隧道工程課程設(shè)計(jì)(鐵路單洞雙線)

1、隧道工程課程設(shè)計(jì)姓名：專業(yè)班級(jí)：學(xué)號(hào)：指導(dǎo)老師：目錄TOC o 1-5 h z第一章工程概況11.1隧道概況11.2工程地質(zhì)及水文地質(zhì)11.2.1工程地質(zhì)11.2.2水文地質(zhì)1第二章隧道深淺埋判定及圍巖壓力的計(jì)算22.1深淺埋隧道的判定原則22.2圍巖壓力的計(jì)算方法2W級(jí)圍巖計(jì)算3W級(jí)圍巖深淺埋的判定3W級(jí)圍巖壓力的計(jì)算4V級(jí)圍巖的計(jì)算4V級(jí)圍巖深淺埋判定4V級(jí)圍巖壓力的計(jì)算4第三章襯砌內(nèi)力計(jì)算與檢算5Ansys的加載求解過(guò)程5襯砌結(jié)構(gòu)強(qiáng)度檢算原理5IV級(jí)圍巖襯砌內(nèi)力計(jì)算與強(qiáng)度檢算6V級(jí)圍巖襯砌內(nèi)力計(jì)算與強(qiáng)度檢算9第四章襯砌截面配筋計(jì)算19截面配筋原理19IV級(jí)圍巖配筋計(jì)算19V級(jí)圍巖配筋計(jì)算

2、20斷面1的配筋計(jì)算20斷面2的配筋計(jì)算21 第一章工程概況1.1隧道概況太中銀鐵路為客貨共線的雙線鐵路。線路上一共建有22座隧道，其中王家莊2號(hào)隧道位于王家莊東側(cè)，隧道進(jìn)口地勢(shì)較陡，此處巖石裸露，進(jìn)口前方為一沖溝，沖溝內(nèi)有水，地勢(shì)狹窄。出口坡度陡，為黃土覆蓋，并有大量植被，出口前方為一沖溝，溝內(nèi)地勢(shì)平緩溝內(nèi)經(jīng)過(guò)開采，原有地形已改變。隧道進(jìn)口里程DK194+082，出口里程DK194+450,全長(zhǎng)368m。隧道位于半徑為5000m曲線上，隧道內(nèi)坡度為7.5%o的下坡，最大埋深61.08m。隧道進(jìn)出線間距4.49m，DK194+340至出口線間距為4.40m。工程地質(zhì)及水文地質(zhì)1.2.1工程地質(zhì)

3、隧道洞身通過(guò)的地層為第四系中更新統(tǒng)洪積層老黃土，奧陶系下統(tǒng)灰白色石灰?guī)r。地層描述如下：老黃土：稍濕、堅(jiān)硬狀態(tài)，具垂直節(jié)理;奧陶系下統(tǒng)灰白色石灰?guī)r：強(qiáng)風(fēng)化弱風(fēng)化，節(jié)理發(fā)育，巖層產(chǎn)狀195Z15。分布里程、圍巖分級(jí)及巖土施工工程分級(jí)分布里程圍巖分級(jí)DK194+082DK194+299VDK194+299DK194+400WDK194+400DK194+450土壤最大凍結(jié)深度：1.04m。地震動(dòng)峰值加速度0.05g，地震基本烈度VI度。巖性巖土施工工程分級(jí)老黃土III石灰?guī)rW2V1.2.2水文地質(zhì)隧道洞體內(nèi)土石界面有地下水。第二章隧道深淺埋判定及圍巖壓力的計(jì)算2.1深淺埋隧道的判定原則深、淺埋隧道分

4、界深度至少應(yīng)大于坍方的平均高度且有一定余量。根據(jù)經(jīng)驗(yàn)，這個(gè)深度通常為22.5倍的坍方平均高度值，即：H=(22.5)hpq式中，H深淺埋隧道分界的深度；h等效荷載高度值q系數(shù)22.5在松軟的圍巖中取高限，在較堅(jiān)硬圍巖中取低限。當(dāng)隧道覆蓋層厚度hh時(shí)為超淺埋，hhH時(shí)為深埋。qqpp圍巖壓力的計(jì)算方法當(dāng)隧道埋深h小于或等于等效荷載高度h(即hh)時(shí)，為超淺埋隧道，圍巖壓qq力按全土柱計(jì)算。圍巖垂直均布?jí)毫椋簈=rh式中，r一圍巖容重，見表2-1；h一隧道埋置深度。圍巖水平均布?jí)毫按朗金公式計(jì)算(1)q+rHtan245oC2JI表2-1圍巖壓力相關(guān)計(jì)算參數(shù)圍巖級(jí)別容重r(kN/m3)彈性反力

5、系數(shù)K(MPa/m)巖體兩側(cè)摩擦系角9()計(jì)算摩擦角嘰()IV2023200500(0.70.9)05060V1720100200(0.50.7)d04050(2)當(dāng)隧道埋深h大于等效荷載高度hq且小于深淺埋分界深度(hhH)時(shí)，為深埋隧道，圍巖壓pp力按自然拱內(nèi)巖體重量計(jì)算：?jiǎn)尉€鐵路隧道按概率極限狀態(tài)設(shè)計(jì)時(shí)的垂直壓力為：q=rh=0.41x1.79sxrq單線、雙線及多線鐵路隧道按破壞階段設(shè)計(jì)時(shí)垂直壓力為：q=rh=0.45x2s-1xrwq式中，hq等效荷載高度值；qs圍巖級(jí)別，如級(jí)圍巖s=3；r圍巖的容重w寬度影響系數(shù)，其值為：w=1+i(B-5)其中，B坑道寬度；iB每增加1m時(shí)，圍巖

6、壓力的增減率(以B=5m為基準(zhǔn))，當(dāng)B5m時(shí)，取i=0.1。圍巖的水平均布?jí)毫按表2-2計(jì)算求得。表2-2圍巖水平均布?jí)毫鷰r級(jí)別IIIIIIIVVVI水平均布?jí)毫?v0.15q（0.150.3）q（0.300.5）q（0.51.0）q2.3IV級(jí)圍巖計(jì)算2.3.1V級(jí)圍巖深淺埋的判定偏于安全考慮，取隧道開挖最大輪廓尺寸進(jìn)行圍巖壓力的計(jì)算。開挖輪廓：B=13.44m，H=11.81m等效荷載高度：h=0.45x2s-1xw=0.45x2x1+0.1x(13.44-5)1=6.64m深淺埋分界深度：H=(2-2.5=(13.28-16.60)mpq由于圍巖為W級(jí)，極為軟弱破碎且節(jié)理發(fā)育，故深淺

7、埋分界深度取為H=2.5h=16.60m。pq由隧道縱斷面圖可知，W級(jí)圍巖中，隧道的最小埋深h=30.18mH=16.60m，故處于Pw級(jí)圍巖的隧道均為深埋隧道。 2 2.3.2IV級(jí)圍巖壓力的計(jì)算根據(jù)鐵路隧道設(shè)計(jì)規(guī)范推薦的方法：垂直均布松動(dòng)壓力：q=rh=22x0.45x23x1+0.1x(13.44-5力=146.05kN/m2q水平均布松動(dòng)壓力：e=0.2q=0.2x146.05=29.21kN/m22.4V級(jí)圍巖的計(jì)算2.4.1V級(jí)圍巖深淺埋判定隧道開挖最大輪廓尺寸：B=13.84m，H=12.42m等效荷載高度：h=0.45x2s-1xw二0.45x24x1+0.1x63.84513

8、.56mq深淺埋分界深度：H=(2-2.5孫=(27.12-33.99mpq由于圍巖為V級(jí)，巖體軟弱破碎、節(jié)理發(fā)育、強(qiáng)-弱風(fēng)化且含地下水，故取H=33.9m。由隧道縱斷面圖知，處于V級(jí)圍巖的隧道最小埋深0m,最最大埋深h=32.83mH=33.9m，故V級(jí)圍巖中的隧道可分為超淺埋和一般淺埋隧道。p2.4.2V級(jí)圍巖壓力的計(jì)算(1)對(duì)于埋深hh的超淺埋隧道，襯砌統(tǒng)一按超淺埋段隧道的最大埋深qh=h=13.56m處的圍巖壓力進(jìn)行設(shè)計(jì)和檢算。q超淺埋隧道垂直松動(dòng)壓力按全土柱計(jì)算：垂直均布松動(dòng)壓力：q=rh=18x13.56=244.08kN/m2水平松動(dòng)壓力：隧道頂部e=qtan2：450怛:=24

9、4.08xtan2f4504501(2丿L2丿=41.88kN/m2(0)2450I2丿隧道底部e=(q+rH)tan2t=044.08+18x12.42)xtan2450=80.23kN/m2對(duì)于埋深hhH的一般淺埋隧道，襯砌統(tǒng)一按照一般淺埋段隧道的最大埋深qph=32.83m處的圍巖壓力進(jìn)行設(shè)計(jì)和檢算。一般淺埋隧道圍巖壓力按謝家休公式計(jì)算：對(duì)于V級(jí)圍巖，計(jì)算摩擦角=450，6=0.6=270，則tan=1,tan6=0.510ian2+1人an00=1F=3.02000/、0tanp=tan+1”0*tantan60九=tanP-tan=。？?4tanP1+tanPGan-tan6)+ta

10、ntan600垂直均布松動(dòng)壓力：q=rhf1也叫=430.80kN/m2IB丿水平松動(dòng)壓力：隧道頂部：e=rhX=18x32.83x0.224=132.37kN/m21隧道底部：e=rHX=18x45.25x0.224=182.45kN/m2第三章襯砌內(nèi)力計(jì)算與檢算3.1Ansys的加載求解過(guò)程在襯砌內(nèi)力計(jì)算中，首先擬定襯砌結(jié)構(gòu)厚度及參數(shù)值，然后再Ansys程序中建立模型并添加約束，進(jìn)行加載，最后求得各單元內(nèi)力值。Ansys加載求襯砌內(nèi)力過(guò)程：（1）進(jìn)入前處理，定義單元類型、材料屬性、實(shí)常數(shù)。（2）建模：建立關(guān)鍵點(diǎn)，連接關(guān)鍵點(diǎn)生成二襯軸線（3）設(shè)置線單元屬性，劃分單元（4）施加水平、豎向彈簧支

11、撐（5）施加邊界條件（6）施加圍巖壓力，與重力加速度（7）求解（8）進(jìn)入后處理，定義軸力、彎矩單元表，顯示軸力、彎矩圖襯砌結(jié)構(gòu)強(qiáng)度檢算原理隧道襯砌為雙線復(fù)合襯砌，參照鐵路隧道設(shè)計(jì)規(guī)范按破損階段法及容許應(yīng)力法檢算隧道結(jié)構(gòu)截面。隧道結(jié)構(gòu)截面抗壓強(qiáng)度按下式計(jì)算：KNpaRbha式中，K安全系數(shù)，見表3-1；N軸向力（MN）；Ra混凝土或砌體的抗壓極限強(qiáng)度（Mpa）,見表3-2；p構(gòu)件縱向彎曲系數(shù)，對(duì)于隧道襯砌，可取p=1.0b截面寬度；h截面厚度；a軸向力偏心影響系數(shù)，查規(guī)范可得，計(jì)算公式如下：a=1.000+0.648（e/h）-12.569（e/h+15.444（e/且aO.2h時(shí)，由抗拉強(qiáng)度控

12、制承載能力，不必檢算抗壓。3.3IV級(jí)圍巖襯砌內(nèi)力計(jì)算與強(qiáng)度檢算IV級(jí)圍巖中的隧道都為深埋隧道，取如下斷面襯砌進(jìn)行強(qiáng)度的檢算。二巔初斛臥AR!俯期，期海潮.州圖3-1IV級(jí)圍巖隧道斷面襯砌圖表3-3斷面1的襯砌結(jié)構(gòu)及圍巖參數(shù)表 結(jié)構(gòu)及圍巖容重(kN/m3)彈性抗力系數(shù)(Mpa/m)彈性模量(Gpa)泊松比C25混凝土2329.50.2IV級(jí)圍巖22350利用ansys求解，得到襯砌的變形圖、彎矩圖及軸力圖如下:圖3-3IV級(jí)圍巖彎矩圖1 CINEETREES-.10?E4-D7-572.513-；55537：3-ulO3E-Kl7-913993-796754-73013-1-679514-56

13、2275圖3-4IV級(jí)圍巖軸力圖表3-4IV級(jí)圍巖所有點(diǎn)的內(nèi)力計(jì)算及強(qiáng)度檢算結(jié)果節(jié)點(diǎn)彎矩軸力高h(yuǎn)偏心距e0軸力偏心影響系數(shù)a抗壓抗裂強(qiáng)度檢算13.33E+03-5.62E+050.55.92E-031.00E+00121.35E+03-5.63E+050.52.40E-031.00E+0013-4.75E+03-5.64E+050.58.43E-031.00E+0014-1.52E+04-5.66E+050.52.69E-021.00E+0015-2.96E+04-5.71E+050.55.18E-029.49E-0116-4.53E+04-5.81E+050.57.80E-028.54E-0

14、117-5.62E+04-6.00E+050.59.37E-027.82E-0118-5.10E+04-6.33E+050.58.05E-028.43E-0119-1.29E+04-6.94E+050.51.86E-021.00E+001101.08E+04-7.67E+050.41.41E-021.00E+001112.97E+04-8.44E+050.43.52E-029.70E-011123.83E+04-9.09E+050.44.22E-029.47E-011132.73E+04-9.59E+050.42.85E-029.88E-011149.47E+03-1.00E+060.49.4

15、7E-031.00E+001153.16E+03-1.03E+060.43.07E-031.00E+001162.36E+03-1.05E+060.42.26E-031.00E+001172.31E+03-1.04E+060.42.21E-031.00E+001184.15E+02-1.04E+060.44.00E-041.00E+00119-4.09E+03-1.03E+060.43.96E-031.00E+00120-1.13E+04-1.03E+060.41.10E-021.00E+00121-1.98E+04-1.03E+060.41.93E-021.00E+00122-2.55E+0

16、4-1.03E+060.42.47E-029.96E-01123-2.10E+04-1.05E+060.42.00E-021.00E+001243.18E+03-1.09E+060.42.92E-031.00E+001 255.57E+04-1.06E+060.45.26E-029.03E-011268.08E+04-1.02E+060.47.89E-027.57E-011278.37E+04-9.86E+050.48.49E-027.19E-011287.00E+04-9.48E+050.47.39E-027.88E-013294.50E+04-9.11E+050.44.94E-029.17

17、E-011301.39E+04-8.78E+050.41.58E-021.00E+00131-1.87E+04-8.49E+050.42.20E-021.00E+00132-4.86E+04-8.27E+050.45.87E-028.73E-01133-7.24E+04-8.11E+050.48.93E-026.90E-01134-8.78E+04-8.03E+050.41.09E-015.53E-01335-9.30E+04-8.02E+050.41.16E-015.08E-01436-8.78E+04-8.10E+050.41.08E-015.60E-01437-7.24E+04-8.25

18、E+050.48.77E-027.00E-01438-4.86E+04-8.48E+050.45.73E-028.80E-01339-1.87E+04-8.76E+050.42.13E-021.00E+001401.39E+04-9.09E+050.41.53E-021.00E+001414.50E+04-9.45E+050.44.77E-029.25E-011427.00E+04-9.83E+050.47.13E-028.04E-011438.37E+04-1.02E+060.48.21E-027.37E-011448.08E+04-1.05E+060.47.66E-027.72E-0134

19、55.57E+04-1.09E+060.45.13E-029.09E-011463.18E+03-1.05E+060.43.04E-031.00E+00147-2.10E+04-1.03E+060.42.04E-021.00E+00148-2.55E+04-1.02E+060.42.49E-029.95E-01149-1.98E+04-1.02E+060.41.94E-021.00E+00150-1.13E+04-1.03E+060.41.10E-021.00E+00151-4.09E+03-1.03E+060.43.96E-031.00E+001524.15E+02-1.04E+060.44

20、.00E-041.00E+001532.31E+03-1.04E+060.42.22E-031.00E+001542.36E+03-1.02E+060.42.31E-031.00E+001553.16E+03-9.95E+050.43.18E-031.00E+001569.47E+03-9.54E+050.49.93E-031.00E+001572.73E+04-9.04E+050.43.02E-029.84E-011583.83E+04-8.40E+050.44.56E-029.33E-011592.97E+04-7.64E+050.43.89E-029.58E-011601.08E+04-

21、6.91E+050.51.57E-021.00E+00161-1.29E+04-6.31E+050.52.04E-021.00E+00162-5.10E+04-5.98E+050.58.53E-028.21E-01163-5.62E+04-5.79E+050.59.71E-027.65E-01164-4.53E+04-5.69E+050.57.96E-028.47E-01165-2.96E+04-5.65E+050.55.24E-029.48E-01166-1.52E+04-5.63E+050.52.71E-021.00E+00167-4.75E+03-5.62E+050.58.45E-031

22、.00E+001681.35E+03-5.62E+050.52.40E-031.00E+001強(qiáng)度驗(yàn)算：1抗壓合格2抗壓不合格3抗拉合格4抗拉不合格3.4V級(jí)圍巖襯砌內(nèi)力計(jì)算與強(qiáng)度檢算(1)超淺埋與一般淺埋分界里程處隧道斷面1的襯砌強(qiáng)度檢算圖3-5隧道斷面1襯砌圖圖3-6斷面1變形圖表3-5斷面1的襯砌結(jié)構(gòu)及圍巖參數(shù)表結(jié)構(gòu)及圍巖容重(kN/m3)彈性抗力系數(shù)(Mpa/m)彈性模量(Gpa)泊松比C30混凝土25310.2IV級(jí)圍巖22150利用ansys求解，得到襯砌的變形圖、彎矩圖及軸力圖如下:LINESTRESS3TEP=13UB-1TLME=LHINJniN=-Z66533ELEM-35

23、OAX=ZZ19DOELEM-27IiEC152口越Znj.55：27-Z66593-159031-4979-212301-103755479759073161GZQ1133-38221900圖3-7斷面1彎矩圖1LTNISTRESSANDEC15201321:01:133TEP-1sub-i-,174E+07-.leE+D?-.L5ZE+07-.160E-h-,1SE+O9-WE+07-.130E-hL23E+07-,11SE+O9圖3-8斷面1軸力圖表3-6V級(jí)圍巖斷面1所有點(diǎn)的內(nèi)力計(jì)算及強(qiáng)度檢算結(jié)果 節(jié)點(diǎn)彎矩軸力高h(yuǎn)偏心距e0軸力偏心影響系數(shù)a抗拉抗裂強(qiáng)度檢算1-6.45E+04-1.1

24、5E+060.65.59E-029.64E-0112-6.98E+04-1.15E+060.66.05E-029.53E-0113-8.47E+04-1.15E+060.67.35E-029.19E-0114-1.07E+05-1.15E+060.69.27E-028.57E-0115-1.32E+05-1.16E+060.61.14E-017.75E-0116-1.53E+05-1.17E+060.61.31E-017.02E-0137-1.62E+05-1.19E+060.61.37E-016.78E-0138-1.47E+05-1.22E+060.61.21E-017.46E-0139-

25、9.58E+04-1.27E+060.67.56E-029.13E-011107.01E+03-1.36E+060.65.15E-031.00E+001117.64E+04-1.46E+060.55.24E-029.48E-011121.23E+05-1.55E+060.57.93E-028.48E-011131.37E+05-1.63E+060.58.45E-028.25E-011141.06E+05-1.68E+060.56.35E-029.11E-011155.67E+04-1.71E+060.53.31E-029.92E-011162.21E+04-1.74E+060.51.27E-0

26、21.00E+00117-2.81E+03-1.75E+060.51.61E-031.00E+00118-2.22E+04-1.74E+060.51.27E-021.00E+00119-3.72E+04-1.74E+060.52.14E-021.00E+00120-4.59E+04-1.73E+060.52.65E-021.00E+00121-4.45E+04-1.73E+060.52.57E-021.00E+00122-2.75E+04-1.75E+060.51.57E-021.00E+001231.16E+04-1.78E+060.56.52E-031.00E+001247.83E+04-

27、1.82E+060.54.31E-029.72E-011251.75E+05-1.77E+060.59.89E-027.56E-011262.20E+05-1.71E+060.51.29E-015.98E-014272.22E+05-1.65E+060.51.35E-015.64E-014281.89E+05-1.58E+060.51.20E-016.45E-014291.32E+05-1.51E+060.58.73E-028.12E-011305.86E+04-1.44E+060.54.07E-029.78E-01131-2.10E+04-1.38E+060.51.52E-021.00E+0

28、0132-9.88E+04-1.33E+060.57.43E-028.70E-011 33-1.67E+05-1.29E+060.51.30E-015.91E-01434-2.21E+05-1.26E+060.51.75E-013.47E-01435-2.55E+05-1.25E+060.52.05E-012.18E-01436-2.67E+05-1.25E+060.52.14E-011.85E-01437-2.55E+05-1.26E+060.52.02E-012.27E-01438-2.21E+05-1.29E+060.51.72E-013.66E-01439-1.67E+05-1.33E

29、+060.51.26E-016.12E-01440-9.88E+04-1.38E+060.57.16E-028.80E-01141-2.10E+04-1.44E+060.51.46E-021.00E+001425.86E+04-1.50E+060.53.90E-029.81E-011431.32E+05-1.57E+060.58.38E-028.28E-011441.89E+05-1.64E+060.51.15E-016.70E-014452.22E+05-1.71E+060.51.30E-015.90E-014462.20E+05-1.76E+060.51.25E-016.19E-01447

30、1.75E+05-1.81E+060.59.67E-027.67E-011487.83E+04-1.77E+060.54.42E-029.70E-011491.16E+04-1.74E+060.56.65E-031.00E+00150-2.75E+04-1.73E+060.51.59E-021.00E+00151-4.45E+04-1.72E+060.52.58E-021.00E+00152-4.59E+04-1.73E+060.52.66E-021.00E+00153-3.72E+04-1.74E+060.52.14E-021.00E+00154-2.22E+04-1.74E+060.51.

31、27E-021.00E+00155-2.81E+03-1.73E+060.51.62E-031.00E+001562.21E+04-1.71E+060.51.29E-021.00E+001575.67E+04-1.67E+060.53.40E-029.91E-011581.06E+05-1.62E+060.56.57E-029.03E-011591.37E+05-1.55E+060.58.88E-028.05E-011601.23E+05-1.45E+060.58.47E-028.24E-011617.64E+04-1.36E+060.65.63E-029.63E-011627.01E+03-

32、1.26E+060.65.54E-031.00E+00163-9.58E+04-1.22E+060.67.88E-029.03E-01164-1.47E+05-1.18E+060.61.24E-017.31E-01365-1.62E+05-1.16E+060.61.39E-016.67E-01366-1.53E+05-1.16E+060.61.33E-016.96E-01367-1.32E+05-1.15E+060.61.14E-017.73E-01168-1.07E+05-1.15E+060.69.28E-028.57E-01169-8.47E+04-1.15E+060.67.35E-029

33、.19E-01170-6.98E+04-1.15E+060.66.05E-029.53E-011強(qiáng)度驗(yàn)算：1抗壓合格2抗壓不合格3抗拉合格4抗拉不合格(2)般淺埋段最大埋深里程處隧道斷面2的襯砌強(qiáng)度檢算JttF)IS115m.工興川*IIr11*iii圖3-9隧道斷面2襯砌圖利用ansys求解，得到襯砌的變形圖、彎矩圖及軸力圖如下：圖3-10斷面2襯砌變形圖LINESTH.ESSSTTP=1SOT；=1TIME-1MIMJHIM=-392689ELEM=35MAX=3322QELEW6DEC172013iqs24：57-392609-Z33595-74507B45B4243675-31313-

34、1540535030161293E3ZE0LINESTB.ES35TTP=LSUB=1TIHE-lWINJnn=-3D7E-HJ7ELEM=E4HAX,EDE+07ELEM=67圖3-11斷面2襯砌彎矩圖SEC17ZOL31424：3S-30TE+07-.2941+07-b26LE-KI7-.23SE+D7-.2151+07-.296E+07-.2T3E-+A7I-.E5QE-KI7-.227E+D7.204E+fl7圖3-12斷面2襯砌軸力圖表3-7V級(jí)圍巖斷面2所有點(diǎn)的內(nèi)力計(jì)算及強(qiáng)度檢算結(jié)果 節(jié)點(diǎn)彎矩軸力高h(yuǎn)偏心距e0軸力偏心影響系數(shù)a抗拉抗裂強(qiáng)度檢算1-1.10E+05-2.05E+06

35、0.65.36E-029.69E-0112-1.18E+05-2.05E+060.65.77E-029.60E-0113-1.42E+05-2.04E+060.66.95E-029.30E-0114-1.77E+05-2.04E+060.68.68E-028.77E-0115-2.16E+05-2.04E+060.61.06E-018.08E-0116-2.49E+05-2.05E+060.61.21E-017.45E-0137-2.61E+05-2.08E+060.61.25E-017.28E-0138-2.33E+05-2.13E+060.61.10E-017.93E-0119-1.46E

36、+05-2.20E+060.66.61E-029.40E-011102.57E+04-2.34E+060.61.10E-021.00E+001111.35E+05-2.49E+060.55.42E-029.42E-011122.06E+05-2.64E+060.57.80E-028.54E-011132.23E+05-2.75E+060.58.11E-028.40E-011141.68E+05-2.83E+060.55.94E-029.25E-011158.50E+04-2.89E+060.52.94E-029.98E-011162.96E+04-2.93E+060.51.01E-021.00

37、E+00117-7.98E+03-2.96E+060.52.70E-031.00E+00118-3.53E+04-2.95E+060.51.20E-021.00E+00119-5.54E+04-2.94E+060.51.88E-021.00E+00120-6.61E+04-2.94E+060.52.25E-021.00E+00121-6.22E+04-2.95E+060.52.11E-021.00E+00122-3.60E+04-2.97E+060.51.21E-021.00E+001232.16E+04-3.01E+060.57.18E-031.00E+001241.18E+05-3.07E

38、+060.53.85E-029.82E-011252.58E+05-3.00E+060.58.58E-028.19E-011263.22E+05-2.92E+060.51.10E-016.98E-014273.23E+05-2.83E+060.51.14E-016.76E-014282.75E+05-2.73E+060.51.01E-017.47E-014291.90E+05-2.63E+060.57.23E-028.77E-011308.30E+04-2.53E+060.53.27E-029.93E-01131-3.36E+04-2.45E+060.51.37E-021.00E+00132-

39、1.47E+05-2.37E+060.56.22E-029.16E-011 33-2.48E+05-2.31E+060.51.07E-017.13E-01434-3.26E+05-2.27E+060.51.44E-015.15E-01435-3.76E+05-2.25E+060.51.67E-013.89E-01436-3.93E+05-2.25E+060.51.75E-013.51E-01437-3.76E+05-2.27E+060.51.66E-013.97E-01438-3.26E+05-2.31E+060.51.41E-015.29E-01439-2.48E+05-2.37E+060.

40、51.05E-017.27E-01440-1.47E+05-2.44E+060.56.03E-029.22E-01141-3.36E+04-2.53E+060.51.33E-021.00E+001428.30E+04-2.63E+060.53.16E-029.95E-011431.90E+05-2.72E+060.56.98E-028.88E-011442.75E+05-2.82E+060.59.73E-027.64E-011453.23E+05-2.92E+060.51.11E-016.94E-014463.22E+05-3.00E+060.51.07E-017.13E-014472.58E

41、+05-3.06E+060.58.40E-028.27E-011481.18E+05-3.00E+060.53.94E-029.81E-011492.16E+04-2.96E+060.57.29E-031.00E+00150-3.60E+04-2.94E+060.51.22E-021.00E+00151-6.22E+04-2.93E+060.52.12E-021.00E+00152-6.61E+04-2.94E+060.52.25E-021.00E+00153-5.54E+04-2.94E+060.51.88E-021.00E+00154-3.53E+04-2.95E+060.51.19E-0

42、21.00E+00155-7.98E+03-2.93E+060.52.72E-031.00E+001562.96E+04-2.88E+060.51.03E-021.00E+001578.50E+04-2.82E+060.53.01E-029.97E-011581.68E+05-2.74E+060.56.13E-029.19E-011592.23E+05-2.63E+060.58.47E-028.24E-011602.06E+05-2.49E+060.58.26E-028.33E-011611.35E+05-2.34E+060.65.78E-029.60E-011622.57E+04-2.20E

43、+060.61.17E-021.00E+00163-1.46E+05-2.13E+060.66.84E-029.33E-01164-2.33E+05-2.08E+060.61.12E-017.83E-01165-2.61E+05-2.05E+060.61.27E-017.21E-01366-2.49E+05-2.04E+060.61.22E-017.42E-01367-2.16E+05-2.04E+060.61.06E-018.07E-01168-1.77E+05-2.04E+060.68.68E-028.77E-01169-1.42E+05-2.04E+060.66.94E-029.31E-

44、01170-1.18E+05-2.05E+060.65.77E-029.60E-011強(qiáng)度驗(yàn)算：1抗壓合格2抗壓不合格3抗拉合格4抗拉不合格KNRbx+R6A)wgggKNeRbXhx/2丿+RA(ha)w0gg0若x2a，則按下式計(jì)算:KNeRA(h-aJgg0第四章襯砌截面配筋計(jì)算4.1截面配筋原理參見鐵路隧道設(shè)計(jì)規(guī)范中對(duì)鋼筋混凝土矩形截面強(qiáng)度的計(jì)算公式，對(duì)檢算未通過(guò)截面進(jìn)行對(duì)稱配筋設(shè)計(jì)。對(duì)稱配筋時(shí)，A二A,a=a,x二-kN-ggRbw當(dāng)受壓區(qū)高度x2a，則按下式計(jì)算：其中，K安全系數(shù);Rw混凝土彎曲抗壓極限強(qiáng)度，Rw=1.25Ra按表采用；Rg鋼筋的抗拉或抗壓計(jì)算強(qiáng)度；OAg，A；受拉

45、和受壓區(qū)鋼筋的截面面積（m2）；OOa，a自鋼筋A(yù)或A的重心分別至截面最近邊緣的距離（m）；ggh截面高度（m）；h0一截面的有效高度（m），h0=h-a；x一混凝土受壓區(qū)高度（m）；b矩形截面的寬度或T形截面的肋寬（m）。（2）當(dāng)x0.55h時(shí)，為小偏心受壓構(gòu)件，遠(yuǎn)離縱向力一邊的鋼筋不屈服。0則矩形截面小偏心受壓構(gòu)件的鋼筋截面面積，可按下式計(jì)算：KNe0.5Rbh2+RA（ha）a0gg0當(dāng)軸向力N作用于鋼筋A(yù)與A的重心之間時(shí)，尚應(yīng)符合下列要求：KNe0.5Rbh2+RA（ha）a0gg04.2IV級(jí)圍巖配筋計(jì)算單元彎矩軸力高h(yuǎn)偏心距e0軸力偏心距影響系數(shù)a強(qiáng)度檢算35-9.30E+04-8

46、.02E+050.41.16E-015.08E-01不合格36-8.78E+04-8.10E+050.41.08E-015.60E-01不合格37-7.24E+04-8.25E+050.48.77E-027.00E-01不合格單元37配筋計(jì)算：矩形截面：bxh二1000mmx400mm，荷載產(chǎn)生的最大軸力設(shè)計(jì)值為：N=-825kN，對(duì)應(yīng)的彎矩值M=-72.4kN-m混凝土強(qiáng)度等級(jí)為C25,查表可知，R=19.0MPa,R=24.2MPa,R,=2.0MPa。aw1縱向受力鋼筋選用HRB335，查表可知，R=360MPag取a=a=50mm，則h=h一a=350mm。安全系數(shù)K=2.4，偏心距e

47、=87.7mm。00則：x=KN=82mm0.55h=192.5mm，故屬于大偏心受壓。Rb0w又x=82mm0.5%bh=2000mm2，故全部縱向鋼筋配筋率滿足要求。gg4.3V級(jí)圍巖配筋計(jì)算4.3.1斷面1的配筋計(jì)算單元彎矩軸力高h(yuǎn)偏心距e0軸力偏心影響系數(shù)a抗拉抗裂強(qiáng)度檢算262.20E+05-1.71E+060.51.29E-015.98E-01不合格272.22E+05-1.65E+060.51.35E-015.64E-01不合格281.89E+05-1.58E+060.51.20E-016.45E-01不合格33-1.67E+05-1.29E+060.51.30E-015.91E

48、-01不合格34-2.21E+05-1.26E+060.51.75E-013.47E-01不合格35-2.55E+05-1.25E+060.52.05E-012.18E-01不合格36-2.67E+05-1.25E+060.52.14E-011.85E-01不合格37-2.55E+05-1.26E+060.52.02E-012.27E-01不合格38-2.21E+05-1.29E+060.51.72E-013.66E-01不合格39-1.67E+05-1.33E+060.51.26E-016.12E-01不合格441.89E+05-1.64E+060.51.15E-016.70E-01不合格4

49、52.22E+05-1.71E+060.51.30E-015.90E-01不合格462.20E+05-1.76E+060.51.25E-016.19E-01不合格單元36配筋計(jì)算：矩形截面：bxh=1000mmx500mm，荷載產(chǎn)生的最大軸力設(shè)計(jì)值為：N=-1250kN，對(duì)應(yīng)的彎矩值M=267kN-m混凝土強(qiáng)度等級(jí)為C30，查表可知，R=22.5MPa,R=28.1MPa,R=2.2MPa縱向受力鋼筋選用HRB335，查表可知,R=360Mpa1g取a二a=50mm，則h=h一a=450mm。安全系數(shù)K=2.4，偏心距e=214mm。00則：x=KN=107mm0.55h=247.5mm，故屬于大偏心受壓。Rb0wx二107m