CN108825246A - A kind of soil stabilization method - Google Patents
A kind of soil stabilization method Download PDFInfo
- Publication number
- CN108825246A CN108825246A CN201810569844.6A CN201810569844A CN108825246A CN 108825246 A CN108825246 A CN 108825246A CN 201810569844 A CN201810569844 A CN 201810569844A CN 108825246 A CN108825246 A CN 108825246A
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- China
- Prior art keywords
- freezing
- freezing hole
- hole
- stabilization method
- soil stabilization
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
Abstract
The invention discloses a kind of soil stabilization methods, include the following steps：Step 1, preparation stage, including cleaning soil structures to be processed, build construction operation platform；Step 2, injected hole drill through, and carry out horizontal grouting reinforcing；Step 3, after step 2 slip casting terminates 5-10d, carry out freezing hole drill through and frozen construction, complete the reinforcing of the soil body.The soil stabilization method combined using freezing process and horizontal grouting, there can be simultaneously construction freezing method-not only and can guarantee that stratum is stablized, impermeable role can also be played, can into will row deep basal pit shoveling, two kinds of advantages of and horizontal grouting construction -- antiseepage, leak stopping, reinforcing, in addition construction freezing method is carried out again within 5-10 days after slip casting, can effectively prevent the aquation heat affecting freezing efficiency of slurries.
Description
Technical field
The present invention relates to underground engineering technical fields, and in particular to a kind of soil stabilization method.
Background technique
Particular surroundings is being carried out, such as soil layer construction complexity, key horizon includes flour sand, clay, silty clay etc., and upper layer
Building is compact, is unfavorable for the space of reserved emergency repair, emergency dewatering well can not be arranged, easily occur dangerous situation in the construction process
And since superstructure is more, flow of the people is big, will cause biggish personal damage and biggish public opinion influences.And it is existing
Soil layer reinforcement means is single, not can guarantee the construction that is perfectly safe in tunnel.
In view of defect existing for above-mentioned existing soil stabilization method, the present inventor is based on being engaged in such product design system
Practical experience and professional knowledge abundant for many years are made, and cooperates the utilization of scientific principle, is subject to research and innovation, actively to found one kind
Soil stabilization method makes it with more practicability.By constantly studying, designing, and studied repeatedly sample and improve after, eventually
In creating the present invention having practical value.
Summary of the invention
It is a primary object of the present invention to, overcome defect existing for existing soil stabilization method, and one kind is provided and is freezed
The soil stabilization method that method and horizontal grouting combine, thus more suitable for practical, and with the utility value in industry.
The object of the invention to solve the technical problems adopts the following technical solutions to realize.
A kind of soil stabilization method, includes the following steps：
Step 1, preparation stage, including cleaning soil structures to be processed, build construction operation platform；
Step 2, injected hole drill through, and carry out horizontal grouting reinforcing；
Step 3, after step 2 slip casting terminates 5-10d, carry out freezing hole drill through and frozen construction, complete the soil body plus
Gu.
As a kind of perferred technical scheme, slip casting pitch of holes is 1000-1500mm in the step 2, depth is
12.8m, and the injected hole is arranged in blossom type.
As a kind of perferred technical scheme, the slurries injected in the injected hole are dual slurry, including cement slurry and water
Glass, and the volume ratio of the cement slurry and the waterglass is 1：1, wherein the concentration of the waterglass is 35 Baume degrees.
As a kind of perferred technical scheme, the ratio of mud of the slurries is 1：1.
As a kind of perferred technical scheme, the horizontal grouting reinforces the grouting pressure used as 0.4-0.5MPa.
As a kind of perferred technical scheme, in the step 3, the freezing hole is arranged by level angle, including three circles
Freezing hole group and the 1 center freezing hole hit exactly positioned at east gate.
As a kind of perferred technical scheme, the three circles freezing hole group respectively includes：
Outer ring freezing hole group, including be evenly distributed on centered on the center freezing hole point, diameter for 8m circumferential edge 32
A first freezing hole；
Second circle freezing hole group：It is the circumferential edge of 5.4m including being evenly distributed on point, diameter centered on the center freezing hole
16 the second freezing holes；
Inner ring freezing hole group：Including be evenly distributed on centered on the center freezing hole point, diameter for 2.7m circumferential edge 8
A third freezing hole.
As a kind of perferred technical scheme, first freezing hole, second freezing hole, the third freezing hole,
The depth of the center freezing hole is respectively d1, d2, d3, d4, and d1 >=d2 >=d3 >=d4.
As a kind of perferred technical scheme, first freezing hole, second freezing hole, the third freezing hole,
The depth of the center freezing hole is respectively 13.8m, 2.8 m, 2.8 m, 2.8 m.
As a kind of perferred technical scheme, the slip casting bore dia is 42mm, the freezing hole aperture is 89mm.
By adopting the above technical scheme, it can be realized following technical effect：
1）, the soil stabilization method that is combined using freezing process and horizontal grouting, can have simultaneously construction freezing method-that can not only protect
Demonstrate,prove stratum stablize, moreover it is possible to rise impermeable role, can into will row deep basal pit shoveling and horizontal grouting construction -- antiseepage, leak stopping,
The two kinds of advantages reinforced, in addition carry out construction freezing method in 5-10 days after slip casting again, can effectively prevent the heat of hydration of slurries
Influence freezing efficiency；
2）, freezing hole by level angle arrange, respectively include three collar aperture groups, it can be achieved that freezing hole is uniformly distributed, reduction is freezed
Time improves construction freezing method efficiency；
3）, according to soil property situation to be reinforced, using dual slurry injection slurry, and use rational proportion, effectively improve slip casting effect.
Specific embodiment
Further to illustrate the present invention to reach the technical means and efficacy that predetermined goal of the invention is taken, to foundation
Its specific embodiment of soil stabilization method, feature and its effect proposed by the present invention, detailed description is as follows.
The invention discloses a kind of soil stabilization methods, include the following steps：
Step 1, preparation stage, including cleaning soil structures to be processed, construction operation platform is built, specifically, including：Using three
Axis cement mixing method and rotary churning pile water stopping curtain, each 3m on the outside of planar range tunnel, vertically from tunnel top 3.75m to tunnel bottom
3m, mixing pile longitudinal length 8m, rotary churning pile longitudinal length 1m；
Step 2, the density in order to guarantee the soil body, increase the effect of horizontal frozen, do deep horizontal note in portal circle internal drilling
Hole is starched, i.e. injected hole drills through, and carries out horizontal grouting reinforcing, specifically, carrying out locating holes first, injected hole is in blossom type
Arrangement, slip casting pitch of holes is 1000-1500mm, depth 12.8m（Include fender post）, injected hole aperture be 42mm, with portal
Commutation arrangement has the function that sealing is strengthened in stratum improvement, geology to consolidate the stratum inside and outside shield tunneling section range；
Step 3, after step 2 slip casting terminates 5-10d, carry out freezing hole drill through and frozen construction, complete the reinforcing of the soil body.
As a kind of perferred technical scheme, the slurries injected in injected hole are dual slurry, including cement slurry and waterglass,
And the volume ratio of cement slurry and waterglass is 1：1, wherein the concentration of waterglass is 35 Baume degrees.
As a kind of perferred technical scheme, the ratio of mud of slurries is 1 in dual slurry：1.
As a kind of perferred technical scheme, horizontal grouting reinforces the grouting pressure used as 0.4-0.5MPa.
As a kind of perferred technical scheme, in step 3, freezing hole is arranged by level angle, including three circle freezing hole groups
And 1 center freezing hole positioned at east gate center, it is that freezing hole is distributed the number of plies, it can be achieved that freezing hole uniformly divides by circumference circle
Cloth, the distance between center freezing hole and the distance between similar freezing hole are able to achieve and are uniformly distributed, avoid due to
Freezing hole is unevenly distributed the non-uniform situation of caused soil solidifying degree.
As a kind of perferred technical scheme, three circle freezing hole groups respectively include：
Outer ring freezing hole group is 32 of circumferential edge of 8m including being evenly distributed on centered on the freezing hole of center point, diameter
One freezing hole；
Second circle freezing hole group：Including be evenly distributed on centered on the freezing hole of center point, diameter for 5.4m circumferential edge 16
A second freezing hole, and each second freezing hole is distributed on the perpendicular bisector of two adjacent the first freezing hole lines；
Inner ring freezing hole group：It is 8 of circumferential edge of 2.7m including being evenly distributed on centered on the freezing hole of center point, diameter
Three freezing holes, and each third freezing hole is distributed on the perpendicular bisector of two adjacent the second freezing hole lines.
As a kind of perferred technical scheme, the first freezing hole, the second freezing hole, third freezing hole, center freezing hole
Depth is respectively d1, d2, d3, d4, and d1 >=d2 >=d3 >=d4, and from outside to inside, the depth of freezing hole is successively reduced, the jelly of outer ring
It ties range and is greater than inside, can be used as the guard circle of the internal soil body, increase its strength and stability.
As a kind of perferred technical scheme, the first freezing hole, the second freezing hole, third freezing hole, center freezing hole
Depth is respectively 13.8m, 2.8 m, 2.8 m, 2.8 m.
As a kind of perferred technical scheme, slip casting bore dia is 42mm, freezing hole aperture is 89mm.
As a kind of perferred technical scheme, it needs to carry out real-time monitoring to superstructure during carrying out horizontal grouting,
Prevent slip casting from causing building that protuberance or deformation etc. occurs.
In order to further illustrate the present invention, soil stabilization method provided by the invention is carried out combined with specific embodiments below
Detailed description, but should not be construed as limiting the scope of the present invention.
The Changzhou railway station near zone soil body is reinforced, specifically, with Changzhou universal love station-Changzhou railway station station
Section is downlink receiving end, Changzhou railway station station south head is uplink originating terminal, and end well is located at Changzhou bus hub east
Side, Changzhou railway station exit north side, portal diameter is 6700mm, tunnel center absolute altitude be -11.388m, ground elevation about+
4.24m, building enclosure use diameter 800-100mm cast-in-situ bored pile.
Cement stabilization is carried out to it first, using triaxial cement mixing pile and rotary churning pile water stopping curtain, planar range tunnel
Each 3m on the outside of road, vertically from tunnel top 3.75m to tunnel bottom 3m, mixing pile longitudinal length 8m+ rotary churning pile longitudinal length 1m；
Then horizontal grouting reinforcing, wherein locating holes are carried out, injected hole is arranged in blossom type, slip casting pitch of holes be 1000mm,
Depth is 12.8m（Include fender post）, injected hole aperture be 42mm, with portal commutate arrange, to consolidate shield tunneling section model
Inside and outside stratum is enclosed, the slurries wherein injected in injected hole are dual slurry, including cement slurry and waterglass, and cement slurry and water glass
The volume ratio of glass is 1：1, wherein the concentration of waterglass is 35 Baume degrees, and the ratio of mud of slurries is 1 in dual slurry：1, level note
Slurry reinforces the grouting pressure used as 0.4-0.5MPa；
After slip casting terminates 7d, carry out freezing hole drill through and frozen construction, complete the reinforcing of the soil body, freezing hole presses level angle
Arrangement, 1 center freezing hole including three circle freezing hole groups and positioned at east gate center, respectively centered on the freezing hole of center
32 the first freezing holes of point, the circumferential edge that diameter is 8m, centered on the freezing hole of center point, diameter for 5.4m circumferential edge
16 the second freezing holes, point, diameter amount to 57 for 8 third freezing holes of the circumferential edge of 2.7m centered on the freezing hole of center
Freezing hole, and the above shield receive freezing hole by level angle arrangement, the first freezing hole, the second freezing hole, third freezing hole, in
The depth of heart freezing hole is respectively 13.8m, 2.8 m, 2.8 m, 2.8 m.
It has no that protuberance or deformation occur for building in entire work progress, meets associated safety requirement.
The above described is only a preferred embodiment of the present invention, be not intended to limit the present invention in any form, though
So the present invention has been disclosed as a preferred embodiment, and however, it is not intended to limit the invention, any technology people for being familiar with this profession
Member, without departing from the scope of the present invention, when the technology contents using the disclosure above are modified or are modified
For the equivalent embodiment of equivalent variations, but anything that does not depart from the technical scheme of the invention content, according to the technical essence of the invention
Any simple modification, equivalent change and modification to the above embodiments, all of which are still within the scope of the technical scheme of the invention.
Claims (10)
1. a kind of soil stabilization method, which is characterized in that include the following steps：
Step 1, preparation stage, including cleaning soil structures to be processed, build construction operation platform；
Step 2, injected hole drill through, and carry out horizontal grouting reinforcing；
Step 3, after step 2 slip casting terminates 5-10d, carry out freezing hole drill through and frozen construction, complete the soil body plus
Gu.
2. soil stabilization method according to claim 1, which is characterized in that slip casting pitch of holes is 1000- in the step 2
1500mm, depth 12.8m, and the injected hole is arranged in blossom type.
3. soil stabilization method according to claim 1 or 2, which is characterized in that the slurries of injection are in the injected hole
Dual slurry, including cement slurry and waterglass, and the volume ratio of the cement slurry and the waterglass is 1：1, wherein the water
The concentration of glass is 35 Baume degrees.
4. soil stabilization method according to claim 3, which is characterized in that the ratio of mud of the slurries is 1：1.
5. soil stabilization method according to claim 1, which is characterized in that the horizontal grouting reinforces the slip casting pressure used
Power is 0.4-0.5MPa.
6. soil stabilization method according to claim 1, which is characterized in that in the step 3, the freezing hole is by level
Angle arrangement, 1 center freezing hole including three circle freezing hole groups and positioned at east gate center.
7. soil stabilization method according to claim 6, which is characterized in that the three circles freezing hole group respectively includes：
Outer ring freezing hole group, including be evenly distributed on centered on the center freezing hole point, diameter for 8m circumferential edge 32
A first freezing hole；
Second circle freezing hole group：It is the circumferential edge of 5.4m including being evenly distributed on point, diameter centered on the center freezing hole
16 the second freezing holes；
Inner ring freezing hole group：Including be evenly distributed on centered on the center freezing hole point, diameter for 2.7m circumferential edge 8
A third freezing hole.
8. soil stabilization method according to claim 7, which is characterized in that first freezing hole, described second are freezed
Hole, the third freezing hole, the center freezing hole depth be respectively d1, d2, d3, d4, and d1 >=d2 >=d3 >=d4.
9. soil stabilization method according to claim 8, which is characterized in that first freezing hole, described second are freezed
Hole, the third freezing hole, the center freezing hole depth be respectively 13.8m, 2.8 m, 2.8 m, 2.8 m.
10. soil stabilization method according to claim 1, which is characterized in that the slip casting bore dia is 42mm, the jelly
Knot hole aperture is 89mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810569844.6A CN108825246A (en) | 2018-06-05 | 2018-06-05 | A kind of soil stabilization method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810569844.6A CN108825246A (en) | 2018-06-05 | 2018-06-05 | A kind of soil stabilization method |
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| Publication Number | Publication Date |
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| CN108825246A true CN108825246A (en) | 2018-11-16 |
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| CN201810569844.6A Pending CN108825246A (en) | 2018-06-05 | 2018-06-05 | A kind of soil stabilization method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113530555A (en) * | 2021-06-28 | 2021-10-22 | 中铁(上海)投资集团有限公司 | Construction method for vertical freezing and cement system combined reinforcement of shield in and out tunnel |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS54132312A (en) * | 1978-04-06 | 1979-10-15 | Seiken Co | Reinforcing method of creating freezed earth in method of freezing construction |
| DE3905388A1 (en) * | 1989-02-22 | 1990-08-23 | Gerd Prof Dr Ing Gudehus | Method of constructing subterranean plane load-bearing structures |
| CN103015402A (en) * | 2012-12-27 | 2013-04-03 | 南京林业大学 | Construction method for inhibiting frost heaving and thaw collapse of horizontally frozen end through cement-soil reinforcement method |
| CN103527214A (en) * | 2013-11-04 | 2014-01-22 | 南京林业大学 | Horizontal freezing and pipe shed combined subway shield tunnel reinforcing tip and method |
| CN104074525A (en) * | 2014-07-02 | 2014-10-01 | 南京林业大学 | Full-sectional grouting, rectangular horizontal freezing and pipe roof combined reinforcing structure and method |
-
2018
- 2018-06-05 CN CN201810569844.6A patent/CN108825246A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS54132312A (en) * | 1978-04-06 | 1979-10-15 | Seiken Co | Reinforcing method of creating freezed earth in method of freezing construction |
| DE3905388A1 (en) * | 1989-02-22 | 1990-08-23 | Gerd Prof Dr Ing Gudehus | Method of constructing subterranean plane load-bearing structures |
| CN103015402A (en) * | 2012-12-27 | 2013-04-03 | 南京林业大学 | Construction method for inhibiting frost heaving and thaw collapse of horizontally frozen end through cement-soil reinforcement method |
| CN103527214A (en) * | 2013-11-04 | 2014-01-22 | 南京林业大学 | Horizontal freezing and pipe shed combined subway shield tunnel reinforcing tip and method |
| CN104074525A (en) * | 2014-07-02 | 2014-10-01 | 南京林业大学 | Full-sectional grouting, rectangular horizontal freezing and pipe roof combined reinforcing structure and method |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113530555A (en) * | 2021-06-28 | 2021-10-22 | 中铁(上海)投资集团有限公司 | Construction method for vertical freezing and cement system combined reinforcement of shield in and out tunnel |
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Application publication date: 20181116 |