本文選題：涌水突泥段 + 監(jiān)控量測(cè)��； 參考：《長(zhǎng)安大學(xué)》2014年碩士論文

【摘要】：隨著我國(guó)公路交通業(yè)的快速發(fā)展，興建的道路越來(lái)越多，，而在山區(qū)，隧道成了很多設(shè)計(jì)者的首選，但是復(fù)雜地質(zhì)條件給隧道的設(shè)計(jì)施工帶來(lái)了很多困難一些隧道處于斷層破碎帶，巖體的承載能力低，穩(wěn)定性差，加之有地下水等匯集，很容易發(fā)生涌水突泥塌方等災(zāi)害，不同程度的影響工程進(jìn)度，嚴(yán)重的造成施工安全，不但當(dāng)前工程質(zhì)量不能保證，甚至對(duì)后期的運(yùn)營(yíng)產(chǎn)生造成影響因此對(duì)涌水突泥等不良地質(zhì)段隧道結(jié)構(gòu)受力與變形進(jìn)行研究是有必要的 本文以岑（溪）水（汶）高速嶺腳隧道為依托，對(duì)其涌水突泥段圍巖結(jié)構(gòu)的受力與變形特性進(jìn)行分析研究，最后結(jié)合測(cè)試值計(jì)算值與材料的設(shè)計(jì)值進(jìn)行對(duì)比來(lái)評(píng)價(jià)隧道圍巖以及支護(hù)結(jié)構(gòu)的安全性 首先，對(duì)涌水突泥段工程概況和處治措施進(jìn)行介紹，對(duì)隧道結(jié)構(gòu)的位移受力進(jìn)行了現(xiàn)場(chǎng)測(cè)試：選取涌水突泥段典型斷面埋設(shè)壓力盒表面應(yīng)變計(jì)混凝土應(yīng)變計(jì)和鋼筋計(jì)等測(cè)試元件，量測(cè)內(nèi)容包括拱頂下沉周邊收斂，圍巖壓力鋼架應(yīng)力錨桿應(yīng)力初期支護(hù)與二次襯砌間的接觸壓力二次襯砌應(yīng)力等通過(guò)對(duì)測(cè)試數(shù)據(jù)的分析，得出圍巖支護(hù)系統(tǒng)的受力與變形特性，計(jì)算初期支護(hù)和二次襯砌的荷載分擔(dān)比 其次，利用MIDAS/GTS有限元分析軟件進(jìn)行三維數(shù)值模擬計(jì)算，從理論上分析初期支護(hù)結(jié)構(gòu)的受力及變形，并且通過(guò)現(xiàn)場(chǎng)監(jiān)控量測(cè)數(shù)據(jù)同數(shù)值模擬的計(jì)算結(jié)果進(jìn)行對(duì)比分析論證 最后，對(duì)隧道支護(hù)結(jié)構(gòu)進(jìn)行安全性評(píng)價(jià) 監(jiān)測(cè)及計(jì)算結(jié)果表明，嶺腳隧道涌水突泥段采用的處理措施滿足隧道施工要求，該區(qū)域拱頂下沉及周邊收斂在合理范圍內(nèi)，初期支護(hù)和二次襯砌各部位受力良好，材料未破壞，整個(gè)結(jié)構(gòu)安全可靠
[Abstract]:With the rapid development of highway transportation industry in China, more and more roads are being built, and in mountainous areas, tunnels have become the first choice for many designers. But the complex geological conditions bring many difficulties to the design and construction of the tunnel. Some tunnels are in the fault broken zone, the bearing capacity of the rock mass is low, the stability is poor, and there is groundwater gathering, so it is easy to happen the disasters such as water gushing, mud inrush and collapse, etc. Affecting the progress of the project to varying degrees, causing serious construction safety, not only cannot the quality of the current project be guaranteed, So it is necessary to study the stress and deformation of tunnel structure in bad geological section, such as water gushing and mud outburst. Based on Cen (Xi) water (Wen) high speed Lingqiao tunnel, this paper analyzes and studies the stress and deformation characteristics of surrounding rock structure of water gushing mud section. Finally, the safety of surrounding rock and supporting structure of tunnel is evaluated by comparing the calculated value of test value with the design value of material. First of all, the general situation and treatment measures of water gushing mud section are introduced. The displacement force of tunnel structure is tested on the spot: the pressure box surface strain gauge, concrete strain gauge and steel bar gauge are embedded in typical sections of water gushing mud section. The measuring contents include the convergence of the circumference of the dome subsidence. Contact pressure secondary lining stress between initial stress support and secondary lining of surrounding rock pressure steel frame the stress and deformation characteristics of surrounding rock support system are obtained through analysis of test data. Calculation of load-sharing ratio for primary support and secondary lining Secondly, the three-dimensional numerical simulation is carried out by using MIDAS/GTS finite element analysis software, and the stress and deformation of the initial supporting structure are analyzed theoretically, and the results of field monitoring and measurement are compared with the results of numerical simulation. Finally, the safety evaluation of tunnel support structure is carried out. The results of monitoring and calculation show that the treatment measures adopted in the water gushing and mud-bursting section of Lingjiao tunnel meet the requirements of tunnel construction, the dome subsidence and circumference converge within a reasonable range, the initial support and secondary lining are well loaded, and the materials are not destroyed. The whole structure is safe and reliable
【學(xué)位授予單位】：長(zhǎng)安大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2014
【分類號(hào)】：U452.1

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