1328061 九、發明說明： 【發明所屬之技術領域】 本發明係有關於一種地層滲流水的排水工法，特別 是指利用重力在三度地層空間中建構一個永久性的自動 排水路徑系統；可適用於不同地質與不同滲透率地層的 棲止水與地下滲流水排放。 【先前技術】 堆層中的棲止水飽合的棲止水位線與地下參流水壓 +的狀態’是關係地層穩定.的重要動態因素；現行各獐地 層滲寒♦的排水工法’大致說明如下： (1)橫向排水孔工法： 相同、也不規律，1328061 IX. Description of the Invention: [Technical Field] The present invention relates to a drainage method for seepage water in a formation, in particular to constructing a permanent automatic drainage path system in a three-dimensional formation space by gravity; Sedimentary water and underground seepage water discharge in different geological and different permeability formations. [Prior Art] The water-sinking water level in the subsoil and the state of the subsurface water pressure + are important dynamic factors related to the stability of the stratum; the current drainage method for the percolation of each stratum ♦ As follows: (1) Horizontal drainage hole method: the same, not regular,
僅為改善並降低邊 橫向排水孔工法是一種先集水再排水的設計觀念， 利用&向排水孔來排除地層中滲流水、以及降低滲流水 壓。此工法為庳用已久的成熟技術，由於此工法的施工 方式為盲目鑽設橫向排水孔，而自然地理的地層狀態不 水孔工法通常無法達到設計 坡的局部滲流水壓。 1328061 (2)集水井+橫向排水孔工法： 本工法係於排水地區，設置直徑（D)大於或等於 (2) 3.0M的垂直集水井，在垂直集水井的上游端鑽設約5 度仰角的橫向集水孔，並於垂直集水井的下游端設排水 孔。 本工法的集水井更接近集水區，用於改善橫向排水孔 工法鑽孔過長的缺點，亦為一成熟的工法；其缺點為：施 _ 工費用昂貴、施工期長、施工過程的安全性低，小仰角 的集水孔無法達到完全排除邊坡中的滲流壓，且集水井 施工後必須後續的維護與管理。 (3) 橫坑排水工法： 橫坑排水工法係利用人工挖掘並設置截水橫坑的工 法，適用於大規模崩塌地的坡腳區，利用橫坑截水再排 胃 放。此種工法的排水效果良好，但其相對的缺點為：施作 工程期間容易因地層不穩定或再崩落而直接危害施工安 全，工地安全性低，工程費用高，施工期間長，整體使 用壽命短暫，且後續的維護、管理仍存風險，為一種不 得已而使用的暫時性排水工法。 【發明内容】 所欲解決之技術問題: 1328061 本發明係有關於一種適合各種地層且無須維修及後 續管理的重力式排水工法，用以解決前述現行各種排水 工法的問題，如：無法確定施工可達到設計的要求、施工 費用昂貴、施工期長、施工過程的安全性低、施工後必 須後續的維護與管理、使用壽命短暫、以及僅能暫時性 排水...等等問題。 • 解決問題的技術手段： 本發明係一種重力場的三度空間排水工法及其結 構*利用超水導（超過預定南程的水位即刻導流排水）的概 念，在地層中以超導水材料建構一個截取渗流水網，截 取並集中滲流水，再以橫向超導水管完全排除；本發明 係於地層中設置複數並排的垂直集水管，形成一截水 賭，截水踏的排水量Qp大於或等於地層最大滲流水量Qs • 的10倍，即QpglOQs，前述複數並排的垂直集水管底部 連通至少一水平排水管，水平排水管得以完全排放截水 牆所截取的地下滲流水；利用本發明的排水工法得以在 三度地理空間中建構一個永久性的自動排水路徑系統。 新型之技術手段功效： 本發明重力場的三度空間排水工法及其結構，其主 1328061 要目的功效為：適用在各種不同地質條件與各種不同滲透 率地層的地理空間中建構一個重力場的三度空間排水系 統，利用重力來自動排水，為一種永久性的排水路徑。 本發明重力場的三度空間排水工法及其結構，可有 效排除地層中的棲止水，避免地層中的水含量局部飽 合，並即時排除地層中的滲流水，有效控制整體空間中 的滲流壓場，達到防止因飽合棲止水與滲流水壓而造成 地層滑動問題。 【實施方式】 為能詳細揭露本發明之目的、特徵及功效，茲藉由 下述較佳之具體實施例，配合所附之圖式，對本發明做 一詳細說明如后： 參考第一〜三圖所示，係為本發明實施例之平面架 構示意圖、A-A斷面剖視示意圖、B-B斷面剖視示意圖； 本發明一種重力場的三度空間排水工法，其施作的步驟 包含： (1) 依據施作地區的地質鑽探資料及地質專業經驗，繪 製地下滲流等高線圖及地層剖面圖； (2) 依前述資料作大地穩定分析，配合大地專業經驗研 判地層安全條件的地層滲流壓場的邊界圖； (3) 設定截水牆的設立位置、長度、寬度，該截水牆包 含複數並排的垂直集水管；設定至少一水平排水管 的設立位置、高程、長度，該水平排水管對應前述 垂直集水管所構成的截水踏的底端； 8 1328061 (4) 依前述繪製截水牆、水平排水管的平面架構圖、剖 視圖，如第'--三圖所示； (5) 依前述第一圖的平面架構圖，在施作地區現場放 樣、確定截水牆的平面位置； (6) 設置複數垂直集水孔，相鄰接的二垂直#本芬_的側 面彼此相互連逍；在本實施例是以鑽孔機具鑽設垂 直集水孔； (7) 於前述每一垂直集水孔中安裝垂直集水管，該垂直 Φ 集水管的管壁與垂直集水孔的孔壁之間填入直徑 小於或等於3.〇111111((/>€3.〇111111)且均勻係數大於或 等於6(Cu2 6)的級配碎石及細砂，並加以震動夯 壓，由並排的複數垂直集水孔、級配碎石及細砂形 成截水牆； (8) 前述截水牆（每一垂直集水管）頂端低於邊坡地表線 50公分以上，並於每一垂直集水管頂端管口覆上一 管蓋，該管蓋上方蓋覆不透水膠層，該不透水膠層 • 上方回填低透水性的覆蓋土壤，該覆蓋土壤加以夯 壓密實，使覆蓋土壤的密度大於原始的地表土的密 度；在本實施例中，該不透水膠層為PE膠層； (9) 再依前述第一〜三圖的平面架構圖、剖視圖，設置 至少一水平排水孔，在本實施例是以鑽孔機具鑽設 水平排水孔；該水平排水孔對應連通前述截水牆的 底端； (10) 於前述水平排水孔中安裝水平排水管，該水平排水 管一端對應連通於前述截水踏的底端； 9 1328061 (11)前述水平排水管的另1為排水口，該水平排水管 的排水口端設置固定保護設施。 __ i，可於截水牆中設置一水位監測設備（圖中未 不），猎由水位監測設備來監視、記錄地下水位的狀態， •有效控制地下滲流水的排放。 、依前述本發明排水工法的步驟，於施作地區具體形 成的二度空間排水結構；該重力場的三度空間排水結 構，包含至少一截水牆i、以及至少一水平排水管2; 其中： ，截水牆1，主要係由地層中並排設置的複數垂直 集水管11所構成；在本實施例中的截水牆丨係於地層 中設置複數垂直集水孔12,相鄰接的二垂直集水孔12 的侧面彼此相互連通；於垂直集水孔12中對應組設垂 直集水管11，該垂直集水管U的管壁與垂直章 2 鲁的孔壁間形成間隙13，該間隙13中填入直徑於或等 於3.Omm(0 $3.0mm)且均勻係數大於或等於6(Cug6) 的級配碎石及細砂，並加以震動夯壓，由並排的複數垂 直集水孔、級配碎石及細砂形成截水牆丨。另，截水牆 1#的每一垂直集水管11頂端管口覆上一管蓋m，該管 盡111上方盍覆不透水pe層14,該pe層14上方回填 低透水性的覆盍土壤，該覆蓋土壤加以夯壓密實，使覆 蓋土壤的密度大於原始的地表土的密度；截水牆丨每一 垂直集水管11頂端與邊坡地表線3的最短距離s，該 1328061 最短距離S大於或等於⑷50公分，即，每一垂直集水 管11頂端均低於邊坡地表線50公分以上。 、 一般來說，截水牆1中並排設置的垂直集水管U 底端接觸或局部穿過低透水岩盤線4，參第三圖，截水 牆1的每一垂直集水管u及垂直集水孔12的長度並不 相同。 截水牆1的總設計排水量Qp大於或等於地層最大 渗流水量Qs的10倍，即Qpg 10QS，以確保截水牆i 鲁 可以完全截取地層中的滲流水，並有效排除。 該至少一水平排水管2’參考參第一、二圖，水平 排水管2連通前述截水牆1的底部，使水平排水管2與 截水牆1中的並排的複數垂直集水管11連通，水平排 水管2的另一端為排水口 2 0，在本實施例中，水平排 水管2連通截水牆1的底部，水平排水管2的内徑大於 或等於（^)連通的垂直集水管11内徑，使水平排水管2 鲁 得以將截水牆1所截取的地下渗流水經由排水口 20完 全排放。 在本實施例中，於地層中設置水平排水孔21，水 平排水管2組設於水平排水孔21中’水平排水管2與 水平排水孔21之間形成環狀的間隙層22,該間隙層22 灌注水泥漿固定；該水平排水孔21是以鑽孔機具鑽 設，水平排水孔21對應連通截水牆1的底部。水平排 水管2與前述截水牆1的垂直集水管11底端連通處延 長形成水平集水管23，參第一、二圖。 1328061 前述水平排水管2的排水口 20設置固定保護裝置 24;該固定保護裝置24概為L形牆體，藉由L形牆體 的直立牆來固定水平排水管2的排水口 20，L形牆體下 方的水平板用以防止排水口 20流出的水沖蝕、破壞邊 坡地表。 由上所述，本發明排水工法施作及排水結構造，確 具實用功效，並且為前所未見之創新設計，具有功效性 • 與進步性，故已符合專利法發明之要件，爰依法具文申 請之。為此，謹貴 審查委員詳予審查，並祈早日賜准 專利，至感德便。 以上已將本發明作一詳細說明，惟以上所述者，僅 為本發明之較佳實施例而已，當不能限定本發明實施之 範圍。即凡依本發明申請範圍所作之均等變化與修飾 等，皆應仍屬本發明之專利涵蓋範圍内。 12 1328061 【圖式簡單說明】 第-圖係、為本發明實施例之平面架構示意圖 第一圖係為第一圖的a_a斷面剖視示意圖； 第二圖係為第一圖的、B-B斷面剖視示意圖 ，【主要元件符號說明】 1截水牆 11垂直集水管 Φ 111管蓋 12垂直集水孔 13間隙 14不透水膠層 2水平排水管 20排水口 21水平排水孔 22間隙層 • 23水平集水管 24固定保護設施 3邊坡地表線 4低透水岩盤線 s最短距離 Qp排水量 Qs最大滲流水量 ~均勻係數 13Only to improve and reduce the lateral lateral drainage hole method is a design concept of water collection and drainage, using & drainage holes to remove seepage water in the formation and reduce the seepage pressure. This method is a long-established and mature technology. Because the construction method of this method is blind drilling of horizontal drainage holes, the natural geography of the formation state is not the water hole method usually can not reach the local seepage water pressure of the design slope. 1328061 (2) Collection well + lateral drainage hole method: This method is to install a vertical collection well with a diameter (D) greater than or equal to (2) 3.0M in the drainage area, and an elevation angle of about 5 degrees at the upstream end of the vertical collection well. The horizontal collecting water hole and the drainage hole at the downstream end of the vertical collecting well. The collecting well of this method is closer to the catchment area, and it is also a mature method for improving the shortcomings of the horizontal drainage hole drilling method. The disadvantages are: high cost of construction, long construction period and safety of construction process. The low water collecting hole with small elevation angle cannot reach the seepage pressure in the slope completely, and the subsequent maintenance and management must be carried out after the construction of the collecting well. (3) Hengkeng drainage method: The Hengkeng drainage method uses the method of artificially excavating and setting the intercepting horizontal pit. It is suitable for the slope area of large-scale collapsed land, and uses the horizontal pit to intercept the water and then discharge the stomach. The drainage effect of this method is good, but its relative disadvantages are: it is easy to directly endanger the construction safety due to unstable or re-collapse of the formation during the construction period, the construction site is low in safety, the construction cost is high, the construction period is long, and the overall service life is short. And the subsequent maintenance and management still have risks, and it is a temporary drainage method that is used as a last resort. SUMMARY OF THE INVENTION Technical Problem to be Solved: 1328061 The present invention relates to a gravity drainage method suitable for various formations without maintenance and subsequent management, to solve the problems of the various current drainage methods mentioned above, such as: It meets the requirements of design, expensive construction, long construction period, low safety during construction, subsequent maintenance and management after construction, short service life, and only temporary drainage...etc. • Technical means to solve the problem: The present invention is a three-dimensional space drainage method of gravity field and its structure. * The concept of superconducting water material is constructed in the stratum by using the concept of super-water conductivity (water level exceeding the predetermined south-stage water level). An intercepting water network is intercepted, and the seepage water is intercepted and concentrated, and then completely eliminated by the transverse superconducting water pipe; the present invention is provided with a plurality of vertical water collecting pipes arranged side by side in the stratum to form a water gamble, and the displacement Qp of the water intercepting step is greater than or equal to 10 times of the maximum seepage water Qs of the formation, ie QpglOQs, the bottom of the plurality of parallel vertical water pipes connected to at least one horizontal drain pipe, the horizontal drain pipe can completely discharge the underground seepage water intercepted by the intercepting wall; using the drainage method of the present invention A permanent automatic drainage path system can be constructed in a three-dimensional geospatial space. New technical means: The three-dimensional space drainage method of the gravity field of the invention and its structure, the main purpose of the 1320601 is to apply: to construct a gravity field in the geospatial of various geological conditions and various permeability layers The space drainage system uses gravity to automatically drain water as a permanent drainage path. The three-dimensional space drainage method and structure of the gravity field of the invention can effectively exclude the habitat water in the formation, avoid the partial saturation of the water content in the formation, and immediately eliminate the seepage water in the formation, and effectively control the seepage in the whole space. The pressure field is used to prevent the formation slippage caused by the saturated water and the seepage water pressure. DETAILED DESCRIPTION OF THE INVENTION In order to be able to disclose the objects, features and advantages of the present invention in detail, the present invention will be described in detail by the accompanying drawings. BRIEF DESCRIPTION OF THE DRAWINGS The present invention is a schematic diagram of a planar structure, a cross-sectional view of a cross-section of AA, and a cross-sectional view of a cross-sectional view of BB. The present invention provides a three-dimensional space drainage method for a gravity field, and the steps of the application include: (1) According to the geological drilling data and geological professional experience of the application area, draw the contour map of the underground seepage and the stratigraphic profile; (2) The boundary map of the seepage pressure field of the formation safety condition based on the geodetic stability analysis and the geodetic professional experience (3) setting the position, length and width of the cut-off wall, the cut-off wall includes a plurality of vertical water collecting pipes arranged side by side; setting the setting position, elevation and length of at least one horizontal drain pipe, the horizontal drain pipe corresponding to the aforementioned vertical set The bottom end of the intercepting water pipe formed by the water pipe; 8 1328061 (4) According to the above, draw the plane structure diagram and sectional view of the water intercepting wall and the horizontal drain pipe, such as (5) According to the plane structure diagram of the first figure above, stake out the site in the application area and determine the plane position of the intercepting wall; (6) Set a plurality of vertical water collecting holes, adjacent to each other The sides of the two verticals #本芬_ are connected to each other; in this embodiment, a vertical water collecting hole is drilled by a drilling machine; (7) a vertical water collecting pipe is installed in each of the foregoing vertical water collecting holes, the vertical Φ A gradation with a diameter less than or equal to 3.〇111111 ((/>€3.〇111111) and a uniformity coefficient greater than or equal to 6 (Cu2 6) is filled between the pipe wall of the water collecting pipe and the hole wall of the vertical water collecting hole. Crushed stone and fine sand, and subjected to vibration and rolling, forming a water intercepting wall by a plurality of vertical water collecting holes, grading gravel and fine sand side by side; (8) The top of the water cut wall (each vertical water collecting pipe) is lower than the top The surface line of the slope is more than 50 cm, and a cap is placed on the top end of each vertical water collecting pipe. The top of the pipe cover is covered with a water-tight adhesive layer. The impervious rubber layer is backfilled with a low-permeability covering soil. The covering soil is compacted and compacted so that the density of the covered soil is greater than the density of the original surface soil; In the example, the water-impermeable adhesive layer is a PE adhesive layer; (9) at least one horizontal drainage hole is disposed according to the planar structure diagram and the cross-sectional view of the first to third figures, and in this embodiment, the drilling tool is used to drill the level. a drain hole corresponding to the bottom end of the water intercepting wall; (10) installing a horizontal drain pipe in the horizontal drain hole, the horizontal drain pipe end corresponding to the bottom end of the water intercepting step; 9 1328061 ( 11) The other one of the above horizontal drain pipes is a drain port, and the drain port end of the horizontal drain pipe is provided with a fixed protection device. __ i, a water level monitoring device (not shown in the figure) can be set in the water intercepting wall, and the water level is hunt. Monitoring equipment to monitor and record the status of the groundwater level, • Effectively control the discharge of underground seepage water. According to the foregoing steps of the drainage method of the present invention, a second-degree drainage structure specifically formed in the application area; the three-dimensional space drainage structure of the gravity field comprises at least one water cut wall i and at least one horizontal drain pipe 2; The water intercepting wall 1 is mainly composed of a plurality of vertical water collecting pipes 11 arranged side by side in the stratum; in the water intercepting wall in the embodiment, a plurality of vertical water collecting holes 12 are arranged in the stratum, and adjacent ones are connected The sides of the vertical water collecting holes 12 communicate with each other; a vertical water collecting pipe 11 is correspondingly arranged in the vertical water collecting holes 12, and a gap 13 is formed between the pipe wall of the vertical water collecting pipe U and the hole wall of the vertical chapter 2, the gap 13 Fill in the graded gravel and fine sand with a diameter of 3.00mm (0 $3.0mm) and a uniformity coefficient greater than or equal to 6 (Cug6), and apply vibration and pressure to the vertical vertical water collecting holes and grades by side by side. With gravel and fine sand to form a water cut wall. In addition, a top cover m of each vertical water collecting pipe 11 of the water cut wall 1# is covered with a pipe cover m, and the pipe is covered with an impervious pe layer 14 above the 117 layer, and the pe layer 14 is backfilled with a low water permeable cover soil. The covered soil is compacted and compacted so that the density of the covered soil is greater than the density of the original surface soil; the shortest distance s of the top of each vertical water collecting pipe 11 and the surface line 3 of the slope, the shortest distance S of the 1326061 is greater than Or equal to (4) 50 cm, that is, the top of each vertical water collecting pipe 11 is lower than 50 cm of the surface line of the slope. Generally speaking, the bottom end of the vertical water collecting pipe U arranged side by side in the water intercepting wall 1 contacts or partially passes through the low water permeable rock disk line 4, as shown in the third figure, each vertical water collecting pipe u of the water intercepting wall 1 and the vertical water collecting water The length of the holes 12 is not the same. The total designed displacement Qp of the cut-off wall 1 is greater than or equal to 10 times the maximum seepage water Qs of the formation, ie Qpg 10QS, to ensure that the intercepting wall i-lu can completely intercept the seepage water in the formation and effectively eliminate it. The at least one horizontal drain pipe 2' refers to the first and second figures, and the horizontal drain pipe 2 communicates with the bottom of the water intercepting wall 1 to connect the horizontal drain pipe 2 with the side-by-side plurality of vertical water collecting pipes 11 in the water intercepting wall 1. The other end of the horizontal drain pipe 2 is a drain port 20. In the present embodiment, the horizontal drain pipe 2 communicates with the bottom of the water intercepting wall 1, and the inner diameter of the horizontal drain pipe 2 is greater than or equal to (^) the connected vertical water collecting pipe 11 The inner diameter allows the horizontal drain pipe 2 to completely discharge the underground seepage water intercepted by the water intercepting wall 1 through the drain port 20. In this embodiment, a horizontal drain hole 21 is disposed in the ground layer, and the horizontal drain pipe 2 is disposed in the horizontal drain hole 21 to form an annular gap layer 22 between the horizontal drain pipe 2 and the horizontal drain hole 21, and the gap layer is formed. 22 The cement slurry is fixed; the horizontal drain hole 21 is drilled by a drilling machine, and the horizontal drain hole 21 corresponds to the bottom of the water intercepting wall 1. The horizontal drain pipe 2 is extended to the horizontal end of the vertical water collecting pipe 11 of the water intercepting wall 1 to form a horizontal water collecting pipe 23, which is referred to in the first and second figures. 1328061 The drain port 20 of the horizontal drain pipe 2 is provided with a fixing protection device 24; the fixed protection device 24 is an L-shaped wall body, and the drain hole 20 of the horizontal drain pipe 2 is fixed by the vertical wall of the L-shaped wall body, L-shaped The horizontal plate below the wall prevents the water flowing out of the drain 20 from eroding and destroying the surface of the slope. As described above, the drainage method and the drainage structure of the present invention have practical effects, and are innovative designs that have never been seen before, have efficacy and progress, and therefore have met the requirements of the patent law invention, Apply for the text. To this end, I would like to examine the review committee in detail, and pray for the grant of patents as soon as possible. The invention has been described in detail above, but the foregoing is only a preferred embodiment of the invention, and is not intended to limit the scope of the invention. That is, the equivalent changes and modifications made by the scope of the present application should remain within the scope of the patent of the present invention. 12 1328061 [Simple description of the drawings] The first diagram is a schematic diagram of the plane architecture of the embodiment of the present invention. The first diagram is a cross-sectional view of the a diagram of the first diagram; the second diagram is the first diagram, the BB is broken. Schematic cross-sectional view, [main component symbol description] 1 water cut wall 11 vertical water collecting pipe Φ 111 pipe cover 12 vertical water collecting hole 13 gap 14 impervious rubber layer 2 horizontal drain pipe 20 drain port 21 horizontal drain hole 22 gap layer • 23 horizontal water collection pipe 24 fixed protection facilities 3 slope surface line 4 low permeability rock disk line s shortest distance Qp displacement Qs maximum seepage water volume ~ uniformity coefficient 13