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第39期 |
斷層與破碎帶之處理 |
可選購電子書 |
陳宏宇 |
1992/09/01 |
90 |
無庫存
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| SEAM TREATMENT AND PRE-REINFORCEMENT OF MINGTAN UNDERGROUND POWERHOUSE |
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| 高呈毅、李鴻洲 |
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| 明潭電廠係目前國內最大之地下發電廠，由於廠址地質不佳，岩盤中富含平行層面之大小斷層與泥縫（Clay Seam），為了廠房施工中之安全與施工後之長期安定，首次將我國近年來發展成功之層縫處理技術應用於此一大型地下開挖工程中，於廠房主體工程開始前施作，事先改良廠房頂拱之岩質，提高岩盤沿斷層等弱面之抗剪強度；並施作鋼腱預錨，預先鎖固廠房開挖後可能於頂拱岩盤形成之不穩定岩楔，提高廠房之穩定。本文描述明潭地下廠房之地質、層縫處理之理論分析及預錨之施作情形，希望藉此提供於含斷層等破碎帶地質中從事大型地下開挖工程者之參考。 |
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| Mingtan powerhouse is the biggest underground power cavern in Taiwan. Due to the occurrence of abundant bedding faults and clay seams, a pre-treatment technique which includes seam treatment and pre-reinforcement work was carried out before the commencement of cavern excavation to upgrade the stability of power cavern both during and after the construction. The purposes of this technique are to increase the shear resistance of bedding plane and to stabilize the loosened rock wedges anticipated in cavern roof. This paper describes the site geology of Mingtan cavern, theoretical analysis and details of pretre-atment works. |
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| TUNNELLING THROUGH THE DAMAGED AREA IN FAULT AND FRACTURE ZONE |
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| 黃 治 |
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隧道工程在施工過程中，人為的疏忽所造成的意外事件，我們可經由嚴謹的施工過程與施工人員（工程師、作業員）不斷的再教育而避免，但是由於地質因素所造成的突發事件，則幾乎無法避免。此類突發事件通常均可能引發災害，造成隧道無法正常施工，因此現場監工人員及作業員（含領班及坑夫），如果能及時應變，將可使突發事件可能引發的災害降至最低。
隧道工程中之災害處理方式並無一定規則可循，但是能夠安全、經濟、迅速通過災害區，而使工程能順利繼續進行，就是好方法。因此是否能迅速而正確的下決心，完全靠經驗的累積。本文主要的目的係藉由過去隧道工程人員一些經驗的記錄及各災害處理的實例，提供對隧道工程有興趣的工程人員，在隧道工程施工中發生突發事件時，一些處理方式的參考。 |
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It is possible to avoid man-made mistake during tunnel construction work. If we could follow the construction sequence carefully and also through intensive practical training courses of engineers and workers. In some unfavorable geological condition, it is quite difficult to avoid the local failure of tunnelling work. But the engineers and workers may take immediate action to minimize the damaged area.
There is no specific rule to repair tunnel damaged zone. Any method can break through the damaged zone, e.g. by using safe and economic way in a very short time will be a good way. To gain experience will help engineer to make proper decision. We Will try to give some idea to those who have interest in tunnelling work. And also, we hope that all tunnellers can keep the entire record in order to let new tunnellers handle tunnelling work easier in the future. |
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| TREATMENT FOR THE COLLAPSE OF AN INCLINED TUNNEL THROUGH FAULT ZONES |
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| 翁世樑、謝玉山 |
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| 某壓力鋼管隧道呈48°傾斜，全長約424公尺，此隧道位於砂岩與粉砂岩地層中，施工期間分為上、下傾斜段同時進行。隧道斷面為57m2，開挖方法採爬昇機方式進行，即先挖掘一條小導坑約5.8m2。導坑貫通後，再由上往下進行全斷面的擴挖工作，並利用原導坑來卸碴。上傾斜段在擴挖時曾先後發生兩次嚴重的坍落。第一次係因地下水滲流引起斷層破碎帶的坍落，單是回填坍方空洞之混凝土即達l,544m3，全段42公尺計費時五個月才處理完畢。第二次則純為破碎地層引致之坍落，其規模較小，但坍方範圍則長達37公尺。兩次坍落災害均以加強支撐、回填灌漿等方法處理，惟因隧道傾斜較陡故施工較為困難。文中說明上述處理方法，並就既有之地質資料探討坍落行為與可能之預防措施。 |
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| The penstock tunnel discussed has an inclination of 48° and a length of 424m. With a crosssectional area of 57m2, the inclined tunnel was constructed in the upper and the lower part. The rocks encountered are sandstone and siltstone. At first, a pilot tunnel of 5.8 m2 was excavated by means of the raise climber. After completing the pilot tunnel, the enlargement was then undertaken downwards. In this case, mucking was done easily and quickly through the pilot tunnel. Two serious collapes had occurred during the enlargement of upper part. The first one was caused by seeping of ground water in fault zone. Only the cavity was filled with concrete of 1,544m3, and it took five months to pass the 42-meter collapsed tunnel. The second was due to the collapse of cataclastic fault material, which extended for 37m long. Grouting and strengthening support were applied to both the problematic sections; however, these were more difficult to do because of the steep inclination of the tunnel. In this article, the effective mentioned above were described, and the collapse behaviors and the feasible preventive measures were also discussed based on the existing geological data. |
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| CASE STUDY IN MEASURE OF TUNNELLING DISASTER FOR DIFFERENT FAULT AND FRACTURE ZONES IN THE TAIWAN ISLAND |
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| 黃建鶴 |
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| 本省地質因不同地殼板塊相互擠壓，以及造山運動所生強大壓縮力而產生斷層摺曲，加上本省位於多雨亞熱帶，會加速風化作用，使本省大部份中等以下強度之沈積岩斷層更為破碎。斷層的存在會使地質材料之強度驟降，此係岩體破碎與粘土化的結果所致。隧道工程在斷層帶所以引發災變，係斷層帶具有透水與不透水之複雜性質，非靠近做相當徹底調查，則無從採取防患措施，倘不幸遭遇開挖面大量湧水而崩坍，或隧洞大量變形，壓垮支撐元件，甚者引發土石流淹埋坑道，沖散洞內施工材料，活埋工作人員等大災變。此類大災害的處理既費時又花費頗鉅，已非一般工程預備金可應付，亦非承建者可承包或可以投保解決者。本文以此類斷層災變為撰寫對象供讀者參考。 |
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In Taiwan, most of the geological formation with medium to low strength of sedimentary rock mass has been deteriorated for the existing faults fractured and claylized, not only due to high compression stress of continental plates' squeeze and the orogeny（mountain building）accompanied with folds and faults, but also due to the acceleration of weather in the rainy sub-tropical area where Taiwan is located.
Tunnelling in the said fault zone is always followed by disasters since the geological condition of faults is varied as a complex in permeability, and there is no way to entirely prevent it to happen, except that all of the faults and fractures are monitored very closely and indetail.
Once it happened, then the devastation of work face collapsing with huge water flow and/or large scale deforming the opening shall destroy the support elements, seal the underground opening, flush the work facilities, and move over workers to be buried. It is time consuming and costly to measure the said tunnel disaster, and mostly it would not be covered by the project provisional item or insurance.
The paper is mainly to study some of the serious disaster cases for our reference. |
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| THE TREATMENT FOR COLLAPSING IN FAULT F3 AT THE NEW TIENLUN HYDROPOWER PROJECT'S HEADRACE TUNNEL |
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| 蘇定縱、馮世墩 |
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新天輪水力發電計畫位於台中縣和平鄉境內，跨大甲溪中，下游段，進水口設於現有天輪壩上游約100公尺之大甲溪右岸（圖一），引進谷關電廠洩放之尾水，經一條約10,566公尺之壓力隧道至天輪電廠下游約200公尺新建之地下電廠發電，發電尾水再放回大甲溪。整體工程設施包括：（一）進水口。（二）頭水隧道。（三）平壓塔。（四）壓力鋼管。（五）地下廠房。（六）尾水隧道。（七）尾水出口。（八）廠房通道。（九）施工橫坑四條。（十）開關場。（十一）永久性機電設備。（十二）天輪後池改善工程等十二項。其施工佈置詳如圖二。
本計畫所處位置地質相當複雜，有數處斷層通過。民國79年8月29日發生災變之頭水隧道，即係位於橫坑B，C間之F3大斷層（圖三）。本文將針對災變前異常現象處理方式，抽心發生經過，災害造成原因，復舊方案選擇，以及實際復舊方法等逐項作一探討。 |
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The 10533.92M long headrace tunnel is one part of the New Tienlun Hydropower Project. Three major faults named Fl, F2, F3 from east to west, were found passing through it. Fault F3 is the most critical one. As tunnelling progressed into the fault, rock conditions gradually deteriorated. A series of collapses then occurred. The most serious one with a collapsed volume of about 4800 M**3 took place on Aug.29,1990. Treatment for the damage forced the construction to be suspended for about 11 months.
The paper presented the site records of the unusual phenomena before and during the failure, then discussed the causes and different alternatives for recovery. |
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| TUNNELLING THROUGH FRACTURED ZONE AND FAULT IN TAIWAN |
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| 王錦洋 |
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| 大鳥隧道位於本省東南部之台東縣大武鄉境內，南起大鳥村，北至加津林，全長3654公尺（44K＋882～48K＋536）為南迴鐵路新建工程單線中第二長之隧道（圖一）。該隧道全線均採用新奧工法（NATM）施工，民國75年4月7日自南北洞口進洞雙向開挖，直至79年7月4日上半部貫通，前後耗時計約4年3個月，平均開挖進度約71.65公尺／月。 |
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Ta-Niao Tunnel, with 3654m in length, of the South Link Railway Project was excavated passing through a very complicated ground condition. Adverse geology such as colluviol deposit, Fault zone, and water inflow were encountered, and a variety of difficulties have been experienced during excavation.
Tunnelling through fractured zone or fault with great tectonic stresses would cause extremely large rock loads applied on the supporting system, and accompanied with large amount of deformation, which made the reconstruction work necessary to be carried out.
In this paper, actual geological record, measures taken during excavation, both construction and reconstruction works in a 333m long fault zone of the tunnel are described. |
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| ESTIMATE OF DISCONTINUITY SETS, MEAN ORIENTATION AND PRINCIPAL FREQUENCY ON ROCK MASS. |
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| 李振誥、張瑞麟、李森吉、陳時祖 |
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| 隨著岩體工程日趨的重要，而其岩體工程常面臨不連續面出現，導致施工與設計之困難度增加，而在估計不連續面特性中，以不連續面位態及其出現頻率為影響施工與設計之重要因子，本文目的即在於提供一較具統計意義之估計方法，以供工程界參考，其內容包括不連續面空間位態分組之方法，各組平均位態之估計，以及各組最具意義之平均頻率。 |
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| This paper provides a technique for:（1）Clustering discontinuity orientation with a mininum constraint on resulting partition,（2）Estimating the mean direction and dispersion for each cluster,（3）Analyzing the principal frequency of each cluster from field non-parallel scanline data and with a least squared error test. The technique for delineation and analysis of cluster and estimate mean divection and principal frequency of each cluster is applied to a certain example problem. |
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| The Channel Tunnel geotechnical monitoring to breakthrough |
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| C.D.WARREN P.M.VARLEY 蔡秉儒、游家敏 |
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英法海峽隧道是現今世界上最大的海底隧道工程之一。這個隧道工程計劃是由英法合資的公司Transmanche Link（TML）向Eurotunnel（ET）承包的，並由該公司負責工程的設計與施工。這項工程的完成將會使英國與歐洲大陸的交通運輸系統完全連接。
整個工程計劃的設計主要是以雙向鐵路所各使用的單行隧道來連接兩岸。英法海峽隧道兩邊的起點分別為英國Folkestone北方的Castle Hill地方以及法國Sangatte旁的Beussingue Farm地方為主，通過的海峽為位於英、法兩國間之英吉利海峽。每個單行隧道的長度大約為50公里，其中一段約38公里的長度為位在Shakespeare崖坡至Sangatte之間的海床下（如圖一）。整個隧道系統則是由兩個直徑7.6公尺，彼此相距30公尺的運輸隧道與位於此兩個運輸隧道中間之一個直徑4.8公尺的服務隧道所組成的。三個隧道彼此互相平行排列。
運輸隧道與服務隧道之間，每隔375公尺的距離，便設有一個直徑約3.3公尺的連接管為安全及工作維護上的需要。此外，由於火車高速行駛於隧道時，會使空氣產生壓縮作用，而造成氣體動力學上所謂的阻力，為了減少這份阻力，在兩個運輸隧道之間，每隔250公尺再設有一個直徑2公尺的通風減壓管。 |
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| The Channel Tunnel Project is one of the largest ground engineering projects currently being undertaken in the world. The scheme is being designed and built by Transmanche Link（TML）, a consortium of British and French contractors for the client Eurotunnel（ET）and will provide a complete transportation system linking the UK with Continental Europe. |
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