i h式中yˊ——所求抗力截面與外輪廓線交點(diǎn)到最大截面抗力截面的垂直距離；iyˊ——墻底外邊緣cˊ到最大抗力截面的垂直距離。(yˊyˊ3h i hyˊ=2.47m; yˊ=4.93m; yˊ=6.87m;6 7 8則有：σ6=σh[1-〔2.47/6.87〕2]=0.8707σhσ7=σh[1-〔4.93/6.87〕2]=0.4850σhσ8=0;4武漢理工大學(xué)課程設(shè)計(jì)4各楔塊上抗力集中力R，i按下式近似計(jì)算：i

i1

S /21 i外式中，S ——楔塊i外緣長度，由圖3量得。i外R的方向垂直于襯砌外緣，并通過楔塊上抗力圖形的形心。i抗力集中力與摩擦力之合力Ri按近似計(jì)算:

RR” 12i i式中μ——圍巖與襯砌間的摩擦系數(shù)。取μ=0.2,RR” 12則 i i

=1.0198R”i其作用方向與抗力集中力的夾角為β=arctanμ=11.301位移方向相反，其方向朝上。Ri

的作用點(diǎn)即為R，與襯砌外緣的交點(diǎn)。i武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)R的方向線延長，使之交于豎直軸。量取夾角ψ(自豎直軸反時(shí)針方向量度)。將Ri k i分解為水平與豎向兩個(gè)分力：R=R

sinψ

R=R

cosψH i k V i k4-53。截面截面(σi-1+σ△S外(σ)hR(σ)hψsinψkkcosψk)/2i0.00002.16702.16702.16702.16702.1670330.00000.00040.58470.29251.00000.79260.87070.93570.48500.67880.00000.2430.00000.0000.0001.0000.646164.6760.9040.4281.751079.9260.9850.1752.067095.1760.996-0.0901.4980110.4260.937-0.3490.5359125.6760.812-0.5834-5RR(σ)H hR(σ)V hvhR(σ)i h0.0000.5841.7242.0591.4040.4350.0000.2760.306-0.186-0.523-0.3130.2760.5830.396-0.127-0.4390.5842.3084.3675.7706.2060.0000.6341.7172.0271.4690.525計(jì)算單位抗力圖及其相應(yīng)的摩擦力在根本構(gòu)造中產(chǎn)生的內(nèi)力Mo彎矩 i

iKiNo sinR cosR軸力 i i V i H式中rKi 力Ri至接縫中心點(diǎn)K的力臂，由圖3量得，計(jì)算見表4-6和表4-7武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)截面號(hào)R=0.6461σ4R=1.7510截面號(hào)R=0.6461σ4R=1.7510σR=2.0670σR=1.4980σR=0.5359σMo σh5h6h7h8hσ( h)r4i-Rr44ir5i-Rr55ir6i-R6r6ir7i-R7r7ir8i-R8r8i40.82362.56234.05365.36547.2631-0.532-0.5325-1.6560.7563-1.324-2.9806-2.6197-3.4678-4.6932.463-4.310.828-1.71-8.64443013.684-6.452.372-4.900.785-1.17-15.9921953695.364-9.393.872-8.002.456-3.680.936-0.50-26.278475305234-7N0計(jì)算表σ面αsinαcosαΣR(σV)ΣRH(σh)sinαΣR(Vσ)cosαΣR(σh)Noσ(σh)hh號(hào)461.00000.87440.48530.27630.58400.24160.2834-0.0418576.00000.97010.24260.58262.30800.56520.55990.0054-0.0256 91.5000 0.9997 0.3962 4.36660.3960-0.11080.5068-0.291 -0.1267 107.0000 0.9566 5.7704-0.1211-1.68191.5607-0.529 -0.4398 122.0000 0.8486 6.2057-0.3727-3.28292.9102截H45截H45602截面號(hào)M0截面號(hào)M0σ〔σ〕hy/I(1+y)M01/IM0y/IM01/I(1+y)/Iσσσ〔σ〕 〔σ〕h h〔σ〕h積分系數(shù)1/34-0.53296.0005-2.980275.424408.1996.00023.869-51.084-146.561-197.64525.252-286.059-1216.324-1502.3834武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)6.764-829.808-4783.016-5612.82428.309-1535.889-11225.813-12761.70349.817-2522.188-22238.134-24760.3221Σ-3857.256-27288.612-31145.8686-8.64496.0007-15.999-26.27396.000896.000553.3446-8.64496.0007-15.999-26.27396.000896.000553.344701.664846.4321σ h σ△=△S/E×∑M0y/I=8.4×10-5×(-27288.612)=-229.2243×10-52σ h σ校核為：△+△=-(32.4010+229.2243)×10-11=-261.6253×10-61σ 2σ△S=△S/E×∑M0(1+y)/I=8.4×10-11×(-31145.868)=-261.6253×10-6σ h σ閉合差△=0。墻底〔彈性地基上的剛性梁〕位移單位彎矩作用下的轉(zhuǎn)角：β=1/(KI)=-96.000/0.18×106=-533.33×10-61 8主動(dòng)荷載作用下的轉(zhuǎn)角：β=βM0=-3399.774×533.33×10-6p 18p

=-1813201.467×10-6單位抗力及相應(yīng)摩擦力作用下的轉(zhuǎn)角：β=βM0=533.33×10-6×(-26.273)=-14012.179×10-6σ 18σ解力法方程襯砌矢高 f=y=11.776m8計(jì)算力法方程的系數(shù)：a=δ+β=〔64.512+533.33〕×10-6=597.842×10-611 11 1a=δ+fβ=〔297.954+11.776×533.33〕×10-6=6578.448×10-612 12 1a=δ+f2β=〔2483.762+8.817×11.7762×533.33〕×10-6=76442.860×10-622 22 1a=△+β+(△+β)×σ10 1p p 1σ σ h=-(90984.26+1813201.467+324.010σ+14012.179σ)×10-6h h=-(1904185.727+14336.189σ)×10-6ha=△+fβ+(△+fβ)×σ20 2p p 2σ σ h=-(509018.50+11.776×1813201.467+2292.243σ+11.776×14012.179σ)h h=-(21861278.98+167299.163σ)×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σ倍，即被動(dòng)荷載的載位移。h求解方程：武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)X=(aa-aa)/(aa-a2)1 1220 2210 1122 12=〔594.5350-1.778σ〕h其中：X

=594.5350,

=-1.7781p 1σX=(aa-aa)/(aa-a2)2 1210 1120 1122 12=〔243.8255+2.341σ〕h其中：X

=243.8255,

=2.3412p 2σ計(jì)算主動(dòng)荷載和被動(dòng)荷載〔σh

=1〕分別產(chǎn)生的襯砌內(nèi)力計(jì)算公式為：

M Xp 1p

yX2p

MopN Xp 2p和

cosNopM X 1

yX2

Mo4-94-10

N X

cosNo6659-1816.51594.534.251036.74-185.2315260-2345.27594.535.761405.41-345.3235408-2812.86594.537.301782.12-436.2025917-3169.32594.538.812149.80-424.9715796截面MopX截面MopX1pyX*y2p[M]pMo(σ)σ hX(σ)X*y(σ2σ h1σ h)[Mo](σσ)h00.0001-18.8092-315.5453-747.5654-1240.4656780.000-1.7780.000-1.7780.000-1.7780.454-1.3240.000-1.7781.7910.0130.000-1.7783.9242.146-0.532-1.7786.7164.406-2.980-1.7789.9545.196-8.644-1.77813.4943.072-15.999-1.77817.110-0.666-26.273-1.77820.641-7.410594.530.0050594.530.1954594.530.7655594.531.6756594.532.860.000594.53547.302623.028186.527465.517408.652255.621699.53553.604武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)4-10主、被動(dòng)荷載作用下襯砌軸力計(jì)算表1.000243.826243.8260.0002.3412.3410.946230.644269.1440.0002.2142.2140.827201.721330.1350.0001.9371.9370.650158.591410.0650.0001.5231.5230.428104.293497.336-0.0421.0010.9600.17542.650569.2970.0050.4090.415-0.090-21.997603.4200.507-0.2110.296-0.349-85.094642.1761.561-0.8170.744截面0截面01NopcosaXcosφ2p［N］pNo(σ)Xcosφ(σ2σ)h［N］(σ)σ hσh23456780.00038.500128.414251.474393.043526.647625.417727.270822.162-0.583-142.199679.9632.910-1.3651.545首先求出最大抗力方向內(nèi)的位移。由式：s (y y)M h php E I s(yh

y)Mh E I并考慮接縫5的徑向位移與水平方向有肯定的偏離，因此將其修正如下

s(y5

y)Mi

sinhp 5p E I 5

s(y5

y)Mi

sinh 5 E I 53-11。4-11最大抗力位移修正計(jì)算表武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)546.45591546.45591146.-158-12.-1194.00-5480.50320.75843890329.-30029.2456.23620286.-27412.0yiy-yiM/Ip(Y5-Yi)M/Iσ(Y-Y)5 i積分系數(shù)1/30.0005.616-439691.51-2314.9294078292.6491078292.649182044.791261302.619333662.07947058.9665-24392.38490.2185.398442877.783-1941.05320.8424.774292658.7048.08841.7863.830128925.7641082.11723.2042.41217026.2251399.54045.6160.0000.0000.0001Σ207860.245-1782.359截面號(hào)截面號(hào)pM/Iσ5-234.140-174.3341.694282.537580.240684.266δ=8.4×10-8×207860.245×0.97=1693.645×10-5hpδ=8.4×10-8×(-1782.359)×0.97=-14.972×10-5hσ則可得最大抗力σ=δ/(1/K-δ)=1693.645×10-5/[1/(0.18×106)+14.972×10-5]h hp hσ=109.074計(jì)算襯砌總內(nèi)力按下式進(jìn)展計(jì)算：M=MσMp h σN=N+σNp h σ4-124-12襯砌總內(nèi)力計(jì)算表截面Mp截面MpMσ[M]M/IMy/I號(hào)02805.1200.00011160.697 1351.0512pσ1/3243.826202.340446.1650.06551269.144191.401460.5440.02634330.135167.399497.534-0.02502積分系NN[N]e數(shù)武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)武漢理工大學(xué)課程設(shè)計(jì)000322000322-243247.4.32.2766026-386399.12.6.63227442-383393.9.69.6353316-240234.-5.9.365407587.46-8.0-0.69897272Σ410.065131.608541.6730.00344497