WO2018223286A1 - 一种新型排水固结系统及方法 - Google Patents

一种新型排水固结系统及方法 Download PDF

Info

Publication number
WO2018223286A1
WO2018223286A1 PCT/CN2017/087294 CN2017087294W WO2018223286A1 WO 2018223286 A1 WO2018223286 A1 WO 2018223286A1 CN 2017087294 W CN2017087294 W CN 2017087294W WO 2018223286 A1 WO2018223286 A1 WO 2018223286A1
Authority
WO
WIPO (PCT)
Prior art keywords
drainage
vacuum
pipe
gas injection
vacuum pump
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Ceased
Application number
PCT/CN2017/087294
Other languages
English (en)
French (fr)
Inventor
汤连生
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Sun Yat Sen University
Original Assignee
Sun Yat Sen University
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Sun Yat Sen University filed Critical Sun Yat Sen University
Priority to PCT/CN2017/087294 priority Critical patent/WO2018223286A1/zh
Publication of WO2018223286A1 publication Critical patent/WO2018223286A1/zh
Anticipated expiration legal-status Critical
Ceased legal-status Critical Current

Links

Images

Classifications

    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/02—Improving by compacting
    • E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains

Definitions

  • the invention relates to the technical field of foundation consolidation, and more particularly to a novel integrated vacuum water pressure dialysis pluggable high pressure consolidation system and a consolidation method.
  • the vacuum preloading method has been widely used at home and abroad, there are still some problems.
  • the preloading load of the vacuum preloading method is at most 1 atmosphere, the drainage consolidation effect has an upper limit, and the reinforcement period is long.
  • the pre-construction of the vacuum preloading method plus vacuuming and post-processing the entire process takes time. Two to four months; second, the vacuum loss is large, in the vertical transmission process of the vacuum, the depth is continuously dissipated; third, during the vacuum preloading process, the drainage board is easily blocked, with the vacuum preloading The pressure continues, the soil particles that cannot pass through the pores of the filter are continuously gathered around the drainage board, and finally the drainage board is blocked.
  • the drainage board is still a drainage channel to increase the settlement after work;
  • the vacuum preloading method can only generally obtain a vacuum preloading load of 60-80 kPa.
  • the bearing capacity of the foundation after treatment is low, the soft soil is still in a soft plastic or even plastic state, the water content is high, and the physical and mechanical properties are still poor.
  • it is often necessary to adopt some other conventional reinforcement methods such as preloading, dynamic compaction or pile foundation composite foundation, etc.
  • sixth is the existing vacuum, stacking and other preloading methods. Landfill foundation drainage consolidation effect is not obvious, the moisture content of the soil is still very high after treatment.
  • the invention provides a comprehensive vacuum water for solving the technical defects of the above prior art in the consolidation of sludge landfill foundation and soft soil foundation, the consolidation period is long, the drainage board is easy to block, and the consolidation effect is not obvious.
  • Pressure Dialysis can block the high pressure consolidation system and its corresponding consolidation method.
  • a new type of drainage consolidation system that is, a high-pressure consolidation system that can be plugged by integrated vacuum water pressure dialysis, includes a plurality of new drainage plates, vacuum tubes and vacuum pumps, wherein the drainage plates are connected and connected to a vacuum pump through a vacuum tube, the drainage consolidation
  • the system further includes a salt liquid storage chamber, a gas injection pressurization device, a gas injection pipe and an on-off valve; wherein the drainage plate is connected and connected to one end of the vacuum tube and one end of the gas injection pipe, and the other end of the gas injection pipe and the gas injection pressurization device Connected and connected, the salt liquid storage chamber is connected and connected to the gas injection pipe through the on-off valve;
  • the core of the drainage board comprises a plurality of pipes arranged in an order from left to right, wherein a plurality of pipes in the drainage plate are connected and connected to one end of the gas injection pipe, and the rest are The pipe is connected and connected to the vacuum pipe; a plurality of pipes in the drainage plate are connected to each other at the bottom, so that liquid and gas can circulate inside thereof;
  • the surface of the core of the drainage board is sequentially covered with a layer of dialysis membrane and a layer of geotextile membrane.
  • the vacuum pump is activated, and the vacuum of the vacuum pump is used to make the moisture in the foundation enter the channel of the drainage board, and finally is pumped to the vacuum pump, and then discharged through the drainage channel;
  • step S5 The initial consolidation of the foundation is completed by the vacuuming of steps S2 to S4, and then step S6 is performed;
  • the vacuum pump is activated, and the vacuum pumping of the vacuum pump is used to cause the salt liquid stored in the salt liquid storage chamber to enter the middle pipe of the drainage plate, and is circulated into the entire drainage plate through the communication between the pipes, and the dialysis is used to precipitate the foundation. Moisture; at this time, the salt liquid with the reduced concentration in the drainage plate is extracted by vacuuming of the vacuum pump;
  • Step S7 is repeatedly performed until the foundation is consolidated to the set condition.
  • the sludge landfill and soft soil foundation are further consolidated by salt dialysis method, and the dialysis pressure can reach 1-5Mpa, further reducing sludge landfill.
  • Water content of foundation and soft soil foundation, moisture content of sludge landfill foundation and soft soil foundation can be reduced to 30%
  • the sludge landfill foundation and the soft soil foundation are finally made plastic and even hard plastic.
  • the screened cement slurry is injected into the pipeline inside the drainage board.
  • the cement slurry fills the entire drainage board, forms a drainage sheet pile after solidification, and blocks the drainage channel to prevent groundwater under the post-work load. Continued oozing along the drainage channel to achieve the effect of reducing post-construction settlement.
  • the cement slurry poured into the drainage board can form a drainage sheet pile after solidification, which can effectively improve the foundation strength.
  • Figure 1 is a schematic side view of the system.
  • FIG. 2 is a schematic plan view of the system.
  • Fig. 3 is a schematic structural view of a drainage board.
  • FIG. 4 is a schematic view showing the structure and use principle of the connecting device.
  • Fig. 5 is a schematic view showing the structure and use principle of the sleeve.
  • the consolidation system comprises N drainage plates 1, a vacuum tube 2 and a vacuum pump 3, wherein the drainage plate 1 is connected to the vacuum pump 3 via a vacuum tube 2, the drainage consolidation system further comprising a saline storage a chamber 4, a salt liquid pool 5, a gas injection pressurizing device 6, a gas injection pipe 7, an on-off valve 8 and a sprayer 9; wherein the drain plate 1 is connected and connected to one end of the vacuum tube 2 and one end of the gas injection pipe 7, and the gas injection pipe 7 The other end is connected and connected to the gas injection pressurizing device 6, and the salt liquid storage chamber 4 is connected and connected to the gas injection pipe 7 through the on-off valve 8.
  • N is an integer greater than 1
  • the spacing between the drainage plates 1 can be designed according to the physical and mechanical properties of the soft soil foundation, such as the drainage plate 1 spacing of 1 to 2 m.
  • the drainage board includes a plurality of pipes 10 arranged in an order from left to right, and a plurality of pipes 10 in the drainage plate, a pipe 10 in the middle portion and a gas injection pipe 7 One end is connected and connected, and the remaining ducts 10 are connected and connected to the vacuum tube 2; the plurality of ducts 10 of the drain plate are connected to each other.
  • the surface of the drainage board 1 is sequentially covered with a layer of dialysis membrane 12 and a layer of geotextile membrane 13.
  • the pipe 10 in the drainage board is connected and connected to the vacuum pipe 2 and the gas injection pipe 7 through a connecting device 14, and the connecting device 14 includes the outer pipe 15 and the outer casing 15
  • the inner tube 18 in the tube, the bottom end of the outer tube 15 is connected and communicated with the top end of the duct 10 at the middle of the drain plate, and the bottom end of the inner tube 18 is connected and connected to the top end of the remaining duct 10 of the drain plate, and the top end of the outer tube 15 It is connected and connected to one end of the vacuum tube 2, and the distal end of the inner tube 18 is connected and communicated with one end of the gas injection tube 7.
  • a plurality of pipes in the drainage board are connected by a sleeve 16 disposed at the bottom end; the sleeve 16 is in the shape of a barrel having an upper opening and a transverse cross-sectional shape thereof. Consistent with the shape of the transverse cross section of the drainage panel 1, the sleeve 16 is connected to the bottom end of the drainage panel 1 through an opening in its upper portion.
  • the sleeve 16 is provided with a plurality of short columns 17 , and the two ends of the short columns 17 are respectively connected with the front and rear sides of the sleeve 16 to support the same.
  • Example 1 The specific process of the consolidation system for solidifying sludge landfill foundation and soft soil foundation provided in Example 1 is as follows:
  • the drainage plate is determined after the vacuum pre-pressure field is determined.
  • the spacing between the drainage plates can be designed according to the physical and mechanical properties of the sludge landfill foundation and the soft soil foundation. For example, the distance between the drainage plates is 1 to 2 m.
  • the bottom end of the drainage board is inserted into the sleeve and glued with super glue to ensure that the salt liquid and gas will not leak at the joint during the reinforcement process.
  • the length of the sleeve is 25 ⁇ 35cm, which is folded from the bottom 10cm. , using the card machine to drive the drainage board as a whole to a predetermined depth.
  • the geotextile filter membrane, dialysis membrane and pipeline in the exposed drainage board are cut off from the end by 5-8 cm, the pipeline in the middle of the drainage panel is retained, the pipeline in the middle of the drainage panel and the remaining pipelines and the connecting device are respectively connected.
  • the middle inner tube and the outer tube are connected, and the geotextile filter membrane at the end of the drainage plate is connected with the dialysis membrane and the connecting device, and is respectively adhered with strong glue, and the sealing property is ensured, as shown in Fig. 4.
  • the water-absorbing salt solution is prepared in the salt liquid storage chamber, and the polyethylene glycol solid is used as the solute, and the ratio of the water to the water is 1:10.
  • the on-off valve is opened, and the salt liquid flows into the upper part of the sealing membrane of the reinforcement area to form a salt liquid pool.
  • the vacuum pump is turned on and the entire site is subjected to vacuum water preloading. After vacuuming for two weeks, the vacuum pump is turned off, the gas injection pressurization device is started, and continuous gas injection is started until the water in the drain plate is discharged, and the gas injection pressurization device is closed.
  • the vacuum pump is newly turned on, the vacuum water preload is again applied to the site, and the above process is repeated.
  • the vacuum phase can be stopped after the amount of water discharged from the vacuum preloading field is small and the consolidation of the foundation soil is not changed much.
  • Open the switch valve re-open the vacuum pump, the salt liquid in the salt pool of the reinforcement area flows into the drainage board through the salt storage chamber, the salt liquid flows slowly in the drainage board, the dialysis pressure reaches 5MPa, and a large amount of water is removed from the soil.
  • Sprayed on the site through the spray device using the evaporation of rain-free weather (the salt solution is stored in the salt pool in the rainy weather), the salt concentration is raised again, and the salt pool is re-introduced to form a circulation system. .
  • the salt liquid in the extrusion plate is injected into the drainage plate again, the salt liquid is collected for reuse, and the sieved cement slurry is injected into the pipeline in the drainage board.
  • cement drainage plate piles are formed to block the drainage channel to prevent the groundwater from continuing to seep along the drainage channel under the post-work load, thereby reducing the effect of post-construction settlement and increasing the strength of the soil in the reinforcement zone.

Landscapes

  • Engineering & Computer Science (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Structural Engineering (AREA)
  • Agronomy & Crop Science (AREA)
  • Environmental & Geological Engineering (AREA)
  • Soil Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)

Abstract

一种排水固结系统，包括排水板（1）、真空管（2）、真空泵（3）、盐液储存室（4）、注气增压设备（6）、注气管（7）和开关阀（8），排水板（1）通过真空管（2）与真空泵（3）连通，排水板（1）通过注气管（7）与注气增压设备（6）连通，盐液储存室（4）通过开关阀（8）与注气管（7）连通；排水板（1）的板芯包括有一体化设置的从左到右依次排列的若干条管道（10），其中，位于中部的管道（10）与注气管（7）的一端连通，其余的管道（10）与真空管（2）连通；排水板（1）内的若干条管道（10）在底部相互连通，使得液体和气体可在其内部循环；排水板（1）的板芯表面上依次覆盖有一层渗析膜（12）和一层土工布滤膜（13）。还提供了一种排水固结方法。

Description

一种新型排水固结系统及方法 技术领域
本发明涉及地基固结的技术领域，更具体地，涉及一种新型的综合真空水压渗析可封堵的高压固结系统及固结方法。
背景技术
经济发展带来国民的生活水平提高，使得污水量也越来越大，污水经污水厂处理后形成的污泥通常采用填埋的方法进行处理；在污泥填埋场区施工作业面临着地基承载力极低的问题。另一方面，随着经济的发展，为满足土地需求，沿海的一些城市会进行填海造陆；填海造陆形成的软土地基含水率高、强度低，不能满足工程需要，需进行加固处理，完成软土地基预压排水，固结沉降并提高软土地基的承载力。自20世纪八十年代开始，真空预压处理软弱地基的方法开始在全球普遍应用。随着工程实践的增多，真空预压法的理论和技术不断被完善，使之在实际工程中更具可行性，越来越适合污泥填埋地基和软土地基的处理。
真空预压法虽然在国内外得到了普遍的使用，但也存在一些问题。一是真空预压法的预压荷载最多为1个大气压，排水固结效果有上限，而且加固周期长，一般真空预压法的前期施工加上抽真空以及工后处理，整个过程需耗时两到四个月；二是真空度损耗大，在真空度的竖向传递过程中，随着深度加深而不断耗散；三是真空预压过程中，排水板容易淤堵，随着真空预压的不断进行，不能通过滤膜孔眼的土颗粒不断在排水板周围聚集，最后堵塞排水板；四是真空预压结束后，打设的排水板仍然是排水通道，加大工后沉降；五是真空预压法实际上一般只能取得60-80kPa的真空预压荷载，处理后地基的承载力较低，软土仍处于软塑甚至流塑状态，含水率较高，物理力学特性仍旧很差，之后往往还需要采用一些其它常规加固方法(如堆载预压、强夯或桩基复合地基等)以进一步提高承载力；六是现有的真空、堆载等预压法对污泥填埋地基的排水固结效果不明显，处理后土壤的含水率仍然非常高。
发明内容
本发明为解决以上现有技术在固结污泥填埋地基、软土地基时所具有的固结周期长、排水板易堵塞、固结效果不明显的技术缺陷，提供了一种综合真空水压 渗析可封堵的高压固结系统及其相应的固结方法。
为实现以上发明目的，采用的技术方案是：
一种新型排水固结系统，即综合真空水压渗析可封堵的高压固结系统，包括若干新型的排水板、真空管和真空泵，其中排水板通过真空管与真空泵连接及连通，所述排水固结系统还包括有盐液储存室、注气增压设备、注气管和开关阀；其中所述排水板与真空管的一端、注气管的一端连接及连通，注气管的另一端与注气增压设备连接及连通，盐液储存室通过开关阀与注气管连接及连通；
所述排水板的板芯包括有一体化设置的从左到右依次排列的若干条管道，所述排水板内的若干条管道中，位于中部的管道与注气管的一端连接及连通，其余的管道与真空管连接及连通；所述排水板内的若干条管道在底部相互连通，使得液体和气体可在其内部循环；
所述排水板的板芯表面上依次覆盖有一层渗析膜和一层土工布滤膜。
利用上述固结系统进行固结的方法过程如下：
S1.将排水板打设入地基内；
S2.启用真空泵，利用真空泵的抽真空作用使得地基中水分进入排水板的通道内，并最终被抽取至真空泵，再通过排水沟排出场区；
S3.启用真空泵持续一段时间后关闭真空泵，然后启用注气增压设备向排水板内注气；
S4.重复执行步骤S2～S3；
S5.通过步骤S2～S4的抽真空作用完成地基的初步固结，然后执行步骤S6；
S6.开启开关阀使盐液储存室接入注气管，盐液储存室内储存有盐液；
S7.启用真空泵，利用真空泵的抽真空作用使得盐液储存室内存储的盐液进入排水板的中部管道内，并通过管道之间的连通作用循环进整个排水板中，利用渗析作用析出地基中的水分；此时通过真空泵的抽真空作用将排水板中的浓度降低后的盐液抽取出来；
S8.重复执行步骤S7，直至地基固结至设定的条件。
与现有技术相比，本发明的有益效果是：
1)利用抽真空作用进行初步的固结之后，再利用盐液渗析的方法对污泥填埋地基、软土地基进行进一步的固结，渗析压力可达1-5Mpa，进一步降低污泥填埋地基、软土地基的含水率，污泥填埋地基、软土地基的含水率可降低至30％ 以下，使污泥填埋地基、软土地基最终达到可塑，甚至达到硬塑。
2)增设注气增压设备，一方面使其在真空预压过程中对排水板进行注气，板内水分被挤出，然后再抽真空，此时排水板外地基土天然地下水水压力大于排水板内的负气压，形成排水板内外远大于1个大气压压差的有利现象，压差倍数可达传统真空预压的M(M＝1+排水板打设深度/10)倍以上，土层(尤其是深部土层)中的水分更易更快排出；另一方面，当抽真空效果不明显时注气不仅可以有效冲走堵塞在排水板滤膜上的土颗粒，避免排水板被堵塞，而且抽真空与注气来回反复的进行可使得排水板周围的淤堵层胀缩而形成大量裂隙，从而可达到防淤堵效果，以保障后续的排水固结过程。
3)排水固结过程全部完成后，向排水板内的管道中注入过筛的水泥浆，水泥浆填充整个排水板，凝固后形成排水板桩，封堵排水通道，防止工后荷载作用下地下水沿排水板通道的继续渗出，达到降低工后沉降的效果，同时灌注进排水板的水泥浆液凝固后还可形成排水板桩，可有效提高地基强度。
附图说明
图1为系统的侧视结构示意图。
图2为系统的俯视结构示意图。
图3为排水板的结构示意图。
图4为连接装置的结构及使用原理示意图。
图5为板套的结构及使用原理示意图。
具体实施方式
附图仅用于示例性说明，不能理解为对本专利的限制；
以下结合附图和实施例对本发明做进一步的阐述。
实施例1
如图1、2、3所示，固结系统包括N个排水板1、真空管2和真空泵3，其中排水板1通过真空管2与真空泵3连接，所述排水固结系统还包括有盐液储存室4、盐液池5、注气增压设备6、注气管7、开关阀8和喷雾器9；其中所述排水板1与真空管2的一端、注气管7的一端连接及连通，注气管7的另一端与注气增压设备6连接及连通，盐液储存室4通过开关阀8与注气管7连接及连通。其中N为大于1的整数；排水板1之间的间距可根据软土地基的物理力学性质设计，如排水板1间距为1～2m。
其中如图3所示，所述排水板包括有一体化设置的从左到右依次排列的若干条管道10，所述排水板内的若干条管道10中，位于中部的管道10与注气管7的一端连接及连通，其余的管道10与真空管2连接及连通；所述排水板的若干条管道10之间相互连通。排水板1的表面上依次覆盖有一层渗析膜12和一层土工布滤膜13。
在具体的实施过程中，如图4所示，所述排水板内的管道10通过一连接装置14与真空管2、注气管7连接及连通，所述连接装置14包括外管15和套取在外管内的内管18，外管15的底端与排水板位于中部的管道10的顶端连接及连通，内管18的底端与排水板其余的管道10的顶端连接及连通，外管15的顶端与真空管2的一端连接及连通，内管18的顶端与注气管7的一端连接及连通。
在具体的实施过程中，如图5所示，排水板内的若干条管道之间通过设置在底端的板套16进行连通；所述板套16呈上部开口的桶状，其横向剖面的形状与排水板1的横向剖面的形状一致，板套16通过其上部的开口与排水板1的底端连接。其中所述板套16内设置有若干短柱17，短柱17的两端分别与板套16的前后两侧连接，起支撑作用。
实施例2
实施例1提供的固结系统固结污泥填埋地基、软土地基的具体过程如下：
第一步、确定真空预压场区后进行排水板的打设，排水板之间的间距可根据污泥填埋地基、软土地基的物理力学性质设计，如排水板间距为1～2m。打设排水板时，排水板底端插入板套内，并用强力胶水粘结，确保加固过程中盐液与气体不会在连接处渗漏，板套长度25～35cm，从底部10cm处翻折，利用插板机将排水板整体打设到预定深度。
第二步、将出露的排水板中的土工布滤膜、渗析膜及管道从端部剪掉5～8cm，保留排水板中部的管道，排水板中部的管道及其余的管道分别和连接装置中内管和外管连接，排水板端部的土工布滤膜和渗析膜和连接装置连接，并分别用强力胶水粘牢，并保证密封性，见图4。
第三步、盐液储存室中调配吸水盐液，采用聚乙二醇固体作为溶质，与水配合比1:10。打开开关阀，盐液流入加固区场地的密封膜上部，形成盐液池。开启真空泵，对整个场地进行真空水载预压。抽真空两周后，关闭真空泵，启动注气增压设备，开始进行连续注气，直至将排水板中水排出，关闭注气增压设备，重 新开启真空泵，对场地再次进行真空水载预压，并重复上述过程。
第四步、待真空预压场区排出的水量小且地基土固结变化不大后可停止真空阶段。将开关阀打开，重新开启真空泵，加固区场地的盐液池中的盐液通过盐液储存室流入排水板中，盐液在排水板中缓慢流动，渗析压达5MPa，脱出土中大量水分，再通过喷雾装置喷洒在场地内，利用无雨天气的蒸发作用(有雨天气下盐液全储存在盐液池中)，使盐液浓度再次升高，重新抽进盐液池，形成循环系统。
第五步、盐液循环渗析结束后，再次向排水板注气挤出板内盐液，收集盐液以备再利用，并向排水板内的管道中注入过筛的水泥浆。水泥浆冷却后形成水泥排水板桩，封堵排水通道，防止工后荷载作用下地下水沿排水板通道的继续渗出，达到降低工后沉降的效果，同时增加加固区土体的强度。
显然，本发明的上述实施例仅仅是为清楚地说明本发明所作的举例，而并非是对本发明的实施方式的限定。对于所属领域的普通技术人员来说，在上述说明的基础上还可以做出其它不同形式的变化或变动。这里无需也无法对所有的实施方式予以穷举。凡在本发明的精神和原则之内所作的任何修改、等同替换和改进等，均应包含在本发明权利要求的保护范围之内。

Claims (6)

  1. 一种新型排水固结系统，即综合真空水压渗析可封堵的高压固结系统，包括若干新型的排水板、真空管和真空泵，其中排水板通过真空管与真空泵连接及连通，其特征在于：所述排水固结系统还包括有盐液储存室、注气增压设备、注气管和开关阀；其中所述排水板与真空管的一端、注气管的一端连接及连通，注气管的另一端与注气增压设备连接及连通，盐液储存室通过开关阀与注气管连接及连通；
    所述排水板的板芯包括有一体化设置的从左到右依次排列的若干条管道，所述排水板内的若干条管道中，位于中部的管道与注气管的一端连接及连通，其余的管道与真空管连接及连通；所述排水板内的若干条管道在底部相互连通，使得液体和气体可在其内部循环；
    所述排水板的板芯表面上依次覆盖有一层渗析膜和一层土工布滤膜。
  2. 根据权利要求1所述的新型排水固结系统，其特征在于：所述排水板的管道通过一连接装置与真空管、注气管连接及连通，所述连接装置包括外管和套取在外管内的内管，外管的底端与排水板位于中部的管道的顶端连接及连通，内管的底端与排水板其余的管道的顶端连接及连通，外管的顶端与真空管的一端连接及连通，内管的顶端与注气管的一端连接及连通。
  3. 根据权利要求2所述的新型排水固结系统，其特征在于：排水板的若干条管道之间通过设置在底端的板套进行连通；所述板套呈上部开口的桶状，其内由若干短柱连接支撑，其横向剖面的形状与排水板的横向剖面的形状一致，板套通过其上部的开口与排水板的底端连接。
  4. 根据权利要求1～3任一项所述的新型排水固结系统，其特征在于：所述固结系统还包括有一喷雾器，喷雾器的输入端与真空泵的输出端连接。
  5. 根据权利要求1～4任一项所述系统的固结方法，其特征在于：包括以下步骤：
    S1.将排水板打设入地基内；
    S2.启用真空泵，利用真空泵的抽真空作用使得地基中水分进入排水板内，并最终被抽取至真空泵，再通过排水沟排出场区；
    S3.启用真空泵持续一段时间后关闭真空泵，然后启用注气增压设备向排水 板内注气；
    S4.重复执行步骤S2～S3；
    S5.通过步骤S2～S4的抽真空作用完成地基的初步固结，然后执行步骤S6；
    S6.开启开关阀使盐液储存室接入注气管，盐液储存室内储存有盐液；
    S7.启用真空泵，利用真空泵的抽真空作用使得盐液储存室内存储的盐液进入排水板的中部管道内，并通过管道之间的连通作用循环进整个排水板中，利用渗析作用析出地基中的水分；此时通过真空泵的抽真空作用将排水板中的浓度降低后的盐液抽取出来；
    S8.重复执行步骤S7，直至地基固结至设定的条件。
  6. 根据权利要求5所述的排水固结方法，其特征在于：所述完成步骤S8后，向排水板内灌注水泥浆。
PCT/CN2017/087294 2017-06-06 2017-06-06 一种新型排水固结系统及方法 Ceased WO2018223286A1 (zh)

Priority Applications (1)

Application Number Priority Date Filing Date Title
PCT/CN2017/087294 WO2018223286A1 (zh) 2017-06-06 2017-06-06 一种新型排水固结系统及方法

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
PCT/CN2017/087294 WO2018223286A1 (zh) 2017-06-06 2017-06-06 一种新型排水固结系统及方法

Publications (1)

Publication Number Publication Date
WO2018223286A1 true WO2018223286A1 (zh) 2018-12-13

Family

ID=64566097

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/CN2017/087294 Ceased WO2018223286A1 (zh) 2017-06-06 2017-06-06 一种新型排水固结系统及方法

Country Status (1)

Country Link
WO (1) WO2018223286A1 (zh)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109883851A (zh) * 2019-04-03 2019-06-14 水利部交通运输部国家能源局南京水利科学研究院 用于高含水率淤泥的注气-真空固结试验装置及试验方法
CN121740918A (zh) * 2026-02-28 2026-03-27 中交天津港湾工程研究院有限公司 塑料排水板排水通道土颗粒侵入情况原位测试方法

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2007309055A (ja) * 2006-05-22 2007-11-29 Kurose Aiko 軟弱地盤強化方法
JP2014012980A (ja) * 2012-06-08 2014-01-23 Ohbayashi Corp 液状化防止方法及びシステム
CN105603963A (zh) * 2016-02-29 2016-05-25 中交天津港湾工程研究院有限公司 扁带侧胀联合真空预压地基处理装置和方法
CN105929132A (zh) * 2016-04-19 2016-09-07 中山大学 一种真空预压联合电动法试验装置及试验方法
CN106592572A (zh) * 2016-10-21 2017-04-26 温州大学 气压劈裂地基加固处理结构和采用气压劈裂地基加固处理结构
CN107190727A (zh) * 2017-06-06 2017-09-22 中山大学 一种新型排水固结系统及方法

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2007309055A (ja) * 2006-05-22 2007-11-29 Kurose Aiko 軟弱地盤強化方法
JP2014012980A (ja) * 2012-06-08 2014-01-23 Ohbayashi Corp 液状化防止方法及びシステム
CN105603963A (zh) * 2016-02-29 2016-05-25 中交天津港湾工程研究院有限公司 扁带侧胀联合真空预压地基处理装置和方法
CN105929132A (zh) * 2016-04-19 2016-09-07 中山大学 一种真空预压联合电动法试验装置及试验方法
CN106592572A (zh) * 2016-10-21 2017-04-26 温州大学 气压劈裂地基加固处理结构和采用气压劈裂地基加固处理结构
CN107190727A (zh) * 2017-06-06 2017-09-22 中山大学 一种新型排水固结系统及方法

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109883851A (zh) * 2019-04-03 2019-06-14 水利部交通运输部国家能源局南京水利科学研究院 用于高含水率淤泥的注气-真空固结试验装置及试验方法
CN109883851B (zh) * 2019-04-03 2024-04-16 水利部交通运输部国家能源局南京水利科学研究院 用于高含水率淤泥的注气-真空固结试验装置及试验方法
CN121740918A (zh) * 2026-02-28 2026-03-27 中交天津港湾工程研究院有限公司 塑料排水板排水通道土颗粒侵入情况原位测试方法

Similar Documents

Publication Publication Date Title
CN107190727B (zh) 一种新型排水固结系统及方法
CN104631428B (zh) 一种局部深层增压式真空预压处理软土地基的方法
CN102733371B (zh) 一种密闭直抽分段式真空预压地基处理方法
CN107829425B (zh) 一种用于软基排水固结的装置及排水固结方法
CN105649002A (zh) 一种软土地基快速处理系统与方法
CN103031836A (zh) 一种在新吹填淤泥地基上快速修筑道路的方法
CN104652413B (zh) 一种新型的滩涂淤泥路基处理方法
CN104652412A (zh) 一种深层复式真空预压处理软土地基的方法
CN103074883B (zh) 主动式堆载预压联合加固地基法
CN105714761A (zh) 一种竖向分层抽水软土快速固结方法及装置
WO2022151807A1 (zh) 一种交互式真空预压软土固结降水装置及方法
WO2018223286A1 (zh) 一种新型排水固结系统及方法
CN106677158B (zh) 一种新近吹填淤泥浅表层快速均匀处理方法及结构
CN103437338B (zh) 疏干井结合气压劈裂加固吹填土地基施工方法
CN210134009U (zh) 一种带内芯的土工管袋
CN206815315U (zh) 注液增压联合注浆加固超软土地基的注液增压囊
CN107268567A (zh) 真空囊式注液增压联合注浆加固超软土地基处理方法
CN207749509U (zh) 增压复式真空预压软土地基处理施工装置
CN102912787B (zh) 粉细砂垫层滤管加密的真空预压方法
CN105239556B (zh) 一次插板密封、二次抽吸真空排水处理超软土地基的方法
CN208266848U (zh) 一种用于软基排水固结的装置与用于污泥脱水的装置
CN106567378B (zh) 水力劈裂真空预压加固软土地基的方法
CN113309070A (zh) 一种用于软土地基处理的排水毛竹及其施工方法
CN207032197U (zh) 真空囊式注液增压联合注浆加固超软土地基注液增压装置
CN207032210U (zh) 真空囊式注液增压联合注浆加固超软土地基处理系统

Legal Events

Date Code Title Description
121 Ep: the epo has been informed by wipo that ep was designated in this application

Ref document number: 17912505

Country of ref document: EP

Kind code of ref document: A1

NENP Non-entry into the national phase

Ref country code: DE

122 Ep: pct application non-entry in european phase

Ref document number: 17912505

Country of ref document: EP

Kind code of ref document: A1