CN103866780B - A kind of construction method of carrying out quick seepage preventing curtain grouting in karst blowby area - Google Patents

A kind of construction method of carrying out quick seepage preventing curtain grouting in karst blowby area Download PDF

Info

Publication number
CN103866780B
CN103866780B CN201410123007.2A CN201410123007A CN103866780B CN 103866780 B CN103866780 B CN 103866780B CN 201410123007 A CN201410123007 A CN 201410123007A CN 103866780 B CN103866780 B CN 103866780B
Authority
CN
China
Prior art keywords
hole
grout
exploration
aggregate
encryption
Prior art date
Application number
CN201410123007.2A
Other languages
Chinese (zh)
Other versions
CN103866780A (en
Inventor
张庆
谢豪
周先练
Original Assignee
中国水电顾问集团贵阳勘测设计研究院有限公司
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 中国水电顾问集团贵阳勘测设计研究院有限公司 filed Critical 中国水电顾问集团贵阳勘测设计研究院有限公司
Priority to CN201410123007.2A priority Critical patent/CN103866780B/en
Publication of CN103866780A publication Critical patent/CN103866780A/en
Application granted granted Critical
Publication of CN103866780B publication Critical patent/CN103866780B/en

Links

Abstract

The invention discloses a kind of construction method of carrying out quick seepage preventing curtain grouting in karst blowby area, the method comprises the following steps: arrange conventional grout hole → layout encryption hole → layout exploration hole → reaming → aggregate perfusion → grouting.First the method judges the type in grouting region by conventional grout hole, then the distribution that encryption hole and exploration hole judge karst upstream and downstream direction and be in the milk on axis is offered respectively, then by the pore size of adjustment grout hole, backfill dry aggregate, and at the cement injection mortar of filling process intermittent, to reach the effect forming curtain grouting curtain body, compared to traditional curtain grouting method, there is the advantage that consumptive material is few, engineering quantity is little, man-hour is short, can significantly improve construction quality and construction speed, effective Control Engineering investment.

Description

A kind of construction method of carrying out quick seepage preventing curtain grouting in karst blowby area

Technical field

The present invention relates to Hydraulic and Hydro-Power Engineering technical field, be specifically related to a kind of construction method of carrying out quick seepage preventing curtain grouting in karst blowby area.

Background technology

In order to reduce the seepage discharge of structure foundation, reduce the seepage stability of osmotic pressure, guarantee ground in Hydraulic and Hydro-Power Engineering, usually need to carry out curtain grouting.And the area that waterpower resourses are abundant, be mostly in lime karst area, want successfully exploitation waterpower resourses, primary condition to resolve seepage preventing curtain grouting.The essence of karst region curtain grouting utilizes the various joint fissure of slurries filling, hole, hole and Cave exactly, form continuous print to block water curtain, thus play consolidation, bonding, antiseepage, improve the effect of bearing strength and non-deformability and transmission stress etc.

And for the area that karst is grown, underground karst cavity is comparatively large, rock permeability affects by karst, tomography, crack etc., and shows the inhomogeneity of water permeability because of the uneven distribution in karst, tomography, crack, and antiseepage condition is comparatively complicated.According to the seepage preventing curtain grouting means of routine, i.e. cement injection mortar, because cement mortar mobility is larger, so how a lot of grouting amount is compared to meeting other landform, must pour into after solidifying a period of time again to reduce grouting amount, therefore engineering quantity is very large, and need expend the long period simultaneously again, have a strong impact on construction quality and construction speed, and greatly increase construction investment.

At present, the mechanism of karst region curtain grouting mainly comprises Permeation grouting, extrusion grouting and fracture grouting, namely shows that slurries spread in crack, flows, fills, the process of densification and reinforcement and strengthening.The construction of karst area curtain grouting adopts that small-bore diamond bit creeps into, aperture is closed more, hole Inner eycle, do not rinse, needless to say solidifying high pressure cement grout method.Present research is thought, grouting pressure is larger, and range ability (i.e. filling scope) will be larger in certain crack or pore system for slurries.But the pressure used is excessive, and slurry stream string will be made to unwanted place, cause waste, in addition, high pressure easily makes rock mass wreck, and affects the building on it.

Obviously, existing Curtain Grouting Construction method is not also suitable for karst region, and needing provides a kind of new curtain grouting method to solve the problems referred to above.

Summary of the invention

The object of the invention is to: a kind of construction method of carrying out quick seepage preventing curtain grouting in karst blowby area is provided, cost existing when curtain grouting is carried out in karst area in prior art be high, engineering quantity is large to solve, the problem of length consuming time and construction quality and progress difference.

The present invention is achieved by following technical solution:

Carry out a construction method for quick seepage preventing curtain grouting in karst blowby area, the method comprises the following steps:

1) arrange conventional grout hole: the center local determination curtain grouting axis of curtain grouting need carried out, get out three intervals along curtain grouting axis and arrange grout hole A1, grout hole A2 and grout hole A3, by the change judging area type of boring and filling process;

2) encryption hole is arranged: on curtain grouting axis, offer encryption hole a1 and encryption hole a2, encryption hole a1 is arranged between grout hole A1 and grout hole A2, and encryption hole a2 is arranged between grout hole A2 and grout hole A3;

3) exploration hole is arranged: set up row's exploration hole B and row exploration hole C respectively in the upper and lower both sides of curtain grouting axis, often arranging exploration hole all has four;

4) reaming: respectively to grout hole A1, grout hole A2 and grout hole A3, exploration hole B and exploration hole C carries out reaming;

5) aggregate perfusion: respectively to grout hole A1, grout hole A2 and grout hole A3, pour into dry aggregate in exploration hole B and exploration hole C;

6) be in the milk: after aggregate has poured into, more intermittent cement injection mortar fills the space between aggregate.

Described exploration hole B and exploration hole C is inclined hole, and arranges towards being with vertical direction to be that benchmark is outward-dipping.

The angle of described exploration hole B and exploration hole C and vertical direction is 5-10 °.

The dry aggregate poured in described step 5) is middle stone aggregate: the aggregate of gravelstone aggregate=1:1.

The original aperture of described grout hole A1, grout hole A2, grout hole A3, encryption hole a1, encryption hole a2, exploration hole B and exploration hole C is 75mm.

In described step 4), after reaming, aperture, each hole is 150mm.

The invention has the beneficial effects as follows:

Compared with prior art, construction method of carrying out quick seepage preventing curtain grouting in karst blowby area provided by the invention, first the type in grouting region is judged by conventional grout hole, then the distribution that encryption hole and exploration hole judge karst upstream and downstream direction and be in the milk on axis is offered respectively, then by the pore size of adjustment grout hole, backfill dry aggregate, and at the cement injection mortar of filling process intermittent, to reach the effect forming curtain grouting curtain body, it is few that the method has consumptive material compared to traditional curtain grouting method, engineering quantity is little, the advantage that man-hour is short, can significantly improve construction quality and construction speed, effective Control Engineering investment.

Accompanying drawing explanation

Fig. 1 is curtain grouting layout plan in the present invention;

Fig. 2 is I-I sectional view in Fig. 1;

Fig. 3 is II-II sectional view in Fig. 1;

Detailed description of the invention

Below in conjunction with drawings and Examples, technical scheme of the present invention is described further, but described in required protection domain is not limited to;

Embodiment 1:

First the boring of conventional grout hole A1, grout hole A2 and grout hole A3 is carried out, aperture is 75mm, if hang brills, bit freezing during boring, grout consumption in water and filling process is large, the phenomenons such as pressure of can not being in the milk tentatively can infer that one's respective area is the location of karst growth without returning; Then encryption hole a1 and encryption hole a2 is arranged according to former design pitch-row, aperture is 75mm, exploration hole B(b1, b2, b3 and b4 of four one rows is set up respectively in the upper and lower both sides of curtain grouting axis) and row's exploration hole C(c1, c2, c3 and a c4), aperture is similarly 75mm and exploration hole B and exploration hole C is the inclined hole of 5 °, arrange towards being with vertical direction to be that benchmark is outward-dipping, Main Function is the distribution on Detection of Karst pipeline upstream and downstream direction and grouting axis, according to the implementation result of exploration hole, then determine implementation method of being in the milk; If time in the coverage that the karst of grout hole periphery is distributed in exploration hole B and exploration hole C in state as shown in Figure 1,2 and 3, respectively to grout hole A1, grout hole A2 and the grout hole A3 of original aperture 75mm, exploration hole B and exploration hole C carries out reaming to 150mm, stone aggregate in perfusion in hole: the dry aggregate of graduation two of gravelstone aggregate=1:1, due to perfusion is dry aggregate, between its aggregate, frictional resistance is comparatively large, therefore its dilation angle is less, therefore can reduce the number of dropouts of aggregate; After injecting aggregate completes, more intermittent cement injection mortar is to fill the space between aggregate.

Embodiment 2:

First the boring of conventional grout hole A1, grout hole A2 and grout hole A3 is carried out, aperture is 75mm, if hang brills, bit freezing during boring, grout consumption in water and filling process is large, the phenomenons such as pressure of can not being in the milk tentatively can infer that one's respective area is the location of karst growth without returning; Then place arranges encryption hole a1 and encryption hole a2 according to former design pitch-row, aperture is 75mm, exploration hole B(b1, b2, b3 and b4 of four one rows is set up respectively in the upper and lower both sides of curtain grouting axis) and row's exploration hole C(c1, c2, c3 and a c4), aperture is similarly 75mm and exploration hole B and exploration hole C is the inclined hole of 7 °, arrange towards being with vertical direction to be that benchmark is outward-dipping, Main Function is the distribution on Detection of Karst pipeline upstream and downstream direction and grouting axis, according to the implementation result of exploration hole, then determine implementation method of being in the milk; If time in the coverage that the karst of grout hole periphery is distributed in exploration hole B and exploration hole C in state as shown in Figure 1,2 and 3, respectively to grout hole A1, grout hole A2 and the grout hole A3 of original aperture 75mm, exploration hole B and exploration hole C carries out reaming to 150mm, stone aggregate in perfusion in hole: the dry aggregate of graduation two of gravelstone aggregate=1:1, due to perfusion is dry aggregate, between its aggregate, frictional resistance is comparatively large, therefore its dilation angle is less, therefore can reduce the number of dropouts of aggregate; After injecting aggregate completes, more intermittent cement injection mortar is to fill the space between aggregate.

Embodiment 3:

First the boring of conventional grout hole A1, grout hole A2 and grout hole A3 is carried out, aperture is 75mm, if hang brills, bit freezing during boring, grout consumption in water and filling process is large, the phenomenons such as pressure of can not being in the milk tentatively can infer that one's respective area is the location of karst growth without returning; Then place arranges encryption hole a1 and encryption hole a2 according to former design pitch-row, aperture is 75mm, exploration hole B(b1, b2, b3 and b4 of four one rows is set up respectively in the upper and lower both sides of curtain grouting axis) and row's exploration hole C(c1, c2, c3 and a c4), aperture is similarly 75mm and exploration hole B and exploration hole C is the inclined hole of 10 °, arrange towards being with vertical direction to be that benchmark is outward-dipping, Main Function is the distribution on Detection of Karst pipeline upstream and downstream direction and grouting axis, according to the implementation result of exploration hole, then determine implementation method of being in the milk; If time in the coverage that the karst of grout hole periphery is distributed in exploration hole B and exploration hole C in state as shown in Figure 1,2 and 3, respectively to grout hole A1, grout hole A2 and the grout hole A3 of original aperture 75mm, exploration hole B and exploration hole C carries out reaming to 150mm, stone aggregate in perfusion in hole: the dry aggregate of graduation two of gravelstone aggregate=1:1, due to perfusion is dry aggregate, between its aggregate, frictional resistance is comparatively large, therefore its dilation angle is less, therefore can reduce the number of dropouts of aggregate; After injecting aggregate completes, more intermittent cement injection mortar is to fill the space between aggregate.

From above-mentioned 3 embodiments, owing to need not wait between flush phase to coagulate, therefore perfusion effect is able to obvious lifting, and the time forming curtain grouting curtain body can shorten greatly, and then significantly reduce consumptive material and engineering is consuming time, improve construction quality and construction speed, be convenient to the investment of effective Control Engineering.

Claims (1)

1. carry out a construction method for quick seepage preventing curtain grouting in karst blowby area, it is characterized in that: the method comprises the following steps:
1) conventional grout hole is arranged: the center local determination curtain grouting axis of curtain grouting need carried out, get out three intervals along curtain grouting axis and arrange grout hole A1, grout hole A2 and grout hole A3, by the change judging area type of boring and filling process;
2) encryption hole is arranged: on curtain grouting axis, offer encryption hole a1 and encryption hole a2, encryption hole a1 is arranged between grout hole A1 and grout hole A2, and encryption hole a2 is arranged between grout hole A2 and grout hole A3;
3) exploration hole is arranged: set up row's exploration hole B and row exploration hole C respectively in the upper and lower both sides of curtain grouting axis, often arranging exploration hole all has four;
4) reaming: respectively to grout hole A1, grout hole A2 and grout hole A3, exploration hole B and exploration hole C carries out reaming;
5) aggregate perfusion: respectively to grout hole A1, grout hole A2 and grout hole A3, pour into dry aggregate in exploration hole B and exploration hole C;
6) be in the milk: after aggregate has poured into, more intermittent cement injection mortar fills the space between aggregate;
Described exploration hole B and exploration hole C is inclined hole, and arranges towards being with vertical direction to be that benchmark is outward-dipping;
The angle of described exploration hole B and exploration hole C and vertical direction is 5-10 °;
Described step 5) in perfusion dry aggregate be middle stone aggregate: the aggregate of gravelstone aggregate=1:1;
The original aperture of described grout hole A1, grout hole A2, grout hole A3, encryption hole a1, encryption hole a2, exploration hole B and exploration hole C is 75mm;
Described step 4) in after reaming aperture, each hole be 150mm.
CN201410123007.2A 2014-03-28 2014-03-28 A kind of construction method of carrying out quick seepage preventing curtain grouting in karst blowby area CN103866780B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201410123007.2A CN103866780B (en) 2014-03-28 2014-03-28 A kind of construction method of carrying out quick seepage preventing curtain grouting in karst blowby area

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201410123007.2A CN103866780B (en) 2014-03-28 2014-03-28 A kind of construction method of carrying out quick seepage preventing curtain grouting in karst blowby area

Publications (2)

Publication Number Publication Date
CN103866780A CN103866780A (en) 2014-06-18
CN103866780B true CN103866780B (en) 2016-01-06

Family

ID=50905761

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201410123007.2A CN103866780B (en) 2014-03-28 2014-03-28 A kind of construction method of carrying out quick seepage preventing curtain grouting in karst blowby area

Country Status (1)

Country Link
CN (1) CN103866780B (en)

Families Citing this family (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104532866B (en) * 2014-12-10 2016-04-06 中国水利水电第五工程局有限公司 A kind of overlap joint curtain hole position installation aiding device and method
CN105201001B (en) * 2015-10-10 2017-05-03 中国电建集团贵阳勘测设计研究院有限公司 Composite seepage preventing structure for large karst cave in karst region and construction method thereof
CN105887886B (en) * 2016-06-16 2018-02-27 中国水利水电第十一工程局有限公司 A kind of strong karsts developing area stratum Curtain Grouting Construction method
CN107387116A (en) * 2017-09-11 2017-11-24 中国矿业大学 A kind of latent shale filling karst of tunnel floor, which changes, fills out Treatment Methods
CN109610412B (en) * 2018-11-29 2020-12-04 云南省红河州水利水电勘察设计研究院 Blocking structure and blocking method for underground river in karst area
CN110056203A (en) * 2019-03-26 2019-07-26 周伟 A kind of processing method of ground structure leak

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101270666A (en) * 2008-05-16 2008-09-24 中铁十一局集团第四工程有限公司 Tunnel stope front geological condition section-expanding horizontal drilling estimation and prediction method
CN101736719A (en) * 2010-01-22 2010-06-16 中国水电顾问集团华东勘测设计研究院 Construction method for dam body seepage preventing curtain grouting
CN101798930A (en) * 2010-03-24 2010-08-11 中铁十二局集团有限公司 Rapid construction method of high-pressure water-rich fault zone of tunnel
CN102817619A (en) * 2012-09-03 2012-12-12 中铁第四勘察设计院集团有限公司 Combined advanced drilling exploration method for detecting water-free dissolving cavity and water dissolving cavity in tunnel
CN103032083A (en) * 2012-12-21 2013-04-10 中南大学 Reconstruction method for water-proof shell
CN103132497A (en) * 2011-11-28 2013-06-05 中国水电顾问集团贵阳勘测设计研究院 Deep karst large flow underground karst cave processing method

Family Cites Families (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US7806631B2 (en) * 2007-04-17 2010-10-05 Smith Eric W Underground filling and sealing method

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101270666A (en) * 2008-05-16 2008-09-24 中铁十一局集团第四工程有限公司 Tunnel stope front geological condition section-expanding horizontal drilling estimation and prediction method
CN101736719A (en) * 2010-01-22 2010-06-16 中国水电顾问集团华东勘测设计研究院 Construction method for dam body seepage preventing curtain grouting
CN101798930A (en) * 2010-03-24 2010-08-11 中铁十二局集团有限公司 Rapid construction method of high-pressure water-rich fault zone of tunnel
CN103132497A (en) * 2011-11-28 2013-06-05 中国水电顾问集团贵阳勘测设计研究院 Deep karst large flow underground karst cave processing method
CN102817619A (en) * 2012-09-03 2012-12-12 中铁第四勘察设计院集团有限公司 Combined advanced drilling exploration method for detecting water-free dissolving cavity and water dissolving cavity in tunnel
CN103032083A (en) * 2012-12-21 2013-04-10 中南大学 Reconstruction method for water-proof shell

Non-Patent Citations (4)

* Cited by examiner, † Cited by third party
Title
中梁一级电站库区岩溶防渗灌浆方法研究与应用;彭第等;《施工技术》;20120228;第41卷(第358期);第101-104页 *
岩溶地区帷幕灌浆地质缺陷处理工艺;武誉华等;《科技咨询导报》;20071231(第8期);第67-68页 *
岩溶地区水库渗漏问题及坝基渗漏措施研究;黄静美;《中国优秀硕士学位论文全文数据库工程科技Ⅱ辑》;20070215(第02期);第43-45页、第54-55页及图5-1 *
隘口水库岩溶发育区防渗处理技术与应用措施;屈昌华等;《水科学与工程技术》;20131231(第1期);第59-62页 *

Also Published As

Publication number Publication date
CN103866780A (en) 2014-06-18

Similar Documents

Publication Publication Date Title
CN101864960B (en) Carst region double-arch road tunnel construction method
CN104405399B (en) One kind passes through drift sand stratum tunnel excavation support body engineering method
CN105041325B (en) Construction method of high-tension water-rich extra-large-section weak breccia tunnel
CN102155241B (en) Karst grouting reinforcement water-stop constructing method
CN101994513B (en) Method for constructing tunnel by finishing full section curtain grouting from upper-half section
CN104564128B (en) A kind of shallow-depth-excavation tunnel construction deformation monitoring method
CN103527214B (en) A kind of horizontal frozen and pipe canopy joint reinforcement metro shield export & import termination and method
CN102146679B (en) Construction method for complex geological section earth pressure balance shield passing middle air shaft
CN103291325B (en) The preventing control method of Coal-mining Above Confined-water floor strata gushing water
CN204572015U (en) A kind of tunnel shunting combined type waterproof and water drainage system
CN104612698A (en) Method for constructing upper step middle partition wall of shallow-buried excavation tunnel
CN104500082B (en) In Tunneling by mining method, shield receives construction method
CN104265307A (en) Non-uniform-hardness stratum earth pressure balance shield tunnel underpassing railway existing line construction method
CN102767377A (en) Loess strata subway tunnel earth pressure balance shield construction method
CN103628887A (en) Large-section water-rich saturated fine sand railway tunnel excavation method
CN104500077B (en) A kind of shallow-depth-excavation tunnel passes through cottage area construction method
CN102493822A (en) Method for performing curtain grouting construction on tunnel by water rich fault influence zone
CN105201448B (en) Block water slip casting method for blocking in a kind of high-pressure high-flow water gushing channelway
CN108060908B (en) Long-distance horizontal directional drilling and grouting reinforcement process for water-rich sand layer under building group
CN103277120A (en) Post-unfreezing water burst prevention method of non-full-depth freezing vertical shaft
CN103362513A (en) Transformation and construction method for existing cavity in underground excavation region
CN104631475A (en) Safe and fast construction method of down-traversing river shallow depth bored tunnel
CN105133641B (en) Thin-wall continuous-wall-type foundation reinforcing structure and method
CN102705005B (en) Technology for plugging water bursting in mine by directional diversion grouting
CN105756700B (en) Large section tunnel wears the construction method and hole sealing structure of coal measure strata section

Legal Events

Date Code Title Description
C06 Publication
PB01 Publication
C10 Entry into substantive examination
SE01 Entry into force of request for substantive examination
C14 Grant of patent or utility model
GR01 Patent grant