【摘要】：分岔隧道通常由大跨段、連拱段和小凈距段組成,其結(jié)構(gòu)型式和圍巖應力分布較為復雜,是設計和施工的重難點工程,在地震中易發(fā)生嚴重的震害。因此,研究高烈度地震區(qū)分岔隧道的地震動力響應及其抗減震措施具有重要的工程價值和意義。本文以成蘭鐵路楊家坪隧道單雙線分岔過渡段為工程背景,通過數(shù)值計算研究了該分岔隧道的地震動力響應,并對其抗減震措施進行了研究,提出了適合該工程的抗減震措施。本文的主要工作和研究成果如下:(1)通過數(shù)值計算對比分析了有無中隔墻兩種工況下分岔隧道的中隔墻和中巖柱的地震動力響應的差異,研究表明:連拱隧道中隔墻所受拉應力峰值和壓應力峰值均比小凈距隧道中巖柱大,中隔墻所受切應力較中巖柱大;隨著中巖柱寬度的增大,壓應力的最大值由中巖柱邊角位置逐漸轉(zhuǎn)移到中巖柱的中心位置,推薦采用有中隔墻的方案。(2)建立楊家坪隧道單雙線分岔過渡段三維數(shù)值模型,研究其地震動力響應,研究表明:各隧道拱頂與仰拱的水平相對位移較大;各隧道的對角線相對變形在分岔口、連拱段和小凈距段過渡時有明顯突變;大拱段和雙洞單線段的縱向相對位移變形較小;擋頭墻的變形較大,易發(fā)生震害;中隔墻與中巖柱過渡段靠近中巖柱一側(cè)拱肩和拱腳處內(nèi)力峰值存在較大突變;連拱段和小凈距段左、右拱腳和拱腰處襯砌結(jié)構(gòu)受力較大;擋頭墻處拱腳和拱腰位置的內(nèi)力相對較大,是抗震的薄弱部位。(3)研究了注漿范圍、擋頭墻參數(shù)和減震縫參數(shù)三種措施的抗減震效果。研究表明:注漿范圍越大,結(jié)構(gòu)內(nèi)力和位移越小,注漿范圍取擋頭墻前后4m效果最好;擋頭墻材料剛度越小,結(jié)構(gòu)內(nèi)力越小;設置減震縫能使其周邊一定范圍的結(jié)構(gòu)內(nèi)力得到顯著的降低,對于較遠處位置的襯砌結(jié)構(gòu)的內(nèi)力則影響不大(4)隧道拱腳位置,特別是靠近中隔墻和中巖柱一側(cè)的拱腳部位是抗震的薄弱部位。
[Abstract]:Bifurcation tunnel is usually composed of long span section, multi arch section and small net distance section. Its structure type and stress distribution of surrounding rock are more complex, which is the most difficult engineering in design and construction, and it is easy to occur serious earthquake damage in earthquake. Therefore, it is of great engineering value and significance to study the seismic dynamic response of the bifurcation tunnel in the high intensity seismic area and the measures to resist and reduce the earthquake. In this paper, taking the transition section of Yangjiaping tunnel of Cheng-lan railway as the engineering background, the seismic dynamic response of the bifurcation tunnel is studied by numerical calculation, and the measures to resist and reduce the earthquake are studied, and the anti-seismic measures suitable for the project are put forward. The main work and research results of this paper are as follows: (1) the difference of seismic dynamic response between middle partition wall and middle rock column of bifurcation tunnel under two working conditions is analyzed by numerical calculation. The results show that the peak values of tensile stress and compressive stress in the middle wall of the multi-arch tunnel are larger than those in the middle rock column of the tunnel with small net distance, and the shear stress of the middle partition wall is larger than that of the medium rock column, and with the increase of the width of the middle rock column, the shear stress of the middle wall is larger than that of the middle rock column. The maximum compressive stress is gradually transferred from the edge corner position of the middle rock column to the center position of the middle rock column. It is recommended to adopt the scheme with a middle partition wall. (2) the 3-D numerical model of the transition section of Yangjiaping Tunnel with single and double lines bifurcation is established and its seismic dynamic response is studied. The results show that the horizontal relative displacement of the arch roof and inverted arch of each tunnel is large, the relative deformation of diagonal line of each tunnel has obvious abrupt changes during the transition of bifurcation, multi-arch and small net distance, the longitudinal relative displacement of large arch and double-hole single line is small, and the relative deformation of the diagonal line of each tunnel is relatively small during the transition of bifurcation, multi-arch and small net distance. The deformation of the retaining head wall is large, which is prone to earthquake damage, the peak value of internal force near the side arch shoulder and arch foot of the middle rock column in the transitional section of the middle partition wall and the middle rock column is abrupt, and the lining structure at the left, right arch foot and arch waist of the continuous arch section and the small net distance section is subjected to more stress. The internal force of arch foot and arch waist at the head wall is relatively large, which is the weak part of earthquake resistance. (3) the anti-seismic effect of grouting range, retaining wall parameter and damping joint parameter are studied. The results show that the larger the grouting range is, the smaller the internal force and displacement of the structure are, the better the effect is before and after taking the retaining head wall in the grouting range, the smaller the material stiffness of the retaining head wall is, the smaller the internal force of the structure is. The internal force of the structure in a certain range around it can be significantly reduced by setting the damping joint, but the internal force of the lining structure in the farther position has little effect (4) on the position of the arch foot of the tunnel. Especially the arch foot near the middle wall and the middle rock column is the weak part of earthquake resistance.
【學位授予單位】：西南交通大學
【學位級別】：碩士
【學位授予年份】：2017
【分類號】：U459.1

【參考文獻】

相關期刊論文 前10條

1 鮑艷;李文輝;安軍海;李曉霖;;近接長距離并行地鐵隧道的地震響應特性[J];黑龍江科技大學學報;2016年02期

2 馬殷軍;;小凈距空間交叉隧道地震響應分析[J];蘭州交通大學學報;2015年03期

3 申玉生;鄒成路;靳宗振;王京偉;;穿越軟硬交界面隧道結(jié)構(gòu)動力響應特性研究[J];現(xiàn)代隧道技術;2015年03期

4 馬建;孫守增;趙文義;王磊;馬勇;劉輝;張偉偉;陳紅燕;陳磊;魏雅雯;葉飛;;中國隧道工程學術研究綜述·2015[J];中國公路學報;2015年05期

5 朱愛山;;基于S.M.F的小凈距公路隧道抗震性能分析[J];西部探礦工程;2014年09期

6 李靜;;不同偏壓狀態(tài)下淺埋連拱隧道地震動力響應分析[J];湖南交通科技;2013年03期

7 任輝龍;段群苗;蔡永昌;;淺埋連拱隧道爆破的數(shù)值模擬[J];爆破;2012年04期

8 黃娟;彭立敏;雷明鋒;施成華;趙丹;;淺埋小凈距偏壓隧道地震響應特性與承載力安全分析[J];鐵道科學與工程學報;2012年04期

9 周佳媚;袁松;高波;;小凈距隧道地震動力響應下的圍巖應力場[J];公路交通科技;2012年02期

10 畢強;吳金剛;;大跨分岔式隧道結(jié)構(gòu)設計關鍵技術研究[J];隧道建設;2011年06期

相關會議論文 前1條

1 靳曉光;熊亮;;大跨度連拱隧道支護結(jié)構(gòu)地震穩(wěn)定性分析[A];第三屆全國巖土與工程學術大會論文集[C];2009年

相關博士學位論文 前3條

1 趙冬冬;城市地鐵地下結(jié)構(gòu)地震反應的試驗研究與數(shù)值模擬[D];清華大學;2013年

2 徐沖;分岔隧道設計施工優(yōu)化與穩(wěn)定性評價[D];北京交通大學;2011年

3 王崢崢;跨斷層隧道結(jié)構(gòu)非線性地震損傷反應分析[D];西南交通大學;2009年

相關碩士學位論文 前10條

1 陳威;高速公路小凈距隧道爆破震害控制技術研究[D];華東交通大學;2016年

2 王勇;淺埋雙洞隧道地震響應規(guī)律研究[D];中國石油大學（華東）;2013年

3 黃宇;劉家灣連拱隧道地震響應分析及抗震研究[D];長沙理工大學;2013年

4 汪仁義;雙圓小凈距隧道地震動響應研究[D];湖南大學;2012年

5 鄭清;山嶺隧道震害分析及洞口段地震動力響應研究[D];西南交通大學;2010年

6 賀喜;小凈距隧道動力響應特性分析[D];重慶大學;2009年

7 王正松;雙連拱隧道洞口段地震動力響應及減震措施研究[D];西南交通大學;2008年

8 袁松;地震動力響應下公路隧道合理凈距的研究[D];西南交通大學;2008年

9 凌燕婷;公路連拱隧道與小凈距隧道地震動力響應對比研究[D];西南交通大學;2009年

10 王義軍;國道318線黃草坪隧道地震動力響應及減震措施研究[D];成都理工大學;2005年

，

本文編號：2241703