WO2019000776A1 - 一种边坡地下水钻孔自启动负压排水系统及方法 - Google Patents

一种边坡地下水钻孔自启动负压排水系统及方法 Download PDF

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WO2019000776A1
WO2019000776A1 PCT/CN2017/109459 CN2017109459W WO2019000776A1 WO 2019000776 A1 WO2019000776 A1 WO 2019000776A1 CN 2017109459 W CN2017109459 W CN 2017109459W WO 2019000776 A1 WO2019000776 A1 WO 2019000776A1
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water
pipe
permeable
slope
drainage
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PCT/CN2017/109459
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English (en)
French (fr)
Inventor
孙红月
尚岳全
范雲鹤
许欢
帅飞翔
汪东飞
吕诚成
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浙江大学
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Priority to US16/300,957 priority Critical patent/US10577770B2/en
Publication of WO2019000776A1 publication Critical patent/WO2019000776A1/zh

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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/20—Securing of slopes or inclines
    • 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
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/74—Means for anchoring structural elements or bulkheads
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
    • Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
    • Y02A10/23—Dune restoration or creation; Cliff stabilisation

Definitions

  • the invention belongs to the technical field of landslide disaster prevention, and particularly relates to a system and a method for discharging groundwater in a slope.
  • the invention is suitable for controlling the rising range of the groundwater level of the slope, and is particularly suitable for the side of the slope body mainly affected by the change of the groundwater level. Slope drainage to achieve the purpose of preventing landslide disasters.
  • a large number of landslides are induced by the increase of the groundwater level of the slope caused by rainfall infiltration.
  • the rising groundwater level of the slope is a process of accumulating rainfall infiltration. Taking continuous and effective drainage measures and discharging the groundwater infiltrated into the slope in real time can reduce the occurrence of a large number of landslide disasters.
  • the main drainage measures for the current slope are: surface drainage ditch and drainage blind ditch, collecting well pumping, horizontal drainage holes, underground drainage holes, etc.
  • Surface drainage measures such as surface drainage ditch and drainage blind ditch are difficult to guarantee the effectiveness of drainage; pumping water requires power and regular management, high energy consumption and high cost of use; horizontal drainage holes are easy to drain due to small inclination. Blockage occurs, affecting the long-term effectiveness of drainage measures; underground drainage tunnels have long construction period, complicated process and high cost. So far, there is a lack of methods for sucking and draining slope groundwater, and exploring new technologies for cost-effective slope drainage is still a top priority.
  • the object of the present invention is to provide a continuous and effective slope-waterway self-starting negative pressure drainage system and method for solving the problem of existing slope drainage technology, so as to solve the problem of landslide disaster caused by excessive rise of groundwater level in the slope.
  • the system of the present invention not only can efficiently discharge groundwater deep in the slope in real time, and does not require frequent post-maintenance.
  • the technical solution adopted by the present invention is: a slope groundwater drilling self-starting negative pressure drainage system, the system includes a downdip hole, a pipe shoe, a water pipe and a drain pipe;
  • the permeable drilling section and the grouting closed drilling section are located at the lower part of the borehole, and the grouting closed drilling section is located at the upper part of the borehole, and the permeable bored section and the grouting closed bore section are disposed between a water-expanding rubber water stop ring;
  • the water-permeable drilling section comprises a water-permeable pipe and a pipe shoe installed at the bottom of the water-permeable pipe, the top of the water pipe is in contact with the water-expanding rubber water-stop ring, the cavity is formed in the water pipe, the coarse sand gravel, etc.
  • the drain pipe Drainage slope is greater than the infiltration of groundwater flow cavity permeable borehole section.
  • the bore has a bore diameter greater than 90 mm.
  • the water permeable pipe adopts an outer woven filter cloth and a perforated bellows of the inner lining HDPE
  • the pipe shoe adopts a bottom sealed, top open HDPE pipe
  • the drain pipe adopts a PA pipe with a pipe diameter of 4-8 mm.
  • a method for starting a negative pressure drainage of a groundwater borehole in a slope comprising:
  • the length of the water-permeable pipe is taken as the length of the water-permeable drilled section, the bottom of the water-permeable pipe is inserted into the pipe shoe, and the water-expanding rubber water-stop ring is placed on the top of the water pipe, and the water inlet of the drain pipe expands through the water. After the rubber water stop ring is inserted into the water pipe;
  • the governance process does not involve large-scale earthwork excavation, and the implementation process of the treatment project is simple and easy to operate;
  • the drainage measures have good reliability and strong applicability.
  • the drainage process requires no power and regular management and maintenance;
  • Each drainage hole can be independently constructed and operated independently, which is convenient for implementation of different parts of the slope. It is easy to construct and select points, and all parts can be constructed at the same time. The construction speed of the drainage system is fast;
  • the siphon action creates a negative pressure in the permeable borehole section, forcing the groundwater of the slope to flow rapidly to the borehole and discharge the surface;
  • FIG. 1 is a schematic structural view of a self-starting negative pressure drainage system for a groundwater drilling of a slope according to the present invention
  • drilling 1 cement mortar 2, water-expanding rubber water stop ring 3, water pipe 4, pipe boot 5, water-permeable drilling section 6, grouting closed drilling section 7, drain pipe 8, water outlet 9, Slope 10, groundwater level line 11.
  • the embodiment provides a slope groundwater drilling self-starting negative pressure drainage system, the system includes a downdip hole 1, a pipe 5, a water pipe 4 and a drain pipe 8; Divided into a water-permeable drilling section 6 and a grouting closed drilling section 7, the water-permeable drilling section 6 is located at the lower part of the drilling hole 1, the grouting closed drilling section 7 is located at the upper part of the drilling hole 1, the water-permeable drilling section 6 and the grouting A water-swellable rubber waterstop ring 3 is disposed between the closed drilled sections 7; the water-permeable drilled section 6 includes a water permeable pipe 4 and a pipe shoe 5 installed at the bottom of the water pipe, and the top of the water pipe 4 contacts the water-swellable rubber.
  • the water ring 3 forms a cavity in the water permeable pipe 4, and large particles such as coarse sand and gravel are prevented from entering the cavity, and the groundwater can penetrate into the cavity through the water permeable pipe 4; the water inlet of the drain pipe 8 passes through the water-swellable rubber After the water ring 3, the water pipe 4 is inserted into the water pipe 4, the water outlet 9 of the drain pipe 8 is located at the lower part of the slope, and the elevation of the water outlet 9 is lower than the bottom height of the hole 1; the grouting closes the borehole section 7 The gap between the drain pipe 8 and the wall of the hole is filled by the cement mortar 2, and the water-gas connection between the surface and the cavity of the permeable borehole section 6 is blocked; Swelling rubber seal ring 3 is closed to ensure that grouting cement mortar grouting borehole section 7 during drilling permeable section 2 does not enter the cavity 6; the drain pipe drainage.
  • K 0 is the permeability coefficient of rock and soil
  • H 0 is the length of the permeable section
  • h ⁇ is the length of the drill section below the water surface after drainage
  • R is the radius of influence
  • r ⁇ is the radius of the drainage hole.
  • ⁇ h is the head difference between the inlet and the outlet
  • ⁇ is the local resistance coefficient of the drain pipe
  • ⁇ is the resistance coefficient along the drain pipe
  • L and d are the pipe length and inner diameter of the drain pipe, respectively.
  • the length of the grouting closed bore section 7 should satisfy the water-swellable rubber water stop ring 3 below the groundwater line 11 of the control slope, and at the same time, according to the permeability coefficient of the rock and soil body: the permeability coefficient of the rock and soil body is greater than 1 m/d When the length of the drilled section 7 is greater than 10m; when the permeability coefficient of the rock and soil is 1m/d ⁇ 10 -1 m/d, the length of the drilled section 7 is 6 ⁇ 10m; the permeability coefficient of rock and soil When the ratio is 10 -1 m/d to 10 -2 m/d, the length of the drilled section 7 is 3 ⁇ 6m; when the permeability coefficient is less than 10 -2 m/d, the length of the drilled section 7 is taken. 3m.
  • the diameter of the borehole 1 should be greater than 90 mm
  • the water permeable pipe 4 can be an outer woven filter cloth, a perforated bellows with an inner HDPE, and the tube 5 can be a bottom sealed, top open HDPE tube.
  • the drain pipe 8 can adopt a PA pipe with a pipe diameter of 4-8 mm, and the drain pipe 8 has good airtightness, and is used for naturally increasing the height of the water head in the cavity when the height of the water head in the cavity is larger than the height of the hole of the borehole. Start drainage, discharge groundwater in the slope in real time, and control the groundwater below the safe water level.
  • the embodiment further provides a slope-based groundwater drilling self-starting negative pressure drainage system using the above system, the method comprising:
  • the downward drainage drainage hole 1 enters the slope safe groundwater level line 11; the drilling hole 1 can be set at different positions on the slope surface, according to the slope rock soil type, slope, slope area rainfall characteristics and construction method And other factors are determined;
  • the length of the water-permeable pipe 4 is taken as the length of the water-permeable drilled section 6, the bottom of the water-permeable pipe 4 is inserted into the pipe shoe 5, and the water-expanding rubber water-stop ring 3 is placed on the top of the water-permeable pipe 4, and the drain pipe 8 is After the water inlet passes through the water-swellable rubber water stop ring 3, it is inserted into the water-permeable pipe 4;

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

Abstract

一种边坡地下水钻孔自启动负压排水系统，包括下倾钻孔（1）、管靴（5）、透水管（4）和排水管（8），钻孔（1）分为透水钻孔段（6）和注浆封闭钻孔段（7），两孔段之间设置遇水膨胀橡胶止水环（3），透水钻孔段（6）包括透水管（4），透水管（4）顶部接触遇水膨胀橡胶止水环（3），透水管（4）内形成空腔，排水管（8）的进水口穿过遇水膨胀橡胶止水环（3）后，插入透水管（4）内，注浆封闭钻孔段（7）的排水管（8）和孔壁之间空隙充填水泥砂浆。还提供了一种应用边坡地下水钻孔自启动负压排水系统的排水方法。

Description

一种边坡地下水钻孔自启动负压排水系统及方法 技术领域
本发明属于滑坡灾害防治技术领域，具体涉及一种排出边坡地下水的系统及方法，本发明适用于控制边坡地下水位上升幅度的需要，尤其适用于坡体变形主要受地下水位变化影响的边坡排水，达到防止滑坡灾害发生目的。
背景技术
大量滑坡是因为降雨入渗引起坡体地下水位上升而诱发的。坡体地下水位上升是一个降雨入渗的积累过程，采取持续有效的排水措施，实时排出入渗坡体的地下水，可以减少大量滑坡灾害的发生。
当前边坡的主要排水措施有：地表排水沟和排水盲沟、集水井抽水、水平排水孔、地下排水洞等。地表排水沟和排水盲沟等地表排水措施，其排水的有效性难以保证；集水井抽水需要动力和经常性管理，能源消耗大，使用成本高；水平排水孔因倾角小，自然排水过程中容易发生堵塞，影响排水措施的长期有效性；地下排水洞施工周期长、工艺复杂、费用高。至今缺乏吸排边坡地下水的方法，探索经济高效的边坡排水新技术仍是当务之急。
发明内容
本发明的目的在于针对现有边坡排水技术的不足，提供一种持续有效的边坡地下水钻孔自启动负压排水系统及方法，以解决坡体地下水位过度上升诱发滑坡灾害问题。本发明系统不仅能够实时高效地排出边坡深部的地下水，而且无需经常性后期维护。
为达到上述目的，本发明所采用的技术方案是：一种边坡地下水钻孔自启动负压排水系统，该系统包括下倾钻孔、管靴、透水管和排水管；所述钻孔划分为透水钻孔段和注浆封闭钻孔段，透水钻孔段位于钻孔的下部，注浆封闭钻孔段位于钻孔的上部，透水钻孔段和注浆封闭钻孔段之间设置遇水膨胀橡胶止水环；所述透水钻孔段包括透水管和安装在透水管底部的管靴，透水管的顶部接触遇水膨胀橡胶止水环，透水管内形成空腔，粗砂碎石等大颗粒被阻止进入空腔，地下水可以通过透水管渗入空腔；所述排水管的进水口穿过遇水膨胀橡胶止水环后，插入透水管内，排水管的出水口位于边坡下部，且出水口的高程低于钻孔的孔底高程；所述注浆封闭钻孔段的排水管和孔壁之间空隙由水泥砂浆充填，隔断地表与透水钻孔段空腔之间的水气联系；所述排水管的排水能力大于坡体地下水入渗到透水钻孔段的空腔内的流量。
进一步地，所述钻孔的孔径大于90mm。
进一步地，所述透水管采用外织滤布、内撑HDPE的打孔波纹管，所述管靴采用底部密封、顶部开口的HDPE管，所述排水管采用管径为4～8mm的PA管。
一种边坡地下水钻孔自启动负压排水方法，该方法包括：
(1)通过边坡工程地质条件调查，分析边坡地下水位埋深及需要控制的地下水位线，打设下倾的排水钻孔进入边坡安全地下水位线以下；
(2)截取透水管的长度为透水钻孔段的长度，将透水管的底部插入管靴中固定，在透水管顶部放置遇水膨胀橡胶止水环，排水管的进水口穿过遇水膨胀橡胶止水环后，插入透水管内；
(3)将所述管靴、透水管、遇水膨胀橡胶止水环和排水管一起插入到透水钻孔段，排水管的出水口位于边坡下部，且出水口的高程低于钻孔的孔底高程；
(4)待遇水膨胀橡胶止水环充分膨胀后，在注浆封闭钻孔段的排水管和孔壁之间空隙充填水泥砂浆；
(5)坡体内的地下水位上升引起排水管进水口的水头高度大于钻孔的孔口高程时，透水钻孔段内的地下水就会在水头差的作用下由排水管排出，排水过程发生，虹吸作用会引起空腔内产生负压，使坡体内的地下水加速流向空腔内，排干坡体及空腔内的地下水时，排水管的进水口会进入空气，排水管的吸排作用消失，一次排水过程结束；随着降雨入渗的循环发生，排水过程循环进行。
本发明的有益效果主要表现在：
1、可实现边坡深部实时性持续排水，解决大型滑坡的排水治理问题，确保维持边坡稳定的工程造价低；
2、治理过程不涉及大规模土石方开挖，治理工程实施过程操作简单易行；
3、排水措施的可靠性好，适用性强，排水过程无需动力和经常性的管理维护；
4、各排水孔可独立建设、独立工作，便于边坡不同部位实施，建设选点容易，各部位可同时施工，排水系统建设速度快；
5、排水过程中，虹吸作用在透水钻孔段内形成负压，迫使坡体地下水快速流向钻孔并排出地表；
6、间歇性抽吸排水可以带出钻孔内细小土颗粒，防止孔内淤积。
附图说明
图1为本发明的边坡地下水钻孔自启动负压排水系统的结构示意图；
图中：钻孔1、水泥砂浆2、遇水膨胀橡胶止水环3、透水管4、管靴5、透水钻孔段6、注浆封闭钻孔段7、排水管8、出水口9、坡面10、地下水位线11。
具体实施方式
下面结合具体实施例，进一步阐述本发明。应该理解，这些实施例仅用于说明本发明而不用于限制本发明的范围。此外应理解，在阅读了本发明讲授的内容之后，本领域技术人员可以对本发明作各种改动或修改，这些等价形式同样落于本申请所附权利要求书所限定的范围。
实施例1
如图1所示，本实施例提供一种边坡地下水钻孔自启动负压排水系统，该系统包括下倾钻孔1、管靴5、透水管4和排水管8；所述钻孔1划分为透水钻孔段6和注浆封闭钻孔段7，透水钻孔段6位于钻孔1的下部，注浆封闭钻孔段7位于钻孔1的上部，透水钻孔段6和注浆封闭钻孔段7之间设置遇水膨胀橡胶止水环3；所述透水钻孔段6包括透水管4和安装在透水管底部的管靴5，透水管4的顶部接触遇水膨胀橡胶止水环3，透水管4内形成空腔，粗砂碎石等大颗粒被阻止进入空腔，地下水可以通过透水管4渗入空腔；所述排水管8的进水口穿过遇水膨胀橡胶止水环3后，插入透水管4内，排水管8的出水口9位于边坡的下部，且出水口9的高程低于钻孔1的孔底高程；所述注浆封闭钻孔段7的排水管8和孔壁之间空隙由水泥砂浆2充填，隔断地表与透水钻孔段6空腔之间的水气联系；所述遇水膨胀橡胶止水环3确保注浆封闭钻孔段7注浆过程中的水泥砂浆2不进入透水钻孔段6的空腔内；所述排水管8的排水能力(最大排水流量)q2应大于坡体10地下水入渗到透水钻孔段6的空腔内的流量q1，使排水过程中在空腔内形成负压，达到抽吸钻孔周边的地下水，实现高效排水；q1可按式(1)进行估算，q2可按式(2)进行估算。
Figure PCTCN2017109459-appb-000001
其中：K0为岩土体渗透系数，H0为透水钻孔段长度，hω为排水后钻孔内水面以下钻孔段的长度，R为影响半径，rω为排水钻孔的半径。
Figure PCTCN2017109459-appb-000002
其中：Δh为进水口与出水口的水头差，ζ为排水管的局部阻力系数，λ为排水管的沿程阻力系数，L和d分别为排水管的管长及内径。
所述注浆封闭钻孔段7长度应满足遇水膨胀橡胶止水环3处于控制边坡地下水位线11以下，并同时根据岩土体的渗透系数确定：岩土体渗透系数大于1m/d时，取注浆封闭钻孔段7长度大于10m；岩土体渗透系数为1m/d～10-1m/d时，取注浆封闭钻孔段7长度6～10m；岩土体渗透系数为10-1m/d～10-2m/d时，取注浆封闭钻孔段7长度3～6m；渗透系数为小于10-2m/d时，取注浆封闭钻孔段7长度3m。
此外，所述钻孔1的孔径应大于90mm，所述透水管4可采用外织滤布、内撑HDPE的打孔波纹管，所述管靴5可采用底部密封、顶部开口的HDPE管，所述排水管8可采用管径为4～8mm的PA管，排水管8具有良好的气密性，用于在坡体地下水位抬升引起空腔内水头高度大于钻孔的孔口高程时自然启动排水，实时排出坡体内的地下水，控制边坡地下水在安全水位线以下。
本实施例还提供一种利用上述系统的边坡地下水钻孔自启动负压排水系统，该方法包括：
(1)通过边坡工程地质条件调查，分析边坡地下水位埋深及需要控制的地下水位线，打 设下倾的排水钻孔1进入边坡安全地下水位线11以下；所述钻孔1可以在坡面不同位置打设，根据边坡岩土体类型、坡度、边坡区域降雨特征及施工方法等因素确定；
(2)截取透水管4的长度为透水钻孔段6的长度，将透水管4的底部插入管靴5中固定，在透水管4顶部放置遇水膨胀橡胶止水环3，排水管8的进水口穿过遇水膨胀橡胶止水环3后，插入透水管4内；
(3)将所述管靴5、透水管4、遇水膨胀橡胶止水环3和排水管8一起插入到透水钻孔段6，排水管8的出水口9位于边坡下部，且出水口9高程低于钻孔1的孔底高程；
(4)待遇水膨胀橡胶止水环3充分膨胀后，在注浆封闭钻孔段7的排水管8和孔壁之间空隙充填水泥砂浆2；
(5)坡体内的地下水位上升引起排水管进水口的水头高度大于钻孔1的孔口高程时，透水钻孔段内6的地下水就会在水头差的作用下由排水管8排出，排水过程发生，由于排水管8的排水能力大于透水钻孔段6地下水入渗流量，排水过程中的虹吸作用会引起空腔内产生负压，使坡体内的地下水加速流向空腔内，排干坡体及空腔内的地下水时，排水管8的进水口会进入空气，排水管8的吸排作用消失，一次排水过程结束；随着降雨入渗的循环发生，排水过程循环进行。
以上所述仅为本发明的较佳实施例，并不用以限制本发明，凡在本发明的精神和原则之内，所做的任何修改、等效替换等，均应包含在本发明的保护范围之内。

Claims (4)

  1. 一种边坡地下水钻孔自启动负压排水系统，其特征在于，该系统包括下倾钻孔、管靴、透水管和排水管；所述钻孔划分为透水钻孔段和注浆封闭钻孔段，透水钻孔段位于钻孔的下部，注浆封闭钻孔段位于钻孔的上部，透水钻孔段和注浆封闭钻孔段之间设置遇水膨胀橡胶止水环；所述透水钻孔段包括透水管和安装在透水管底部的管靴，透水管的顶部接触遇水膨胀橡胶止水环，透水管内形成空腔，地下水可以通过透水管渗入空腔；所述排水管的进水口穿过遇水膨胀橡胶止水环后，插入透水管内，排水管的出水口位于边坡下部，且出水口的高程低于钻孔的孔底高程；所述注浆封闭钻孔段的排水管和孔壁之间空隙由水泥砂浆充填；所述排水管的排水能力大于坡体地下水入渗到透水钻孔段的空腔内的流量。
  2. 如权利要求1所述的边坡地下水钻孔自启动负压排水系统，其特征在于，所述钻孔的孔径大于90mm。
  3. 如权利要求1所述的边坡地下水钻孔自启动负压排水系统，其特征在于，所述透水管采用外织滤布、内撑HDPE的打孔波纹管，所述管靴采用底部密封、顶部开口的HDPE管，所述排水管采用管径为4～8mm的PA管。
  4. 一种应用权利要求1-3任一项所述系统的边坡地下水钻孔自启动负压排水方法，其特征在于，该方法包括：
    (1)通过边坡工程地质条件调查，分析边坡地下水位埋深及需要控制的地下水位线，打设下倾的排水钻孔进入边坡安全地下水位线以下；
    (2)截取透水管的长度为透水钻孔段的长度，将透水管的底部插入管靴中固定，在透水管顶部放置遇水膨胀橡胶止水环，排水管的进水口穿过遇水膨胀橡胶止水环后，插入透水管内；
    (3)将所述管靴、透水管、遇水膨胀橡胶止水环和排水管一起插入到透水钻孔段，排水管的出水口位于边坡下部，且出水口的高程低于钻孔的孔底高程；
    (4)待遇水膨胀橡胶止水环充分膨胀后，在注浆封闭钻孔段的排水管和孔壁之间空隙充填水泥砂浆；
    (5)坡体内的地下水位上升引起排水管进水口的水头高度大于钻孔的孔口高程时，透水钻孔段内的地下水就会在水头差的作用下由排水管排出，排水过程发生，虹吸作用会引起空腔内产生负压，使坡体内的地下水加速流向空腔内，排干坡体及空腔内的地下水时，排水管的进水口会进入空气，排水管的吸排作用消失，一次排水过程结束；随着降雨入渗的循环发生，排水过程循环进行。
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