河南理工大學(xué)隧道課程設(shè)計(jì)

1、I隧道工程課程設(shè)計(jì)說(shuō)明書作者姓名：專業(yè)、班級(jí)：學(xué) 號(hào)：指導(dǎo)教師：設(shè)計(jì)時(shí)間： 2014.1.14河南理工大學(xué)Henan Polytech nic Un iversity目錄 TOC o 1-5 h z HYPERLINK l bookmark8 o Current Document 1課程設(shè)計(jì)題目 -1 - HYPERLINK l bookmark10 o Current Document 2擬定隧道的斷面尺寸 -1 - HYPERLINK l bookmark12 o Current Document 2.1隧道的建筑限界 -1 - HYPERLINK l bookmark16 o Curre

2、nt Document 2.2隧道的襯砌輪廓斷面 -2 - HYPERLINK l bookmark18 o Current Document 3隧道襯砌結(jié)構(gòu)計(jì)算 -3 - HYPERLINK l bookmark20 o Current Document 3.1基本資料-3 - HYPERLINK l bookmark22 o Current Document 3.2荷載確定-3 - HYPERLINK l bookmark24 o Current Document 3.3 淺埋隧道荷載計(jì)算 -4 -(1)作用在支護(hù)結(jié)構(gòu)上的垂直壓力 -4 - HYPERLINK l bookmark28 o

3、 Current Document 結(jié)構(gòu)設(shè)計(jì)計(jì)算 -6 - HYPERLINK l bookmark30 o Current Document 4.1計(jì)算基本假定-6 - HYPERLINK l bookmark32 o Current Document 4.2內(nèi)力計(jì)算結(jié)果 -6 - HYPERLINK l bookmark36 o Current Document MIDAS計(jì)算內(nèi)力表-9 - HYPERLINK l bookmark38 o Current Document 6.IV級(jí)圍巖配筋計(jì)算 -12 - HYPERLINK l bookmark40 o Current Documen

4、t 6.1 偏心受壓對(duì)稱配筋 -12 - HYPERLINK l bookmark42 o Current Document 6.2受彎構(gòu)件配筋 -13 - HYPERLINK l bookmark44 o Current Document 6.3箍筋配筋計(jì)算-14 - HYPERLINK l bookmark46 o Current Document 6.4最小配筋率驗(yàn)算 -14 - HYPERLINK l bookmark48 o Current Document 6.5裂縫寬度驗(yàn)算 -14 - HYPERLINK l bookmark50 o Current Document 主要參考文

5、獻(xiàn)： -15 -II-i -i -隧道工程課程設(shè)計(jì)任務(wù)書課程設(shè)計(jì)題目某高速鐵路隧道IV級(jí)圍巖段襯砌結(jié)構(gòu)設(shè)計(jì)擬定隧道的斷面尺寸2.1隧道的建筑限界根據(jù)公路隧道設(shè)計(jì)規(guī)范(JTG D-2004)有關(guān)條文規(guī)定，隧道的建筑限界高度H取5.5m,寬度取8.5m,如圖2-1所示2250 y4000建筑界限圖- - -2.2隧道的襯砌輪廓斷面根據(jù)公路隧道設(shè)計(jì)規(guī)范(JTG D-2004)有關(guān)條文規(guī)定，擬定隧道的襯砌，襯砌材料為C20混凝土，彈性模量Ec =2.8 107kPa，重度 22kN m3，襯砌厚度取50cm如圖2-2所示。隧道襯砌圖隧道襯砌結(jié)構(gòu)計(jì)算3.1基本資料某高速鐵路隧道，結(jié)構(gòu)斷面如圖 2-1所示

6、。圍巖級(jí)別為IV級(jí)，埋深H=19m隧道 圍巖天然容重=22kN；m3，襯砌材料為C20混凝土，彈性模量Ec = 2.8 107kPa，重度h =22kN m3。3.2荷載確定3.2.1圍巖壓力計(jì)算根據(jù)圍巖壓力計(jì)算公式：z =0.45 2計(jì)算圍巖豎向均布?jí)毫Γ簈=0.45 2S- 式中：s-圍巖類別，此處s=5圍巖容重，此處 =22kNm3怕跨度影響系數(shù)，x1+i (&5)毛洞跨度 B=8.5m 因?yàn)?B 大于 5m 所以 i=0.1 ，此處 =1+i(B-5)=1+0.1( 8.5-5)=1.35m 所以有：h =0.45 24 1.35 =9.72m ，H p =2.5h =24.3m，因?yàn)?/p>

7、 24.3m 大于 20m,所以 此隧道為淺埋隧道。3.2.2圍巖水平壓力圍巖水平均布?jí)毫Γ篹 =0.25hq =0.25 9.72 22 =53.46kMPa3.3淺埋隧道荷載計(jì)算(1)作用在支護(hù)結(jié)構(gòu)上的垂直壓力由于hq ：:H : Hp，為便于計(jì)算，假定巖土體中形成的破裂面是一條與水平成 角的 斜直線，如圖5.1所示。EFGH巖土體下沉，帶動(dòng)兩側(cè)三棱體(圖中 FDB和ECA下沉， 整個(gè)巖土體ABDC下沉?xí)r，又要受到未擾動(dòng)巖土體的阻力；斜直線 AC或BD是假定的破 裂面，分析時(shí)考慮內(nèi)聚力c,并采用了計(jì)算摩擦角c ；另一滑面FH或EG則并非破裂面， 因此，滑面阻力要小于破裂面的阻力。該滑面的摩

8、擦系數(shù) 二為36.5度。查詢鐵路隧道設(shè)計(jì)相關(guān)規(guī)范，取計(jì)算摩擦角c 40淺埋隧道荷載計(jì)算簡(jiǎn)圖如上圖所示，隧道上覆巖體EFGH勺重力為W，兩側(cè)三棱巖體FDB或ECA勺重力為W， 未擾動(dòng)巖體整個(gè)滑動(dòng)土體的阻力為 F,當(dāng)EFHGF沉，兩側(cè)受到阻力T或T，作用于HG 面上的垂直壓力總值Q淺為：Q淺W - 2T =W - 2Tsin 入 2(2-4)其中，三棱體自重為：(2-5)Wh丄2 tan -式中：h為坑道底部到地面的距離(m)； ：為破裂面與水平的交角( )。由圖據(jù)正弦定理可得(2-6)由于GC HD與 EG EF相比往往較小，而且襯砌與巖土體之間的摩擦角也不同，當(dāng) 中間土塊下滑時(shí)，由FH及EG面

9、傳遞，考慮壓力稍大些對(duì)設(shè)計(jì)的結(jié)構(gòu)也偏于安全， 因此, 摩阻力不計(jì)隧道部分而只計(jì)洞頂部分，在計(jì)算中用 H代替h,有：tan ：二 tan ;:cJ(tan?cl)tan -:c tan - c -tan 二(2-7)tan B -tan 申ctan |：1 tan |“tan c -tan v) - tan ;:c tan v= 0.397(2-8)q淺=Q淺二 H(1H，tanr) =213.29KN/m2 BtBt(2-9)埋深為23m時(shí)，土壓力值為213.29kN m2。式中：-側(cè)壓力系數(shù)；Bt坑道寬度（m ；（Pc 圍巖的計(jì)算摩擦角（）；q淺作用在支護(hù)結(jié)構(gòu)上的均布荷載（kN m2）（2）

10、作用在支護(hù)結(jié)構(gòu)兩側(cè)的水平側(cè)壓力e =0.25hq =0.25 9.72 22 =53.46KMPaV級(jí)圍巖荷載分布如下圖所示。作用在支護(hù)結(jié)構(gòu)上的均布荷載結(jié)構(gòu)設(shè)計(jì)計(jì)算4.1計(jì)算基本假定因隧道是一個(gè)狹長(zhǎng)的建筑物，縱向很長(zhǎng)，橫向相對(duì)尺寸較小。隧道計(jì)算取每延 米作為計(jì)算模型，此類問(wèn)題可以看作平面應(yīng)變問(wèn)題來(lái)近似處理?？紤]圍巖與結(jié)構(gòu)的共同 作用，采用荷載結(jié)構(gòu)模型。隧道計(jì)算采用荷載結(jié)構(gòu)模式按有限桿單元，采用大型商用有 限元程序ANSYS計(jì)算分析，并取縱向1m的標(biāo)準(zhǔn)段為一個(gè)計(jì)算單元?；炯俣ǎ杭俣ㄋ幸r砌均為小變形彈性梁，把襯砌為離散足夠多個(gè)等厚度梁?jiǎn)卧?。用布置于各?jié)點(diǎn)上的彈簧單元來(lái)模擬圍巖與初期支護(hù)、襯砌的

11、相互約束；假定彈簧 不承受拉力，即不計(jì)圍巖與襯砌間的粘結(jié)力；彈簧受壓時(shí)的反力即為圍巖對(duì)襯砌的彈性 抗力。假定初期支護(hù)與主體結(jié)構(gòu)之間只傳遞徑向壓力?？紤]到在非均勻分布的徑向荷載作用下，襯砌結(jié)構(gòu)一部分將發(fā)生向著圍巖方向的變 形，而地層具有一定的剛度，會(huì)對(duì)襯砌結(jié)構(gòu)產(chǎn)生被動(dòng)的彈性抗力，設(shè)計(jì)計(jì)算時(shí)采用彈性 地基梁?jiǎn)卧M；襯砌結(jié)構(gòu)的另一部分則會(huì)背離地層向著隧道內(nèi)變形，不會(huì)引起彈性抗 力，形成所謂的“脫離區(qū)”，大致分布在拱頂90120的范圍內(nèi)，用ANSYS模擬計(jì)算 時(shí)采用Combin39單元模擬地層與圍巖的相互作用，受壓的基床系數(shù)按正常值，受拉的 基床系數(shù)取為很小，用此種方法使得彈簧不承受拉力。計(jì)算時(shí)采用

12、Beam3梁?jiǎn)卧M襯砌。4.2內(nèi)力計(jì)算結(jié)果計(jì)算荷載基本組合：結(jié)構(gòu)自重+圍巖壓力，為了計(jì)算保證計(jì)算的可靠性，采用 MIDAS/GTS 進(jìn) 行 計(jì) 算 ，Midas/GTS 計(jì) 算 結(jié) 果 ：BEAM FORCE【urn1 內(nèi)BKTA ST :內(nèi)力分析My.總D64如84+7.12O13e*t4 2d嗚+675gae+43M1 T%+5.23183*5*0041.0%+4.28767e-*-DM1 4%*3.34352e*4 5.5% 尸爺十乙3刃已咖4，：，+1.455216*I| 13-fl%L45.11053 亡+W3 d 汽l.3l3DSfe*0D3 8.4% | 37725004.bj

13、t-2.32l4te40D4-3 2655004|C4L4.20971 &4Q04 2-5 1538gfr+004-E ageose-i-ooa-7 04217004Static： ResultMIDAS/GTS計(jì)算彎矩圖TRIAL VERSION0.0003. 340T.6S011.52015. 3&0UNIT NDATA ST內(nèi)力幷Iff .百計(jì)Hiu Result P 1 Bew F3日EM FORCEr-4 5359le+5g 3%-4.7890le+005 M.3%-5 O3QI2e+53 I.5222b+005 3 2%；,-5 54435e+W5J：，-5.796438+005g

14、%-6 M 目諮 &+0053%_ -6.3006+OOS 5.7%-6 275e+53.8% 6.80486b+005 MO%- -7 QS69&fe+OO5 斗5%.7.309D7e+M5 e.B%-7 56ll7e+1XI5 87% -7JS132&B+005 5.E%茁冠月 0536e005 -a.31?49e+M5-3 569594+005MIDAS/GTS計(jì)算軸力圖KaM44 S_LO、SQ_I/INCi厲缶a至任- - -5. MIDAS計(jì)算內(nèi)力表X(m)Y(m)Z(耐釉向()tM)5!切上INIla特 fN.m)力拒Y力斗(H.iti分析工紀(jì)理且合:阿力分折16.910724-

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28、D-1.7*6761D.ooomj站45&B.自5SIn帕537.S30.0051-1.24979-4劇巧曲D.OOOOM1-S5456B.S20.00城力*S0.IM567.83Q.aa51-1.2479鴨審mO.QOOOWj-55319Q W0W196.540.00立銅i-4 9J95319.QOTQWi-555901 41噸mi 37。豹1654Q.OQS2-4 9219531Q.ooomj事隔695 510 00-2m170.95Q.QOS3-0.25D&54-4M5615o.ooom1精6694260 002T91 4310.0017O.S0.00&3-0.25&H54-4.945&

29、15o.ooornj-3S695S.35000-2S5S.9S0.00212340.00&4.250洌7.1811*90.000m1-53590.72OJO-1SB24.1訶78282.3o.oaE4-fli.2&e&26M81190.000&0j-4S4BE3.B3詢25伽.昭0.-007S790.630.0055-flt.7503fi17.14G231D.ooom1-4 55543.50035 的0.00冏 90.630.0055-ft.7503fi17.146231D.ooomj 4Sm.60ODD3&270.17詢652.230.005G-1J4C547X峠妙ED.ooomi-460&

30、.8531KM詢妙亞甜fll.Dfl56-1.24*5477 07&565b.nabmJ-45685DSD4軸圭站D.M57S75.&7O.oa5?-1.73W72&.972491o.ooom1-463731111S1 59Q.W57S75.&7Q.QOF7-1 736S720972491Q.ooomJ-4772B6 59噸5&B452A42132.210Q.00諸-2.2156B34513Q.oaoml-479S71.53C呱174MKo.flg42132.20Q.OQ額-2.21S3S363413O.OOTOOOJ-49356.33D.0055917 藥0 DQ2373300.0059-2

31、.9247蚌闘幻心IQ KJOOOO1彌財(cái).町0 0021Q 150 OT23T3fl0.0059-2M9247&陋期Q WOQOJ-90GT1&UQOQ5S5SJ 210 IW期6列000SO-3.147D65號(hào)45騎務(wù)O.mQQD1-535571 UDOQ23197 DI0 TO潢擔(dān)SOQ.Qg凹-3.147056 45彌-1WJ2 (HQ.QCIB1-3.5S95BD6 224*74Q.4M11D0DD1 525773.39D.QD21371.130 W-16832.A1.0061-3.5S953U6.22474O.flOOODD-541661.13D.Qb5522fi 4136巾5&礙

32、0.30也-4.C14E425.9 勢(shì)O.MOOOO1x&44133.03D.00iTWJSSi03亠祐巾黨.曲n.do-4.fi 1442弓曲站軸IMCID苗J-5612fi7.(Mb.oo4364Sfir$GM占湖Ml0.00葩-4.42A1S35.66&T25O.MOOOO1-56312.500.00M12.430.M-526M.410.0063-4.42113：B.66&T2SO.OOOQJ5*1 陽(yáng) 5.760.00甜&M.550 M0.0064-4.SM231S.343315O.OflOOOO1Ett2SSS.370.00D3210.M*71.3j00.0064e4.0H231&.

33、343315OJOOOOOJ-131152.31D.0024626.160.00-7IM21.72O.(K)GS-S.16491S4.9SS52S0.0000001-11460.790.00-171M43CLM7(M21.72O.M6S-5,1649194.99SS2SO.MfiWOJ-20 352.310.0074 即.490.00B(H)2.&00.(X1閔-5.5004934.234440.0000001別936630.00-3575.1B0 oa0.0066-5.5004914.623444O.MOOOJ七開(kāi)234.190.00-13379.9D0 IM-5&6M.9e0.00&7-5

34、.8093214.22&8S20.000000635963.730.00-S112B020-55MO.9S0.90&7-5.5093210 WOODJ-54524.93Q.00-309 甜 270-sstcssao.&o633SU7S7Q剛財(cái)1知斑i.M0.00-44699 f0 w-3&W352o.&o関-6.0399城3 S13*7570 KJOOQ0J-WW11.75QOQ空卿14.Q W-17225 20.00凹-6 3408715 3SW39omoaof-W77S0Q1DQQ-31 問(wèn) M0 W-17J25 2O QQ 469.J40715 5SIHW9-W4Q.73阿J理盹彌0 w

35、 5JA4 55D.Qd 70-B.561D&9o.waoor-.1537.200.00-195B1.14om 54434 55.og70-G.561D&92.92WS50.MCK3DD-65S.37D.OD 52D31Sl11206 S6Slg.Tdn.cuo71-674442.45634O.OOOOMj-?fU50l.2Jb.ODlSfi?.3i20曲ssis.aio.do72f就笙O.OAOODOi-711132S.5SD.00血22J10 coins.iro.do72-6.+621.SSS50.MWMj -TK361.9S0.004S17.370 M測(cè)6剔O.flO73-7.026S0

36、61.S0I2O.OOOQi725357.1*0.00柏砧2t0.M0.0073壽.02S061.&032S2儷他0J.737715.76a.oo5374.M0.00騁加.曲74-7.1 KISS1 的舲50o.omooII-737722.S60.00-5171.&30.003&OT23詢74 7.1K1S51.的9救o.&mooJ-747252.0Sa.oo434)5.630.M026.180伽75-7.1672720.51172S0 o-mooII-747222.M0 00-6304.62O.MM36.1S0汕75-7.167Z720.51172S0 c-mooJ-754KB.440 0Q

37、2M4討0.00*77.930恥76-7.15060 011Q070皿財(cái)0I-75473.32fl恥-7317 790.00*77.930叫79-7.1355050 011M7a uwmoJ-7W570.741251 K0.006257790如77叭3Q PHW1-7BQ377.47阿禺碼1 WQM辭丁 7977-7.16S80E*&97&3g DWUQQJ1-75672.92QQTQi15599恢7619.31Q7B-7.11724E-a.9aai6ia OKHMIOO1-756676. IB6.b 3412.10Q.dCI76W.31機(jī)M7B-7.117246-0 弼|a tbrnadj?

38、736lWG.dOi5A2S.15Q.OCl7122.M0 Mn-7.031076-1.4S1749oomdd1774001.&1o.m104.72DM7122.90A.M?9-7.031079-1.4A1749a.omaaJ 7&15M.41価13745%o.aa21&S.45価B0思時(shí)ff-1.96S.132a.&maoI7盤殆6.&6o.如221.21儷21B5.45B-6.&107241.Sai32o.omciciJ-790796.19a.oo29備仙0.00-1087.88oaBl5.1337-61-4.I1&0076o.omoo1-S32S22.-I2a4Q38.ffi0.0016

39、9?B.5SBl5.13371-4.flfi0076o.&mooJ-S27303.3S0.0036S14.W0.00-11&B.64。如925.55207-3.B434100 cmooII117.25Q318700.17Q.00-11&B.640軀氐5.552076-3.B4J41&0 c-mooJ-324411.67fl 0Q1ST79240.00-S492.3S0卻S.W1&9-3 5W20g 爐 dwmI/2K46.3201K74 辱7o.aa-9492360 005.B1669-3 5W2Qq o-wmgJ-315270.03O0Q1A54Q IWD麗-14463 220 %4g期為-

40、3 22W540 MHMMKJ 81-&197Wi.75QOTT&7JI 97Q.OT-1446J.22B4fi.263323-3.2254a BtHMiaoJ-S1D915.93Q.CID944 99Q.aci-13673.27QWSS| .5359902.M7B37a omao1-31174*. 134血7S5.WQ.OCI-186?12?85）右牢卻射-2.A47837ci cmaoj樹(shù)曲SB.加O.DDD.dd/甜63.3G”前6.7519B2.2.427642d.c-mdo1 SCH 邑28.53&前220觸.祐DM話甜63.360J036).7519322 427642o.&mooJ 795402.010.00rlS3SSl.T7儷0871.500。由內(nèi)力圖可知，結(jié)構(gòu)所受彎矩為 70.42 kN -m，對(duì)應(yīng)軸力為601.46KN。6.IV級(jí)圍巖配筋計(jì)算整個(gè)斷面存在正負(fù)相反方向的彎矩，又彎矩較大，按偏心受壓對(duì)稱配筋和受彎構(gòu)件 配筋分別進(jìn)行計(jì)算。6.1偏心受壓對(duì)稱配筋根據(jù)Midas計(jì)算結(jié)果進(jìn)行結(jié)構(gòu)配筋計(jì)算，取彎70.42KN?m對(duì)應(yīng)軸力601