CN106677190A - Grouting construction method for underwater pebble bed foundation pit curtain - Google Patents
Grouting construction method for underwater pebble bed foundation pit curtain Download PDFInfo
- Publication number
- CN106677190A CN106677190A CN201710054218.9A CN201710054218A CN106677190A CN 106677190 A CN106677190 A CN 106677190A CN 201710054218 A CN201710054218 A CN 201710054218A CN 106677190 A CN106677190 A CN 106677190A
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- grouting
- curtain
- construction method
- pipe
- boulder bed
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Classifications
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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
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention provides a grouting construction method for an underwater pebble bed foundation pit curtain. The grouting construction method specifically comprises the steps that 1, a waterproof curtain is determined, four rows of curtain grouting holes are perforated in the position 6.0 m away from the outline of a bearing platform, and grouting guide pipes with spray heads are inserted into the curtain grouting holes; 2, a 0.5 MPa low-pressure water jetting test is conducted, and the effect that the grouting guide pipes cut through up and down is ensured; 3, grouting materials are poured into the grouting guide pipes, and grouting is conducted; in the grouting process, the smallest initial grouting pressure value of the same stratum is taken, and the largest final grouting pressure value is taken, and the grout concentration is gradually increased; and the consistence is controlled to be 12-18 s, and the grout using amount is 0.28 m<3>/m; and 4, the waterproof curtain is sprayed, after the spray heads at the lower ends of the grouting guide pipes are put downwards to the designed depth, in-situ spraying is conducted till return grout arrives at openings of the holes, then, lifting spraying is conducted, and machines and tools are immediately cleaned after spraying is completed and then are moved to the next hole position. The grouting construction method can ensure the overall continuity and the effective thickness of the waterproof curtain, the waterproof effect is good, and construction is simple and convenient.
Description
Technical field
The present invention relates to a kind of bridge foundation construction method, more particularly to a kind of boulder bed pit curtain mortar depositing construction under water
Method.
Technical background
In recent years, developing rapidly with capital constructions such as highway in China traffic, and cross a river, across river, the rule of Sea-Crossing Passage
Modelling is built, and bridge foundation needs to paddle and the situation in various bad grounds continuously emerges.At the same time, as bridge base
The base pit engineering of plinth construction, multiple material handling method of deep foundation pit is widely used.In all kinds bridge, deep-foundation pit engineering is normal
In being applied to cushion cap foundation, main pier and other deep foundations.
It is the safety of main structure construction and foundation ditch surrounding enviroment under protecting field in deep basal pit foundation construction, foundation ditch is needed
Will be using measures such as provisional gear, reinforcing, protection and Groundwater Controls.When the stratum boulder bed residing for foundation ditch it is thicker, cobble
Large percentage, especially when cobble size differs, level is permeable more serious with poor, and foundation depth is within 10m
In the case of when, if constructed using a gear formula cofferdam, it is difficult to run into soil blocking component construction, inserting piling, material requested amount
It is larger, the rough sledding such as the construction period is longer.
The content of the invention
In in order to overcome existing foundation ditch foundation construction, cobble size differs, and level is permeable more serious with poor, and
Foundation depth is when in the case of within 10m, and constructional difficulties material requested amount is larger, construction period longer problem, the present invention
A kind of boulder bed pit curtain grouting construction method under water is provided, the present invention and played suitable for aqueous boulder bed foundation ditch effectively
Function is reinforced, the overall seriality and effective thickness of water-stop curtain is can guarantee that, stagnant water effect is good, easy construction, construction
Coordinative composition of equipments is relatively simple, compact conformation, small volume, take up an area less, vibrate that little, noise is low, and technique is easy to operate, construction cost
It is relatively low, can subregion put into many complete equipments, so as to shorten one kind of construction period boulder bed pit curtain mortar depositing construction side under water
Method.
The technical scheme that solve problem of the present invention is adopted is：
A kind of boulder bed pit curtain grouting construction method under water, it is characterised in that：Specifically
Step is：
Step one determines water-stop curtain, four row's curtain-grouting holes is set in the position of the outer 6.0m of cushion cap profile, in curtain-grouting hole
It is inserted into the grouting pipe with shower nozzle；
Step 2 carries out the low pressure hose test of 0.5MPa, it is ensured that grouting pipe up/down perforation；
Step 3 injects injecting paste material in grouting pipe, is in the milk；The initial grouting pressure in same stratum takes during slip casting
Little value, takes large values during ending, and concentration of slurry is by dilute gradually retrogradation；Denseness control between 12 ~ 18s, slip casting consumption be 0.28m/
m。
Step 4 is sprayed water-stop curtain, and the shower nozzle of grouting pipe lower end carries out spray in situ down to after projected depth
Penetrate, until returning slurry reaches aperture, then carry out lifting injection；Clean equipment after the completion of injection immediately, move to next hole position.
Curtain-grouting hole drilling in the step one adopts all hydraulic caterpillar rig pipe-following drilling, and sleeve pipe is φ 146
Sleeve pipe, wall thickness is 7.5mm, and with shoe, shoe internal diameter is φ 127mm to sleeve bottom；It is bored into up to after projected depth, afterwards insertion note
Slurry conduit, grouting pipe finally promotes sleeve pipe down to bottom hole.
The range of grouting width 4.2m in described curtain-grouting hole, trestle column 0.9m, pitch of holes 1.0m, quincuncial arrangement, often
Hole drilling depth 9.0m.
Described grouting pipe adopts Φ 110 × 3.5mm type pvc pipes, by bottom up surrounding perforate, curtain note is arranged up and down
Slurry pitch of holes 0.4m, grouting pipe exposes 0.3m.
The injecting paste material adopts 42.5# Portland cements, and water ash mass ratio is 1:1st, 25 ~ 35MPa of grouting pressure；
Mixed with the viscosity additive that mass ratio is 5% in the 42.5# Portland cements.
Described viscosity additive is waterglass.
After the completion of the jet groutinl operation, because the bleed of serosity is acted on, there is different degrees of contraction, returned using aperture
Slurry, to mud jacking hole aperture recharge is carried out；When aperture returns slurry and can not meet recharge requirement, by using the ratio of mud 0.5：1.0
Fresh slurry recharge.
In the step 3, when pneumatic mortar machine does not play pressure in filling process, the ratio of mud is adjusted to 0.6:1, concentration of sodium silicate
To be in the milk after 8 ~ 10%.
Beneficial effects of the present invention are：
Such grouting method of the invention can guarantee that the overall seriality and effective thickness of water-stop curtain, and stagnant water effect is good；Construction
It is easy；Performance of mixtures is relatively simple, compact conformation, small volume, take up an area less, to vibrate little, noise low；Technique is easy to operate,
Construction cost is relatively low；Can subregion put into many complete equipments, shorten the construction period.
This invention takes high pulling torque all hydraulic caterpillar rig pipe-following drilling, PVC sleeve pipe retaining wall forming hole methods, this brill
Compared with Conventional mud, cement paste dado boring method, with pore-forming, soon, collapse hole, the little, process is simple of pollution etc. be not excellent for hole method
Point.
, using ordinary cement-waterglass dual slurry as injecting paste material, the serosity is filling, permeate and compacted etc. for the present invention
Mode replaces soil particle or moisture and air in cobble space, and a period of time Jing after chemical reaction, serosity can will be originally loose
Soil particle or space is cementing forms the good new construction of a chemical stability that intensity is big, water resistance is good, barrier performance is high
Body；Meanwhile, the injecting paste material has gel time adjustable, can effective control serosity diffusion length in the earth formation, it can be ensured that ground
The gel consolidation of serosity under lower river channels, and serosity is nontoxic, pollution-free, price economy.
Specific embodiment
In in order to overcome existing foundation ditch foundation construction, cobble size differs, and level is permeable more serious with poor, and
Foundation depth is when in the case of within 10m, and constructional difficulties material requested amount is larger, construction period longer problem, the present invention
A kind of boulder bed pit curtain grouting construction method under water is provided, the present invention and played suitable for aqueous boulder bed foundation ditch effectively
Function is reinforced, the overall seriality and effective thickness of water-stop curtain is can guarantee that, stagnant water effect is good, easy construction, construction
Coordinative composition of equipments is relatively simple, compact conformation, small volume, take up an area less, vibrate that little, noise is low, and technique is easy to operate, construction cost
It is relatively low, can subregion put into many complete equipments, so as to shorten one kind of construction period boulder bed pit curtain mortar depositing construction side under water
Method.
Because riverbed bottom is that boulder bed thickness is thicker, and groundwater pressure is big, to avoid digging process in occur gushing in a large number
Water, determines, surrounding takes four row's grouting pipe curtain-groutings to be reinforced in cofferdam, to reduce the saturating of cofferdam Jing after field test
The water yield.
A kind of boulder bed pit curtain grouting construction method under water, concretely comprises the following steps：
Step one determines water-stop curtain, four row's curtain-grouting holes is set in the position of the outer 6.0m of cushion cap profile, in curtain-grouting hole
It is inserted into the grouting pipe with shower nozzle；
Step 2 carries out the low pressure hose test of 0.5MPa, it is ensured that grouting pipe up/down perforation；
Step 3 injects injecting paste material in grouting pipe, is in the milk；The initial grouting pressure in same stratum takes during slip casting
Little value, takes large values during ending, and concentration of slurry is by dilute gradually retrogradation；Denseness control between 12 ~ 18s, slip casting consumption be 0.28m/
m。
Step 4 is sprayed water-stop curtain, and the shower nozzle of grouting pipe lower end carries out spray in situ down to after projected depth
Penetrate, until returning slurry reaches aperture, then carry out lifting injection；Clean equipment after the completion of injection immediately, move to next hole position.
One kind boulder bed pit curtain grouting construction method under water that the present invention is provided, is not disturbing original bed boulder bed knot
In the case of structure, the grouting pipe with special nozzle is crept into behind the precalculated position of soil layer using rig, use high pressure slurry pump
Deng high-voltage generator, make serosity become high pressure jet stream, spray from the nozzle of Grouting Pipe bottom sides, while drilling rod is with certain
Speed is lifted slowly, constantly cuts the soil body with brute force attack, and except a part of tiny grogs emits out with serosity, remaining is in jet power
The soil particle peeled off from the soil body in effective range is thoroughly mixed with serosity, and has rule in certain puddled soil ratio
Rearrange to rule.Serosity defines an induration, its shape and jet movement side Jing after certain hour solidification in soil
To relevant, using churning method in the case of nozzle rotate and upgrade when injection, therefore induration is cylindrical.Serosity spreads
In the range of boulder bed consolidation connect into an entirety, so as to prevent boulder bed from seeping water, play the work for reinforcing foundation ditch and water-stop curtain
With.
Embodiment 2：
On the basis of above-described embodiment, in the present embodiment, the curtain-grouting hole drilling in the step one is using all-hydraulic
Track-mounted drill pipe-following drilling, sleeve pipe is the sleeve pipes of φ 146, and wall thickness is 7.5mm, and with shoe, shoe internal diameter is φ to sleeve bottom
127mm；It is bored into up to after projected depth, grouting pipe is inserted afterwards, grouting pipe finally promotes sleeve pipe down to bottom hole.This enforcement
In example all hydraulic caterpillar rig that adopts for φ 146 eccentric hammer pipe-following drilling.
The range of grouting width 4.2m in described curtain-grouting hole, trestle column 0.9m, pitch of holes 1.0m, quincuncial arrangement, often
Hole drilling depth 9.0m.
Described grouting pipe adopts Φ 110 × 3.5mm type pvc pipes, by bottom up surrounding perforate, curtain note is arranged up and down
Slurry pitch of holes 0.4m, grouting pipe exposes 0.3m.
The injecting paste material adopts 42.5# Portland cements, and water ash mass ratio is 1:1st, 25 ~ 35MPa of grouting pressure；
Mixed with the viscosity additive that mass ratio is 5% in the 42.5# Portland cements.
Described viscosity additive is waterglass.Viscosity additive in the present invention is existing known technology, commercially
It is commercially available from, using waterglass as viscosity additive in the present embodiment.
After the completion of the jet groutinl operation, because the bleed of serosity is acted on, there is different degrees of contraction, returned using aperture
Slurry, to mud jacking hole aperture recharge is carried out；When aperture returns slurry and can not meet recharge requirement, by using the ratio of mud 0.5：1.0
Fresh slurry recharge.
In the step 3, when pneumatic mortar machine does not play pressure in filling process, the ratio of mud is adjusted to 0.6:1, concentration of sodium silicate
To be in the milk after 8 ~ 10%.
In order to carry out foundation pit construction in aqueous abundant boulder bed, present invention particularly provides using ordinary cement-water glass
Glass dual slurry is used as injecting paste material；The vertical pipe-following drilling of all hydraulic caterpillar rig；Dual tube method high pressure jet grouting construction
Brand-new pit curtain grouting construction method.The method can not only play a part of to reinforce this foundation ditch, moreover it is possible to solve deep basal pit four
The sealing problem in week, while larger economic and social benefit can also be obtained by popularization and application.
When determining curtain injected hole in curtain of the present invention, the coordinate of 2 points of ragged edge for often arranging both sides is released with total powerstation, then led to
These coordinate points are crossed, other drilling hole positions in the middle of 2 points are made.Specified hole position in using movable hydraulic rig to grouting pipe,
By drill bit alignment hole position center, steady, level is placed, the perpendicularity deviation of drilling rod is not more than 1.0%.After in place, carry out first
The low pressure hose test of 0.5MPa.Drilling adopts all hydraulic caterpillar rig pipe-following drilling, and sleeve pipe is the sleeve pipes of φ 146, and wall thickness is
7.5mm, sleeve bottom band shoe, shoe internal diameter is φ 127mm.It is bored into up to after projected depth, plus atm number is drained in hole and bored
Slag, is inserted into φ 110mmPVC pipes.Pvc pipe finally promotes sleeve pipe down to bottom hole, need to avoid being moved on pvc pipe during promotion.Divide into
And harmonize jet pipe injection direction and angle.Shower nozzle carries out injection in situ down to after projected depth, until returning slurry reaches aperture, so
After carry out lifting injection.Clean equipment after the completion of injection immediately, move to next hole position.After the completion of jet groutinl operation, due to slurry
The bleed effect of liquid, generally individually there is different degrees of contraction, and using aperture slurry is returned, and to mud jacking hole aperture recharge is carried out.Aperture
When returning slurry and can not meet recharge requirement, using the ratio of mud 0.5：1.0 fresh slurry recharge.
The injecting paste material of the present invention adopts 42.5# Portland cements, while the waterglass for mixing 5% is noted as improving
The viscosity additive of size performance, the ratio of mud is 1:1st, 25 ~ 35MPa of grouting pressure.If pneumatic mortar machine does not play pressure, the ratio of mud can be adjusted
It is whole to 0.6:1, concentration of sodium silicate is 8 ~ 10%, and material mixture ratio also can be actually needed with evidence and be adjusted, and make a record.Sealing
Curtain scope is that serosity theory dilation angle is counted according to 0.6m, and in the position of the outer 6.0m of cushion cap profile four row's grouting pipes 5 are set
Curtain-grouting, range of grouting width 4.2m, trestle column 0.9m, pitch of holes 1.0m, quincuncial arrangement, per hole drilling depth 9.0m, is adopted
With Φ 110 × 3.5mm type pvc pipes, by bottom up surrounding perforate, pitch of holes 0.4m is starched in upper and lower row pressure, and Grouting Pipe exposes 0.3m.
In the present invention in eccentric hammer drilling construction, by the construction of river course upstream toward downstream interval, first interior row is outer again arranges, followed by mud jacking.
Grouting pressure and grouting amount determine according to field test stake situation, and the initial grouting pressure in same stratum gets the small value during slip casting,
Take large values during ending, concentration of slurry is by dilute gradually retrogradation.Denseness control between 12 ~ 18s, grouting theory dilation angle according to
0.6m is counted, and slip casting consumption presses 0.28m/m controls, is suitably adjusted according to concrete condition during slip casting, in backfill and existing riverbed
Face adapter section increases grouting amount and grouting pressure, and interval slip casting, it is ensured that the slip casting effect of weak floor.
One kind boulder bed pit curtain grouting construction method under water that the present invention is provided, is not disturbing original bed boulder bed knot
In the case of structure, the grouting pipe with special nozzle is crept into behind the precalculated position of soil layer using rig, use high pressure slurry pump
Deng high-voltage generator, make serosity become the high pressure jet stream of 25 ~ 35MPa, spray from the nozzle of Grouting Pipe bottom sides, while
Drilling rod is lifted slowly with certain speed, constantly cuts the soil body with brute force attack, except a part of tiny grogs emits out with serosity, its
The remaining soil particle peeled off from the soil body in jet power effective range is thoroughly mixed with serosity, and by certain slurry
Native ratio is regularly rearranged.Serosity defines an induration Jing after certain hour solidification in soil, its shape with
Jet moving direction is relevant, using churning method in the case of nozzle injection while rotate and upgrade, therefore induration be in cylinder
Shape.Boulder bed consolidation connects into an entirety in grout mixing, so as to prevent boulder bed from seeping water, plays reinforcing foundation ditch and stops
The effect of water curtain.
Claims (8)
1. one kind boulder bed pit curtain grouting construction method under water, it is characterised in that：Concretely comprise the following steps：
Step one determines water-stop curtain, four row's curtain-grouting holes is set in the position of the outer 6.0m of cushion cap profile, in curtain-grouting hole
It is inserted into the grouting pipe with shower nozzle；
Step 2 carries out the low pressure hose test of 0.5MPa, it is ensured that grouting pipe up/down perforation；
Step 3 injects injecting paste material in grouting pipe, is in the milk；The initial grouting pressure in same stratum takes during slip casting
Little value, takes large values during ending, and concentration of slurry is by dilute gradually retrogradation；Denseness control between 12 ~ 18s, slip casting consumption be 0.28m/
m；
Step 4 is sprayed water-stop curtain, and the shower nozzle of grouting pipe lower end carries out injection in situ down to after projected depth,
Until returning slurry reaches aperture, lifting injection is then carried out；Clean equipment after the completion of injection immediately, move to next hole position.
2. a kind of boulder bed pit curtain grouting construction method under water according to claim 1, it is characterised in that：The step
Curtain-grouting hole drilling in rapid one adopts all hydraulic caterpillar rig all hydraulic caterpillar rig pipe-following drilling, and sleeve pipe is φ
146 sleeve pipes, wall thickness is 7.5mm, and with shoe, shoe internal diameter is φ 127mm to sleeve bottom；It is bored into up to after projected depth, inserts afterwards
Enter grouting pipe, grouting pipe finally promotes sleeve pipe down to bottom hole.
3. a kind of boulder bed pit curtain grouting construction method under water according to claim 1, it is characterised in that：Described
The range of grouting width 4.2m in curtain-grouting hole, trestle column 0.9m, pitch of holes 1.0m, quincuncial arrangement, per hole drilling depth 9.0m.
4. a kind of boulder bed pit curtain grouting construction method under water according to claim 1, it is characterised in that：Described
Grouting pipe adopts Φ 110 × 3.5mm type pvc pipes, by bottom up surrounding perforate, curtain-grouting pitch of holes 0.4m is arranged up and down,
Grouting pipe exposes 0.3m.
5. a kind of boulder bed pit curtain grouting construction method under water according to claim 1, it is characterised in that：The note
Pulp material adopts 42.5# Portland cements, and water ash mass ratio is 1:1st, 25 ~ 35MPa of grouting pressure；The 42.5# is common
Mixed with the viscosity additive that mass ratio is 5% in portland cement.
6. a kind of boulder bed pit curtain grouting construction method under water according to claim 5, it is characterised in that：Described
Viscosity additive is waterglass.
7. a kind of boulder bed pit curtain grouting construction method under water according to claim 1, it is characterised in that：The spray
After the completion of penetrating slip casting operation, because the bleed of serosity is acted on, there is different degrees of contraction, slurry is returned using aperture, to mud jacking hole
Carry out aperture recharge；When aperture returns slurry and can not meet recharge requirement, by using the ratio of mud 0.5：1.0 fresh slurry recharge.
8. a kind of boulder bed pit curtain grouting construction method under water according to claim 1, it is characterised in that：The step
In rapid three, when pneumatic mortar machine does not play pressure in filling process, the ratio of mud is adjusted to 0.6:1, concentration of sodium silicate be 8 ~ 10% after filled
Slurry.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710054218.9A CN106677190A (en) | 2017-01-24 | 2017-01-24 | Grouting construction method for underwater pebble bed foundation pit curtain |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710054218.9A CN106677190A (en) | 2017-01-24 | 2017-01-24 | Grouting construction method for underwater pebble bed foundation pit curtain |
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| Publication Number | Publication Date |
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| CN106677190A true CN106677190A (en) | 2017-05-17 |
Family
ID=58860515
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710054218.9A Pending CN106677190A (en) | 2017-01-24 | 2017-01-24 | Grouting construction method for underwater pebble bed foundation pit curtain |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108643919A (en) * | 2018-04-03 | 2018-10-12 | 上海隧道工程有限公司 | The method that loess cement mixing slurries reinforce loose pebble layer |
| CN109322699A (en) * | 2018-09-29 | 2019-02-12 | 山东省地质矿产勘查开发局八0水文地质工程地质大队 | Pollution isolation blocking technology under a kind of mine |
| CN109440727A (en) * | 2018-10-24 | 2019-03-08 | 中国海洋大学 | It is a kind of for reinforcing the vibroflotation grouting equipment and processing method on submarine soil basis |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005324283A (en) * | 2004-05-14 | 2005-11-24 | Nakaguro Kensetsu Kk | Spray nozzle and injection device using the same |
| CN102182199A (en) * | 2011-03-31 | 2011-09-14 | 湖南省第二工程有限公司 | Construction method of high-pressure swing grouting water-stop curtain |
| CN103266614A (en) * | 2013-05-15 | 2013-08-28 | 北京市政建设集团有限责任公司 | Sublevel retreating type two-fluid composite grouting construction method for deep foundation pit of sandy gravel stratum |
| CN204753574U (en) * | 2015-06-24 | 2015-11-11 | 江苏省建筑科学研究院有限公司 | High pressure jet grouting pile stagnant water curtain construction equipment |
-
2017
- 2017-01-24 CN CN201710054218.9A patent/CN106677190A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005324283A (en) * | 2004-05-14 | 2005-11-24 | Nakaguro Kensetsu Kk | Spray nozzle and injection device using the same |
| CN102182199A (en) * | 2011-03-31 | 2011-09-14 | 湖南省第二工程有限公司 | Construction method of high-pressure swing grouting water-stop curtain |
| CN103266614A (en) * | 2013-05-15 | 2013-08-28 | 北京市政建设集团有限责任公司 | Sublevel retreating type two-fluid composite grouting construction method for deep foundation pit of sandy gravel stratum |
| CN204753574U (en) * | 2015-06-24 | 2015-11-11 | 江苏省建筑科学研究院有限公司 | High pressure jet grouting pile stagnant water curtain construction equipment |
Non-Patent Citations (2)
| Title |
|---|
| 张家升等: "注浆帷幕防水围堰在桥梁承台深水基础施工中的应用", 《湖南城市学院学报》 * |
| 杨云飞: "砂卵石层桥梁基础注浆堵水施工技术", 《桥梁》 * |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108643919A (en) * | 2018-04-03 | 2018-10-12 | 上海隧道工程有限公司 | The method that loess cement mixing slurries reinforce loose pebble layer |
| CN109322699A (en) * | 2018-09-29 | 2019-02-12 | 山东省地质矿产勘查开发局八0水文地质工程地质大队 | Pollution isolation blocking technology under a kind of mine |
| CN109440727A (en) * | 2018-10-24 | 2019-03-08 | 中国海洋大学 | It is a kind of for reinforcing the vibroflotation grouting equipment and processing method on submarine soil basis |
| CN109440727B (en) * | 2018-10-24 | 2024-03-12 | 中国海洋大学 | Vibrating grouting equipment for reinforcing submarine soil foundation and treatment method |
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Application publication date: 20170517 |
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