五级围岩隧道二次衬砌计算书_第1页
五级围岩隧道二次衬砌计算书_第2页
五级围岩隧道二次衬砌计算书_第3页
五级围岩隧道二次衬砌计算书_第4页
五级围岩隧道二次衬砌计算书_第5页
已阅读5页,还剩16页未读 继续免费阅读

下载本文档

版权说明:本文档由用户提供并上传,收益归属内容提供方,若内容存在侵权,请进行举报或认领

文档简介

第二章V级围岩二级衬砌计算书2.1基本资料建子沟二级公路隧道的衬砌结构断面如下图,围岩级别为V级,围岩容重片19.5kN/m3,围岩的弹性抗力系数K=0.2x106kN/m3,衬砌材料为C25混凝1.9x104kPa。附图1:衬砌结构断面图 (单位:米)2.2荷载确定2.2.1围岩竖向荷载压力围岩松散压力:g'=0.45x25-1yw式中:q'=0.45x2s-1yg0.45x25-1x19.5x(1+0.1x(11.4459-5))=230.9004kPa围岩竖向均布压力q按松散压力的40%计:q=0.4q'=92.3602kPa2.2.2围岩水平压力:e=0.4q=0.4x92.3602=36.9441kPa2.3衬砌几何要素内轮廓半径r1=5.273m,外轮廓半径r广5.723m,拱轴线半径r0=5.498m。终点截面与隧道中心线夹角甲0=113.1241。拱顶截面厚度do=0.45m墙底截面厚度d8=0.45m半拱轴线长度为S=10.86299m,将半拱轴线等分为8段,每段轴长为△S=1.35787m其它几何要素表. 附表1截面air0xy005.67500114.1385.6751.31966610.1555701228.27145.6752.56697960.6137511342.40035.6753.67355461.3494224456.52555.6754.57872162.3222499570.62065.6755.25144183.5237251684.76135.6755.60008654.7559483798.90525.6755.66028666.08338828905.6755.41015317.3884376表中ai为各分块接缝中心与竖直轴的夹角,x和y为接缝中心点的横、纵坐标。2.4计算位移2.4.1单位位移用辛普生法近似计算,按计算列表进行。单位位移的计算见附表2,单位位移值计算如下:5日0s也dsQ坚^-L35787x1053.498=48.4921x1011EhI Ehuo1= 2.95x107 *5=§ =f0sM12-d^Z^^My-=x—— 6.43&35742.988x10-612 21 Eh1s i=0I 2.95x107—2sM-2d^=xAS辜巴1542737833=710.137x10-6Eh1sEhi=0 2.95x107附表2附表2截面asinacosaxyd1Iy y2(I系数]1+y)积分I1/30001000.45131.68720 0 131.687241114.1380.2442580.9697101.34340.16470.45131.687221.688893.57216178.637184228.27140.4736490.8807142.60590.65250.45131.687285.9259356.066667359.605762342.40030.6743060.7384523.71091.43410.45131.6872188.8527270.83362780.226214456.52550.8341310.5515664.59152.46180.45131.6872324.1877798.085171578.14772570.62060.9433420.3318225.19433.67320.45131.6872483.71361776.77672875.89114684.76130.9958230.0913055.48294.9960.45131.6872657.90953286.91574734.42192798.90520.987946-0.1548005.43966.34870.45131.6872836.04285307.78497111.55784890105.06418.0650.45131.68721062.0588565.494710821.2971注:I为截面惯性矩,I=bd匕2,Z1053.4983106.43215427.83322(>94.195b取单位长度。计算精度校核为:811+2812+822=(48.4921+2x142.988+710.137)x10_6=1044.6051x106AV8(、顼)2135787竺 y+1)_顼x3578726984.195=1044.605x10-61 E=i 2.95)7闭合差=0。2.4.2载位移——主动荷载在基本结构中引起的位移附图3附图3楔块受力示意图ea1.ea1.每一楔块上的作用力竖向力:Q.=qb.式中:b——寸砌外缘相邻两截面之间的水平投影长度:.水平力:E.=eh.自重力:Gi=d0XASxyh=0.45x1.35787x23=14.05399KN8号块自重为楔块面积乘yh:G8=14.12706KN.外荷载计算表 附表3截面qebihiQGE092.360236.944100000192.360236.94411.39840.1715129.156514.053996.335913292.360236.94411.31410.5079121.370514.0539918.76391392.360236.94411.15020.8136106.232714.0539930.05772492.360236.94410.91661.069984.6573614.0539939.52649592.360236.94410.62741.261457.9467914.0539946.60129692.360236.94410.30031.376527.7357714.0539950.85355792.360236.94410.0451.40814.15620914.0539952.02099892.360236.944101.3544014.1270650.03709外荷载在基本结构中产生的内力计算公式为:Mp=Mj1p—△%£(Q^G)_Ay^E—Qa ~Gag—EacTOC\o"1-5"\h\z1 i^nN=N +乙(Q+G)-cosa乙Eip0 i0-1,p ii i计算过程和结果均列入附表3中。载位移MpQ计算表 附表4截面QGEaqagae-Qaq000000001129.156514.053996.3359130.64420.66660.3039-83.20262121.370514.0539918.763910.55040.61620.4521-66.80233106.232714.0539930.057720.42330.52840.5729-44.9683484.6573614.0539939.526490.27050.40860.6589-22.8998557.9467914.0539946.601290.10140.26390.7051-5.8758627.7357714.0539950.85355-0.0740.10350.70852.05244774.15620914.0539952.02099-0.2454-0.06180.66921.0199348014.1270650.037090-0.22840.59610续上表-Gag-Eae£@G-1£Ei-1AxAy-£QG-1-Ay£Ei-1M0p000000000-9.36839-1.92548001.34340.164700-94.4965-8.66007-8.48316143.210496.33591321.26250.4878-180.8032-3.09066-362.336-7.42613-17.2201278.6350225.0998221.1050.7816-307.8917-19.618-759.46-5.74246-26.044398.9217155.1575410.88061.0277-351.2905-56.6854-1222.12-3.70885-32.8586497.6330694.6840340.60281.2114-299.9732-114.7-1679.24-1.45459-36.0297569.63384141.285320.28861.3228-164.3963-186.892-2065.960.868537-34.8124611.4236192.13888-0.04331.352726.474642-259.906-2332.323.226621-29.8271629.6338244.15986-0.37551.7163236.42749-419.052-2541.54载位移N0计算表 附表5截面E(Q+G)EesimEQ+GcosaEEN0p0i0 i 0i0i001143.2104946.33591334.980346.14428.836342278.63502325.09982131.975122.10576109.86933398.92171555.15754268.995440.73119228.26424497.63306494.68403415.091452.22448362.86695569.633843141.2853537.359546.88158490.4786611.423601192.1389608.869717.54328591.32647629.6338244.1599622.0441-37.796659.848643.76086294.197643.76090643.7609基本结构中,主动荷载产4k弯矩的校核:BB 11.4459 11.4459M0=-q2(孔—4=-92.3602xx2(5.0484- 4 )=-1164.2477e 1M80e=-§2=-36.9441xx2§6842=-1172.8902:eL :,一,、M=-G(x—x+a)=-G(x—x+a)-G(x—x+a)80g i'8igi, 1、8 1 g1 2、8 2g2/-G(x—x+a)-G(x—x+a)-G(x—x+a)-G(x—x+a)3、8 3 g3/ 4、8 4g4/ 5、8 5g5/ 6、8 6g6/-G7(x8-x7+ag7)-Gag8=-191.7704I*908-询*I=0.497%2541.54Msq=M80q+MI*908-询*I=0.497%2541.54从附表4中查得M08p=-2541.54所以,闭合差小=附表6主动荷载位移附表6截面,,0Mp1i yM0pI叔 0m积分孕M(;1)―U3-00131.6872 000 0 11-221.06575131.68720.1555701-12443.98267-2049.523946-14493.5066242-847.93994131.68720.6137511-47715.02569-31134.05426-78849.0799523-1787.6659131.68721.3494224-100011.2192-143426.0894-243437.308544-2904.8762131.68722.3222499-160937.9219-396196.9761-557134.89825-4079.0791131.68723.5237251-221134.3558-812270.7157-1033405.07246-5062.4762131.68724.7559483-272060.5036-1359214.276-1631274.77927-5859.6808131.68726.0833882-307136.1367-1949915.191-2257051.32848-6340.766131.68727.3884376-334688.3432-2699261.488-3033949.8311主动荷载位移计算表E-1286339.341-5967666.06-7254005.401

„M1Mp0 ASM0p 135787△布-\0 加一E——=—1286339.341 1.35787=-59209.709x10PT0Eh1电~Eh I 2.95x107 -6A2f^M2MP%竺£也0p—5967666.06X^35787=—274689.393x10A2P=J0EhI*Eh I 2.95x107 -6计算精度校核:Alp+A2p=—333899.102x10-6仍5仍5*-7254005-401X1.357872.95x107=—333899.102x106闭合差A=0。2.4.3载位移一一单位弹性抗力及相应的摩擦力引起的位移1.各接缝处的抗力强度抗力上零点假设在接缝3,a3=42.4003°=ab;最大抗力值假定在接缝5,a5=70.6206°=ah;最大抗力值以上截面抗力强度按下式计算:°Fcoqa—coqa;°Fcos2a—cos2ah hcos242.4003°-cos256.5255。°4= 2 2 °h=0.5353778°cos&2.4003°-cos270.6206 h最大抗力值以下截面抗力强度按下式计算:y,2°=(1-X7^藉h由图量得:以=1.3025m,”=2.7102m,为=3.9839m具体计算参见附表7:

截面b0)截面b0)n1(+"21△S外R(口n)□ksin□kcos=k(□)rhn(□)RVn30傍01.4105500010040.5353780.2676891.410180.38496663.23860.8928890.4502760.343730.173341510.7676891.407181.10166975.63510.9687350.2480961.067230.2733260.893110.9465551.411731.36274488.83050.9997920.020411.362460.02781470.5372080.7151591.412051.029839102.48070.976369-0.216111.0055-0.22256800.2686041.419540.388845114.71510.908398-0.418110.35323-0.16258弹性抗力及摩擦力计算表附表72.各楔块上的抗力集中力1计算公式:R7寸-^^{八S外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的合力Ri=R>1+77H为围岩和衬砌间的摩擦系数,取0.2。Ri的作用方向与A,,的方向夹角为0=arctg|7=11.3099。将Ri的方向线延长,使之交于竖直轴,量取夹角Wk,再将Ri分解为水平与竖直两个分力:Rh=sinwk,RV=cosWk以上计算列入附表7%。" *3.计算单位弹性抗力及其相应摩擦角在基本结构中产生的内力弯矩:MOq=-ERfji轴力:N=sina泛Rv-cosa弯矩:MOq=-ERfji式中rji为力Rj到接缝中心点九的力臂。计算见附表8和附表9:Ma0计算表 附表8截面气0384966bhR=1.101669%RQ1362744b人r4i-Rr(bh)r5i-R5r5i(bh)r6i-R6r6i(bh)40.4726-0.1819451.82564-0.702810.6414-0.7066163.13665-1.20751.99437-2.197130.73519-1.0018874.32529-1.665093.29439-3.629332.08709-2.8441785.32424-2.049654.46847-4.922773.38728-4.616续上表截面R=1.029839a,7 hS88845ah0Mar7i-R7r7i9h)r8i-R8r8i9h)4-0.181945-1.409426-4.4065170.77946-0.8027-8.941382.13728-2.20110.97021-0.37726-14.1667、计算表 附表9截面asinacosa&(气)456.52550.8341313840.551570.173341570.62060.9433420210.331820.446661684.76130.9958229540.091310.474475798.90520.987945821-0.15480.251916890100.089337续上表截面sina£R(av£R(a)Hh£cosa"Rh(ah)N(ah)40.1)445892180.343732180.189591-0.045001750.4213542491.410957520.468187-0.04683247860.472493152.773417510.2532280.21926564870.2488791993.77892001-0.584980.83385620680.0893373954.1321456600.089337395单位抗力及相应摩擦力产生得载位移计算见附表10:单位抗力及摩擦力产生的载位移计算表 附表100sMsMbd0sMsMbd电

EhsE0¥y)Mb=-x -2.95x10111763=一953.068x10-6截面0Mb积分1 v M血 M血迭 M°©(y+1)I J I I系数 b0I1/34-0.2458953131.68722.3222499-23.9585189-58.981082 -82.9396009 25-1.4560821131.68723.5237251-185.602617-681.75553 -867.358149 46-4.2613131131.68724.7559483-580.281762 -2899.0877 -3479.36944 27-8.5395018131.68726.0833882-1177.45562 -7475.3125 -8652.76811 48-13.195478131.68727.3884376-1865.5783 -15045.889 -16911.4672 10a=£0sM^lb EhA=b0sH2b EhE-2842.09727 -17863.433 -20705.53010■dwASE-Mb=-x 1-38i809727=—130.821x10-6sEI 2.95x10h700^dwASE-yM^^-x 1137873.433=一822.247x10-6sE[I 2.95x10h7TOC\o"1-5"\h\zA+A==(130.821+822.247)=—953.068x10-6lb 2b闭合差A=0。2.4.4墙底(弹性地基上的刚性梁)位移单位弯矩作用下的转角:一1 1KI80.2x106主动荷载作用下的转角:0 0pap=M8ppa=-2541.54x658.436x106=-1673441.716x10字单位抗力及相应摩擦力作用下的转角:=M80Pa=-14.1667x658.436x10=-9327.891x10ab Ob 66 662.5解力法方程衬砌矢高 f二%=8.065m计算力法方程的系数:"11=:11+阪=(48.4921+658.436)x10_6=706.9281x10_6a12=82+fPa=(142.988+658.436x8.065)x10_6=5453.276x10』a2=8 +f20a=(710.137+658.436x8.056)x10尸43537.611x10_6220a=A+pa0+(A+aO )帘—(1732651.425+9458.712bh)x10_62—^A+fo0+(A+必O)xb^-a20zp"ap 25aa h=-(13770996.83+76051.692bh)x106求解方程为:a一aaaaa1-1a?2a20牛43537.611x(1732651.42头9458.712bh)-5453.276<(13770996.83b76051.692bh)x1065453.276-706.9281x43537.611——2—325.517—2.8095b 一h式中X1p225.517X1b=28095a—aa

aa—1a2aX=706:9281x(沮770996.83b76051.692bh)—5453.276<(1732651.425~9458.712bh)5453.276-706.9281x43537.611——2—275.529+2.0987b -h式中:X2p=275.529 X2b=2.0987将以上解得的X1、X2值代入原方程,经校核证明计算正确。2.6计算主动荷载和被动荷载(bh=1)分别产生的衬砌内力计算公式为:0M=X1p+yX2p+MP0N=X2pcosa+NpM广X1。中X2。y+M浏N=Xcosa+N

a 2a a0主、被动荷载作用下衬砌弯矩计算表 附表111111i截面M0pX1px2”Mp111100325.51744970325.5174497111111-94.49649341325.517449745.37957359276.4005299111112-362.3359763325.5174497179.7824637142.9639371111:3-759.4601954325.5174497395.1356799-38.807065811114-1222.122344325.5174497678.2965043-218.30839装:5-1679.239014325.51744971012.071947-341.6496171116-2065.959449325.51744971376.541285-363.90071411117-2332.315038325.51744971749.24893-257.5486581118-2541.539606325.51744972222.1388046.116647354订续上表:11111!截面M:(气)X(a)1a'h7X2ay(ah)Ma(ah)■00-2.80945580-2.8094558■10-2.80945580.345656065-2.46379974线120-2.80945581.369402444-1.4400533611130-2.80945583.0097471940.20029139411114-0.181935003-2.80945585.1665822772.1751914731115-1.409419871-2.80945587.7089487443.4900730731111i6-4.406514627-2.809455810.485110513.26914008311117-8.941303612-2.809455813.324023441.57326402611118-14.16673518-2.809455816.92602407-0.05016691主被动荷载作用下衬砌轴力计算表 附表12截面N0pXcosa2pNpNa(ah)Xcosa2aNa00275.5286799275.528679902.0987010632.09870106128.83634267.1829797296.019317602.0351318912.035131892109.8693242.661936352.53127601.8483551811.848355183228.2642203.4646524431.728873201.5497895991.54978964362.8669151.9721974514.8390786-0.04500171.1575717361.112570045490.47891.42647383581.9044391-0.0468324780.6963951550.649562686591.326425.1572073616.48358170.2192656480.1916223670.410888017659.84-42.65185345617.18818710.833856206-0.324879030.508977188643.76090643.76086040.08933739500.089337392.7最大抗力值的求解考虑到接缝5的径向位移与水平方向有一定的偏移,因此修正后有:TOC\o"1-5"\h\z国 Mp> (y5—yi)sina5Eh_ _ASM-he5bE—I 5i5h计算过程列入附表3中:最大抗力位移修正计算表 附表13截面MiMIe(eh)y5—yiMp(y5—yi)/IM(y5—y.)/1(eh)积分系数1/3042866.4954-369.96953.6732157457.211-1358.9719241136398.4237-324.4513.5085127703.8695-1138.3363124218826.5267-189.63673.020756869.28919-572.835446923-5110.395526.3758212.2391 -11442.6865559.0581017444-28748.43286.444971.2114 -34825.84812346.999433825-44990.896459.59810004£222196.275-2042.585597位移值为:TOC\o"1-5"\h\z8= 技5787x222196.275x0.96334=9648.134x10hp 2.95<10 —671.357878=— x2042.585597x0.96334=—88.6925x10h 2.95x107 —6最大抗力值为:e=—== h 1-8e=—== h 1-8Kh201——+88.6925x106 -62.8计算衬砌总内力按下式计算衬砌内力:M=Mp+b村厂N=N+bhN-衬砌总内力计算表 附表14截面MpMb[M]NpNb0325.5174497-289.308236.20922659275.5286799216.11711251276.4005299-253.713722.6867952296.0193176209.5709752142.9639371-148.2918-5.327870114352.531276190.33734323-38.8070657820.625328-187288732159.59207294-218.3083904223.993845.68544498514.8390786114.56868625-341.6496175359.3958817.74626239581.904439166.889759946-363.9007142336.64495-27.25576374616.483581742.311853227-257.5486578162.00939-95.53926802617.188187152.4127421686.116647354-5.1660180.9506292643.76086049.199661704续上表截面[N]MIMyI=M/N积分系数1/30491.6457924768.29321300.07364911505.5902932987.561508492.05138040.04487242542.868619-701.6125253-457.8021727-0.0098123591.320946-2394.302923-3433.669822-0.0307544629.407765748.70057351843.1510720.00903325648.7941992336.9563658584.1081190.02735346658.795435-3589.236377-17931.82494-0.0413727669.600929-12581.30278-79874.

温馨提示

  • 1. 本站所有资源如无特殊说明,都需要本地电脑安装OFFICE2007和PDF阅读器。图纸软件为CAD,CAXA,PROE,UG,SolidWorks等.压缩文件请下载最新的WinRAR软件解压。
  • 2. 本站的文档不包含任何第三方提供的附件图纸等,如果需要附件,请联系上传者。文件的所有权益归上传用户所有。
  • 3. 本站RAR压缩包中若带图纸,网页内容里面会有图纸预览,若没有图纸预览就没有图纸。
  • 4. 未经权益所有人同意不得将文件中的内容挪作商业或盈利用途。
  • 5. 人人文库网仅提供信息存储空间,仅对用户上传内容的表现方式做保护处理,对用户上传分享的文档内容本身不做任何修改或编辑,并不能对任何下载内容负责。
  • 6. 下载文件中如有侵权或不适当内容,请与我们联系,我们立即纠正。
  • 7. 本站不保证下载资源的准确性、安全性和完整性, 同时也不承担用户因使用这些下载资源对自己和他人造成任何形式的伤害或损失。

评论

0/150

提交评论