土木工程外文翻譯---在不良地質(zhì)條件下的隧道掘進

1、<p>　　西 南 交 通 大 學(xué)</p><p><b>　　本科畢業(yè)設(shè)計</b></p><p><b>　　外文翻譯</b></p><p><b>　　年 級: </b></p><p><b>　　學(xué) 號: </b><

2、/p><p><b>　　姓 名: </b></p><p><b>　　專 業(yè): </b></p><p><b>　　指導(dǎo)老師: </b></p><p><b>　　2012 年 6月</b></p><p>　　TB

3、M TUNNELLING IN DIFFICULT GROUND CONDITION</p><p>　　Giovanni Barla and Sebastiano Pelizza</p><p><b>　　ABSTRACT</b></p><p>　　This paper is to discuss TBM tunneling i

4、n difficult ground conditions, when problems are met which may reduce dramatically the average progress rates and practical consequences may be such as to pose serious questions on the use of mechanized TBM tunnelling ve

5、rsus drill blast and other so-called traditional excavation methods. Following a few remarks on rock TBM tunnelling in relation to the selection and dimensioning of the machine, the attention is posed on the limiting geo

6、logical conditions w</p><p>　　INTRODUCTION </p><p>　　TBM excavation represent a big investment in an unflexible but potentially very fast method of excavating and supporting a rock tunnel (Barto

7、n, 1996). When unfavorable conditions are encountered without warning, time schedule and practical consequences are often far greater in a TBM driven tunnel than in a drill and blast tunnel. </p><p>　　The un

8、favorable conditions can be produced by either a rock mass of very poor quality causing instability of the tunnel or a rock mass of very quality (i.e. strong and massive rock mass) determining very low penetration rates.

9、 However, it is to be observed that when using the full face mechanized excavation method, the influence of the rock mass quality on the machine performance has not an absolute value: the influence is in fact to be refer

10、red to both the TBM type used and the tunnel diameter.</p><p>　　Right from the beginning of its earliest applications, the use of full face mechanized excavation was to overcome the limits imposed by local g

11、eology, the economic challenges and schedule competitions of the drill and blast method and other so-called traditional excavation methods. A prominent example is given by the recent (from 1995 to 2000) construction of t

12、he one tube 24.5 km long Laerdal Tunnel in Norway, the world’s longest road tunnel. </p><p>　　The 100m*m cross section tunnel is being excavation in a Precambrian gneiss, a very good and stable rock mass: th

13、e supports are on average only 7-8 rock bolts plus a 7cm thick shotcrete lining per meter of tunnel. The excavation is carried out by the drill and blast method, which been evaluated to be less expensive and more reliabl

14、e than the ;use of alarge diameter TBM. The average progress rate is 4.8 – 5.0 km per year with two faces, against the 2.3-4.8 km per year, estimated for a large –diam</p><p>　　With this background in mind,

15、this paper is intended to address the problem of TBM tunnelling in difficult ground conditions. Based on a few selected case examples, the discussion is centered upon the relatively more important or difficult ground con

16、ditions which can be listed as follows: borability limits; instability of excavation walls; instability of excavation face; faut zones; squeezing. </p><p>　　ROCK TBM TUNNELLING</p><p>　　The prac

17、tically infinity number of combinations rock, soil and environmental conditions which may be encountered during tunnel excavation has determined a great difference in the types and characteristics of the available TBM’s

18、. There are many different schemes for the classification of tunnelling machines. For the example the AITES/ITA Working Group No.14 (Mechnisation of Excavation ) is currently working on the definition of an international

19、ly acceptable classification of TBM’s with the purpo</p><p>　　Rock tunnelling machine can be grouped in to three main categories (Table2): Unshielded TBM (i.e. Open TBM), Single Shielded TBM which is the way

20、 of creating new types of TBM’s that are suitable for application over a wider range of geological conditions, even though the distinction between TBM for rock and TBM for soft ground remains. </p><p>　　From

21、 the point of view of rock TBM dimensioning, it is necessary to point out that, although TBM’s of more than 10 m in excavation diameter have been constructed, it is always advisable to try to limit the maximum size of th

22、e tunnel and therefore that of the TBM.</p><p>　　As easily perceived, the reasons for limiting the tunnel diameter are: </p><p>　　the potential of a TBM in hard rock decreases with in increasing

23、 diameter (Kovari et al., 1993; Bruland. 1998); </p><p>　　There are technological limits for the maximum dimensions of some major TBM components, for example, the bearing and the head; </p><p>　

24、　The intensities of both the instability phenomena and the induced convergence also increase with increasing diameter of the excavation (Tseng et al., 1998; Barla G. and Barla M., 1998). </p><p>　　There alre

25、ady exists a positive and consolidated experience in the use of TBM’s in rocks of different qualities and strengths for excavation diameters up to 12-12.5 m.. Beyond 13.5-14 m excavation diameter, the present technology

26、is probably not up to the level of guaranteeing a good performance of TBM’s in hard rook. Designers should take into account these limits during the tunnel design phase, making use whenever possible of the advantages off

27、ered by the reduced sections of the tunnel or even</p><p>　　A great help in the use of TBM’s could possibly be achieved through the standardization of the section types for road, motorway, and railway tunnel

28、s. The could favour the re-use of homogeneous construction works, in addition to gaining considerable advantages in construction times and costs. As well known, the value of the TBM, in terms of direct project costs, is

29、rekatively insignificant. Failure to achieve the desired results and maintain the time schedule, however, significantly affects the p</p><p>　　On the basis of the above considerations and recent and past exp

30、erience, it is possible to establish the following points regarding the selection of the type of TBM: </p><p>　　- TBM the shielded TBM’s have a wider range of application than the open TBM’s; </p>&l

31、t;p>　　this difference in the range of application increases with in creasing diameter of excavation; </p><p>　　open TBM’s with a double system of grippers are more sensitive to unstable ground than shield

32、 s with only system of grippers; </p><p>　　the wider or narrower range of application of a single shielded TBM, with respect to the double shielded one, depends on the design and dimensioning of the TBM and

33、on the type of limiting situations to be faced, rather than the TBM type; </p><p>　　the choice between a single shielded and a double shielded TBM depends on the design of the tunnel section and whether it i

34、s necessary to install a precast lining along the entire length of the tunnel to be constructed. </p><p>　　It should be recalled that in a tunnelling project there are other problems which need to be solved

35、in addition to the technical ones, i.e.: </p><p>　　one should be reminded that today there are TBM’s which can reduce significantly the number of geological situations which cause important problems to face

36、advance assuming that these that these TBM’s are correctly designed and utilized; </p><p>　　there still exist some limiting situations which can only be overcome by special interventions with unavoidable con

37、sequences on the construction time and cost of the project;</p><p>　　the use of mixed shields is not a solution for overcoming the limits of TBM application in rock, except for some very special cases; in th

38、e design of TBM’s for rock and in the definition of special interventions for application to a given situation; </p><p>　　the importance of the contractor’s expertise and, above all, the personnel director a

39、nd technical staff on set, is often not given the right attention, while in reality it plays a primary role in the functioning of a TBM, particularly under limiting condition; </p><p>　　the time and cost for

40、 overcoming limiting conditions, in a tunnelling project acquired through a competitive bidding, should be supported by the client. He is to account for adequate margins in programming and budgeting whenever a tunnel is

41、to be excavated in difficult ground conditions, according to a risk a assessement evaluation; this point is valid also for tunnelling projects to be construct by the drill and blast method.</p><p>　　Given th

42、at a TBM capable of advancing under whatever geological condition does not the type of the TBM used, and the design and special construction characteristics the TBM adopted.In fact, it is not sufficient to just order fro

43、m a qualified manufacturer a particular type of TBM; instead, a continuous collaboration and control of all design and construction details are essential by its intended user, the contractor. The is particularly true as

44、far as there are still no “Accepted Standards” for t</p><p>　　the design and manufacturing of TBM’s is a continuous, technologically innovative process, TBM </p><p>　　each tunnelling project ha

45、s its own characteristics and each specialistic contractor has own traditions and opinions. </p><p>　　在不良地質(zhì)條件下的隧道掘進</p><p><b>　　摘要</b></p><p>　　本篇論文所探討的內(nèi)容是：在遇到嚴(yán)重減小掘進速度的不

46、良地質(zhì)條件下的隧道開挖，并提出采用ＴＢＭ，鉆爆法和其他所謂的傳統(tǒng)開挖方法進行隧道掘進時所能遇到的問題。下面是由ＴＢＭ進行掘進的有關(guān)機器選型和尺寸的說明，關(guān)注于使用ＴＢＭ進行掘進的地質(zhì)條件的限制及地質(zhì)和地質(zhì)觀測的重要性，所以，要恰當(dāng)理解隧道沿線的圍巖狀況。討論集中于相對重要或不良地質(zhì)狀況的圍巖，其中包括可挖性限制，開挖洞壁的不穩(wěn)定性，開挖掌子面的不穩(wěn)定性，斷層和擠壓巖況。利用其他作者之言并基于工程經(jīng)驗，通過實例闡述觀點，借此機會強調(diào)面臨的

47、特殊困難并給出建議。</p><p><b>　　引言</b></p><p>　　TBM開挖不僅意味著巨額投資，而且可以進行快速開挖和支護 (Barton, 1996)．在無預(yù)警的情況下遇到不良地質(zhì)條件，從時間和實際產(chǎn)生的結(jié)果來講采用TBM 方法進行隧道掘進遠遠比采用鉆爆法快得多。</p><p>　　在不良地質(zhì)條件下往往產(chǎn)生大量的弱質(zhì)巖石，

48、這樣會使隧道處于不穩(wěn)定狀態(tài)，或者產(chǎn)生大量的硬巖，會降低掘進速度。然而，據(jù)觀測，采取全斷面機械開挖方法，巖石狀況不會影響機械運行的絕對值：實際的影響因素參考TBM類型和隧道直徑。</p><p>　　僅從該方法使用之初，全斷面機械開挖方法就要克服了地質(zhì)條件的限制，鉆爆法和其他傳統(tǒng)的開挖方法在經(jīng)濟方面的挑戰(zhàn)和施工時間上的競爭。典型的例子就是最近（１９９５－２０００）在挪威施工的長為24.5 kmLaerdal隧道，該

49、隧道為目前為止世界上最長的公路隧道。</p><p>　　開挖橫斷面100m*m，地質(zhì)年代為前寒武紀(jì)，片麻巖，巖石穩(wěn)定：每米隧道平均打７－８個錨桿進行支護，外加7cm厚的噴混襯砌。使用鉆爆法比使用大直徑的ＴＢＭ方法進行開挖花費少，而且更可靠。從兩面同時進行每年的平均速度是 4.8 – 5.0 km而大直徑的ＴＢＭ估計每年速度為 2.3-4.8 km (Kovari et al., 1993)。</p>

50、<p>　　了解此情況后，該論文試圖解釋在不良地質(zhì)條件下使用TBM進行隧道掘進所遇到的問題?；谒x的幾例情況，該討論聚焦于相對重要和困難的地質(zhì)情況：可挖性的限制，開挖洞壁的不穩(wěn)定性，開挖掌子面的不穩(wěn)定性，斷層，擠壓狀態(tài)。</p><p><b>　　硬巖ＴＢＭ隧道掘進</b></p><p>　　在隧道進行開挖過程中，所面對的巖石，土壤和環(huán)境條件等一系

51、列實際問題決定了所使用的ＴＢＭ類型和特征的不同。隧道掘進機有很多不同類別。如AITES/ITA No.14 （開挖機械）目前被認(rèn)定為國際上可接受的TBM類別，該名稱用于確定術(shù)語，該術(shù)語是適合選擇的機器的意思（表1）。</p><p>　　硬巖掘進機主要分為三類（表２）：無護盾TBM（例如：敞開式TBM），單護盾式TBM，該種為創(chuàng)新型的TBM，即便存在硬巖式和軟巖式TBM，該鐘卻適用于多種類型地質(zhì)條件。</p

52、><p>　　就TBM的尺寸來說，有必要指出一點，雖然已經(jīng)采用TBM開挖過10米以上洞徑的隧道，但限定洞徑及TBM的直徑仍是明智之舉。</p><p>　　顯而易見，洞徑受限的原因如下：</p><p>　　隨著洞徑增大，TBM在硬巖掘進方面的潛力減弱；</p><p>　　大尺寸的TBM主要部件受技術(shù)條件的限制，例如，軸承和刀盤；</p&

53、gt;<p>　　隨著開挖直徑的擴大，不穩(wěn)定現(xiàn)象的強烈程度也會隨之增強。</p><p>　　在開挖直徑達到12-12.5 m的情況下，在不同質(zhì)量和強度的巖石條件下，還是有純熟經(jīng)驗運用TBM進行開挖。然而對于超過13.5-14 m的開挖直徑，就目前的技術(shù)而言，可能還達不到完滿實現(xiàn)運用TBM進行硬巖開挖的水平。在隧道進行設(shè)計的階段，設(shè)計者應(yīng)該考慮到這些限制條件，利用各種有利條件，減小隧道斷面，甚至還要

54、考慮與其他隧道開挖平行進行。特別是對于高速公路隧道而言，在某些情況下，為分流交通，最好采用三條隧道，每條隧道有兩條車道，而不是采用兩條隧道，每條隧道有三條車道。對于鐵路隧道，最好采用相對小的兩條單軌隧道，而不是采用大的雙軌隧道。</p><p>　　通過公路，高速公路和鐵路的標(biāo)準(zhǔn)化改造，可充分發(fā)揮使用TBM的優(yōu)勢。使用TBM進行施工不僅機械可以再次應(yīng)用于其他相同性質(zhì)的施工條件，而且在施工時間和成本上也有巨大優(yōu)勢。

55、眾所周知，ＴＢＭ的價格，直接施工的成本相對來說都比較大。如果達不到預(yù)期的目的，沒有按照原計劃時間完成，就會極大地影響施工。所以，一開始盡可能使用與ＴＢＭ有關(guān)各方面最好的設(shè)備及服務(wù)很重要?？偟膩碚f，最可靠的機器就是能被分解成盡可能少的部件的簡單機器(Foster, 1997). 事實上，基于經(jīng)驗設(shè)計的TBM在維護和生產(chǎn)運行過程中會頻繁發(fā)生很多如下預(yù)期的事件。</p><p>　　基于以上考慮，及最近和以前的經(jīng)驗，關(guān)

56、于TBM的選型提供如下觀點：</p><p>　　更廣泛地使用護盾式TBM而不是敞開式。</p><p>　　隨著開挖直徑的增加，使用范圍更加不同</p><p>　　帶有兩個支撐系統(tǒng)的敞開式ＴＢＭ比帶有一個支撐系統(tǒng)的護盾式ＴＢＭ對于不穩(wěn)定圍巖更敏感</p><p>　　是使用單護盾還是使用雙護盾的TBM，由設(shè)計情況和ＴＢＭ的尺寸及面臨的限定

57、條件決定，而不是ＴＢＭ的類型決定</p><p>　　單雙護盾式ＴＢＭ的選擇由隧道斷面的設(shè)計和在隧道整個施工沿線是否進行超前襯砌決定。</p><p>　　應(yīng)該想到在隧道施工中除了技術(shù)方面，還有其他問題需要解決。</p><p>　　人們應(yīng)該知道想到,如今的ＴＢＭ可以通過合理設(shè)計和使用，規(guī)避不良地質(zhì)狀況所帶來的重大風(fēng)險。</p><p>　　

58、還存在一些限制的情況下，才能克服特殊干預(yù)不可避免的后果的施工時間和成本的項目；</p><p>　　除特殊情況外，使用混合護盾式ＴＢＭ并不是克服TBM進行隧道掘進局限性的方法；應(yīng)用于特定狀況，設(shè)計ＴＢＭ并確定特殊需要解決的困難。</p><p>　　承包商專業(yè)知識的重要性，首先，沒有給予指導(dǎo)和技術(shù)人員以適當(dāng)?shù)年P(guān)注，事實上，正是這些人在ＴＢＭ發(fā)揮功效方面，特別是在限定條件下，發(fā)揮著首要的作用

59、</p><p>　　通過競標(biāo)，隧道工程中所要求的克服限定條件所花費的時間和成本應(yīng)該得到客戶的認(rèn)可。根據(jù)評估，隧道開挖在不良圍巖狀況下進行，在設(shè)計和預(yù)算方面要充分地考慮到差額；此方法對采用鉆爆法進行施工的隧道同樣適用。</p><p>　　假定ＴＢＭ在任何地質(zhì)條件下都能步進，但這種類型的ＴＢＭ不能在實際應(yīng)用中出現(xiàn)，ＴＢＭ采取的設(shè)計和特殊的制造性能</p><p>