CN105220700A - Foundation pit waterproof curtain reinforcement - Google Patents

Foundation pit waterproof curtain reinforcement Download PDF

Info

Publication number
CN105220700A
CN105220700A CN201510575703.1A CN201510575703A CN105220700A CN 105220700 A CN105220700 A CN 105220700A CN 201510575703 A CN201510575703 A CN 201510575703A CN 105220700 A CN105220700 A CN 105220700A
Authority
CN
China
Prior art keywords
grouting
pipe
pile
slurries
foundation pit
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.)
Granted
Application number
CN201510575703.1A
Other languages
Chinese (zh)
Other versions
CN105220700B (en
Inventor
陈仕奇
陈占
孟长江
邬强
彭志鹏
崔国庆
李丹
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.)
China Railway Siyuan Group Engineering Construction Co., Ltd
Original Assignee
China Railway Siyuan Survey and Design Group Co Ltd
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 China Railway Siyuan Survey and Design Group Co Ltd filed Critical China Railway Siyuan Survey and Design Group Co Ltd
Priority to CN201510575703.1A priority Critical patent/CN105220700B/en
Publication of CN105220700A publication Critical patent/CN105220700A/en
Application granted granted Critical
Publication of CN105220700B publication Critical patent/CN105220700B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Abstract

The present invention relates to foundation ditch sealing, a kind of foundation pit waterproof curtain reinforcement is provided, when foundation pit construction, between adjacent two drilled piles, all cover is equipped with high-pressure rotary jet grouting pile, and when cement-soil does not solidify, a Grouting Pipe is inserted in high-pressure rotary jet grouting pile, check that foundation ditch has leakproof, when there being seepage, in the Grouting Pipe of correspondence, inject slurries, slurries can by injected hole reinforcement to leak location.In the present invention, when construction foundation pit, built-in slip casting pipe in high-pressure rotary jet grouting pile, if when checking foundation ditch leakproof, Grouting Pipe can use as oblique side pipe, the deeply mixing cement-soil pile of foundation pit supporting construction can be monitored, save monitoring expense, if when there is seepage, then by Grouting Pipe to leak location place reinforcement slurries, not only easy to operate be easy to realize, reinforcement cost is very low, and because slurries are by the inside reinforcement of high-pressure rotary jet grouting pile, can fundamentally solve Leakage of Foundation Pit problem, reinforcing effect is obvious.

Description

Foundation pit waterproof curtain reinforcement
Technical field
The present invention relates to foundation ditch sealing, particularly relate to a kind of foundation pit waterproof curtain reinforcement.
Background technology
The measure of high-pressure rotary jet grouting pile pre-inserted Grouting Pipe reinforcement water-stop curtain enhances cover between drilled pile and beats high-pressure rotary jet grouting pile water-stop technology, has expanded the range of application of high-pressure rotary jet grouting pile as measures of preventing water.Only in completed high-pressure rotary jet grouting pile, insert the lower Grouting Pipe of cost, just can reach prevention Leakage of Foundation Pit water, reduce the effect of risk of speedily carrying out rescue work.
Existing foundation pit waterproof curtain reinforcement is carried out mostly under leakage scenarios appears in foundation ditch:
During the seepage that space enclosing structure defect causes, insert drainage tube drainage in seepage defect position, then adopt double-quick cement shutoff defective locations, after waiting shutoff cement to form some strength, close mozzle again.The seepage that this kind of method causes for local space enclosing structure defect processes, and can carry out localized seepage's process, can not process at all, cure the symptoms, not the disease from seepage inside, easily occur seepage situation repeatedly on space enclosing structure surface.
If direct shutoff at need when seepage is comparatively serious, general employing cheats interior backfill shutoff current, then in leakage such as shutoff such as the outer punching in hole filling polyurethane or two slurries etc.Although this kind of method can be administered from seepage inside at all, backfill foundation ditch and the outer slip casting of punching in hole, workload is large, wastes time and energy and affects the duration.
Summary of the invention
The object of the present invention is to provide a kind of foundation pit waterproof curtain reinforcement, being intended to for solving the larger problem of existing foundation ditch infiltration reinforcement workload.
The present invention is achieved in that
The embodiment of the present invention provides a kind of foundation pit waterproof curtain reinforcement, comprises following operating procedure:
To construct in foundation ditch some drilled piles, and reach after certain length of time until concrete, described in adjacent two between drilled pile cover beat high-pressure rotary jet grouting pile, high-pressure rotary jet grouting pile described in each and adjacent two described drilled piles all overlap;
Before each described high-pressure rotary jet grouting pile does not solidify, reserved Grouting Pipe is inserted near two described drilled pile places in high-pressure rotary jet grouting pile described in each, each described Grouting Pipe axially offers some injected holes successively along it, the equal interval of each described injected hole is arranged, and one end that each described Grouting Pipe stretches out described high-pressure rotary jet grouting pile is opening, the other end is closed;
After described excavation of foundation pit completes, checking with or without leakage scenarios, as found seepage, starting slip casting of fixing a point;
In the described Grouting Pipe of correspondence, inject slurries according to leak location, the slurries entered in described Grouting Pipe can be sprayed by each described injected hole, and described slurries reinforcement is to the leakage of described high-pressure rotary jet grouting pile;
After slip casting completes, check leak location.
Further, when injecting described slurries in described Grouting Pipe, first in the described Grouting Pipe of correspondence, insert feed pipe for mortar, described feed pipe for mortar axially offers at least one slurries spray orifice along it, and one end that described feed pipe for mortar is positioned at described Grouting Pipe is closed, the other end is opening, and described slurries inject described feed pipe for mortar by the opening of described feed pipe for mortar and entered in described Grouting Pipe by each described slurries spray orifice.
Further, two stop grouting plugs are arranged with on the periphery of described feed pipe for mortar, two described stop grouting plugs are along the axially spaced-apart of described Grouting Pipe, each described slurries spray orifice is all between two described stop grouting plugs, described feed pipe for mortar is inserted after in described feed pipe for mortar, and described feed pipe for mortar and described Grouting Pipe extrude two described stop grouting plugs, the leak location of described high-pressure rotary jet grouting pile is between two described stop grouting plugs.
Further, the cushion rubber of the corresponding described injected hole of shutoff is provided with in each described injected hole place of described Grouting Pipe.
Further, described Grouting Pipe, before the described high-pressure rotary jet grouting pile of insertion, is full of filling liquid in described Grouting Pipe.
Further, after the described high-pressure rotary jet grouting pile slip casting of corresponding leak location completes, the described Grouting Pipe reserved to adjacent two places all carries out grouting reinforcing.
Further, during slip casting, grouting pressure is at 0.2-0.5MPa, and grouting pressure increases gradually in the process of slip casting.
Particularly, high-pressure rotary jet grouting pile described in each and the lap width between adjacent two described drilled piles are not less than 150mm.
Particularly, described slurries are cement bentonite slurry or cement-water-clay system.
Particularly, described Grouting Pipe is the pvc pipe that compressive strength is not less than 1MPa, each described injected hole axially setting gradually every 33 ~ 35mm along described Grouting Pipe.
The present invention has following beneficial effect:
Reinforcement of the present invention, when foundation pit construction, between two adjacent drilled piles, cover is equipped with high-pressure rotary jet grouting pile, then do not solidify forward direction in it at each high-pressure rotary jet grouting pile and be embedded with Grouting Pipe, Grouting Pipe, near high-pressure rotary jet grouting pile and drilled pile lap-joint, it also offers Grouting Pipe, after inspection finds infiltration, inject slurries in the Grouting Pipe can reserved to the high-pressure rotary jet grouting pile of correspondence, slurries can be sprayed by each injected hole, thus play the effect of reinforcement leak location.In aforesaid operations step, only need inject slurries in Grouting Pipe when there is seepage, thus the effect of reinforcement seepage can be played by inside, can fundamentally solve Leakage of Foundation Pit problem, not only effect clearly, and cost of investment is very low, is easy to realize.
Accompanying drawing explanation
In order to be illustrated more clearly in the embodiment of the present invention or technical scheme of the prior art, be briefly described to the accompanying drawing used required in embodiment or description of the prior art below, apparently, accompanying drawing in the following describes is only some embodiments of the present invention, for those of ordinary skill in the art, under the prerequisite not paying creative work, other accompanying drawing can also be obtained according to these accompanying drawings.
The foundation ditch internal drilling stake of the foundation pit waterproof curtain reinforcement that Fig. 1 provides for the embodiment of the present invention and Construction of High Pressure Jet Grouting Pile structural representation;
Fig. 2 is the sectional view that the Grouting Pipe of the foundation pit waterproof curtain reinforcement of Fig. 1 inserts in high-pressure rotary jet grouting pile;
Fig. 3 is the sectional view that the feed pipe for mortar of the foundation pit waterproof curtain reinforcement of Fig. 1 inserts in Grouting Pipe.
Detailed description of the invention
Below in conjunction with the accompanying drawing in the embodiment of the present invention, be clearly and completely described the technical scheme in the embodiment of the present invention, obviously, described embodiment is only the present invention's part embodiment, instead of whole embodiments.Based on the embodiment in the present invention, those of ordinary skill in the art, not making other embodiments all obtained under creative work prerequisite, belong to the scope of protection of the invention.
See Fig. 1-Fig. 3, the embodiment of the present invention provides a kind of foundation pit waterproof curtain reinforcement, mainly comprises following operating procedure:
When foundation ditch 1 is constructed, in foundation ditch 1, construction has some drilled piles 11 of going along with sb. to guard him for foundation ditch 1, and after the concrete of each drilled pile 11 after construction all reaches certain length of time, between two often adjacent drilled piles 11, cover is equipped with high-pressure rotary jet grouting pile 12, and each high-pressure rotary jet grouting pile 12 all overlaps with adjacent two drilled piles 11, usually, each drilled pile 11 in foundation ditch 1 is all constructed successively along a definite sequence, the effect that high-pressure rotary jet grouting pile 12 can form foundation ditch 1 sealing is overlapped between adjacent two drilled piles 11, lap width between high-pressure rotary jet grouting pile 12 and adjacent two drilled piles 11 should be not less than 150mm, namely overlap joint size between the two should be not too small, reduce the possibility of seepage between the two,
To construct above-mentioned each high-pressure rotary jet grouting pile 12, and before it does not solidify, reserved Grouting Pipe 2 is all inserted with in each high-pressure rotary jet grouting pile 12, Grouting Pipe 2 usually should near two drilled piles 11 corresponding with it, each Grouting Pipe 2 axially offers spaced some injected holes 21 successively along it, stretches in high-pressure rotary jet grouting pile 12 for each Grouting Pipe 2 one end, and one end is positioned at outside, and one end that Grouting Pipe 2 is positioned at outside is opening, the other end is then closed;
After foundation ditch 1 has excavated, check that each drilled pile 11 place is with or without leakage scenarios, if find seepage, then started slip casting of fixing a point, usual leak location multidigit is in high-pressure rotary jet grouting pile 12 and the lap position with its corresponding two drilled piles 11;
According to the leak location after above-mentioned inspection, in the Grouting Pipe 2 of correspondence, inject slurries, the slurries entered in Grouting Pipe 2 can spray by each injected hole 21, and then the slurries Strengthenable of ejection is to the leakage of high-pressure rotary jet grouting pile 12;
After above-mentioned slip casting completes, also leak location should be checked, leakage monitoring situation.
In aforesaid operations step, in each high-pressure rotary jet grouting pile 12, Grouting Pipe 2 is all reserved with when construction foundation pit 1, Grouting Pipe 2 from top to bottom vertically should extend along high-pressure rotary jet grouting pile 12, under normal circumstances without the need to acting on each Grouting Pipe 2, and now Grouting Pipe 2 doublely can do the effect of oblique side pipe, the deeply mixing cement-soil pile of foundation ditch 1 supporting and protection structure can be monitored, effective saving monitoring expense, and when checking one of them or seepage appears in partial high pressure rotary churning pile 12, then can inject slurries in Grouting Pipe 2, owing to being closed bottom Grouting Pipe 2, under certain pressure effect, slurries can be ejected to outside Grouting Pipe 2 along each injected hole 21, and then slurries can play the effect of reinforcement high-pressure rotary jet grouting pile 12 leak location, easy to operate being easy to of reinforcement realizes, reinforcement cost and workload are all very low, and because slurries are by the inner reinforcement of high-pressure rotary jet grouting pile 12, fundamentally solve foundation ditch 1 leakage problems, reinforcing effect is obvious.Above-mentioned slurries can adopt cement swell soil (clay) slurries or cement-water-clay system according to water stopping curtain seepage situation, for the seepage treatment emphasizing gel time, the proportioning of starching by cement paste and water glass adjusts, accelerating admixture or retarding agent can be added if desired, adjustment slip casting effect.
See Fig. 2 and Fig. 3, optimize above-described embodiment, when injecting slurries in Grouting Pipe 2, there is no the direct opening by Grouting Pipe 2 to injecting slurries in it, but first by the opening of Grouting Pipe 2 to inserting slurry-conveying tube 3 in it, the structure of feed pipe for mortar 3 and the structure of Grouting Pipe 2 a bit similar, but undersized, its one end stretched in Grouting Pipe 2 is closed, the other end is opening, along the axis of feed pipe for mortar 3, it also offers at least one slurries spray orifice 31, slurries are entered by the opening of feed pipe for mortar 3, then enter in Grouting Pipe 2 through slurries spray orifice 31.Grouting Pipe 2 is pre-buried when foundation ditch 1 is constructed, when there is seepage in high-pressure rotary jet grouting pile 12 inspection, the cement-soil condensation of high-pressure rotary jet grouting pile 12, namely Grouting Pipe 2 is fixed, to this when reinforcement, set up a feed pipe for mortar 3 in addition and can be beneficial to slurries and inject in Grouting Pipe 2.
See Fig. 3, continue to optimize above-described embodiment, the periphery of feed pipe for mortar 3 is arranged with two stop grouting plugs 32, two stop grouting plugs 32 are along the axially spaced-apart of feed pipe for mortar 3, each slurries spray orifice 31 on feed pipe for mortar 3 is all between two stop grouting plugs 32, and feed pipe for mortar 3 being inserted after in corresponding Grouting Pipe 2, two stop grouting plugs 32 are located between the periphery of feed pipe for mortar 3 and the inwall of Grouting Pipe 2, and both all extrude two stop grouting plugs 32, the leak location of high-pressure rotary jet grouting pile 12 should between these two stop grouting plugs 32 simultaneously.In the present embodiment, feed pipe for mortar 3 is customization, what it determined the position of two stop grouting plugs 32 on its periphery and each slurries spray orifice 31 of feed pipe for mortar 3 according to leak location offers position, to ensure that feed pipe for mortar 3 inserts after in Grouting Pipe 2, leak location is between two stop grouting plugs 32, and the position between corresponding two stop grouting plugs 32 of Grouting Pipe 2 has at least one injected hole 21, to this when slurries inject after in feed pipe for mortar 3, slurries can only enter space between feed pipe for mortar 3 and Grouting Pipe 2 by each slurries spray orifice 31, due to the position relationship of slurries spray orifice 31 and two stop grouting plugs 32, slurries can only enter the space of two stop grouting plugs 32, and then be injected into leak location by the injected hole 21 that this space is corresponding.In above process, by the position-limiting action of two stop grouting plugs 32, slurries basic reinforcement of injection is to leak location, there is stronger specific aim, not only reinforcement efficiency comparison is high, and reduces the waste of slurries, does not cause disturbance to destroy to other positions of water-stop curtain.Usually, for making injected hole 21 corresponding with two stop grouting plugs 32, each injected hole 21 axially setting gradually every 33 ~ 35mm along Grouting Pipe 2, and the distance between two stop grouting plugs 32 should be greater than this numerical value.
See Fig. 1 and Fig. 3, further, the cushion rubber 22 of shutoff injected hole 21 corresponding to it is all set at each injected hole 21 place of each Grouting Pipe 2.Before Grouting Pipe 2 is inserted not solidified high-pressure rotary jet grouting pile 12, cushion rubber 22 is provided with at each injected hole 21 place of Grouting Pipe 2, to this being inserted into after in high-pressure rotary jet grouting pile 12, the not solidified cement-soil of high-pressure rotary jet grouting pile 12 can not enter in Grouting Pipe 2 by each injected hole 21, and when needs reinforcement, the slurries injected in Grouting Pipe 2 should have certain pressure, and the cushion rubber 22 of corresponding injected hole 21 can be made under this pressure action to be squeezed.In the process of slip casting, because the pressure in Grouting Pipe 2 increases gradually, the pressure of slip casting accordingly also should increase gradually, to ensure that slurries can complete shutoff with speed and suitable grouting amount faster, and can between 0.2-0.5MPa for grouting pressure.
For above-mentioned grouting pressure, Grouting Pipe 2 can adopt pvc pipe, and compressive strength should be not less than 1MPa, Grouting Pipe 2 pressure-rupturable when avoiding slip casting.Further; because injected hole 21 each before Grouting Pipe 2 is inserted high-pressure rotary jet grouting pile 12 all uses cushion rubber 22 shutoff; opening part is only had to open wide to this Grouting Pipe 2; thus filling liquid can be full of in injected hole 21; increase the deadweight of Grouting Pipe 2; Grouting Pipe 2 can be inserted in high-pressure rotary jet grouting pile 12 easily, can play protection Grouting Pipe 2 simultaneously and be squeezed bad effect by external pressure, usually select clear water for filling liquid.
See Fig. 1 and Fig. 2, further, after the high-pressure rotary jet grouting pile 12 of corresponding leak location completes slip casting work, the Grouting Pipe 2 reserved to two places be adjacent also all carries out grouting reinforcing.For leak location, add injection slurry reinforcement seepage in the Grouting Pipe 2 of correspondence after, also injection slurry is added respectively in the Grouting Pipe 2 of both sides, the reinforcement position of both sides Grouting Pipe 2 and leak location contour, the reinforcing effect of leak location can be strengthened further by the high-pressure rotary jet grouting pile 12 around reinforcement leak location.
The foregoing is only preferred embodiment of the present invention, not in order to limit the present invention, within the spirit and principles in the present invention all, any amendment done, equivalent replacement, improvement etc., all should be included within protection scope of the present invention.

Claims (10)

1. a foundation pit waterproof curtain reinforcement, is characterized in that, comprises following operating procedure:
To construct in foundation ditch some drilled piles, and reach after certain length of time until concrete, described in adjacent two between drilled pile cover beat high-pressure rotary jet grouting pile, high-pressure rotary jet grouting pile described in each and adjacent two described drilled piles all overlap;
Before each described high-pressure rotary jet grouting pile does not solidify, reserved Grouting Pipe is inserted near two described drilled pile places in high-pressure rotary jet grouting pile described in each, each described Grouting Pipe axially offers some injected holes successively along it, the equal interval of each described injected hole is arranged, and one end that each described Grouting Pipe stretches out described high-pressure rotary jet grouting pile is opening, the other end is closed;
After described excavation of foundation pit completes, checking with or without leakage scenarios, as found seepage, starting slip casting of fixing a point;
In the described Grouting Pipe of correspondence, inject slurries according to leak location, the slurries entered in described Grouting Pipe can be sprayed by each described injected hole, and described slurries reinforcement is to the leakage of described high-pressure rotary jet grouting pile;
After slip casting completes, check leak location.
2. foundation pit waterproof curtain reinforcement as claimed in claim 1, it is characterized in that: when injecting described slurries in described Grouting Pipe, first in the described Grouting Pipe of correspondence, insert feed pipe for mortar, described feed pipe for mortar axially offers at least one slurries spray orifice along it, and one end that described feed pipe for mortar is positioned at described Grouting Pipe is closed, the other end is opening, and described slurries inject described feed pipe for mortar by the opening of described feed pipe for mortar and entered in described Grouting Pipe by each described slurries spray orifice.
3. foundation pit waterproof curtain reinforcement as claimed in claim 2, it is characterized in that: on the periphery of described feed pipe for mortar, be arranged with two stop grouting plugs, two described stop grouting plugs are along the axially spaced-apart of described feed pipe for mortar, each described slurries spray orifice is all between two described stop grouting plugs, described feed pipe for mortar is inserted after in described Grouting Pipe, and described feed pipe for mortar and described Grouting Pipe extrude two described stop grouting plugs, the leak location of described high-pressure rotary jet grouting pile is between two described stop grouting plugs.
4. foundation pit waterproof curtain reinforcement as claimed in claim 1, is characterized in that: the cushion rubber being provided with the corresponding described injected hole of shutoff in each described injected hole place of described Grouting Pipe.
5. foundation pit waterproof curtain reinforcement as claimed in claim 4, is characterized in that: described Grouting Pipe, before the described high-pressure rotary jet grouting pile of insertion, is full of filling liquid in described Grouting Pipe.
6. foundation pit waterproof curtain reinforcement as claimed in claim 1, is characterized in that: after the described high-pressure rotary jet grouting pile slip casting of corresponding leak location completes, the described Grouting Pipe reserved to adjacent two places all carries out grouting reinforcing.
7. foundation pit waterproof curtain reinforcement as claimed in claim 1, it is characterized in that: during slip casting, grouting pressure is at 0.2-0.5MPa, and grouting pressure increases gradually in the process of slip casting.
8. foundation pit waterproof curtain reinforcement as claimed in claim 1, is characterized in that: high-pressure rotary jet grouting pile described in each and the lap width between adjacent two described drilled piles are not less than 150mm.
9. foundation pit waterproof curtain reinforcement as claimed in claim 1, is characterized in that: described slurries are cement bentonite slurry or cement-water-clay system.
10. foundation pit waterproof curtain reinforcement as claimed in claim 1, is characterized in that: described Grouting Pipe is the pvc pipe that compressive strength is not less than 1MPa, each described injected hole axially setting gradually every 33 ~ 35mm along described Grouting Pipe.
CN201510575703.1A 2015-09-11 2015-09-11 Foundation pit waterproof curtain reinforcement Active CN105220700B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201510575703.1A CN105220700B (en) 2015-09-11 2015-09-11 Foundation pit waterproof curtain reinforcement

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201510575703.1A CN105220700B (en) 2015-09-11 2015-09-11 Foundation pit waterproof curtain reinforcement

Publications (2)

Publication Number Publication Date
CN105220700A true CN105220700A (en) 2016-01-06
CN105220700B CN105220700B (en) 2018-04-17

Family

ID=54989932

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201510575703.1A Active CN105220700B (en) 2015-09-11 2015-09-11 Foundation pit waterproof curtain reinforcement

Country Status (1)

Country Link
CN (1) CN105220700B (en)

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106284321A (en) * 2016-08-17 2017-01-04 刘从波 A kind of construction method of composite pile foundation
CN106917397A (en) * 2017-03-21 2017-07-04 中交公局厦门工程有限公司 The draining concretion method of regional bad ground is made for the backfill of urban subway tunnel top
CN107288658A (en) * 2017-08-04 2017-10-24 河北天理环保科技有限公司 Underground concrete water-proof engineering connects the casting method of stubble seam
CN108360542A (en) * 2018-02-27 2018-08-03 北京城建华夏基础建设工程有限公司 Waterproof between piles curtain combination stake side sleeve valve barrel grouting water stop construction method

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE19832935C1 (en) * 1997-11-19 1999-12-16 Bauer Spezialtiefbau Method of production high pressure injected building foundation
CN1485505A (en) * 2003-08-29 2004-03-31 北京市城市建设工程研究院 Slip casting lattice pipe with double plug and construction process
CN201908308U (en) * 2010-12-31 2011-07-27 中铁港航工程局有限公司 Grouting sleeve valve pipe
CN102286984A (en) * 2011-05-25 2011-12-21 深圳市鸿荣轩建设工程有限公司 Water-stop curtain and construction method thereof
CN202194149U (en) * 2011-05-25 2012-04-18 深圳市鸿荣轩建设工程有限公司 Water-proof curtain
CN203684245U (en) * 2013-11-21 2014-07-02 昆明理工大学 Waterproof curtain with floral tubes

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE19832935C1 (en) * 1997-11-19 1999-12-16 Bauer Spezialtiefbau Method of production high pressure injected building foundation
CN1485505A (en) * 2003-08-29 2004-03-31 北京市城市建设工程研究院 Slip casting lattice pipe with double plug and construction process
CN201908308U (en) * 2010-12-31 2011-07-27 中铁港航工程局有限公司 Grouting sleeve valve pipe
CN102286984A (en) * 2011-05-25 2011-12-21 深圳市鸿荣轩建设工程有限公司 Water-stop curtain and construction method thereof
CN202194149U (en) * 2011-05-25 2012-04-18 深圳市鸿荣轩建设工程有限公司 Water-proof curtain
CN203684245U (en) * 2013-11-21 2014-07-02 昆明理工大学 Waterproof curtain with floral tubes

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106284321A (en) * 2016-08-17 2017-01-04 刘从波 A kind of construction method of composite pile foundation
CN106917397A (en) * 2017-03-21 2017-07-04 中交公局厦门工程有限公司 The draining concretion method of regional bad ground is made for the backfill of urban subway tunnel top
CN107288658A (en) * 2017-08-04 2017-10-24 河北天理环保科技有限公司 Underground concrete water-proof engineering connects the casting method of stubble seam
CN107288658B (en) * 2017-08-04 2019-04-26 中煤第一建设有限公司 Underground concrete water-proof engineering connects the casting method of stubble seam
CN108360542A (en) * 2018-02-27 2018-08-03 北京城建华夏基础建设工程有限公司 Waterproof between piles curtain combination stake side sleeve valve barrel grouting water stop construction method

Also Published As

Publication number Publication date
CN105220700B (en) 2018-04-17

Similar Documents

Publication Publication Date Title
CN105220700A (en) Foundation pit waterproof curtain reinforcement
CN103924987B (en) A kind of SMW engineering method stake tunnel shielding portal seepage-proof structure and construction method thereof
CN102061710B (en) Diaphragm wall joint and manufacturing method of diaphragm wall
CN105927231B (en) Inclined shaft passes through rich water densification drifting sand layer circulation-induced curtain-grouting method
CN104033164A (en) Method for solving disengagement and water seepage of internal arch of tunnel
CN106544961A (en) A kind of distress in concrete blocking method
CN103556644A (en) Basement bottom plate dewatering well mouth plugging casing and construction method
CN105350953A (en) Measuring method for coal seam gas pressure in complicated geological condition
CN103469792B (en) Method for conducting grouting construction at back of pile bottom of cast-in-place pile
CN109610504A (en) A kind of progressive regulation method of railway open trench tunnel lining deformation joints percolating water
CN204343312U (en) A kind of plugging device of precipitation well in foundation pit
CN203796288U (en) Water seepage prevention structure used for shield entrance door employing SMW piles
CN103510501A (en) Method for preventing blocking and water gushing in recharge well
CN104033165A (en) Repairing method and grout for tunnel defects
CN207537993U (en) A kind of diversion tunnel concrete plug
CN102747722B (en) Underground continuous wall joint close grouting and covering construction method and expansion rubber plug
CN105781580A (en) Tunnel crack repair method
CN102839691B (en) Quick sealing method and device for sandless cement pipe deep well dewatering wellhead
CN108915702A (en) It is a kind of circle narrow-bore tunnel in shield method of reseptance
CN204982923U (en) Foundation ditch stagnant water curtain reinforcement structure
CN110469338B (en) Confined water stratum shield receiving method
CN204491646U (en) A kind of high water level area fender body device for plugging
CN107387123A (en) The construction method of pressure grouting leak stopping is carried out for shield duct piece piece Seepage
CN105178342B (en) Precipitation well casing and method for blocking reserved hole of foundation pit through precipitation well casing
CN105134223B (en) A kind of construction method for improving shield launching steel case sealing

Legal Events

Date Code Title Description
C06 Publication
PB01 Publication
C10 Entry into substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant
GR01 Patent grant
TR01 Transfer of patent right
TR01 Transfer of patent right

Effective date of registration: 20180411

Address after: 430063 Wuchang, Hubei, Heping District, No. 745 Avenue, No.

Patentee after: In the fourth group of geotechnical engineering limited liability company

Address before: 430063 Wuchang, Hubei, Yang Park, Peace Avenue, No. 745

Patentee before: The forth Survey and Design Institute (Group) Co., Ltd. Of CRCC

Effective date of registration: 20180411

Address after: 430063 Wuchang, Hubei, Heping District, No. 745 Avenue, No.

Patentee after: In the fourth group of geotechnical engineering limited liability company

Address before: 430063 Wuchang, Hubei, Yang Park, Peace Avenue, No. 745

Patentee before: The forth Survey and Design Institute (Group) Co., Ltd. Of CRCC

CP01 Change in the name or title of a patent holder
CP01 Change in the name or title of a patent holder

Address after: 430063 No. 745 Heping Avenue, Wuchang District, Hubei, Wuhan

Patentee after: China Railway Siyuan Group Engineering Construction Co., Ltd

Address before: 430063 No. 745 Heping Avenue, Wuchang District, Hubei, Wuhan

Patentee before: GEOTECHNICAL ENGINEERING CO., LTD. OF CHINA RAILWAY SIYUAN SURVEY AND DESIGN GROUP Co.,Ltd.