本文關(guān)鍵詞： 深埋富水 隧道 限量排水 滲流 外水壓力　出處：《西南交通大學(xué)》2015年碩士論文　論文類型：學(xué)位論文

【摘要】：隨著鐵路公路等基礎(chǔ)設(shè)施建設(shè)的主戰(zhàn)場向中西部轉(zhuǎn)移,中西部復(fù)雜的地理地貌,使整條線路中橋隧比例大幅攀升,修建的隧道也越來越長,其中穿越巖溶富水區(qū)遇到大涌水高水壓等地質(zhì)災(zāi)害問題極為普遍,對防排水的處理顯得越發(fā)重要。在以往大量的工程實(shí)踐中,為確保隧道結(jié)構(gòu)的安全,減小地下水對襯砌結(jié)構(gòu)的外水壓力,往往采取“以排為主”的排水原則處理,隨著時間的發(fā)展,這種大規(guī)模的排水處理,不僅浪費(fèi)水資源,打破隧道所穿越區(qū)域的水資源平衡,出現(xiàn)地下水位不同程度的降低,影響周圍居民的生產(chǎn)生活用水,“以堵為主,限量排水”的防排水原則呼聲越來越高,這就需要進(jìn)一步的完善限量排水技術(shù)。本文以中南部鐵路通道(運(yùn)煤專線)的控制性工程太行山隧道為依托,通過建立深埋富水隧道滲流模型,推導(dǎo)了外水壓力、涌水量、注漿圈滲透系數(shù)、注漿厚度、靜止水頭等眾多變量間的函數(shù)關(guān)系,同時結(jié)合太行山隧道水文地質(zhì)參數(shù)展開相關(guān)變量間關(guān)系討論,制定了限量排水措施的技術(shù)流程。并將研究成果運(yùn)用于太行山,從設(shè)計排水量,到通過ansys數(shù)值模擬得出結(jié)構(gòu)可接受的外水壓力,制定注漿圈的滲透系數(shù)參數(shù)和注漿圈厚度,并考慮運(yùn)營期耐久性的影響制定了抗水壓襯砌,完整展示了“限量排水”技術(shù)過程。通過實(shí)地對斷面結(jié)構(gòu)、外水壓力、以及涌水量的監(jiān)控量測,來檢驗原限量排水措施的效果,主要結(jié)論及成果如下：(1)研究涌水量與注漿圈關(guān)系發(fā)現(xiàn),注漿圈滲透系數(shù)越小,注漿圈厚度t越厚,隧道涌水量越小。所以可通過控制注漿圈的注漿厚度和滲透系數(shù)來達(dá)到控制涌水量的目的,但需結(jié)合具體工程的地質(zhì)參數(shù)制定注漿圈參數(shù)。以太行山隧道為例,注漿圈厚度t≥6m,增加注漿圈厚度來降低涌水量效果已不明顯；注漿圈厚度t≤3m時,降低注漿圈滲透系數(shù)對減小隧道涌水量效果顯著,但圍巖滲透系數(shù)與注漿圈滲透系數(shù)比n≥40時,想通過降低注漿圈滲透系數(shù)來減小涌水量效果也不明顯。所以注漿圈厚度和滲透系數(shù)存在一合理區(qū)間,同時得結(jié)合工程造價來考慮注漿參數(shù)變化。(2)研究外水壓力與注漿圈關(guān)系發(fā)現(xiàn),隧道排水能力一定的情況下,注漿圈滲透系數(shù)越小,注漿圈厚度t越厚,襯砌背后的外水壓力越小,所以帷幕注漿圈不僅可以起堵水作用,還可以降水壓。(3)在研究外水壓力與排水量關(guān)系時發(fā)現(xiàn),圍巖注漿圈的滲透系數(shù)一定時,襯砌外水壓力與排水量Q之間成線性關(guān)系,排水能力越強(qiáng),襯砌背后的外水壓力越小,當(dāng)排水量Q足夠大時,可以將襯砌背后積聚的水全部排出,使外水壓力降為0：當(dāng)排水量Q一定時,注漿圈滲透系數(shù)越小,襯砌外水壓力越小。但當(dāng)排水量Q為0時,即小設(shè)置排水系統(tǒng)時,無論注漿圈的滲透系數(shù)多小,襯砌背后水壓H1將達(dá)到原始的靜止水頭H,可見想通過注漿圈參數(shù)來調(diào)控襯砌外水壓力必須結(jié)合隧道排水,否則起不到降外水壓力作用。(4)考慮到在隧道生命周期,耐久性的影響,襯砌背后部分排水系統(tǒng)可能導(dǎo)致阻塞,從而積聚在襯砌背后的水無法完全排出而產(chǎn)生水壓。所以必須對排水系統(tǒng)部分失效加以考慮,設(shè)置抗水壓襯砌作為安全儲備。具體水壓荷載值的制定需結(jié)合斷面結(jié)構(gòu)。
[Abstract]:As the main battlefield of rail and road infrastructure construction to the Midwest, Midwest complex topography, the whole route bridge and tunnel construction of the tunnel proportion rose sharply, more and more long, which through the Karst Zone encountered serious water high water pressure and other geological disasters are extremely common, more important is to prevent drainage treatment. In the past a lot of engineering practice, in order to ensure the security of the tunnel structure, reduce the water pressure on the lining structure of the groundwater, they often take the principle of the drainage treatment to drainage ", with the development of time, this kind of large-scale water treatment, not only a waste of water resources, the balance of water resources to break through regional tunnel. There different underground water level decrease, affect the surrounding residents production and living water," block based, limited drainage and drainage principle is increasing, which needs to Perfect step limited drainage technology. This paper takes South Central Railway (coal line) the control project of Taihang Mountain tunnel for example, through the establishment of a deep buried tunnel in rich water seepage model, water inflow is external water pressure, grouting GROUTING thickness, permeability coefficient, static head and other function relationship between the variables, at the same time combined with the geological parameters of Taihang Mountain tunnel related variables between hydrological discussion, the establishment of technical process of limited drainage measures. The research results will be used in Taihang Mountain, from the design of the drainage volume, to get through the ANSYS numerical simulation structure acceptable water pressure, make the permeability coefficient and parameters of grouting circle thickness of grouting circle, and considering the effects of during the operation of the durability of the formulated lining against water pressure, complete show "limited drainage technology process. Through the field of the section structure, water pressure, and water inflow volume monitoring Test, to test the original limited drainage measures, the main conclusions are as follows: (1) study on the relationship between water and Chung grouting circle, the smaller the permeability of grouting circle, grouting circle thickness t the thickness of tunnel water inflow is small. So the Grouting grouting circle thickness control and penetration coefficient to achieve control of water inflow, it should be combined with the specific engineering geological parameters for grouting circle parameters. Taking Taihang Mountain tunnel as an example, grouting circle thickness t is larger than 6m, increasing the thickness of the grouting circle to reduce the inflow of water had no significant effect; grouting circle thickness t less than 3m, reduce the permeability of grouting circle to reduce tunnel water inflow the effect is significant, but the surrounding rock permeability coefficient and permeability coefficient of grouting circle than when n is greater than 40, to reduce the coefficient of permeability of grouting circle to reduce the water inflow effect is not obvious. So the grouting circle thickness and permeability coefficient has a reasonable interval, at the same time to work with To consider the cost of grouting parameters change. (2) found on the external water pressure and grouting, tunnel drainage capacity under certain conditions, the smaller the permeability of grouting circle, grouting circle thickness t more thick, behind the lining external water pressure is small, so the curtain grouting circle can not only play the role of water plugging, but also precipitation press. (3) found in the study of the relationship between water pressure and displacement, the permeability coefficient of surrounding rock grouting circle are given, the linear relationship between the water pressure of lining and displacement of Q, the drainage capacity of more strong, behind the lining external water pressure is small, when the displacement of Q is large enough, can be all behind the lining up the water is discharged, the external water pressure is reduced to 0 when the displacement of a certain Q, the smaller the permeability of grouting circle and lining external water pressure is small. But when the drainage amount of Q is 0, which is a small set of drainage systems, both the permeability of grouting circle with small, behind the lining water The pressure will reach H1 static head H original, visible to grouting circle parameters to control the external water pressure on the lining must be combined with the tunnel drainage, otherwise not to drop water pressure. (4) considering the life cycle in the tunnel, influence the durability of lining part of drainage system can cause obstruction, which accumulate in the lining behind the water can not be discharged completely and cause pressure. So it must be taken into account for the drainage system failure, setting lining against water pressure as a safety margin. The specific load value formulation should be combined with the section structure.

【學(xué)位授予單位】：西南交通大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2015
【分類號】：U453.6

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本文編號：1450645