200403381 五、發明說明（1) 【發明所屬之技 本發明係有 一種透過模型灌 相關設計參數， 【先前技術】 目前運用在 程之灌漿作業， 備如第1圖所示， 泵浦、灌漿管等 合現地狀況設計 成效不彰，因此 型灌漿試驗，透 數（例如灌漿材 孔間距等參數） 以達到提高現地 現有室内模 種試驗，以及區 下水靜止狀態模 該試驗係採夯實 兩個相同試體， 良’並將試體分 體滲透係數不同 驗，來達到其滲 深層應力變化、 術領域】 ，二種灌漿試體模擬系統及其方法，尤指 聚模擬現地灌漿作業，以分析及修正 而提向灌漿成功性之灌漿試體模擬系統。 t 3填、深開挖、下水道及捷運等土木卫 灌裝點皆位於地表下層，所需現地灌漿設 狀包括有聚液拌合機及攪拌機、輸送漿液 裝置’由於各機體體積相當大，且若未配 及I周整相關灌漿作業參數，將會造成灌漿 進=現地灌装前必須先在實驗室内進行模 ，模=灌漿試驗的結果來修正相關設計參 料#裝液配比、灌漿量與灌漿壓力及灌漿 丄藉此室内試驗結果回饋現地灌漿作業， 灌漿之成功性目的。 擬試驗方式可區分為地下水流動與靜止兩 刀I式氣規模為小規模及大規模試驗，以地 擬試，為例，小規模試驗如第2圖所示， 砂土灌漿方式進行，利用貫入棒夯實準備 其中一個保持原狀，另一個進行灌漿改 5層送取9個測量點，此試驗主要在判斷試 狀/兄下’可以各種不同漿液進行灌漿試 ，固結性效果，但此試驗將無法確實反應 灌水疋力與流量關係，因此，該試驗並不200403381 V. Description of the invention (1) [Technology to which the invention belongs The invention has a design parameter related to model irrigation. [Prior technology] Currently used in the process of grouting, as shown in Figure 1, pump, grouting tube The results of the design of the local conditions are not outstanding, so the type grouting test, the penetration number (such as the parameters of the grouting material hole spacing, etc.) in order to improve the existing indoor mold test on the spot, and the regional static state mold. The test is to compact two identical tests. "Good, good" and different test of the permeability coefficient of the split body of the test body to achieve the stress changes in the depth of the infiltration layer, and the field of operation], two types of grouting test body simulation system and method, especially for simulating in situ grouting operations to analyze and modify The simulation system of the grouting test specimens for the successful grouting. T 3 filling points such as filling, deep excavation, sewers, and MRTs are all located on the ground floor. The required on-site grouting settings include polymer mixers, mixers, and slurry conveying devices. 'Because the volume of each body is quite large, and If it is not equipped and the relevant grouting operation parameters are adjusted in 1 week, it will cause the grouting to enter = in-situ filling must be performed in the laboratory, and the mold = the result of the grouting test to modify the relevant design parameters #packing liquid ratio, grouting The volume and grouting pressure and grouting are based on the results of the indoor test to give feedback to the local grouting operation and the purpose of the successful grouting. The proposed test method can be divided into groundwater flow and stationary two-blade type I gas. The scale is small-scale and large-scale tests. Take the ground-scale test as an example. The small-scale test is shown in Figure 2. The sand grouting method is used, and penetration is used. The rod is compacted to prepare one of them to remain intact, and the other to grout and change 5 layers to send 9 measurement points. This test is mainly used to judge the test condition / brother. 'You can perform grouting tests with various slurry, the consolidation effect, but this test will The relationship between irrigation force and flow cannot be accurately determined, so this test does not
編 第5頁 200403381 五、發明說明（2) 適用於大面積現地狀況評估使用。 大規模試驗如第3圖所示主要是在灌漿試體模擬桶底 部設置濾料（礫石），再於 體（砂料或土料）’並在試 式是透過模擬桶一側送水管 由模擬桶頂部設有橡皮層充 壓力，並在灌漿管灌漿後擠 規模試驗已可透過加壓設備 際灌漿時漿液滲透情況，且 ，檢驗灌漿改良範圍、形狀 面對不同孔隙之試體進行灌 配漿液成分配比及流速都須 驗ϋ無法測知試體在灌漿時 排擠的孔隙水集合到水槽而 現地灌漿作業時，仍然無法 之參數關係，使得灌漿機制 【發明内容】 本發明之主要目的，在 的存在’本發明提供一種完 蜇灌漿試驗模擬，藉此建立 功性增加之灌漿試體模擬系 統包括有一灌漿桶、一降砂 單元，利用降砂單元以等距 灌衆架後，透過壓力桶進行 濾料上填入取自現地開挖之試 體插設有一灌漿管，其模擬方 進入模擬桶使試體飽和後，再 氣加壓或以夯實方式提供覆土 壓出試體間隙之孔隙水，此大 來模擬深層應力狀況，了解實 在試驗後可將已灌漿試體挖出 、強度及滲透性，但是，漿液 漿時，由於孔隙不同，所需搭 納入參數設計，但習知模擬試 之流量，充其量只能由灌漿時 得知其總體流量，因此，未來 設計相關灌漿壓力與灌漿流量 尚嫌不足。 於解決上述之缺失，避免缺卷 整呈現現地灌漿作業之室内模 出更佳灌漿機制，而使灌漿成 統及其方法，主要透過模擬系 單元、壓力桶、及一流量計算 降砂至模擬桶，且模擬桶置放 試體 200403381 五、發明說明（3) 、試水試驗及灌漿試驗等模擬作酱 將描m邮十U r 作業’且在灌漿作業中，灌 溆喵將4旦Μ # ο τ '汉机里计异早兀可得知灌漿壓力 .,、,a μ β π t Γ 型4漿试驗模擬現地灌漿作 業，以刀析及修正相關設計參數而提高灌漿成功性。 ;實施方式】 有關本發明之詳細說明及技術内容，現就配合圖式說 明如下： 立 '蒼閱第4圖所示』’係本發明之模擬系統配置示 思圖’如圖所不：本發明係為一種灌漿試體模擬系統，主 要透過模型灌漿試驗模擬現地灌漿作業以分析及修正相關 設計參數而提高灌漿成功性，該模擬系統包括有： 一灌聚桶1 0，其内以支撐體丨丨架設有一與灌漿桶丨〇形 成側貯水區1 0 1及下貯水區1 0 2之内襯體1 2，並於内襯體i 2 上鋪没有一地工織物1 3，再於内襯體丨2上配設有一灌漿架 1 4 ’該灌聚架1 4之灌漿管1 4丨出漿口 i 4 2係位於模擬現地應 力測量之測量深度，另於灌漿桶丨〇上配置有一上蓋1 5，該 上盖1 5與灌漿桶1 〇間配設有一施壓單元，該施壓單元包含 有一可充氣變形之彈性膜體1 5丨及一阻絕彈性膜體丨5丨周緣 之氣阻元件1 5 2 ’且於灌漿桶丨〇上設有進水部1 6及出水部 1 7 ’此外’該灌漿桶丨〇底部可設有不同高度之水壓計管 1 8 ’且水壓計管1 8最高高度係與出漿口 1 42齊平，而該試 體頂面係具有一由地工織物丨3包裹礫石所形成之排水層 1 9，於排水層1 9頂端置一承壓板2 〇。 一降砂單元，包含有一試體容置體2 1及一可位移容置Ed. Page 5 200403381 V. Description of the invention (2) It is applicable to the assessment of the situation in a large area. The large-scale test shown in Figure 3 is mainly to set the filter material (gravel) on the bottom of the simulation barrel of the grouting sample, and then to the body (sand or soil). The top of the barrel is provided with a rubber layer to fill the pressure, and the scale test after the grouting tube has been filled can be penetrated through the grouting during the pressurization equipment. Moreover, the improvement range of the grouting and the shape of the sample facing different pores can be used to fill the slurry. Both the distribution ratio and the flow rate must be checked. It is impossible to detect the pore water squeezed out of the sample during the grouting into the water tank, and the in-place grouting operation still has a parameter relationship that makes the grouting mechanism. [Abstract] The main purpose of the present invention is to Existence 'The present invention provides a complete grouting test simulation, thereby establishing a grouting body simulation system with increased functionality, including a grouting barrel and a sand reduction unit. After the sand reduction unit is filled at equal intervals to the public rack, it passes through the pressure barrel. Fill the filter material with the grout tube inserted from the excavated sample. The simulation side enters the simulation barrel to saturate the sample, and then pressurize or compact it. The formula provides pore water to cover the gap between the test specimens. This is to simulate the stress conditions in the deep layer. To understand that the grouted specimens can be dug out, strength and permeability after the actual test. It is included in the parameter design, but the flow of the conventional simulation test can at best only be obtained from the overall flow during grouting. Therefore, the related design grouting pressure and grouting flow are not enough in the future. In order to solve the above-mentioned shortcomings, to avoid the lack of unrolling and present a better grouting mechanism in the indoor moulding operation, the grouting system and its method are mainly achieved through the simulation system unit, pressure barrel, and a flow calculation to reduce sand to the simulation barrel. And the simulation barrel placed the test body 200303381 V. Description of the invention (3), the water test and the grouting test, etc. The simulations will be described as postal operations, and during the grouting operation, the puppet will be filled with 4 dens ## ο τ 'In the Han machine, we can know the grouting pressure early. A, β, π t Γ type 4 grouting test simulates local grouting operation, and analyzes and corrects related design parameters to improve the grouting success. Embodiment] The detailed description and technical content of the present invention will now be described in conjunction with the drawings as follows: "'Cang read in Figure 4'" is a schematic diagram of the simulation system configuration of the present invention 'as shown in the figure: this The invention is a grouting test body simulation system, which mainly simulates in-situ grouting operations through model grouting tests to analyze and modify related design parameters to improve the grouting success. The simulation system includes: a grouting bucket 10 with a support body丨 丨 A lining body 12 is formed with a grouting bucket 丨 〇 forming a side water storage area 1101 and a lower water storage area 102, and the inner lining body i2 is not covered with a geotextile 1 3, and then inside A lining body 2 is provided with a grouting frame 1 4 'The grouting tube 1 4 of the grouting frame 1 4 丨 The grouting outlet i 4 2 is located at the measurement depth of the simulated in-situ stress measurement, and a grouting barrel is provided with a grouting barrel. The upper cover 15 is provided with a pressure applying unit between the upper cover 15 and the grouting bucket 10, and the pressure applying unit includes an inflatable deformable elastic membrane 1 5 丨 and an insulating elastic membrane 5 丨 peripheral air The resistance element 1 5 2 ′ is provided with a water inlet 1 6 on the grout barrel 丨 〇 Water outlet 17 'In addition', the grouting bucket can be provided with different pressure gauge tubes 1 8 'at the bottom and the highest height of the pressure gauge tube 18 is flush with the slurry outlet 142, and the top of the test body The surface has a drainage layer 19 formed by a geotextile wrapped with gravel, and a pressure-receiving plate 20 is placed on the top of the drainage layer 19. A sand reduction unit including a test body receiving body 21 and a displaceable receiving body
第7頁 200403381 五、發明說明（4) - 體2 1至灌漿桶1 0處並進扞讀、舻、< $ ^ 9_^目&处I進仃忒體澆注之移動體22,該試體容 置體2 1係具有一延伸至遂靖福Ί 砂管211上配置有一定距體桶降1内之降砂管211，且該降 ,.s - ^ . 疋距。式降砂高度之間距元件2 1 2。 (本項兀件请芩照第5圖所示） 壓力桶，包含有一接供；鱼u 供施壓單元對試體進行Ϊ壓=16入水使試體飽和及提 施壓單元對試體進行；”水壓力桶31、一提供 μ將、六认 丁復土應力之氣壓力桶3 2、以及一個以 上水液輸送至灌漿管141之漿液壓力桶33、34。 漿桶1 ί/Γ = f异早兀40，包含有—以第一管路40 2連接灌 ^且有彳卩17之第—部件4m部件41與灌聚桶10 寺現地模擬水壓力而取得一基準水位401，並以 i 3連接第—部件4 1之第二部件4 2，且於第二部 計算421及出口端422則以測量線431接設有一差壓 料梅取^ 4 4 算單元4 3並以信號線4 4 1連接一資 月參知苐1 2圖所示，係本發明 :將細分各項模擬試驗步』=^:財法流程圖，以 :試驗’藉以評估漿液性質及適：J行物理性質試驗及試 如下： 、 生，茲將模擬步驟列舉Page 7 200303381 V. Description of the invention (4)-The body 2 1 to the grouting barrel 10 at the same time, reading, < $ ^ 9_ ^ 目 & place I into the body pouring mobile body 22, the test The body container 21 has a sand-falling pipe 211 extending to Suijing Fuyao sand pipe 211, which is disposed within a certain distance from the body bucket drop 1, and the drop is .s-^. Distance between the falling sand height elements 2 1 2. (Please refer to Figure 5 for this item.) The pressure tank contains a connection; the pressure supply unit of the fish supply unit presses the test body = 16 into the water to saturate the test body and the pressure application unit performs the test on the test body. "" Water pressure bucket 31, a gas pressure bucket 32 that provides μ, six-dimensional soil stress, and slurry pressure buckets 33 and 34 that transport more than one water to the grouting pipe 141. slurry bucket 1 ί / Γ = f different early 40, including-the first pipe 40 2 connected irrigation ^ and has the 17th part-part 4m part 41 and the irrigation bucket 10 on-site simulated water pressure to obtain a reference water level 401, and i 3 is connected to the second component 4 2 of the first component 41, and in the second calculation 421 and the outlet end 422, a differential pressure material is connected to the measurement line 431, and the calculation unit 4 3 is connected to the signal line. 4 4 1 Connected to a monthly reference, as shown in the figure 2 is the present invention: the simulation test steps will be subdivided "= ^: financial method flow chart to:" test "to evaluate the properties of slurry and suitable: J line physics The nature test and test are as follows:
第8頁 200403381 五、發明說明（5) (B) 準備現地試體：由於本發明係採乾式霣降法澆 注試體，因此將試體先進行烘乾程序，過程中並注意試體 内有無雜物須先排除，烘乾土樣之溫度及時間視土壤種類 而定，以確保土樣試體乾燥為原則，此時，完成試體烘乾 作業後，開始進行澆注作業，透過試體置放入容置體2 1， 透過移動體2 2帶著容置體2 1至灌漿桶1 0底部開始進行試體 澆注（如第5圖所示），由於該容置體2 1係具有一延伸至 灌漿桶1 0内之降砂管2 1 1，且該降砂管2 1 1上配置有一定距 試體降砂高度之間距元件2 1 2，藉此間距元件2 1 2將可確保 所有試體澆注時之重力穩定，也就是說，可以使試體孔隙 保持一定，而不會有下緊上鬆之情事發生，且以螺旋同心 圓軌跡進行澆注，可維持試體表面之平整狀態，而當試體 降砂到測量深度時，暫時停止降砂作業。 (C) 在内襯體1 2上放置灌漿架1 4，並使灌漿架1 4之 灌漿管1 4 1出漿口 1 4 2位於測量深度處（如第6圖所示）。 (D) 繼續試體澆注作業，並於試體澆注完畢後紀錄 澆注總時間、總試體澆注量及計算試體孔隙比，所謂澆注 完畢係指試體降砂高度到與内襯體1 2頂端等高，需注意的 是，當澆注作業到達一定高度時，為避免降砂管2 1 1干擾 澆注作業，可考量將更換為較短降砂管2 11繼續進行澆 注，如第7圖所示。 (E) 進行試體飽和作業，如第8圖所示，透過水壓力 桶3 1由從灌漿桶1 0之進水部1 6緩慢注水，使試體飽和水並 排出孔隙空氣，且紀錄飽和作業時間，在水注滿灌漿桶1 0Page 8 200303381 V. Description of the invention (5) (B) Preparation of local test specimens: Since the present invention uses the dry down casting method to cast the test specimens, the test specimens are first subjected to a drying process. During the process, pay attention to the existence of the test specimens. Debris must be removed first. The temperature and time of drying the soil sample depends on the type of soil. The principle is to ensure that the soil sample is dry. At this time, after the drying of the sample is completed, the pouring operation is started. Place the container 2 1 and carry the container 2 1 through the moving body 2 2 to the bottom of the grouting bucket 1 0 to start the test body pouring (as shown in Figure 5). Since the container 2 1 has a The sand-falling pipe 2 1 1 extending into the grouting bucket 10, and the sand-falling pipe 2 1 1 is provided with a distance element 2 1 2 at a certain height from the test specimen's sand-reduction height, so that the distance element 2 1 2 can ensure The gravity of all specimens is stable during pouring, that is to say, the pores of the specimen can be kept constant, and no loosening and loosening will occur. Pouring with a spiral concentric trajectory can maintain the flat surface of the specimen. However, when the test specimen is sand-reduced to the measurement depth, the sand-fall operation is temporarily stopped. (C) Place the grouting frame 14 on the inner lining body 12 and make the grouting tube 1 4 1 of the grouting frame 14 4 at the measuring depth (as shown in Figure 6). (D) Continue the test body pouring operation, and record the total pouring time, the total test body pouring amount and calculate the test body porosity ratio after the test body pouring is completed. The so-called pouring completion refers to the test body's sand dropping height to the inner lining body 1 2 The top is the same height. It should be noted that when the pouring operation reaches a certain height, in order to avoid the sand reduction pipe 2 1 1 from interfering with the pouring operation, it can be considered to replace the short sand reduction pipe 2 11 to continue pouring, as shown in Figure 7. Show. (E) Perform the sample saturation operation. As shown in Figure 8, through the water pressure bucket 31, slowly inject water from the water inlet 16 of the grouting bucket 10, so that the sample is saturated with water and the pore air is discharged, and the saturation is recorded. Working time, filling the grout bucket with water 1 0
第9頁 200403381 五、發明說明（6) — ' ^ 後應繼續注水讓水、、兴屮q, 止飽和作業。 “間（約12小時），再停 (F)製作試體頂面排水層19，該排水層丨 工織物1 3包裹举石所抑以，廿仏M u 樣由地 20。（如第_、） 亚於排水層19頂端置—承麼板 壓伸2/-合灌漿桶1 〇上蓋15，透過氣壓力桶Μ打入氣 ΐ Γ ί Γ Γ之彈性膜體151變形摩擎承遷板20對$體谁 仃現地覆土應力模擬（如第1()圖所示），並且八體進 桶31打入氣壓使施燃單元對試體進行現 =1 :前須同時考量出聚口 142上方之覆…，以水，， (Η)依照現地狀況調配比製作試體灌漿用之將 漿液種類及配比須依照現地狀況而定’ 1 / 料為：懸濁型及溶液型漿液。 吊使用之4漿材 (I)進行試體灌漿試驗，將第Η項之漿液 ，桶33、34内（視聚液種類而定），並於灌衆時 之出漿口 142開始灌漿，而在進行灌渡試驗之前 ’可先透過灌漿桶ίο底部可設有不同高度之水壓計管18， 且水壓計管1 8最高高度係與出漿口 i 42齊平萨此壓叶 管1 8配合灌漿桶1 〇外灌漿部之水壓計（圖中未9示 可於 :=3 =進=”靜水壓力狀態下之試：試驗：而 在4桌過私中，由於本貫施例係以滲透灌 ，在超額水壓下，試體孔隙水經由聚液；;=:由，一 官路4G2流出至流量計算單元4〇之第一部件4ι，而同樣超Page 9 200403381 V. Description of the invention (6)-'^ should continue to inject water to make water, and then increase the q, to stop the saturation operation. "Sometimes (about 12 hours), then stop (F) to make a drainage layer 19 on the top surface of the test specimen. This drainage layer is covered with a stone fabric and is covered by a stone. 、) Located next to the top of the drainage layer 19—the bearing plate is stretched 2 / —the grouting bucket 10 is covered with an upper cover 15 and driven into the gas through the gas pressure bucket M. Γ ί Γ Γ the elastic membrane 151 deforms the motor transfer board 20 pairs of people who found the soil cover stress simulation (as shown in Figure 1 ()), and the pressure of the eight body into the barrel 31 and the air pressure caused the firing unit to display the test body = 1: the above must be considered at the same time. Covering, using water, (Η) The type and ratio of the slurry used to make the test body grouting according to the local condition allocation ratio must be determined according to the local condition. 1 / Material: suspension type and solution type slurry. Hanging use No. 4 slurry material (I) is subject to grouting test. Put the slurry of item ， into buckets 33 and 34 (depending on the type of polymer solution), and grout at the slurry outlet 142 when filling the crowd. Before the flooding test, 'the pressure gauge tube 18 at different heights can be set through the grouting barrel at the bottom, and the highest height of the pressure gauge tube 18 is the same as the slurry outlet i 42 Pinza This pressure vane tube 1 8 is equipped with a hydrometer in the grouting barrel 1 0 (not shown in the figure. Can be tested in the state of hydrostatic pressure: = 3 = inlet = "test: and test at 4 tables) In private, since the present embodiment is osmotic irrigation, under excess water pressure, the pore water of the specimen passes through the polymer solution;; =: from Yiguan Road 4G2 to the first component 4m of the flow calculation unit 40, and Same super
第10頁 200403381 五、發明說明（7) 過基準水位4 0 1之孔隙水，如第1 1圖所示，則由第二管路 4 〇 3流到第二部件4 2，-透過差壓計算單元4 3計算出原有相 等現地模擬水壓力（入口端4 2 1)與原有相等現地模擬水 壓力加上孔隙水水壓力之差壓值（出口端42 2)，由於差 壓叶异單元4 3測得之數值為電壓值，代入差壓計校正程序 =得之壓力-電壓曲線，可得知每一時距測量點之實際水 壓差值，然後由資料擷取裝置44綜合水壓力差值、灌漿時 t及灌聚壓力’而運算出灌漿流量及總體流量，藉此研究 出灌聚壓力及流量關係。 (J) 試體固結養護，係將試體靜置到固結狀態。 (K) 開挖試體，並由气#“ 合漿液走向分佈，將可有由^體解固因結/將^下六取樣分析，配 狀、漿液在試體内之滲透料榮上丨w ^成之开/ 參數。 /透性寺判別，而可設計及修正相關 綜合上述，本發明太々 ^ , 應力，變更灌聚壓；業中將陸續得知模擬現地 數，…聚期間之監聚量及試體孔隙等參 之規劃、設計、施工到= 饋現地施工，以提高施工品質及成功性。 其成果回 惟以上所述者，僅為t 能以之限定本發明實施之=明之較佳貫施例而已，當不 範圍所作之均等變化與修飾二P大凡依本發明申請專利 範圍内。 、七飾，皆應仍屬本發明專利涵蓋之Page 10 200303381 V. Description of the invention (7) The pore water passing through the reference water level 4 0 1 will flow from the second pipeline 4 0 3 to the second component 4 2 as shown in Fig. 11 and the permeate differential pressure The calculation unit 4 3 calculates the differential pressure value between the original equivalent in situ simulated water pressure (inlet end 4 2 1) and the original equivalent in situ simulated water pressure plus the pore water pressure (outlet end 42 2). The value measured by unit 43 is the voltage value, which is substituted into the differential pressure gauge calibration procedure = the obtained pressure-voltage curve, and the actual water pressure difference value at each time interval can be known, and then the data acquisition device 44 integrates the water pressure The difference, t and grouting pressure during grouting 'are used to calculate grouting flow and overall flow, thereby studying the relationship between grouting pressure and flow. (J) Consolidation of the specimen, the specimen is left to stand in a consolidated state. (K) Excavate the test specimen and distribute it from the gas mixture to the gas. It will be possible to dissolve the solid matter / sampling the next six samples for analysis, and the shape and slurry in the test material will be infiltrated. w 成 成 之 / parameter. / Tongji Temple discrimination, and can be designed and modified related to the above, the present invention is too ^^, stress, change the irrigation pressure; the industry will gradually learn the number of simulated sites, ... The planning, design, and construction of the parameters such as the monitoring amount and the pores of the test specimens are to be fed back to the site to improve the quality and success of the construction. The results are only as described above, and are only limited to the implementation of the present invention. Only the preferred embodiments are clearly described. When the scope of the equivalent changes and modifications are not covered by the scope of the present invention, the patents should be covered by the invention patent.
200403381 圖式簡單說明 【圖式之簡單說明】 第1圖，係現地灌攀說備示意圖 第2圖，係小規模試驗設備示意圖 第3圖，係大規模試驗設備示意圖 第4圖，係本發明之模擬系統配置示意圖 第5圖，係本發明之洗注作業示意圖 第6圖，係本發明之灌漿架裝設示意圖 第7圖，係本發明之繼續澆注作業示意圖 第8圖，係本發明之洗注作業完成示意圖 第9圖，係本發明之飽和試驗示意圖 第1 0圖，係本發明之覆土應力試驗示意圖 第1 1圖，係本發明之流量系統流向示意圖 第1 2圖，係本發明之模擬方法流程圖 【圖式之符號說明】 灌漿桶..... • · · 10 支撐體· · · ———— 11 内襯體..... • · · 12 側財水£ · · • · · · 101 下貯水區·· · · • · · 102 地工織物·· • · · · 13 灌漿架····· • · · 14 灌漿管· · · • · · · 141 出漿口..... • · · 142 上盍· · · · • · · · 15 膜體...... • · · 151 氣阻元件·· • · · · 152 灌漿部..... •153 灌氣部· · · • · · · 154 進水部..... ——· · 16 出水部· · · • · · · 17 水壓計管·· · · • · · 18 排水層· · · • · · · 19 容置體..... • · · 21 移動體· · · • ·——22200403381 Brief description of the drawing [Simplified description of the drawing] Fig. 1 is a schematic diagram of a local irrigation and preparation equipment. Fig. 2 is a schematic diagram of a small-scale test equipment. Fig. 3 is a schematic diagram of a large-scale test equipment. FIG. 5 is a schematic diagram of the configuration of the simulation system, FIG. 6 is a schematic diagram of the washing operation of the present invention, FIG. 7 is a schematic view of the grouting rack installation of the present invention, and FIG. 7 is a schematic view of the continuous pouring operation of the present invention. Figure 9 is the schematic diagram of the completion of the washing operation, which is the schematic diagram of the saturation test of the present invention, Figure 10, the schematic diagram of the soil stress test of the present invention, Figure 11, and the schematic diagram of the flow direction of the flow system of the present invention. Figure 12 is the present invention. Flow chart of the simulation method [Illustration of the symbols in the figure] Grouting bucket ..... · · · · · 101 Underwater storage area · · · · · · · 102 Geotextile · · · · · · 13 Grouting rack · · · · · · · 14 Grouting pipe · · · · · · · 141 Out Mouth ..... • • 142 盍 · · · · · · · · · · 15 membrane body ... • · · 151 air resistance element · · · · · 152 grouting part ... 153 gas filling part .. —— · 16 water outlet · · · · · · · 17 water pressure gauge tube · · · · · · · · 18 drainage layer · · · · · · 19 container body ... 21 moving body · · · · · 22
第12頁 200403381 圖式簡單說明 降砂管........21 1間距單元......212 水 壓 力 桶 • -· · 31 氣 壓 力 才焉· · · —— · 32 漿 液 壓 力 桶 • · · • 33^ 34 流 量 計 算單元· • · · 4 0 第 一 部 件 • · · 41 基 準 水 位—— · • · · 401 第 一 管 路 • · · 402 第 二 管 路—— · • · · 403 第 二 部 件 • · · 42 入 σ 端 • · · 421 出 V 端 ——· 422 測 量 線 • · · 431 差 壓 計 算 單 元· · • · · 43 信 號 線 • · · 441 資 料 擷 取 裝 置·· · 44 承 壓 板 • · · 20Page 12 200303381 Schematic description of the sand reducing pipe ......... 21 1 pitch unit ... 212 Water pressure bucket • -... 31 Gas pressure only 焉 · · —— · 32 slurry Pressure tank • • • • 33 ^ 34 flow rate calculation unit • • • 4 0 first part • • 41 reference water level — • • • 401 first line • • 402 second line — • • · · 403 second component · · · 42 input σ terminal · · · 421 output V terminal · · 422 measuring line · · · 431 differential pressure calculation unit · · · · · 43 signal line · · · 441 data acquisition device ·· · 44 Pressure plate · · · 20
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